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{{#Wiki_filter:Chapter 3 - Design of Structures, Systems, and Components                                             Table of Contents CHAPTER 3 DESIGN OF STRUCTURES, SYSTEMS, AND COMPONENTS TABLE OF CONTENTS Section                                            Title                                                                  Page 3.1      DESIGN CRITERIA .............................................................................................. 3.1-1 3.2      METEOROLOGICAL DAMAGE ........................................................................... 3.2-1 3.2.1      WIND LOADING ................................................................................. 3.2-1 3.2.2      TORNADO LOADING ........................................................................ 3.2-2 3.2.3      SNOW, ICE, AND RAIN LOADING .................................................... 3.2-3 3.3      WATER DAMAGE ................................................................................................ 3.3-1 3.3.1      FLOOD PROTECTION ....................................................................... 3.3-1 3.3.2      STRUCTURAL DESIGN FOR FLOODING ........................................ 3.3-3 3.4      SEISMIC DAMAGE .............................................................................................. 3.4-1 3.4.1      SEISMIC INPUT ................................................................................. 3.4-3 3.4.2      SEISMIC ANALYSIS OF FACILITY STRUCTURES .......................... 3.4-4 3.4.3      SEISMIC CLASSIFICATION AND QUALIFICATION ....................... 3.4-12 3.4.4      SEISMIC INSTRUMENTATION ....................................................... 3.4-15 3.4.5      SEISMIC ENVELOPE DESIGN FOR EXTERNAL HAZARDS ......... 3.4-15 3.5      SYSTEMS AND COMPONENTS ......................................................................... 3.5-1 3.6      NITROGEN PURGE SYSTEM STRUCTURE ...................................................... 3.6-1 3.6.1      METEOROLOGICAL DAMAGE ......................................................... 3.6-1 3.6.2      WATER DAMAGE .............................................................................. 3.6-1 3.6.3      SEISMIC DAMAGE ............................................................................ 3.6-2
{{#Wiki_filter:Chapter 3 - Design of Structures, Systems, and Components Table of Contents


==3.7      REFERENCES==
CHAPTER 3
..................................................................................................... 3.7-1 SHINE Medical Technologies                          3-i                                                                Rev. 1


1    Safety-Related Structures, Systems, and Components 2    Nonsafety-Related Structures, Systems, and Components 3    SHINE Design Criteria 1    Seismic Classification of Structures, Systems, and Components NE Medical Technologies                  3-ii                      Rev. 0
DESIGN OF STRUCTURES, SYSTEMS, AND COMPONENTS


1    View Looking Southwest of the Representative Concrete Sections 2    Cross Section of Structural Model 3    Selected Response Spectra, Exterior Locations (Looking Southeast) 4    Selected Response Spectra, Exterior Locations (Looking Northwest) 5    Selected Response Spectra Locations At Grade Slab 6    Selected Response Spectra Locations Below Grade Slab 7    Building Envelope Openings Evaluated as Missile Barriers NE Medical Technologies                3-iii                          Rev. 0
TABLE OF CONTENTS


onym/Abbreviation        Definition American Concrete Institute C                          American Institute of Steel Construction SI                        American National Standards Institute CE                        American Society of Civil Engineers ME                        American Society of Mechanical Engineers best estimate AS                        criticality accident alarm system MS                        continuous air monitoring system centimeter E                          U.S. Department of Energy east-west G                        emergency lighting system FAS                        engineered safety features actuation system S                        facility access control system HS                        facility chilled water system RS                        facility chemical reagent system NE Medical Technologies 3-iv                                      Rev. 1
Section Tit le Page


onym/Abbreviation        Definition CS                        facility data and communications system WS                        facility demineralized water system S                        facility fire detection and suppression system LP                        facility grounding and lightning protection system WS                        facility heating water system HS                        facility nitrogen handling system WS                        facility potable water system S                        facility sanitary drains system R                        facility structure feet square feet cubic feet 4                        facility ventilation zone 4 FD                        hot cell fire detection and suppression system AC                        heating, ventilation, and air conditioning hertz NE Medical Technologies 3-v                                          Rev. 1
3.1 DESIGN CRITERIA.............................................................................................. 3.1-1


onym/Abbreviation      Definition A                        International Atomic Energy Agency S                        irradiation cell biological shield E                        Institute of Electrical and Electronics Engineers irradiation facility inch S                        in-structure response spectra irradiation unit iodine and xenon purification and packaging m3                        kilogram per cubic meter kilopascal kilometers per hour S                        quality control and analytical testing laboratories lower bound 2                         pounds per square foot 3                        pounds per cubic foot PS                        light water pool system NE Medical Technologies 3-vi                                          Rev. 1
3.2 METEOROLOGICAL DAMAGE........................................................................... 3.2-1


onym/Abbreviation        Definition meter cubic meter meters per second PS                        molybdenum extraction and purification system S                          material handling system S                        molybdenum isotope product packaging system h                          miles per hour north-south S                        nitrogen gas purge system AS                        neutron driver assembly system DS                        neutron flux detection system PA                        National Fire Protection Association SS                        normal electrical power supply system C                          NDAS service cell HS                        process chilled water system LS                        primary closed loop cooling system NE Medical Technologies 3-vii                                    Rev. 1
3.2.1 WIND LOADING................................................................................. 3.2-1


onym/Abbreviation        Definition S                        production facility biological shield system A                          peak ground acceleration S                          process integrated control system F                          probable maximum flood pounds per square foot pounds per square inch VS                        process vessel vent system E                          qualification of active mechanical equipment MS                        radiation area monitoring system A                          radiologically controlled area S                          radioactive drain system WI                        radioactive liquid waste immobilization WS                        radioactive liquid waste storage CS                        radioisotope process facility cooling system F                          radioisotope production facility S                          required response spectrum NE Medical Technologies 3-viii                                        Rev. 1
3.2.2 TORNADO LOADING........................................................................ 3.2-2


onym/Abbreviation        Definition Z1                        radiological ventilation system zone 1 Z2                        radiological ventilation system zone 2 Z3                        radiological ventilation system zone 3 AS                        subcritical assembly system S                          standby generator system MS                        stack release monitoring system P                          Standard Review Plan for the Review of Safety Analysis for Nuclear Power Plants SS                        square root of the sum of the squares WP                        solid radioactive waste packaging C                          structure, system, or component E                          safe shutdown earthquake soil-structure interaction RA                        Southern Wisconsin Regional Airport E                        total effective dose equivalent GS                        TSV off-gas system tritium purification system NE Medical Technologies 3-ix                                      Rev. 1
3.2.3 SNOW, ICE, AND RAIN LOADING.................................................... 3.2-3


onym/Abbreviation        Definition PS                        TSV reactivity protection system S                        target solution preparation system S                        target solution staging system target solution vessel upper bound SS                        uninterruptible electrical power supply system SS                        uranium receipt and storage system vacuum transfer system zero period acceleration NE Medical Technologies 3-x                                          Rev. 1
3.3 WATER DAMAGE................................................................................................ 3.3-1


DESIGN CRITERIA ctures, systems, and components (SSCs) present in the SHINE facility are identified in les 3.1-1 and 3.1-2, including the applicable FSAR section(s) which describe each SSC and applicable SHINE design criteria. Design criteria derived from external codes, guides, and dards specific to the design, construction, or inspection of SSCs are included in the licable FSAR section describing those SSCs. For each SSC, the FSAR section identifies tion, function, modes of operation, and type of actuation for specific SSCs, as applicable.
3.3.1 FLOOD PROTECTION....................................................................... 3.3-1
lear Safety Classification ety-related SSCs at SHINE are those physical SSCs whose intended functions are to prevent idents that could cause undue risk to health and safety of workers and the public; and to trol or mitigate the consequences of such accidents.
 
eptable risk is achieved by ensuring that events are highly unlikely or by reducing sequences less than the SHINE safety criteria. The SHINE safety criteria are:
3.3.2 STRUCTURAL DESIGN FOR FLOODING........................................ 3.3-3
 
3.4 SEISMIC DAMAGE.............................................................................................. 3.4-1
 
3.4.1 SEISMIC INPUT................................................................................. 3.4-3
 
3.4.2 SEISMIC ANALYSIS OF FACILITY STRUCTURES.......................... 3.4-4
 
3.4.3 SEISMIC CLASSIFICATION AND QUALIFICATION....................... 3.4-12
 
3.4.4 SEISMIC INSTRUMENTATION....................................................... 3.4-15
 
3.4.5 SEISMIC ENVELOPE DESIGN FOR EXTERNAL HAZARDS......... 3.4-15
 
3.5 SYSTEMS AND COMPONENTS......................................................................... 3.5-1
 
3.6 NITROGEN PURGE SYSTEM STRUCTURE...................................................... 3.6-1
 
3.6.1 METEOROLOGICAL DAMAGE......................................................... 3.6-1
 
3.6.2 WATER DAMAGE.............................................................................. 3.6-1
 
3.6.3 SEISMIC DAMAGE............................................................................ 3.6-2
 
==3.7 REFERENCES==
..................................................................................................... 3.7-1
 
SHINE Medical Technologies 3-i Rev. 1 Chapter 3 - Design of Structures, Systems, and Components List of Tables
 
LIST OF TABLES Number Tit le
 
3.1-1 Safety-Related Structures, Systems, and Components
 
3.1-2 Nonsafety-Related Structures, Systems, and Components
 
3.1-3 SHINE Design Criteria
 
3.4-1 Seismic Classification of Structures, Systems, and Components
 
SHINE Medical Technologies 3-ii Rev. 0 Chapter 3 - Design of Structures, Systems, and Components List of Figures
 
LIST OF FIGURES Number Tit le
 
3.4-1 View Looking Southwest of the Representative Concrete Sections
 
3.4-2 Cross Section of Structural Model
 
3.4-3 Selected Response Spectra, Exterior Locations (Looking Southeast)
 
3.4-4 Selected Response Spectra, Exterior Locations (Looking Northwest)
 
3.4-5 Selected Response Spectra Locations At Grade Slab
 
3.4-6 Selected Response Spectra Locations Below Grade Slab
 
3.4-7 Building Envelope Openings Evaluated as Missile Barriers
 
SHINE Medical Technologies 3-iii Rev. 0 Chapter 3 - Design of Structures, Systems, and Components Acronyms and Abbreviations
 
ACRONYMS AND ABBREVIATIONS
 
Acronym/Abbreviation Definition
 
ACI American Concrete Institute
 
AISC American Institute of Steel Construction
 
ANSI American National Standards Institute
 
ASCE American Society of Civil Engineers
 
ASME American Society of Mechanical Engineers
 
BE best estimate
 
CAAS criticality accident alarm system
 
CAMS continuous air monitoring system
 
cm centimeter
 
DOE U.S. Department of Energy
 
E/W east-west
 
ELTG emergency lighting system
 
ESFAS engineered safety features actuation system
 
FACS facility access control system
 
FCHS facility chilled water system
 
FCRS facility chemical reagent system
 
SHINE Medical Technologies 3-iv Rev. 1 Chapter 3 - Design of Structures, Systems, and Components Acronyms and Abbreviations
 
ACRONYMS AND ABBREVIATIONS
 
Acronym/Abbreviation Definition
 
FDCS facility data and communications system
 
FDWS facility demineralized water system
 
FFPS facility fire detection and suppression system
 
FGLP facility grounding and lightning protection system
 
FHWS facility heating water system
 
FNHS facility nitrogen handling system
 
FPWS facility potable water system
 
FSDS facility sanitary drains system
 
FSTR facility structure
 
ft. feet
 
ft2 square feet
 
ft3 cubic feet
 
FVZ4 facility ventilation zone 4
 
HCFD hot cell fire detection and suppression system
 
HVAC heating, ventilation, and air conditioning
 
Hz hertz
 
SHINE Medical Technologies 3-v Rev. 1 Chapter 3 - Design of Structures, Systems, and Components Acronyms and Abbreviations
 
ACRONYMS AND ABBREVIATIONS
 
Acronym/Abbreviation Definition
 
IAEA International Atomic Energy Agency
 
ICBS irradiation cell biological shield
 
IEEE Institute of Electrical and Electronics Engineers
 
IF irradiation facility
 
in. inch
 
ISRS in-structure response spectra
 
IU irradiation unit
 
IXP iodine and xenon purification and packaging
 
kg/m3 kilogram per cubic meter
 
kPa kilopascal
 
kph kilometers per hour
 
LABS quality control and analytical testing laboratories
 
LB lower bound
 
lb/ft2 pounds per square foot
 
lb/ft3 pounds per cubic foot
 
LWPS light water pool system
 
SHINE Medical Technologies 3-vi Rev. 1 Chapter 3 - Design of Structures, Systems, and Components Acronyms and Abbreviations
 
ACRONYMS AND ABBREVIATIONS
 
Acronym/Abbreviation Definition
 
m meter
 
m3 cubic meter
 
m/s meters per second
 
MEPS molybdenum extraction and purification system
 
MHS material handling system
 
MIPS molybdenum isotope product packaging system
 
mph miles per hour
 
N/S north-south
 
N2PS nitrogen gas purge system
 
NDAS neutron driver assembly system
 
NFDS neutron flux detection system
 
NFPA National Fire Protection Association
 
NPSS normal electrical power supply system
 
NSC NDAS service cell
 
PCHS process chilled water system
 
PCLS primary closed loop cooling system
 
SHINE Medical Technologies 3-vii Rev. 1 Chapter 3 - Design of Structures, Systems, and Components Acronyms and Abbreviations
 
ACRONYMS AND ABBREVIATIONS
 
Acronym/Abbreviation Definition
 
PFBS production facility biological shield system
 
PGA peak ground acceleration
 
PICS process integrated control system
 
PMF probable maximum flood
 
psf pounds per square foot
 
psi pounds per square inch
 
PVVS process vessel vent system
 
QME qualification of active mechanical equipment
 
RAMS radiation area monitoring system
 
RCA radiologically controlled area
 
RDS radioactive drain system
 
RLWI radioactive liquid waste immobilization
 
RLWS radioactive liquid waste storage
 
RPCS radioisotope process facility cooling system
 
RPF radioisotope production facility
 
RRS required response spectrum
 
SHINE Medical Technologies 3-viii Rev. 1 Chapter 3 - Design of Structures, Systems, and Components Acronyms and Abbreviations
 
ACRONYMS AND ABBREVIATIONS
 
Acronym/Abbreviation Definition
 
RVZ1 radiological ventilation system zone 1
 
RVZ2 radiological ventilation system zone 2
 
RVZ3 radiological ventilation system zone 3
 
SCAS subcritical assembly system
 
SGS standby generator system
 
SRMS stack release monitoring system
 
SRP Standard Review Plan for the Review of Safety Analysis for Nuclear Power Plants
 
SRSS square root of the sum of the squares
 
SRWP solid radioactive waste packaging
 
SSC structure, system, or component
 
SSE safe shutdown earthquake
 
SSI soil-structure interaction
 
SWRA Southern Wisconsin Regional Airport
 
TEDE total effective dose equivalent
 
TOGS TSV off-gas system
 
TPS tritium purification system
 
SHINE Medical Technologies 3-ix Rev. 1 Chapter 3 - Design of Structures, Systems, and Components Acronyms and Abbreviations
 
ACRONYMS AND ABBREVIATIONS
 
Acronym/Abbreviation Definition
 
TRPS TSV reactivity protection system
 
TSPS target solution preparation system
 
TSSS target solution staging system
 
TSV target solution vessel
 
UB upper bound
 
UPSS uninterruptible electrical power supply system
 
URSS uranium receipt and storage system
 
VTS vacuum transfer system
 
ZPA zero period acceleration
 
SHINE Medical Technologies 3-x Rev. 1 Chapter 3 - Design of Structures, Systems, and Components Design Criteria
 
CHAPTER 3 - DESIGN OF STRUCTURES, SYSTEMS, AND COMPONENTS
 
3.1 DESIGN CRITERIA
 
Structures, systems, and components (SSCs) present in the SHINE facility are identified in Tables 3.1-1 and 3.1-2, including the applicable FSAR section(s) which describe each SSC and the applicable SHINE design criteria. Design criter ia derived from external codes, guides, and standards specific to the design, construction, or inspection of SSCs are included in the applicable FSAR section describing those SSCs. For each SSC, the FSAR section identifies location, function, modes of operation, and type of actuation for specific SSCs, as applicable.
 
Nuclear Safety Classification
 
Safety-related SSCs at SHINE are those physical SSCs whose intended functions are to prevent accidents that could cause undue risk to health and safety of workers and the public; and to control or mitigate the consequences of such accidents.
 
Acceptable risk is achieved by ensuring that events are highly unlikely or by reducing consequences less than the SHINE safety criteria. The SHINE safety criteria are:
* An acute worker dose of five rem or greater total effective dose equivalent (TEDE).
* An acute worker dose of five rem or greater total effective dose equivalent (TEDE).
* An acute dose of 1 rem or greater TEDE to any individual located outside the owner controlled area.
* An acute dose of 1 rem or greater TEDE to any individual located outside the owner controlled area.
* An intake of 30 milligrams or greater of uranium in a soluble form by any individual located outside the owner controlled area.
* An intake of 30 milligrams or greater of uranium in a soluble form by any individual located outside the owner controlled area.
* An acute chemical exposure to an individual from licensed material or hazardous chemicals produced from licensed material that could lead to irreversible or other serious, long-lasting health effects to a worker or could cause mild transient health effects to any individual located outside the owner controlled area.
* An acute chemical exposure to an individual from licensed material or hazardous chemicals produced from licensed ma terial that could lead to irreversible or other serious, long-lasting health effects to a worker or coul d cause mild transient health effects to any individual located outside the owner controlled area.
* Criticality where fissionable material is used, handled, or stored (with the exception of the target solution vessel).
* Criticality where fissionable material is used, handled, or stored (with the exception of the target solution vessel).
* Loss of capability to reach safe shutdown conditions.
* Loss of capability to reach safe shutdown conditions.
me SSCs are nonsafety-related but perform functions that impact safety-related SSCs. These safety-related SSCs have design basis requirements necessary to prevent unfavorable ractions with safety-related SSCs due to failure of the nonsafety-related SSCs.
 
ety-related SSCs are identified in Table 3.1-1 and nonsafety-related SSCs are identified in le 3.1-2.
Some SSCs are nonsafety-related but perform functions that impact safety-related SSCs. These nonsafety-related SSCs have design basis requ irements necessary to prevent unfavorable interactions with safety-related SSCs due to failure of the nonsafety-related SSCs.
NE Design Criteria SHINE facility uses design criteria to ensure that the SSCs within the facility demonstrate quate protection against the hazards present. The design criteria are selected to cover:
 
Safety-related SSCs are identified in Table 3.1-1 and nonsafety-related SSCs are identified in Table 3.1-2.
 
SHINE Design Criteria
 
The SHINE facility uses design criteria to ensur e that the SSCs within the facility demonstrate adequate protection against the hazards present. The design criteria are selected to cover:
* The complete range of irradiation facility and radioisotope production facility operating conditions.
* The complete range of irradiation facility and radioisotope production facility operating conditions.
* The response of SSCs to anticipated transients and potential accidents.
* The response of SSCs to anticipated transients and potential accidents.
* Design features for safety-related SSCs including redundancy, environmental qualification, and seismic qualification.
* Design features for safety-related SSCs including redundancy, environmental qualification, and seismic qualification.
NE Medical Technologies                      3.1-1                                        Rev. 5


manmade or natural conditions.
SHINE Medical Technologies 3.1-1 Rev. 5 Chapter 3 - Design of Structures, Systems, and Components Design Criteria
* Inspection, testing, and maintenance of safety-related SSCs.
* Design features to prevent or mitigate th e consequences of fires, explosions, and other manmade or natural conditions.
* Quality standards.
* Quality standards.
* Analyses and design for meteorological, hydrological, and seismic effects.
* Analyses and design for meteorological, hydrological, and seismic effects.
* The bases for technical specifications necessary to ensure the availability and operability of required SSCs.
* The bases for technical specifications necess ary to ensure the availability and operability of required SSCs.
SHINE design criteria are described in Table 3.1-3.
 
terms used in Table 3.1-3 include primary system boundary, primary confinement boundary, process confinement boundary, which are defined in Sections 4a2.2, 6a2.2, and 6b.2, pectively.
The SHINE design criteria are described in Table 3.1-3.
NE Medical Technologies                   3.1-2                                       Rev. 5
 
Key terms used in Table 3.1-3 include primary system boundary, primary confinement boundary, and process confinement boundary, which are defined in Sections 4a2.2, 6a2.2, and 6b.2, respectively.
 
SHINE Medical Technologies 3.1-2 Rev. 5 Chapter 3 - Design of Structures, Systems, and Components Design Criteria


Table 3.1 Safety-Related Structures, Systems, and Components (Sheet 1 of 2)
Table 3.1 Safety-Related Structures, Systems, and Components (Sheet 1 of 2)
Structure, System, or Component (SSC)              Acronym        Section    Applicable Design Criteria gineered safety features                        7.1.3 ESFAS                            13-19, 37-39 uation system                                  7.5 cility structure                    FSTR        3.4.2                29-32, 34 t cell fire detection and HCFD        9a2.3                29-34, 37 pression system 4a2.1 diation cell biological shield    ICBS                              29-34, 36 4a2.5 ine and xenon purification                    4b.1.3 IXP                          29-34, 36, 37, 39 d packaging                                    4b.3.1 4a2.1 ht water pool system                LWPS                            25, 29-32, 36 4a2.4.2 lybdenum extraction and                        4b.1.3 MEPS                          29-34, 36, 37, 39 ification system                              4b.3 utron driver assembly                          4a2.1 NDAS                                29-34 tem                                          4a2.3 4a2.1 utron flux detection system        NFDS        7.1.7                  13-19 7.8 3.6 rogen purge system                  N2PS        6b.2.3                  39 9b.6.2 rmal electrical power supply NPSS        8a2.1                  27, 28 tem mary closed loop cooling                        4a2.1 PCLS                          9, 12, 21, 29-34 tem                                          5a2.2 4b.1.3 cess vessel vent system          PVVS                              29-36, 39 9b.6.1 duction facility biological PFBS        4b.2                  29-34, 36 eld dioactive drain system              RDS        9b.7.6            29-34, 36, 37, 39 dioactive liquid waste RLWI        9b.7.3                  35-37 mobilization dioactive liquid waste                          4b.1.3 RLWS                              29-37, 39 rage                                            9b.7.4 NE Medical Technologies                    3.1-3                                  Rev. 5


Structure, System, or Component (SSC)               Acronym         Section       Applicable Design Criteria RVZ1 diological ventilation RVZ2        9a2.1                     29-36, 39 es 1, 2, and 3 RVZ3 4a2.1 bcritical assembly system           SCAS                       9-12, 20, 22-24, 29-34, 36, 39 4a2.2 4b.1.3 get solution preparation TSPS         4b.4.2                 29-34, 36, 37 tem 9b.2.3, 4b.1.3 get solution staging system       TSSS         4b.4                 29-34, 36, 37, 39 9b.2.4 4a2.1 ium purification system            TPS                                  29-36, 38 9a2.7.1 4a2.1 V off-gas system                   TOGS                       9, 12, 20, 22-24, 29-34, 36, 39 4a2.8 V reactivity protection                         7.1.2 TRPS                                13-19, 38, 39 tem                                            7.4 interruptible electrical UPSS         8a2.2                       27. 28 wer supply system nium receipt and storage                       4b.1.3 URSS                                    36, 37 tem                                            4b.4.2 4b.1.3 cuum transfer system                VTS                              29-34, 36, 37, 39 9b.2.5 e 1:     This table contains SSCs where at least one constituent component is classified as safety-related.
Structure, System, or Component (SSC) Acronym Section Applicable Design Criteria Engineered safety features ESFAS 7.1.3 13-19, 37-39 actuation system 7.5 Facility structure FSTR 3.4.2 29-32, 34 Hot cell fire detection and HCFD 9a2.3 29-34, 37 suppression system Irradiation cell biological shield ICBS 4a2.1 29-34, 36 4a2.5 Iodine and xenon purification IXP 4b.1.3 29-34, 36, 37, 39 and packaging 4b.3.1 Light water pool system LWPS 4a2.1 25, 29-32, 36 4a2.4.2 Molybdenum extraction and MEPS 4b.1.3 29-34, 36, 37, 39 purification system 4b.3 Neutron driver assembly NDAS 4a2.1 29-34 system 4a2.3 4a2.1 Neutron flux detection system NFDS 7.1.7 13-19 7.8 3.6 Nitrogen purge system N2PS 6b.2.3 39 9b.6.2 Normal electrical power supply NPSS 8a2.1 27, 28 system Primary closed loop cooling PCLS 4a2.1 9, 12, 21, 29-34 system 5a2.2 Process vessel vent system PVVS 4b.1.3 29-36, 39 9b.6.1 Production facility biological PFBS 4b.2 29-34, 36 shield Radioactive drain system RDS 9b.7.6 29-34, 36, 37, 39 Radioactive liquid waste RLWI 9b.7.3 35-37 immobilization Radioactive liquid waste RLWS 4b.1.3 29-37, 39 storage 9b.7.4
e 2:     The generally-applicable design criteria 1-8 from Table 3.1-3 are not specifically listed even though they are generally applicable to most SSCs.
 
e 3:     Instrumentation, control and protection system-related design criteria 13-19 from Table 3.1-3 are only applied to the ESFAS, TRPS, and NFDS (i.e., the safety-related instrumentation and control systems). Other systems that include safety-related instrumentation that provides input to the safety-related instrumentation and control systems implement these criteria via flow down requirements from the safety-related instrumentation and control systems.
SHINE Medical Technologies 3.1-3 Rev. 5 Chapter 3 - Design of Structures, Systems, and Components Design Criteria
NE Medical Technologies                   3.1-4                                         Rev. 5
 
Table 3.1 Safety-Related Structures, Systems, and Components (Sheet 2 of 2)
 
Structure, System, or Component (SSC) Acronym Section Applicable Design Criteria Radiological ventilation RVZ1 zones 1, 2, and 3 RVZ2 9a2.1 29-36, 39 RVZ3 Subcritical assembly system SCAS 4a2.1 9-12, 20, 22-24, 29-34, 36, 39 4a2.2 Target solution preparation 4b.1.3 system TSPS 4b.4.2 29-34, 36, 37 9b.2.3, 4b.1.3 Target solution staging system TSSS 4b.4 29-34, 36, 37, 39 9b.2.4 Tritium purification system TPS 4a2.1 29-36, 38 9a2.7.1 TSV off-gas system TOGS 4a2.1 9, 12, 20, 22-24, 29-34, 36, 39 4a2.8 TSV reactivity protection TRPS 7.1.2 13-19, 38, 39 system 7.4 Uninterruptible electrical UPSS 8a2.2 27. 28 power supply system Uranium receipt and storage URSS 4b.1.3 36, 37 system 4b.4.2 Vacuum transfer system VTS 4b.1.3 29-34, 36, 37, 39 9b.2.5
 
Note 1: This table contains SSCs where at l east one constituent component is classified as safety-related.
 
Note 2: The generally-applicable design criteria 1-8 from Table 3.1-3 are not specifically listed even though they are generally applicable to most SSCs.
 
Note 3: Instrumentation, control and protection system-related design criteria 13-19 from Table 3.1-3 are only applied to the ESFAS, TRPS, and NFDS (i.e., the safety-related instrumentation and control systems). Other systems that include safety-related instrumentation that provides input to the safety-related instrumentation and control systems implement these criteria via flow down requirements from the safety-related instrumentation and control systems.
 
SHINE Medical Technologies 3.1-4 Rev. 5 Chapter 3 - Design of Structures, Systems, and Components Design Criteria


Table 3.1 Nonsafety-Related Structures, Systems, and Components (Sheet 1 of 2)
Table 3.1 Nonsafety-Related Structures, Systems, and Components (Sheet 1 of 2)
Structure, System, or Component (SSC)              Acronym        Section    Applicable Design Criteria ticality accident alarm CAAS        6b.3.3                  37 tem ntinuous air monitoring CAMS        7.7.4                  13, 38 tem cility access control system      FACS        12.8                      -
cility chemical reagent FCRS        9b.7.10                  -
tem cility chilled water supply FCHS        9a2.1.3                  -
d distribution system cility data and FDCS        9a2.4                    -
mmunications system cility demineralized water FDWS        5a2.6                    -
tem cility fire detection and FFPS        9a2.3                    37 pression system cility heating water system        FHWS        9a2.1.4                  -
cility nitrogen handling FNHS        9b.7.8                    -
tem cility potable water system        FPWS        9b.7.7                    -
cility sanitary drains system      FSDS        9b.7.9                    -
cility ventilation zone 4          FVZ4        9a2.1                    -
terial handling system            MHS        9b.7.2                    -
lybdenum isotope product MIPS        9b.7.1                  36 kaging system AS service cell                    NSC        9a2.7.2                  -
cess chilled water system        PCHS        5a2.4                    26 cess integrated control          PICS      7.3                      13 tem ality control and analytical      LABS        9b.2                  36, 37 ting laboratories                              9b.5 diation area monitoring            RAMS        7.7.3                  13, 38 tem dioisotope process facility        RPCS        5a2.3                    26 ling system NE Medical Technologies                  3.1-5                                  Rev. 5


Structure, System, or Component (SSC)             Acronym         Section     Applicable Design Criteria id radioactive waste             SRWP         9b.7.5                     35-37 kaging ck release monitoring             SRMS         7.7.5                     13, 38 tem ndby generator system             SGS         8a2.2                     27, 28 e 1:   The generally-applicable design criteria 1-8 from Table 3.1-3 are not specifically listed. See corresponding FSAR section(s) for detailed discussions of SSC design.
Structure, System, or Component (SSC) Acronym Section Applicable Design Criteria Criticality accident alarm CAAS 6b.3.3 37 system Continuous air monitoring CAMS 7.7.4 13, 38 system Facility access control system FACS 12.8 -
NE Medical Technologies                   3.1-6                                         Rev. 5
Facility chemical reagent FCRS 9b.7.10 -
system Facility chilled water supply FCHS 9a2.1.3 -
and distribution system Facility data and FDCS 9a2.4 -
communications system Facility demineralized water FDWS 5a2.6 -
system Facility fire detection and FFPS 9a2.3 37 suppression system Facility heating water system FHWS 9a2.1.4 -
Facility nitrogen handling FNHS 9b.7.8 -
system Facility potable water system FPWS 9b.7.7 -
Facility sanitary drains system FSDS 9b.7.9 -
Facility ventilation zone 4 FVZ4 9a2.1 -
Material handling system MHS 9b.7.2 -
Molybdenum isotope product MIPS 9b.7.1 36 packaging system NDAS service cell NSC 9a2.7.2 -
Process chilled water system PCHS 5a2.4 26 Process integrated control PICS 7.3 13 system Quality control and analytical LABS 9b.2 36, 37 testing laboratories 9b.5 Radiation area monitoring RAMS 7.7.3 13, 38 system Radioisotope process facility RPCS 5a2.3 26 cooling system
 
SHINE Medical Technologies 3.1-5 Rev. 5 Chapter 3 - Design of Structures, Systems, and Components Design Criteria
 
Table 3.1 Nonsafety-Related Structures, Systems, and Components (Sheet 2 of 2)
 
Structure, System, or Component (SSC) Acronym Section Applicable Design Criteria Solid radioactive waste SRWP 9b.7.5 35-37 packaging Stack release monitoring SRMS 7.7.5 13, 38 system Standby generator system SGS 8a2.2 27, 28
 
Note 1: The generally-applicable design criteria 1-8 from Table 3.1-3 are not specifically listed. See corresponding FSAR section(s) for detailed discussions of SSC design.
 
SHINE Medical Technologies 3.1-6 Rev. 5
 
Chapter 3 - Design of Structures, Systems, and Components Meteorological Damage


Table 3.1 SHINE Design Criteria (Sheet 1 of 11) nerally-Applicable Design Criteria terion 1 - Quality standards and records ety-related structures, systems, and components (SSCs) are designed, fabricated, erected, and tested to quality standards mmensurate with the safety functions to be performed. Where generally recognized codes and standards are used, they are ntified and evaluated to determine their applicability, adequacy, and sufficiency and are supplemented or modified as necessary ensure a quality product in keeping with the required safety function.
3.2 METEOROLOGICAL DAMAGE
uality assurance program is established and implemented in order to provide adequate assurance that these SSCs satisfactorily form their safety functions.
propriate records of the design, fabrication, erection and testing of safety-related SSCs are maintained by or under the control of INE throughout the life of the facility.
terion 2 - Natural phenomena hazards e facility structure supports and protects safety-related SSCs and is designed to withstand the effects of natural phenomena such earthquakes, tornadoes, hurricanes, floods, tsunami, and seiches as necessary to prevent the loss of capability of safety-related Cs to perform their safety functions.
ety-related SSCs are designed to withstand the effects of earthquakes without loss of capability to perform their safety functions.
terion 3 - Fire protection ety-related SSCs are designed and located to minimize, consistent with other safety requirements, the probability and effect of s and explosions.
ncombustible and heat resistant materials are used wherever practical throughout the facility, particularly in locations such as finement boundaries and the control room.
e detection and suppression systems of appropriate capacity and capability are provided and designed to minimize the adverse ects of fires on safety-related SSCs. Firefighting systems are designed to ensure that their rupture or inadvertent operation does significantly impair the safety capability of these SSCs.
NE Medical Technologies                                        3.1-7                                                          Rev. 5


terion 4 - Environmental and dynamic effects ety-related SSCs are designed to perform their functions with the environmental conditions associated with normal operation, intenance, testing, and postulated accidents. These SSCs are appropriately protected against dynamic effects and from external nts and conditions outside the facility.
3.2.1 WIND LOADING
terion 5 - Sharing of structures, systems, and components ety-related SSCs are not shared between irradiation units unless it can be shown that such sharing will not significantly impair ir ability to perform their safety functions.
terion 6 - Control room ontrol room is provided from which actions can be taken to operate the irradiation units safely under normal conditions and to form required operator actions under postulated accident conditions.
terion 7 - Chemical protection e design provides for adequate protection against chemical risks produced from licensed material, facility conditions that affect the ety of licensed material, and hazardous chemicals produced from licensed material.
terion 8 - Emergency capability e design provides emergency capability to maintain control of:
licensed material and hazardous chemicals produced from licensed material; evacuation of on-site personnel; and on-site emergency facilities and services that facilitate the use of available off-site services.
NE Medical Technologies                                          3.1-8                                                        Rev. 5


bcritical Assembly Design Criteria terion 9 - Subcritical assembly design e subcritical assembly system, target solution vessel off-gas system, and primary closed loop cooling system are designed with propriate margins to assure that target solution design limits are not exceeded during conditions of normal operation, including the ects of anticipated transients.
This subsection discusses the criteria used to design the main production facility for protection from wind loading conditions.
terion 10 - Subcritical assembly inherent protection e subcritical assembly system is designed so that the net effect of the prompt inherent nuclear feedback characteristics tends to mpensate for a rapid increase in reactivity.
terion 11 - Suppression of subcritical assembly power oscillations e subcritical assembly system is designed to ensure that power oscillations that can result in conditions exceeding target solution ign limits can be reliably and readily detected and suppressed.
terion 12 - Reactivity limits e target solution vessel (TSV) off-gas system, primary closed loop cooling system, and the TSV fill subsystem are designed with propriate limits on the potential amount and rate of reactivity increase to ensure that the effects of postulated reactivity accidents neither (1) result in damage to the primary system boundary greater than limited local yielding nor (2) sufficiently disturb the V, its support structures or other TSV internals to impair significantly the capability to drain the TSV. These postulated reactivity idents include consideration of excess target solution addition, changes in primary cooling temperature, changes in primary tem pressure, and deflagration or detonation in the primary system boundary.
NE Medical Technologies                                        3.1-9                                                            Rev. 5


trumentation, Control, and Protection Systems Design Criteria terion 13 - Instrumentation and controls trumentation is provided to monitor variables and systems over their anticipated ranges for normal operation, for anticipated nsients, and for postulated accidents as appropriate to ensure adequate safety, including those variables and systems that can ect the fission process, the integrity of the primary system boundary, the primary confinement and its associated systems, and the cess confinement boundary and its associated systems. Appropriate controls are provided to maintain these variables and tems within prescribed operating ranges.
3.2.1.1 Applicable Design Parameters
terion 14 - Protection system functions e protection systems are designed to:
initiate, automatically, the operation of appropriate systems to ensure that specified acceptable target solution design limits are not exceeded as a result of anticipated transients; and sense accident conditions and to initiate the operation of safety-related systems and components.
terion 15 - Protection system reliability and testability e protection systems are designed for high functional reliability and inservice testability commensurate with the safety functions to performed. Redundancy and independence designed into the protection systems are sufficient to ensure that:
no single failure results in loss of the protection function, and removal from service of any component or channel does not result in loss of the required minimum redundancy unless the acceptable reliability of operation of the protection system can be otherwise demonstrated.
e protection systems are designed to permit periodic testing, including a capability to test channels independently to determine ures and losses of redundancy that may have occurred.
NE Medical Technologies                                          3.1-10                                                        Rev. 5


terion 16 - Protection system independence e protection systems are designed to ensure that the effects of natural phenomena, and of normal operating, maintenance, ting, and postulated accident conditions on redundant channels do not result in loss of the protection function or are demonstrated be acceptable on some other defined basis. Design techniques, such as functional diversity or diversity in component design and nciples of operation, are used to the extent practical to prevent loss of the protection function.
The main production facility structure is designed to withstand wind pressures based on a basic wind velocity of 90 miles per hour (mph) (145 ki lometers per hour [kph]) adjusted for a mean recurrence interval of 100 years, per Figure 6-1 and Table C6-7 of American Society of Civil Engineers/Structural Engineering Institute (ASCE), Standard 7-05, Minimum Design Loads for Buildings and Other Structures (ASCE, 2006).
terion 17 - Protection system failure modes e protection systems are designed to fail into a safe state if conditions such as disconnection of the system, loss of energy (e.g.,
ctric power, instrument air), or postulated adverse environments are experienced.
terion 18 - Separation of protection and control systems e protection system is separated from control systems to the extent that failure of any single control system component or nnel, or failure or removal from service of any single protection system component or channel that is common to the control and tection systems leaves intact a system satisfying all reliability, redundancy, and independence requirements of the protection tem. Interconnection of the protection and control systems is limited to assure that safety is not significantly impaired.
terion 19 - Protection against anticipated transients e protection systems are designed to ensure an extremely high probability of accomplishing their safety functions in the event of icipated transients.
NE Medical Technologies                                        3.1-11                                                        Rev. 5


mary System Boundary Design Criteria terion 20 - Primary system boundary e primary system boundary is designed, fabricated, erected, and tested to have an extremely low probability of abnormal leakage, apidly propagating failure, and of gross rupture.
3.2.1.2 Determination of Applied Forces
terion 21 - Primary closed loop cooling system design e primary closed loop cooling system is designed with sufficient margin to ensure that the design conditions of the primary system undary are not exceeded during any condition of normal operation, including anticipated transients.
terion 22 - Quality of primary system boundary mponents that are part of the primary system boundary are designed, fabricated, erected, and tested to the highest quality level ctical. Means are provided for detecting and, to the extent practical, identifying the location of the source of primary system undary leakage.
terion 23 - Fracture prevention of primary system boundary e primary system boundary is designed with sufficient margin to ensure that when stressed under operating, maintenance, testing, d postulated accident conditions:
the boundary behaves in a nonbrittle manner, and the probability of rapidly propagating fracture is minimized.
e primary system boundary design reflects consideration of service temperatures and other conditions of the boundary material der operating, maintenance, testing, and postulated accident conditions and the uncertainties in determining:
material properties, the effects of irradiation on material properties, and steady state and transient stresses.
NE Medical Technologies                                      3.1-12                                                            Rev. 5


terion 24 - Inspection of primary system boundary e primary system boundary design includes provisions for in-service inspection to ensure structural and leak tight integrity, and an propriate material surveillance program for the primary system boundary.
The design wind velocity is converted to velocity pressure in accordance with Equation 6-15 of ASCE 7-05 (ASCE, 2006):
terion 25 - Residual heat removal e light water pool is provided to remove residual heat. The system safety function is to transfer fission product decay heat and er residual heat from the target solution vessel dump tank at a rate such that target solution design limits and the primary system undary design limits are not exceeded.
qz = 0.00256KzKztKdV2I (pounds per square foot [lb/ft2]) (Equation 3.2-1)
terion 26 - Cooling water e radioisotope process facility cooling system and process chilled water system are provided to transfer heat from safety-related Cs to the environment, which serves as the ultimate heat sink.
NE Medical Technologies                                      3.1-13                                                            Rev. 5


ctric Power Systems Design Criteria terion 27 - Electric power systems on-site electric power system and an off-site electric power system are provided to permit functioning of safety-related SSCs. The ety functions are to provide sufficient capacity and capability to assure that:
Where:
target solution design limits and primary system boundary design limits are not exceeded as a result of anticipated transients, and confinement integrity and other vital functions are maintained in the event of postulated accidents.
e on-site uninterruptible electric power supply and distribution system has sufficient independence, redundancy, and testability to form its safety functions assuming a single failure.
visions are included to minimize the probability of losing electric power from the uninterruptible power supply as a result of or ncident with, the loss of power from the off-site electric power system.
terion 28 - Inspection and testing of electric power systems e safety-related electric power systems are designed to permit appropriate periodic inspection and testing of important areas and tures, such as wiring, insulation, connections, and switchboards, to assess the continuity of the systems and the condition of their mponents. The systems are designed with a capability to test periodically:
the operability and functional performance of the components of the systems, such as on-site power sources, relays, switches, and buses; and the operability of the systems as a whole and, under conditions as close to design as practical, the full operation sequence that brings the systems into operation, including operation of applicable portions of the protection system, and the transfer of power among the on-site and off-site power supplies.
NE Medical Technologies                                        3.1-14                                                          Rev. 5


nfinement and Control of Radioactivity Design Criteria terion 29 - Confinement design nfinement boundaries are provided to establish a low-leakage barrier against the uncontrolled release of radioactivity to the ironment and to assure that confinement design leakage rates are not exceeded for as long as postulated accident conditions uire. Four classes of confinement boundaries are established:
Kz = velocity pressure exposure coefficient evaluated at height (z) in Table 6-3 of ASCE 7-05 equal to 1.13
the primary confinement boundary, the process confinement boundary, hot cells and gloveboxes, and radiologically-controlled area ventilation isolations terion 30 - Confinement design basis ch confinement boundary is designed to withstand the conditions generated during postulated accidents.
terion 31 - Fracture prevention of confinement boundary ch confinement boundary design reflects consideration of service temperatures and other conditions of the confinement boundary terial during operation, maintenance, testing, and postulated accident conditions to prevent fracture of the confinement boundary.
terion 32 - Provisions for confinement testing and inspection ch confinement boundary is designed to permit:
appropriate periodic inspection of important areas, such as penetrations; an appropriate surveillance program; and periodic testing of confinement leakage rates.
NE Medical Technologies                                      3.1-15                                                          Rev. 5


terion 33 - Piping systems penetrating confinement ing systems penetrating confinement boundaries that have the potential for excessive leakage are provided with isolation abilities appropriate to the potential for excessive leakage.
Kzt = topographic factor as defined in Section 6.5.7 of ASCE 7-05 equal to 1.0
ing systems that pass between confinement boundaries are equipped with either:
a locked closed manual isolation valve, or an automatic isolation valve that takes the position that provides greater safety upon loss of actuating power.
nual isolation valves are maintained locked-shut for any conditions requiring confinement boundary integrity.
terion 34 - Confinement isolation es from outside confinement that penetrate the primary confinement boundary and are connected directly to the primary system undary are provided with redundant isolation capabilities.
ntilation, monitoring, and other systems that penetrate the primary, process, glovebox or hot cell confinement boundaries, are nected directly to the confinement atmosphere and are not normally locked closed, have redundant isolation capabilities or are erwise directed to structures, systems, and components capable of handling any leakage.
lation valves outside confinement boundaries are located as close to the confinement as practical and upon loss of actuating wer, automatic isolation valves are designed to take the position that provides greater safety. Manual isolation valves are intained locked-shut for any conditions requiring confinement boundary integrity.
electrical connections from equipment external to the confinement boundaries are sealed to minimize air leakage.
terion 35 - Control of releases of radioactive materials to the environment e facility is designed to include means to suitably control the release of radioactive materials in gaseous and liquid effluents and to ndle radioactive solid wastes produced during normal operation, including anticipated transients. Sufficient holdup capacity is vided for retention of radioactive gases.
NE Medical Technologies                                        3.1-16                                                            Rev. 5


terion 36 -Target solution storage and handling and radioactivity control e target solution storage and handling, radioactive waste, and other systems that contain radioactivity are designed to assure equate safety under normal and postulated accident conditions. These systems are designed with:
Kd = wind directionality factor in Table 6-4 of ASCE 7-05 equal to 0.85
capability to permit appropriate periodic inspection and testing of safety-related components, suitable shielding for radiation protection, appropriate confinement and filtering systems, and residual heat removal capability having reliability and testability that reflects the importance of decay heat and other residual heat removal.
terion 37 - Criticality control Criticality in the facility is prevented by physical systems or processes and the use of administrative trols. Use of geometrically safe configurations is preferred. Control of criticality adheres to the double contingency principle.
riticality accident alarm system to detect and alert facility personnel of an inadvertent criticality is provided.
terion 38 - Monitoring radioactivity releases ans are provided for monitoring the primary confinement boundary, hot cell, and glovebox atmospheres to detect potential kage of gaseous or other airborne radioactive material. Potential effluent discharge paths and the plant environs are monitored for ioactivity that may be released from normal operations, including anticipated transients, and from postulated accidents.
terion 39 - Hydrogen mitigation stems to control the buildup of hydrogen that is released into the primary system boundary and tanks or other volumes that tain fission products and produce significant quantities of hydrogen are provided to ensure that the integrity of the system and finement boundaries are maintained.
NE Medical Technologies                                            3.1-17                                                        Rev. 5


1        WIND LOADING subsection discusses the criteria used to design the main production facility for protection wind loading conditions.
V = basic wind speed (3-second gust) obtained from Figure 6-1 of ASCE 7-05 for Wisconsin equal to 90 mph and increased by a factor of 1.07 to account for a 100-year recurrence interval
1.1          Applicable Design Parameters main production facility structure is designed to withstand wind pressures based on a basic d velocity of 90 miles per hour (mph) (145 kilometers per hour [kph]) adjusted for a mean urrence interval of 100 years, per Figure 6-1 and Table C6-7 of American Society of Civil ineers/Structural Engineering Institute (ASCE), Standard 7-05, Minimum Design Loads for dings and Other Structures (ASCE, 2006).
1.2          Determination of Applied Forces design wind velocity is converted to velocity pressure in accordance with Equation 6-15 of CE 7-05 (ASCE, 2006):
qz = 0.00256KzKztKdV2I (pounds per square foot [lb/ft2])              (Equation 3.2-1) ere:
Kz      = velocity pressure exposure coefficient evaluated at height (z) in Table 6-3 of ASCE 7-05 equal to 1.13 Kzt      =  topographic factor as defined in Section 6.5.7 of ASCE 7-05 equal to 1.0 Kd      =  wind directionality factor in Table 6-4 of ASCE 7-05 equal to 0.85 V       =   basic wind speed (3-second gust) obtained from Figure 6-1 of ASCE 7-05 for Wisconsin equal to 90 mph and increased by a factor of 1.07 to account for a 100-year recurrence interval I        = importance factor equal to 1.15 itional discussion of site design parameters related to wind loading is provided in section 3.4.2.6.3.7.
design wind pressures and forces for the building at various heights above ground are ained in accordance with Section 6.5.12.2.1 of ASCE 7-05 (ASCE, 2006) by multiplying the city pressure by the appropriate pressure coefficients, gust factors, accounting for sloped aces (i.e., the roof of the building). The building is categorized as an enclosed building ording to Section 6.2 of ASCE 7-05 (ASCE, 2006) and, as a result, both external and internal ssures are applied to the structure. A positive and negative internal pressure is applied to the rnal surfaces of the exterior walls as well as the roof.
external wind pressures, a Gust Effect Factor (G) of 0.85 for rigid structures is used per tion 6.5.8.1 of ASCE 7-05. External pressure coefficients are determined for windward, NE Medical Technologies                        3.2-1                                      Rev. 2


d per Figure 6-5 of ASCE 7-05. Wind pressures are combined and iterated in multiple load es to ensure the worst-case wind loading is considered in the building design.
I = importance factor equal to 1.15
2       TORNADO LOADING subsection discusses the criteria used to design the main production facility to withstand the cts of a design-basis tornado phenomenon.
 
2.1         Applicable Design Parameters design-basis tornado characteristics are described in Regulatory Guide 1.76, Design Basis nado for Nuclear Power Plants (USNRC, 2007a):
Additional discussion of site design parameters related to wind loading is provided in Subsection 3.4.2.6.3.7.
 
The design wind pressures and forces for the building at various heights above ground are obtained in accordance with Section 6.5.12.2.1 of ASCE 7-05 (ASCE, 2006) by multiplying the velocity pressure by the appropriate pressure coefficients, gust factors, accounting for sloped surfaces (i.e., the roof of the building). The bu ilding is categorized as an enclosed building according to Section 6.2 of ASCE 7-05 (ASCE, 2006) and, as a result, both external and internal pressures are applied to the structure. A positive and negative internal pressure is applied to the internal surfaces of the exterior walls as well as the roof.
 
For external wind pressures, a Gust Effect Factor (G) of 0.85 for rigid structures is used per Section 6.5.8.1 of ASCE 7-05. External pressure coefficients are determined for windward,
 
SHINE Medical Technologies 3.2-1 Rev. 2 Chapter 3 - Design of Structures, Systems, and Components Meteorological Damage
 
leeward, and roof wind pressures according to Figure 6-6 of ASCE 7-05 (ASCE, 2006). For internal wind pressures, an internal pressure coefficient (GCpi) of +/-18 for enclosed buildings is used per Figure 6-5 of ASCE 7-05. Wind pressures are combined and iterated in multiple load cases to ensure the worst-case wind loading is considered in the building design.
 
3.2.2 TORNADO LOADING
 
This subsection discusses the criteria used to desi gn the main production facility to withstand the effects of a design-basis tornado phenomenon.
 
3.2.2.1 Applicable Design Parameters
 
The design-basis tornado characteristics are described in Regulatory Guide 1.76, Design Basis Tornado for Nuclear Power Plants (USNRC, 2007a):
: a. Design-basis tornado characteristics are listed in Table 1 of Regulatory Guide 1.76 for Region I.
: a. Design-basis tornado characteristics are listed in Table 1 of Regulatory Guide 1.76 for Region I.
: b. The design-basis tornado missile spectrum and maximum horizontal missile speeds are given in Table 2 of Regulatory Guide 1.76.
: b. The design-basis tornado missile spectrum and maximum horizontal missile speeds are given in Table 2 of Regulatory Guide 1.76.
2.2          Determination of Applied Forces maximum tornado wind speed is converted to velocity pressure in accordance with ation 6-15 of ASCE 7-05 (ASCE, 2006):
qz = 0.00256KzKztKdV2I (lb/ft2)                          (Equation 3.2-2) ere:
Kz      =  velocity pressure exposure coefficient equal to 0.87 Kzt    =  topographic factor equal to 1.0 Kd      = wind directionality factor equal to 1.0 V      =  maximum tornado wind speed equal to 230 mph (370 kph) for Region I I      =  importance factor equal to 1.15 itional discussion of site design parameters related to tornado loading is provided in section 3.4.2.6.3.8.
tornado differential pressure is defined in Regulatory Guide 1.76, Table 1 as 1.2 pounds per are inch (psi) (8.3 kilopascals [kPa]) for Region I (USNRC, 2007a). The tornado differential ssure is applied as an outward pressure to the exterior walls of the building, as well as the
, because the structure is categorized as an enclosed building in accordance with Section 6.2 SCE 7-05 (ASCE, 2006).
procedure used for transforming the tornado-generated missile impact into an effective or ivalent static load on the structure is consistent with NUREG-0800, Standard Review Plan for NE Medical Technologies                      3.2-2                                        Rev. 2


cts of the following missile tyeps and maximum horizontal speeds:
3.2.2.2 Determination of Applied Forces
 
The maximum tornado wind speed is converted to velocity pressure in accordance with Equation 6-15 of ASCE 7-05 (ASCE, 2006):
qz = 0.00256KzKztKdV2I (lb/ft2) (Equation 3.2-2)
 
Where:
 
Kz = velocity pressure exposure coefficient equal to 0.87
 
Kzt = topographic factor equal to 1.0
 
Kd = wind directionality factor equal to 1.0
 
V = maximum tornado wind speed equal to 230 mph (370 kph) for Region I
 
I = importance factor equal to 1.15
 
Additional discussion of site design parameters related to tornado loading is provided in Subsection 3.4.2.6.3.8.
 
The tornado differential pressure is defined in Regulatory Guide 1.76, Table 1 as 1.2 pounds per square inch (psi) (8.3 kilopascals [kPa]) for Region I (USNRC, 2007a). The tornado differential pressure is applied as an outward pressure to the exterior walls of the building, as well as the roof, because the structure is categorized as an en closed building in accordance with Section 6.2 of ASCE 7-05 (ASCE, 2006).
 
The procedure used for transforming the tornado-generated missile impact into an effective or equivalent static load on the structure is cons istent with NUREG-0800, Standard Review Plan for
 
SHINE Medical Technologies 3.2-2 Rev. 2 Chapter 3 - Design of Structures, Systems, and Components Meteorological Damage
 
the Review of Safety Analysis for Nuclear Power Plants (SRP) Section 3.5.3, Subsection II (USNRC, 2007b). Tornado missile loading applied to the structur e is derived considering the effects of the following missile tyeps and maximum horizontal speeds:
* Schedule 40 pipe at 135 feet per second (ft./sec)
* Schedule 40 pipe at 135 feet per second (ft./sec)
* Automobile (4000 lb.) at 135 ft./sec
* Automobile (4000 lb.) at 135 ft./sec
* Solid steel sphere at 26 ft./sec loading combinations of the individual tornado loading components and the load factors are ccordance with SRP Section 3.3.2 (USNRC, 2007c).
* Solid steel sphere at 26 ft./sec
2.3          Effect of Failure of Structures, Systems, or Components Not Designed for Tornado Loads Cs whose failure during a tornado event could affect the safety-related portions of the facility either designed to resist the tornado loading or the effect on the safety-related structures the failure of these SSCs or portions thereof are shown to be bounded by the tornado sile or aircraft impact evaluations.
Seismic Category I boundary provides missile walls to protect safety-related systems from age due to tornado missiles. SSCs that are credited to prevent or mitigate potential idents caused by a tornado event are protected by the design of the enclosed structure. The ctural analysis does not credit venting of the Seismic Category I boundary during a tornado nt. The differential pressure on all surfaces as an enclosed structure results in higher ssures, and the differential pressure would be reduced by the effects of venting. Therefore, e are no consequences to venting the building during a tornado event.
3        SNOW, ICE, AND RAIN LOADING subsection discusses the criteria used to design the main production facility to withstand ditions due to snow, ice, and rain loading. Rain loading is not considered in the structural ign of the building as the sloped roofs do not result in rain accumulation. As a result of the of rain accumulation, load due to ice is anticipated to be minimal and is enveloped by the ign snow load.
3.1          Applicable Design Parameters w load design parameters pertinent to the main production facility are provided in Chapter 7 SCE 7-05 (ASCE, 2006) and adjusted for a mean recurrence interval of 100 years, per le C7.3 of ASCE 7.05 (ASCE, 2006).
3.2          Determination of Applied Forces sloped roof snow load is calculated in accordance with Sections 7.3 and 7.4 of ASCE 7-05 CE, 2006). The combined equation utilized to calculate the sloped roof load is:
ps = 0.7CsCeCtIpg                                (Equation 3.2-3)
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Cs      =  roof slope factor as determined by Sections 7.4.1 through 7.4.4 of ASCE 7-05 equal to 1.0 Ce      =  exposure factor as determined by Table 7-2 of ASCE 7-05 equal to 1.0 Ct      =  thermal factor as determined by Table 7-3 of ASCE 7-05 equal to 1.0 I        = importance factor as determined by Table 7-4 of ASCE 7-05 equal to 1.2 pg      = ground snow load as set forth in Figure 7-1 of ASCE 7-05 equal to 30 pounds per square foot (psf) and increased by a factor of 1.22 to account for a 100-year recurrence interval itional discussion of site design parameters related to snow loading is provided in section 3.4.2.6.3.4.
The loading combinations of the individual tornado loading components and the load factors are in accordance with SRP Section 3.3.2 (USNRC, 2007c).
alanced roof snow loads are computed in accordance with Section 7.6 of ASCE 7-05 (ASCE, 6). The design snow drift surcharge loads are computed in accordance with Section 7.7.1 of CE 7-05 (ASCE, 2006).
NE Medical Technologies                      3.2-4                                      Rev. 2


design basis precipitation, flood levels, and ground water levels for the main production lity are as follows:
3.2.2.3 Effect of Failure of Structures, Syst ems, or Components Not Designed for Tornado Loads
 
SSCs whose failure during a tornado event could affect the safety-related portions of the facility are either designed to resist the tornado loading or the effect on the safety-related structures from the failure of these SSCs or portions thereof are shown to be bounded by the tornado missile or aircraft impact evaluations.
 
The Seismic Category I boundary provides missil e walls to protect safety-related systems from damage due to tornado missiles. SSCs that are credited to prevent or mitigate potential accidents caused by a tornado event are protected by the design of the enclosed structure. The structural analysis does not credit venting of the Seismic Category I boundary during a tornado event. The differential pressure on all surfaces as an enclosed structure results in higher pressures, and the differential pressure would be reduced by the effects of venting. Therefore, there are no consequences to venting the building during a tornado event.
 
3.2.3 SNOW, ICE, AND RAIN LOADING
 
This subsection discusses the criteria used to design the main production facility to withstand conditions due to snow, ice, and rain loading. Rain loading is not considered in the structural design of the building as the sloped roofs do not result in rain accumulation. As a result of the lack of rain accumulation, load due to ice is anticipated to be minimal and is enveloped by the design snow load.
 
3.2.3.1 Applicable Design Parameters
 
Snow load design parameters pertinent to the main production facility are provided in Chapter 7 of ASCE 7-05 (ASCE, 2006) and adjusted for a mean recurrence interval of 100 years, per Table C7.3 of ASCE 7.05 (ASCE, 2006).
 
3.2.3.2 Determination of Applied Forces
 
The sloped roof snow load is calculated in acco rdance with Sections 7.3 and 7.4 of ASCE 7-05 (ASCE, 2006). The combined equation utilized to calculate the sloped roof load is:
 
ps = 0.7CsCeCtIpg (Equation 3.2-3)
 
SHINE Medical Technologies 3.2-3 Rev. 2 Chapter 3 - Design of Structures, Systems, and Components Meteorological Damage
 
Where:
 
Cs = roof slope factor as determined by Sections 7.4.1 through 7.4.4 of ASCE 7-05 equal to 1.0
 
Ce = exposure factor as determined by Table 7-2 of ASCE 7-05 equal to 1.0
 
Ct = thermal factor as determined by Table 7-3 of ASCE 7-05 equal to 1.0
 
I = importance factor as determined by Table 7-4 of ASCE 7-05 equal to 1.2
 
pg = ground snow load as set forth in Figure 7-1 of ASCE 7-05 equal to 30 pounds per square foot (psf) and increased by a factor of 1.22 to account for a 100-year recurrence interval
 
Additional discussion of site design parameters related to snow loading is provided in Subsection 3.4.2.6.3.4.
 
Unbalanced roof snow loads are computed in accordance with Section 7.6 of ASCE 7-05 (ASCE, 2006). The design snow drift surcharge loads are computed in accordance with Section 7.7.1 of ASCE 7-05 (ASCE, 2006).
 
SHINE Medical Technologies 3.2-4 Rev. 2 Chapter 3 - Design of Structures, Systems, and Components Water Damage
 
3.3 WATER DAMAGE
 
The design basis precipitation, flood levels, and ground water levels for the main production facility are as follows:
* Design basis flood level: 50 feet (ft.) (15.2 meters [m]) below grade.
* Design basis flood level: 50 feet (ft.) (15.2 meters [m]) below grade.
* Design basis precipitation level: at grade.
* Design basis precipitation level: at grade.
* Maximum ground water level: 50 ft. (15.2 m) below grade.
* Maximum ground water level: 50 ft. (15.2 m) below grade.
Subsection 2.4.2.3, a design basis rainfall event creates a water level about level with grade.
 
first floor of the building is at least 4 inches (in.) (10.2 centimeters [cm]) above grade; efore, water will not infiltrate the door openings in the case of a design basis rainfall event.
Per Subsection 2.4.2.3, a design basis rainfall event creates a water level about level with grade.
Subsection 2.4.3, a local probable maximum flood (PMF) event creates a water level roximately 50 ft. (15.2 m) below grade. The water elevation for the PMF is derived from MA flood profiles. The lowest point of the facility is 26 ft. (7.9 m) below grade; therefore, ding does not cause any structural loading in the case of a local PMF event.
The first floor of the building is at least 4 inches (in.) (10.2 centimeters [cm]) above grade; therefore, water will not infiltrate the door openings in the case of a design basis rainfall event.
impact of internal flooding is determined by the maximum flow rate and the volume of water ilable to feed the flood. No active response is assumed to terminate the flow and the entire me of available water is assumed to spill into the main production facility. For water sources ide the building (fire water), automatic or operator actions are required to terminate the flow.
 
ms and ramps are used within the facility to:
Per Subsection 2.4.3, a local probable maximum flood (PMF) event creates a water level approximately 50 ft. (15.2 m) below grade. The water elevation for the PMF is derived from FEMA flood profiles. The lowest point of the facility is 26 ft. (7.9 m) below grade; therefore, flooding does not cause any structural loading in the case of a local PMF event.
 
The impact of internal flooding is determined by the maximum flow rate and the volume of water available to feed the flood. No active response is assumed to terminate the flow and the entire volume of available water is assumed to spill in to the main production facility. For water sources outside the building (fire water), automatic or operator actions are required to terminate the flow.
 
Berms and ramps are used within the facility to:
* Capture and contain water collected in the RCA resulting from postulated water system ruptures or fire system discharges above grade.
* Capture and contain water collected in the RCA resulting from postulated water system ruptures or fire system discharges above grade.
* Prevent water intrusion into the uranium receipt and storage system (URSS) and target solution preparation system (TSPS) rooms.
* Prevent water intrusion into the uranium receipt and storage system (URSS) and target solution preparation system (TSPS) rooms.
* Prevent a release of water from the RCA due to the postulated failure of the radioisotope process chilled water system (RPCS) room, the process chilled water system (PCHS), or the facility demineralized water system (FDWS).
* Prevent a release of water from the RCA due to the postulated failure of the radioisotope process chilled water system (RPCS) room, the process chilled water system (PCHS), or the facility demineralized water system (FDWS).
* Prevent bulk release of water into the radioactive drain system (RDS) sump tanks thereby overfilling the sump collection piping.
* Prevent bulk release of water into the radioac tive drain system (RDS) sump tanks thereby overfilling the sump collection piping.
ety-related equipment vulnerable to water damage is protected by locating it in flood-ective compartments and/or installing it above flood elevation.
 
1         FLOOD PROTECTION subsection discusses the flood protection measures that are applicable to safety-related Cs for both external flooding and postulated flooding from failures of facility components taining liquid.
Safety-related equipment vulnerable to water damage is protected by locating it in flood-protective compartments and/or in stalling it above flood elevation.
lyses of the worst flooding due to pipe and tank failures and their consequences are ormed in this subsection.
 
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3.3.1 FLOOD PROTECTION
 
This subsection discusses the flood protection measures that are applicable to safety-related SSCs for both external flooding and postulated flo oding from failures of facility components containing liquid.
 
Analyses of the worst flooding due to pipe and tank failures and their consequences are performed in this subsection.
 
SHINE Medical Technologies 3.3-1 Rev. 2 Chapter 3 - Design of Structures, Systems, and Components Water Damage
 
3.3.1.1 Flood Protection Measures for Structures, Systems, and Components
 
Postulated flooding from component failures in the building compartments is prevented from adversely affecting plant safety or posing any hazard to the public. Exterior or access openings and penetrations into the main production facility are above the maximum postulated flooding level and thus do not require protection against flooding.
 
3.3.1.1.1 Flood Protection from External Sources


tulated flooding from component failures in the building compartments is prevented from ersely affecting plant safety or posing any hazard to the public. Exterior or access openings penetrations into the main production facility are above the maximum postulated flooding l and thus do not require protection against flooding.
Safety-related components located below the design flood level are protected using the hardened protection approach described below. The safety-related systems and components are flood-protected because they are enclosed in a reinforced concrete safety-related structure, which has the following features:
1.1.1        Flood Protection from External Sources ety-related components located below the design flood level are protected using the dened protection approach described below. The safety-related systems and components are d-protected because they are enclosed in a reinforced concrete safety-related structure, ch has the following features:
: a. Exterior walls below flood level are not less than 2 ft. (0.61 m) thick.
: a. Exterior walls below flood level are not less than 2 ft. (0.61 m) thick.
: b. Water stops are provided in construction joints below flood level.
: b. Water stops are provided in construction joints below flood level.
: c. Waterproofing is applied to external surfaces exposed to flood level.
: c. Waterproofing is applied to external surfaces exposed to flood level.
: d. Roofs are designed to prevent pooling of large amounts of water.
: d. Roofs are designed to prevent pooling of large amounts of water.
erproofing of foundations and walls of Seismic Category I structures below grade is omplished principally by the use of water stops at construction joints.
ddition to water stops, waterproofing of the main production facility is provided up to 4 in.
2 cm) above the plant ground level to protect the external surfaces from exposure to water.
1.1.2        Flood Protection from Internal Sources suppression systems within the RCA consist of manual discharge via fire hoses from dry dpipes, except in those areas of the RCA in which gaseous fire suppression is provided, as cribed in Section 9a2.3. The total discharge from the fire protection discharge consists of the bined volume from any firefighting hoses. In accordance with National Fire Protection ociation (NFPA) 801, Section 5.10 (NFPA, 2008), the credible volume of discharge is sized a manual fire-fighting flow rate of 500 gallons per minute (1893 liters per minute) for a ation of 30 minutes (min.). Therefore, the total discharge volume is 15,000 gallons 782 liters). This bounds the total water available in the PCHS and RPCS cooling systems could cause internal flooding. When the total discharge volume of fire water is distributed r the entire RCA, the depth is less than 2 in. (5.1 cm). When the total discharge volume of fire er is distributed only over the minimum open floor area in the irradiation facility (IF), the depth ss than 12 in. (30.5 cm).
safety-related function(s) of systems within the RCA that are subject to the effects of a harge of the fire suppression system are appropriately protected by redundancy and aration. Where redundant equipment is unable to be effectively separated, fire response s are established to ensure redundant trains of water sensitive safety-related equipment are both subject to damage due to discharge of the fire suppression system. The floors of the SS/TSPS rooms are elevated to prevent water intrusion in the event of an internal flood.
er sensitive safety-related equipment is raised from the floor a minimum of 12 in. (30.5 cm) in RCA, with the exception of the RPCS room, where water sensitive safety-related equipment ised a minimum of 24 in. (61.0 cm) from the floor to provide defense in depth. Therefore, the NE Medical Technologies                      3.3-2                                          Rev. 2


side of the RCA there is limited water discharge from fire protection systems. The safety-ted function(s) of systems outside the RCA that are subject to the effects of a discharge of fire suppression system are appropriately protected by redundancy and separation. The terruptible electrical power supply system (UPSS) has two trains to provide redundancy.
Waterproofing of foundations and walls of Seismic Category I structures below grade is accomplished principally by the use of water stops at construction joints.
se trains are isolated from each other to prevent one train from being damaged by discharge he fire protection system in the vicinity of the other train. Any water sensitive safety-related ipment outside the RCA is installed a minimum of 8 in. (20.3 cm) above the floor slab at de.
 
od scenarios have been considered for the pipe trenches and vaults. Process piping, vessels, tanks containing special nuclear material (SNM) or radioactive liquids are seismically lified. There is no high-energy piping within these areas. Any pipe or tank rupture in the oisotope production facility (RPF) vaults is routed to the radioactive drain system (RDS). The S is sized for the maximum postulated pipe or tank failure as described in Subsection 9b.7.6.
In addition to water stops, waterproofing of the main production facility is provided up to 4 in.
design of the shield plugs over the pipe trenches and vaults prevents bulk leakage of liquid the vaults from postulated flooding events within the remainder of the RCA.
(10.2 cm) above the plant ground level to protect the external surfaces from exposure to water.
light water pool in the irradiation unit cell (IU) is filled to an elevation approximately equal to top of the surrounding area floor slab. Given the robust design of the light water pool proximately 4 ft. thick reinforced concrete) and the stainless steel liner, loss of a significant ount of pool water is not credible.
 
1.2         Permanent Dewatering System re is no permanent dewatering system provided for the flood design.
3.3.1.1.2 Flood Protection from Internal Sources
2       STRUCTURAL DESIGN FOR FLOODING ce the design basis rainfall event elevation is at the finished plant grade and the PMF ation is approximately 50 ft. (15.2 m) below grade, there is no dynamic force due to cipitation or flooding.
 
load from build-up of water due to discharge of fire water in the RCA is supported by slabs grade, with the exception of the mezzanine floor. Openings that are provided in the zzanine ensure that the mezzanine slab is not significantly loaded. The mezzanine floor slab esigned to a live load of 250 pounds per square foot (1221 kilograms per square meter).
Fire suppression systems within the RCA consis t of manual discharge via fire hoses from dry standpipes, except in those areas of the RCA in which gaseous fire suppression is provided, as described in Section 9a2.3. The total discharge from the fire protection discharge consists of the combined volume from any firefighting hoses. In accordance with National Fire Protection Association (NFPA) 801, Section 5.10 (NFPA, 2008), the credible volume of discharge is sized for a manual fire-fighting flow rate of 500 gallons per minute (1893 liters per minute) for a duration of 30 minutes (min.). Therefore, the total discharge volume is 15,000 gallons (56,782 liters). This bounds the total water available in the PCHS and RPCS cooling systems that could cause internal flooding. When the total discharge volume of fire water is distributed over the entire RCA, the depth is less than 2 in. (5.1 cm). When the total discharge volume of fire water is distributed only over the minimum open floor area in the irradiation facility (IF), the depth is less than 12 in. (30.5 cm).
refore, the mezzanine floor slab is capable of withstanding temporary water collection that y occur while water is draining from the mezzanine floor.
 
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The safety-related function(s) of systems within the RCA that are subject to the effects of a discharge of the fire suppression system are appropriately protected by redundancy and separation. Where redundant equipment is unable to be effectively separated, fire response plans are established to ensure redundant trains of water sensitive safety-related equipment are not both subject to damage due to discharge of the fire suppression system. The floors of the URSS/TSPS rooms are elevated to prevent water intrusion in the event of an internal flood.
Water sensitive safety-related equipment is raised from the floor a minimum of 12 in. (30.5 cm) in the RCA, with the exception of the RPCS room, where water sensitive safety-related equipment is raised a minimum of 24 in. (61.0 cm) from the floor to provide defense in depth. Therefore, the
 
SHINE Medical Technologies 3.3-2 Rev. 2 Chapter 3 - Design of Structures, Systems, and Components Water Damage
 
depth of water due to fire protection discharge is less than the elevation that water sensitive safety-related equipment is raised from the floor.
 
Outside of the RCA there is limited water discha rge from fire protection systems. The safety-related function(s) of systems outside the RCA that are subject to the effects of a discharge of the fire suppression system are appropriately protected by redundancy and separation. The uninterruptible electrical power supply system (UPSS) has two trains to provide redundancy.
These trains are isolated from each other to pr event one train from being damaged by discharge of the fire protection system in the vicinity of the other train. Any water sensitive safety-related equipment outside the RCA is installed a minimu m of 8 in. (20.3 cm) above the floor slab at grade.
 
Flood scenarios have been considered for the pipe trenches and vaults. Process piping, vessels, and tanks containing special nuclear material (SNM) or radioactive liquids are seismically qualified. There is no high-energy piping within these areas. Any pipe or tank rupture in the radioisotope production facility (RPF) vaults is routed to the radioactive drain system (RDS). The RDS is sized for the maximum postulated pipe or tank failure as described in Subsection 9b.7.6.
The design of the shield plugs over the pipe trenches and vaults prevents bulk leakage of liquid into the vaults from postulated flooding events within the remainder of the RCA.
 
The light water pool in the irradiation unit cell (I U) is filled to an elevation approximately equal to the top of the surrounding area floor slab. Given the robust design of the light water pool (approximately 4 ft. thick reinforced concrete) and the stainless steel liner, loss of a significant amount of pool water is not credible.
 
3.3.1.2 Permanent Dewatering System
 
There is no permanent dewatering system provided for the flood design.
 
3.3.2 STRUCTURAL DESIGN FOR FLOODING
 
Since the design basis rainfall event elevation is at the finished plant grade and the PMF elevation is approximately 50 ft. (15.2 m) below grade, there is no dynamic force due to precipitation or flooding.
 
The load from build-up of water due to discharge of fire water in the RCA is supported by slabs on grade, with the exception of the mezzanine floor. Openings that are provided in the mezzanine ensure that the mezzanine slab is not significantly loaded. The mezzanine floor slab is designed to a live load of 250 pounds per square foot (1221 kilograms per square meter).
Therefore, the mezzanine floor slab is capable of withstanding temporary water collection that may occur while water is draining from the mezzanine floor.
 
SHINE Medical Technologies 3.3-3 Rev. 2 Chapter 3 - Design of Structures, Systems, and Components Seismic Damage
 
3.4 SEISMIC DAMAGE
 
Seismic analysis criteria for the main production facility structure (FSTR) are supported by the detailed guidance provided by the referenced Regulatory Guides and sections of NUREG-0800, Standard Review Plan for the Review of Safe ty Analysis for Nuclear Power Plants (SRP).
 
The FSTR includes the irradiation facility (IF), the radioisotope production facility (RPF), the non-radiologically controlled seismic area, and a nonsafety-related area. The IF contains the irradiation units (IUs) and tritium purification system (TPS), and the RPF contains the supercell and below-grade tanks. The non-radiologically controlled seismic area contains the control room, battery rooms, uninterruptible electrical power supply rooms, and other miscellaneous support rooms. The RPF, IF, and non-radiologically controlled seismic area are within the seismic boundary and are classified as Seismic Category I. These areas contain the safety-related structures, systems, and components (SSCs). To the south of the seismic boundary are the shipping and receiving areas, as well as other areas that contain nonsafety-related support systems and equipment. This part of the structure is not Seismic Category I. The areas outside the seismic boundary do not contain safety-related SSCs.
 
The IF, RPF, and non-radiologically controlled se ismic area comprise the safety-related portion of the FSTR. The dimensions of the safety-related portion of the FSTR at grade level are approximately 212 feet (ft.) (64.6 meters [m]) in the north-south direction and 158 ft. (48.2 m) in the east-west direction. Each of the three main areas of the safety-related portion of the FSTR is a parallel, single-story box-type structure designed with cast-in-place reinforced concrete shear walls. The major structural elements include the foundation mat, mezzanine floor, roof slab, and shear walls. Depending on their function, interior walls are cast-in-place reinforced concrete, reinforced masonry, or gypsum mounted to metal studs.
 
The IF and RPF have a shared sloped main roof sl ab with a low point elevation of approximately 45 ft. (13.7 m) and a high point elevation of approximately 56 ft. (17 m). The IF and RPF roof dimensions are approximately 212 ft. (64 m) in the north-south direction and 126 ft. (38.4 m) in the east-west direction. The IF and RPF roof slab is 12 inches (in.) (0.3 m) thick and has a 5 in.
(0.13 m) thick leave-in-place form slab on metal deck beneath it. The IF and RPF roof slab is supported by a series of roof trusses, which ar e made out structural steel shapes having a yield strength of 50 kilopounds per square inch (ksi) (6.89 MPa).
 
The non-radiologically controlled seismic area roof slab is 20 in. (0.51 m) thick and has a high point elevation of approximately 22 ft. (6.71 m). The non-radiologically controlled seismic area roof dimensions are approximately 148 ft. (45.1 m) in the north-south direction and 32 ft. (9.75 m) in the east-west direction.
 
Interior to the IF and RPF there is a mezzanine with 8 in. (0.2 m) thick reinforced concrete slab on metal deck, vertically supported by structur al steel beams and columns (structural shapes with yield strength of 50 ksi [6.9 MPa]), and laterally restrained by interior reinforced concrete walls. A large section of the RPF mat slab is recessed 12 ft. (3.66 m) to 23 ft. (7 m) below the main mat slab, where a series of 1 ft. (0.3 m) thick (minimum) reinforced concrete walls divides the area. The exterior below grade walls in the recessed portion of the RPF range from a minimum of 2 ft. (0.61 m) thick to a maximum of 3.5 ft. (1.07 m) thick, and the basemat is 2.5 ft.
(0.76 m) thick. The RPF below grade areas are covered by a series of precast concrete shield plugs. A section of the IF mat slab is recessed 16 ft. (4.9 m) below the main mat slab, where a series of 4.5 ft. (1.37 m) thick (minimum) reinforced concrete walls divides the area. The exterior
 
SHINE Medical Technologies 3.4-1 Rev. 5 Chapter 3 - Design of Structures, Systems, and Components Seismic Damage
 
below grade walls in the recessed portion of the IF range from a minimum of 4 ft. (1.2 m) thick to a maximum of 5.83 ft. (1.8 m) thick, and the basemat is 3 ft. (0.91 m) thick. Shield plugs cover the IU cells which are located above the recessed portions of the IF. Shield plugs in the IF and RPF are seismically qualified to remain in place during a design basis earthquake (DBE).
 
The reinforced concrete structural elements of the safety-related portion of the FSTR are constructed of Type II concrete with a design compressive strength at 28 days of 6000 pounds per square inch (psi) (41.37 MPa) and American Society for Testing and Materials (ASTM) A706/A706M-16, Standard Specification for De formed and Plain Low-Alloy Steel Bars for Concrete Reinforcement (ASTM, 2016) steel re inforcement bars with a minimum design yield strength of 60 ksi (413.7 MPa). The exterior above grade walls and major shear walls range from a minimum of 2 ft. (0.61 m) thick to a maximum of 2.33 ft. (0.71 m) thick. The reinforced concrete structures are founded on a 3 ft. (0.91 m) thick mat slab that is thickened to 4.5 ft. (1.37 m) thick around the building perimeter.
 
The dimensions of the nonsafety-related portion of the FSTR at grade are approximately 77 ft.
(23.5 m) in the north-south direction and 158 ft. (48.2 m) in the east-west direction. Additionally, the southwest corner of the safety-related basemat contains a part of the nonsafety-related portion of the FSTR. The dimensions of this nonsafety-related part are approximately 63 ft.
(19.2 m) in the north-south direction and 32 ft. (9.8 m) in the east-west direction. The safety-related portion of the FSTR is seismically isolated from the nonsafety-related portion of the FSTR via a seismic separation joint (i.e., seismic gap).
 
The nonsafety-related portion of the FSTR is a two-story steel framed structure with a roof height of approximately 40 ft. (12.2 m). The concrete on metal deck mezzanine slab and metal deck roof slab are diaphragms that transfer the lateral loads to a series of vertical brace systems. The FSTR also includes a nonsafety-related, isolat ed, self-supporting steel on reinforced-concrete foundation cantilevered exhaust stack with a height of approximately 67 ft. (20.4 m) located east of the nonsafety-related portion of the FSTR.
 
The FSTR is modeled to the analyses described in this chapter. The concrete walls, slabs, and basemat are modeled using thick shell elements. The steel structural members are modeled using three-dimensional beam elements. Interior partition walls made of concrete are modeled using thick shell elements. Interior partition walls made of masonry or gypsum are isolated from the lateral load resisting system of the building and are not explicitly modeled, but their mass is accounted for. Interior partition walls that ar e co-located with safety-related SSCs, and must maintain structural integrity to prevent unacceptable interactions with safety-related SSCs, are classified as Seismic Category II. The excavated soil volume of the soil-structure interaction (SSI) analysis is modeled using solid elements. Seismic mass is considered in the model in accordance with SRP Section 3.7.2 (USNRC, 2013a). Figure 3.4-1 and Figure 3.4-2 provide three-dimensional views of the structural model.
 
Certain material in this section provides informat ion that is used in the technical specifications, including conditions for operation and design featur es. In addition, significant material is also applicable to, and may be referenced by, the bases that are described in the technical specifications.
 
SHINE Medical Technologies 3.4-2 Rev. 5 Chapter 3 - Design of Structures, Systems, and Components Seismic Damage
 
3.4.1 SEISMIC INPUT
 
3.4.1.1 Design Response Spectra


smic analysis criteria for the main production facility structure (FSTR) are supported by the ailed guidance provided by the referenced Regulatory Guides and sections of NUREG-0800, ndard Review Plan for the Review of Safety Analysis for Nuclear Power Plants (SRP).
The safe shutdown earthquake (SSE) ground motion is defined with a maximum ground acceleration of 0.2 g and design response spectr a in accordance with Regulatory Guide 1.60, Revision 2, Design Response Spectra for Seismic Design of Nuclear Power Plants (USNRC, 2014a).
FSTR includes the irradiation facility (IF), the radioisotope production facility (RPF), the
-radiologically controlled seismic area, and a nonsafety-related area. The IF contains the diation units (IUs) and tritium purification system (TPS), and the RPF contains the supercell below-grade tanks. The non-radiologically controlled seismic area contains the control room, ery rooms, uninterruptible electrical power supply rooms, and other miscellaneous support ms. The RPF, IF, and non-radiologically controlled seismic area are within the seismic ndary and are classified as Seismic Category I. These areas contain the safety-related ctures, systems, and components (SSCs). To the south of the seismic boundary are the ping and receiving areas, as well as other areas that contain nonsafety-related support tems and equipment. This part of the structure is not Seismic Category I. The areas outside seismic boundary do not contain safety-related SSCs.
IF, RPF, and non-radiologically controlled seismic area comprise the safety-related portion he FSTR. The dimensions of the safety-related portion of the FSTR at grade level are roximately 212 feet (ft.) (64.6 meters [m]) in the north-south direction and 158 ft. (48.2 m) in east-west direction. Each of the three main areas of the safety-related portion of the FSTR is arallel, single-story box-type structure designed with cast-in-place reinforced concrete shear
: s. The major structural elements include the foundation mat, mezzanine floor, roof slab, and ar walls. Depending on their function, interior walls are cast-in-place reinforced concrete, forced masonry, or gypsum mounted to metal studs.
IF and RPF have a shared sloped main roof slab with a low point elevation of approximately
: t. (13.7 m) and a high point elevation of approximately 56 ft. (17 m). The IF and RPF roof ensions are approximately 212 ft. (64 m) in the north-south direction and 126 ft. (38.4 m) in east-west direction. The IF and RPF roof slab is 12 inches (in.) (0.3 m) thick and has a 5 in.
3 m) thick leave-in-place form slab on metal deck beneath it. The IF and RPF roof slab is ported by a series of roof trusses, which are made out structural steel shapes having a yield ngth of 50 kilopounds per square inch (ksi) (6.89 MPa).
non-radiologically controlled seismic area roof slab is 20 in. (0.51 m) thick and has a high t elevation of approximately 22 ft. (6.71 m). The non-radiologically controlled seismic area dimensions are approximately 148 ft. (45.1 m) in the north-south direction and 32 ft. (9.75 m) e east-west direction.
rior to the IF and RPF there is a mezzanine with 8 in. (0.2 m) thick reinforced concrete slab metal deck, vertically supported by structural steel beams and columns (structural shapes yield strength of 50 ksi [6.9 MPa]), and laterally restrained by interior reinforced concrete
: s. A large section of the RPF mat slab is recessed 12 ft. (3.66 m) to 23 ft. (7 m) below the n mat slab, where a series of 1 ft. (0.3 m) thick (minimum) reinforced concrete walls divides area. The exterior below grade walls in the recessed portion of the RPF range from a imum of 2 ft. (0.61 m) thick to a maximum of 3.5 ft. (1.07 m) thick, and the basemat is 2.5 ft.
6 m) thick. The RPF below grade areas are covered by a series of precast concrete shield
: s. A section of the IF mat slab is recessed 16 ft. (4.9 m) below the main mat slab, where a es of 4.5 ft. (1.37 m) thick (minimum) reinforced concrete walls divides the area. The exterior NE Medical Technologies                      3.4-1                                          Rev. 5


ells which are located above the recessed portions of the IF. Shield plugs in the IF and RPF seismically qualified to remain in place during a design basis earthquake (DBE).
Consistent with SRP Section 3.7.2 (USNRC, 2013a), the location of the ground motion should be at the ground surface. The competent material (mat erial with a minimum shear wave velocity of 1,000 feet per second [ft./sec] [305 meters per second {m/s}]) is 7.5 ft. (2.3 m) below the ground surface for the site. Hence, the SSE response spectra are defined as an outcrop at a depth of 7.5 ft. (2.3 m) below grade.
reinforced concrete structural elements of the safety-related portion of the FSTR are structed of Type II concrete with a design compressive strength at 28 days of 6000 pounds square inch (psi) (41.37 MPa) and American Society for Testing and Materials TM) A706/A706M-16, Standard Specification for Deformed and Plain Low-Alloy Steel Bars Concrete Reinforcement (ASTM, 2016) steel reinforcement bars with a minimum design yield ngth of 60 ksi (413.7 MPa). The exterior above grade walls and major shear walls range from inimum of 2 ft. (0.61 m) thick to a maximum of 2.33 ft. (0.71 m) thick. The reinforced concrete ctures are founded on a 3 ft. (0.91 m) thick mat slab that is thickened to 4.5 ft. (1.37 m) thick und the building perimeter.
dimensions of the nonsafety-related portion of the FSTR at grade are approximately 77 ft.
5 m) in the north-south direction and 158 ft. (48.2 m) in the east-west direction. Additionally, southwest corner of the safety-related basemat contains a part of the nonsafety-related ion of the FSTR. The dimensions of this nonsafety-related part are approximately 63 ft.
2 m) in the north-south direction and 32 ft. (9.8 m) in the east-west direction. The safety-ted portion of the FSTR is seismically isolated from the nonsafety-related portion of the FSTR a seismic separation joint (i.e., seismic gap).
nonsafety-related portion of the FSTR is a two-story steel framed structure with a roof height pproximately 40 ft. (12.2 m). The concrete on metal deck mezzanine slab and metal deck roof are diaphragms that transfer the lateral loads to a series of vertical brace systems. The R also includes a nonsafety-related, isolated, self-supporting steel on reinforced-concrete ndation cantilevered exhaust stack with a height of approximately 67 ft. (20.4 m) located east he nonsafety-related portion of the FSTR.
FSTR is modeled to the analyses described in this chapter. The concrete walls, slabs, and emat are modeled using thick shell elements. The steel structural members are modeled g three-dimensional beam elements. Interior partition walls made of concrete are modeled g thick shell elements. Interior partition walls made of masonry or gypsum are isolated from lateral load resisting system of the building and are not explicitly modeled, but their mass is ounted for. Interior partition walls that are co-located with safety-related SSCs, and must ntain structural integrity to prevent unacceptable interactions with safety-related SSCs, are sified as Seismic Category II. The excavated soil volume of the soil-structure interaction I) analysis is modeled using solid elements. Seismic mass is considered in the model in ordance with SRP Section 3.7.2 (USNRC, 2013a). Figure 3.4-1 and Figure 3.4-2 provide e-dimensional views of the structural model.
tain material in this section provides information that is used in the technical specifications, uding conditions for operation and design features. In addition, significant material is also licable to, and may be referenced by, the bases that are described in the technical cifications.
NE Medical Technologies                      3.4-2                                        Rev. 5


1.1          Design Response Spectra safe shutdown earthquake (SSE) ground motion is defined with a maximum ground eleration of 0.2 g and design response spectra in accordance with Regulatory Guide 1.60, ision 2, Design Response Spectra for Seismic Design of Nuclear Power Plants (USNRC, 4a).
3.4.1.2 Design Time Histories
sistent with SRP Section 3.7.2 (USNRC, 2013a), the location of the ground motion should be he ground surface. The competent material (material with a minimum shear wave velocity of 00 feet per second [ft./sec] [305 meters per second {m/s}]) is 7.5 ft. (2.3 m) below the ground ace for the site. Hence, the SSE response spectra are defined as an outcrop at a depth of ft. (2.3 m) below grade.
 
1.2         Design Time Histories SSI analysis and for generating in-structure response spectra, design acceleration time ories are required. Synthetic acceleration time histories are generated to envelop the design ponse spectra. Mutually orthogonal synthetic acceleration time histories are generated for h horizontal direction and one for the vertical direction. Each of these time histories meets the ign response spectra enveloping requirements consistent with Approach 2, Option 1 of SRP tion 3.7.1 (USNRC, 2014b). The specifics of each of these time histories are:
For SSI analysis and for generating in-structure response spectra, design acceleration time histories are required. Synthetic acceleration ti me histories are generated to envelop the design response spectra. Mutually orthogonal synthetic acceleration time histories are generated for each horizontal direction and one for the vertical di rection. Each of these time histories meets the design response spectra enveloping requirements c onsistent with Approach 2, Option 1 of SRP Section 3.7.1 (USNRC, 2014b). The specifics of each of these time histories are:
* Each synthetic time history has been generated starting with seed recorded earthquake time histories.
* Each synthetic time history has been generated starting with seed recorded earthquake time histories.
* The strong motion durations (Arias intensity to rise from 5 percent to 75 percent) of synthetic time histories are greater than a minimum of 6 seconds.
* The strong motion durations (Arias intensity to rise from 5 percent to 75 percent) of synthetic time histories are greater than a minimum of 6 seconds.
Line 292: Line 692:
* The computed 5 percent damped response spectrum of the acceleration time history shall not fall more than 10 percent below the target response spectrum at any one frequency and shall have no more than 9 adjacent frequency points falling below the target response spectrum.
* The computed 5 percent damped response spectrum of the acceleration time history shall not fall more than 10 percent below the target response spectrum at any one frequency and shall have no more than 9 adjacent frequency points falling below the target response spectrum.
* The computed 5 percent damped response spectrum of the artificial time history shall not exceed the target spectrum at any frequency by more than 30 percent in the frequency range of interest.
* The computed 5 percent damped response spectrum of the artificial time history shall not exceed the target spectrum at any frequency by more than 30 percent in the frequency range of interest.
mparison of the response spectra obtained from the artificial acceleration time histories with target design response spectra illustrates that the enveloping criteria of SRP Section 3.7.1 NRC, 2014b) are satisfied. The seismic design parameters used in the seismic analysis of FSTR, including the artificial acceleration time histories, target design response spectra, and NE Medical Technologies                      3.4-3                                        Rev. 5


1.3           Critical Damping Values ctural damping values for various structural elements used in the seismic analyses are vided in Section 1.1 of Regulatory Guide 1.61, Revision 1, Damping Values for Seismic ign of Nuclear Power Plants (USNRC, 2007d). Seismic SSI analysis of the FSTR is ormed in the program SASSI2010, Version 1.0, which performs the analysis in the frequency ain. The variations in damping are accounted for in the seismic SSI analysis through the plex frequency response analysis method which incorporates damping as an imaginary ponent in the stiffness matrix.
Comparison of the response spectra obtained from the artificial acceleration time histories with the target design response spectra illustrates that the enveloping criteria of SRP Section 3.7.1 (USNRC, 2014b) are satisfied. The seismic design parameters used in the seismic analysis of the FSTR, including the artificial acceleration time histories, target design response spectra, and
2         SEISMIC ANALYSIS OF FACILITY STRUCTURES 2.1           Seismic Analysis Methods general equation of motion (as seen below) is used regardless of the method selected for seismic analysis.
 
M x  C x  K x  M ug        (Equation 3.4-1) ere:
SHINE Medical Technologies 3.4-3 Rev. 5 Chapter 3 - Design of Structures, Systems, and Components Seismic Damage
[M]     =   mass matrix
 
[C]     =   damping matrix
response spectra obtained from artificial acceleration time histories, are consistent with the SRP Section 3.7.1 acceptance criteria.
[K]     =   stiffness matrix
 
              =   column vector of relative accelerations
3.4.1.3 Critical Damping Values
              =   column vector of relative velocities
 
              =   column vector of relative displacements
Structural damping values for various structur al elements used in the seismic analyses are provided in Section 1.1 of Regulatory Guide 1. 61, Revision 1, Damping Values for Seismic Design of Nuclear Power Plants (USNRC, 2007d). Seismic SSI analysis of the FSTR is performed in the program SASSI2010, Version 1.0, which performs the analysis in the frequency domain. The variations in damping are accoun ted for in the seismic SSI analysis through the complex frequency response analysis method which incorporates damping as an imaginary component in the stiffness matrix.
              =   ground acceleration lytical models are represented by finite element models. Consistent with SRP Section 3.7.2 NRC, 2013a), SRP Acceptance Criterion 3.C, finite element models are acceptable if the wing guidelines are met:
 
3.4.2 SEISMIC ANALYSIS OF FACILITY STRUCTURES
 
3.4.2.1 Seismic Analysis Methods
 
The general equation of motion (as seen below) is used regardless of the method selected for the seismic analysis.
 
M xCxKxMug (Equation 3.4-1)
Where:
[M] = mass matrix
[C] = damping matrix
[K] = stiffness matrix
= column vector of relative accelerations
= column vector of relative velocities
= column vector of relative displacements
= ground acceleration
 
Analytical models are represented by finite element models. Consistent with SRP Section 3.7.2 (USNRC, 2013a), SRP Acceptance Criterion 3.C, finite element models are acceptable if the following guidelines are met:
* The type of finite element used for modeling a structural system should depend on structural details, the purpose of analysis, and the theoretical formulation upon which the element is based. The mathematical discretization of the structure should consider the effect of element size, shape, and aspect ratio on solution accuracy.
* The type of finite element used for modeling a structural system should depend on structural details, the purpose of analysis, and the theoretical formulation upon which the element is based. The mathematical discretization of the structure should consider the effect of element size, shape, and aspect ratio on solution accuracy.
* In developing a finite element model for dynamic response, it is necessary to consider that local regions of the structure, such as individual floor slabs or walls, may have fundamental vibration modes that can be excited by the dynamic seismic loading. These local vibration modes are represented in the dynamic response model, in order to ensure that the in-structure response spectra include the additional amplification.
* In developing a finite element model for dynamic response, it is necessary to consider that local regions of the structure, such as individual floor slabs or walls, may have fundamental vibration modes that can be excited by the dynamic seismic loading. These local vibration modes are represented in the dynamic response model, in order to ensure that the in-structure response spectra include the additional amplification.
NE Medical Technologies                            3.4-4                                    Rev. 5


lysis and design. The finite element model consists of plate/shell, solid, beam, or a bination of finite elements.
SHINE Medical Technologies 3.4-4 Rev. 5 Chapter 3 - Design of Structures, Systems, and Components Seismic Damage
2.2         Soil-Structure Interaction (SSI) Analysis SSI model provides structural responses for design basis level seismic loading of the main duction facility, including transfer functions, maximum seismic acceleration (zero period eleration [ZPA]), and in-structure response spectra (ISRS) (horizontal and vertical directions) various damping values. The SSI model is developed using the computer program SSI2010.
 
d elements are only used in the modelng of the excavated soil volume. No solid elements are d in the modeling of the building structure. Major structural elements of the main production lity, including walls, slabs, beams and columns, are modeled with appropriate mass and ness properties. Major openings within walls and slabs are included in the SSI model. The del uses thick shell elements to represent concrete slabs and walls, and beam elements to esent steel members, mostly comprising the truss components in the facility. Elements are deled at the geometric centerline of the structural member they represent with the following eptions:
The seismic analysis of the FSTR is performed in the program SASSI2010, Version 1.0, System for Analysis of Soil-Structure Interaction, and SAP 2000, integrated software for structural analysis and design. The finite element model c onsists of plate/shell, solid, beam, or a combination of finite elements.
* The below grade and mezzanine slabs are modeled at their actual top-of-slab elevation.
 
3.4.2.2 Soil-Structure Interaction (SSI) Analysis
 
The SSI model provides structural responses for design basis level seismic loading of the main production facility, including transfer functions, maximum seismic acceleration (zero period acceleration [ZPA]), and in-structure response sp ectra (ISRS) (horizontal and vertical directions) for various damping values. The SSI model is developed using the computer program SASSI2010.
 
Solid elements are only used in the modelng of t he excavated soil volume. No solid elements are used in the modeling of the building structure. Major structural elements of the main production facility, including walls, slabs, beams and columns, are modeled with appropriate mass and stiffness properties. Major openings within walls and slabs are included in the SSI model. The model uses thick shell elements to represent concrete slabs and walls, and beam elements to represent steel members, mostly comprising the truss components in the facility. Elements are modeled at the geometric centerline of the structural member they represent with the following exceptions:
* The below grade and mezzanine slabs are model ed at their actual top-of-slab elevation.
* Minor adjustments are made to the dimensions and locations of wall openings to maximize mesh regularity in the model.
* Minor adjustments are made to the dimensions and locations of wall openings to maximize mesh regularity in the model.
* Roof truss locations are adjusted to align with the roof shell element mesh.
* Roof truss locations are adjusted to align with the roof shell element mesh.
ddition to self-weight of the structure, floor loads and equipment loads are converted to mass included in the model. A mass equivalent to a 50 pounds per square foot (psf) floor load is ed to floor slabs to represent miscellaneous loads from minor equipment, piping, and eways. A portion of the loads are considered mass sources in the following manner according RP Section 3.7.2 (USNRC, 2013a):
 
In addition to self-weight of the structure, floor loads and equipment loads are converted to mass and included in the model. A mass equivalent to a 50 pounds per square foot (psf) floor load is added to floor slabs to represent miscellaneo us loads from minor equipment, piping, and raceways. A portion of the loads are considered mass sources in the following manner according to SRP Section 3.7.2 (USNRC, 2013a):
* Dead Load 100 percent
* Dead Load 100 percent
* Live Load25 percent
* Live Load25 percent
* Snow Load.75 percent ddition, 100 percent of the hydrodynamic mass of the water in the IU cells and 100 percent of parked crane mass is included.
* Snow Load.75 percent
SSI analyses are performed separately on an equivalent linear-elastic basis for mean (best mate [BE]), upper bound (UB), and lower bound (LB) soil properties to represent potential ations in in-situ and backfill soil conditions around the building in accordance with SRP tion 3.7.2 (USNRC, 2013a). SSI analysis requires detailed input of the soil layers supporting structure. Strain dependent soil properties were determined from geotechnical investigations free field site response analysis. The free-field site response analysis is performed for the BE, and UB soil properties. In accordance with SRP Section 3.7.2, the UB and LB values of soil shear modulus, G, are obtained in terms of their BE through the equations shown below.
 
ations 3.4-2 and 3.4-3 are used to calculate the low strain properties for the LB and UB. The l soil properties are calculated from the SHAKE2000 program, version 3.5.
In addition, 100 percent of the hydrodynamic mass of the water in the IU cells and 100 percent of the parked crane mass is included.
NE Medical Technologies                       3.4-5                                       Rev. 5
 
The SSI analyses are performed separately on an equivalent linear-elastic basis for mean (best estimate [BE]), upper bound (UB), and lower bound (LB) soil properties to represent potential variations in in-situ and backfill soil conditions around the building in accordance with SRP Section 3.7.2 (USNRC, 2013a). SSI analysis requires detailed input of the soil layers supporting the structure. Strain dependent soil properties were determined from geotechnical investigations and free field site response analysis. The free-field site response analysis is performed for the LB, BE, and UB soil properties. In accordance with SRP Section 3.7.2, the UB and LB values of the soil shear modulus, G, are obtained in terms of their BE through the equations shown below.
Equations 3.4-2 and 3.4-3 are used to calculate the low strain properties for the LB and UB. The final soil properties are calculated from the SHAKE2000 program, version 3.5.
 
SHINE Medical Technologies 3.4-5 Rev. 5 Chapter 3 - Design of Structures, Systems, and Components Seismic Damage
 
(Equation 3.4-2)
 
(Equation 3.4-3)
 
Where, COV is the coefficient of variation. A COV of 0.5 is used because the site is well-investigated.
 
3.4.2.3 Combination of Earthquake Components
 
In order to account for the responses of the stru ctures subjected to the three directional (two horizontal and the vertical) excitations, the ma ximum co-directional responses are combined using either the square root of the sum of the squares (SRSS) method or the 100-40-40 rule as described in Section 2.1 of Regulatory Guide 1.92, Revision 3, Combining Modal Responses and Spatial Components in Seismic Response Analysis (USNRC, 2012).
 
3.4.2.4 Seismic Analysis Results
 
The seismic loads are applied to the st ructural analysis model as described in Subsection 3.4.2.6 and utilized to develop in-structure response spec tra of the facility for use in sizing equipment and components. Response spectra acceleration s are output from SASSI at the 75 standard frequencies between 0.2 Hz and 34 Hz as suggested by Regulatory Guide 1.122, Revision 1, Development of Floor Design Response Spectra for Seismic Design of Floor-Supported Equipment or Components (USNRC, 1978). In addition, response spectra accelerations are specified to be output at frequencies of 37 Hz, 40 Hz, 43 Hz, 46 Hz and 50Hz.
 
The results of the seismic analysis demonstrate that the design of the FSTR meets the seismic requirements of SHINE Design Criterion 2.
 
3.4.2.5 Assessment of Structural Seismic Stability
 
The stability of the main production facility is evaluated for sliding and overturning considering the following load combinations and factors of safe ty in accordance with Section 7.2 of American Society of Civil Engineers (ASCE)/Structural Engineering Institute (SEI) Standard 43-05, Seismic Design Criteria for Structures, Systems, and Components in Nuclear Facilities (ASCE/SEI, 2005) and SRP Section 3.8.5 (USNRC, 2013b):


(Equation 3.4-3) ere, COV is the coefficient of variation. A COV of 0.5 is used because the site is
Minimum Factor of Safety Load Combination Sliding Overturning
-investigated.
2.3          Combination of Earthquake Components rder to account for the responses of the structures subjected to the three directional (two zontal and the vertical) excitations, the maximum co-directional responses are combined g either the square root of the sum of the squares (SRSS) method or the 100-40-40 rule as cribed in Section 2.1 of Regulatory Guide 1.92, Revision 3, Combining Modal Responses and tial Components in Seismic Response Analysis (USNRC, 2012).
2.4          Seismic Analysis Results seismic loads are applied to the structural analysis model as described in Subsection 3.4.2.6 utilized to develop in-structure response spectra of the facility for use in sizing equipment components. Response spectra accelerations are output from SASSI at the 75 standard uencies between 0.2 Hz and 34 Hz as suggested by Regulatory Guide 1.122, Revision 1, elopment of Floor Design Response Spectra for Seismic Design of Floor-Supported ipment or Components (USNRC, 1978). In addition, response spectra accelerations are cified to be output at frequencies of 37 Hz, 40 Hz, 43 Hz, 46 Hz and 50Hz.
results of the seismic analysis demonstrate that the design of the FSTR meets the seismic uirements of SHINE Design Criterion 2.
2.5          Assessment of Structural Seismic Stability stability of the main production facility is evaluated for sliding and overturning considering following load combinations and factors of safety in accordance with Section 7.2 of American iety of Civil Engineers (ASCE)/Structural Engineering Institute (SEI) Standard 43-05, Seismic ign Criteria for Structures, Systems, and Components in Nuclear Facilities (ASCE/SEI, 2005)
SRP Section 3.8.5 (USNRC, 2013b):
Minimum Factor of Safety Load Combination             Sliding     Overturning 1.1            1.1          (Equation 3.4-4) 1.1            1.1          (Equation 3.4-5) 1.5            1.5          (Equation 3.4-6)
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D       =   Dead Load H       =   Lateral Earth Pressures E       =   Earthquake Load Wt       =   Tornado Load W       =   Wind Load base reactions due to seismic forces envelop the reactions due to wind and tornado loading; efore, a stability analysis for wind and tornado is not required. Seismic excitation in each ction is considered using the 100-40-40 percent combination rule as specified in section 3.4.2.3 above.
1.1 1.1 (Equation 3.4-4)
lateral driving forces applicable to the seismic stability evaluation of the main production lity include active lateral soil force, static surcharge lateral soil force, dynamic surcharge ral soil, dynamic lateral soil force, and seismic lateral inertial force. The resistance for sliding ue to the static friction at the soil-basemat interface for sliding evaluation and passive lateral resistance. The self-weight of the structure is considered in the resistance to overturning cts.
 
seismic stability evaluation of the main production facility determined the minimum factor of ty against sliding to be 1.11 and the minimum factor of safety against overturning to be 1.99.
1.1 1.1 (Equation 3.4-5)
such, the main production facility is considered stable.
 
2.6           Structural Analysis of Facility 2.6.1         Description of the Structures main production facility is a box-type shear wall system of reinforced concrete with forced concrete floor slabs. The major structural elements in the main production facility ude the shear walls, the floor and roof slabs, and the foundation mat.
1.5 1.5 (Equation 3.4-6)
2.6.2         Applicable Codes and Standards
 
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Where:
 
D = Dead Load H = Lateral Earth Pressures E = Earthquake Load Wt = Tornado Load W = Wind Load
 
The base reactions due to seismic forces envel op the reactions due to wind and tornado loading; therefore, a stability analysis for wind and torna do is not required. Seismic excitation in each direction is considered using the 100-40-40 percent combination rule as specified in Subsection 3.4.2.3 above.
 
The lateral driving forces applicable to the se ismic stability evaluation of the main production facility include active lateral soil force, static surcharge lateral soil force, dynamic surcharge lateral soil, dynamic lateral soil force, and seismic lateral inertial force. The resistance for sliding is due to the static friction at the soil-basemat interface for sliding evaluation and passive lateral soil resistance. The self-weight of the structur e is considered in the resistance to overturning effects.
 
The seismic stability evaluation of the main produ ction facility determined the minimum factor of safety against sliding to be 1.11 and the minimum fa ctor of safety against overturning to be 1.99.
As such, the main production facility is considered stable.
 
3.4.2.6 Structural Analysis of Facility
 
3.4.2.6.1 Description of the Structures
 
The main production facility is a box-type s hear wall system of reinforced concrete with reinforced concrete floor slabs. The major structural elements in the main production facility include the shear walls, the floor and roof slabs, and the foundation mat.
 
3.4.2.6.2 Applicable Codes and Standards
* ACI 349-13, Code Requirements for Nuclear Safety-Related Concrete Structures and Commentary (ACI, 2014)
* ACI 349-13, Code Requirements for Nuclear Safety-Related Concrete Structures and Commentary (ACI, 2014)
* ANSI/AISC N690-12, Specification for Safety-Related Steel Structures for Nuclear Facilities (ANSI/AISC, 2012) 2.6.3         Site Design Parameters following subsections provide the site-specific parameters for the design of the facility.
* ANSI/AISC N690-12, Specification for Safety-Related Steel Structures for Nuclear Facilities (ANSI/AISC, 2012)
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3.4.2.6.3 Site Design Parameters
 
The following subsections provide the site-specif ic parameters for the design of the facility.
 
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3.4.2.6.3.1 Soil Parameters


soil parameters for the facility are provided below.
The soil parameters for the facility are provided below.
* Maximum bearing pressure beneath major foundation elevations:
* Maximum bearing pressure beneath major foundation elevations:
    - Main mat at 3 ft. below grade: 2460 pounds per square foot (psf) (118 kilopascal
- Main mat at 3 ft. below grade: 2460 pounds per square foot (psf) (118 kilopascal
[kPa]).
[kPa]).
    - Mats supporting RPF pipe trench, adjacent valve pits, and tank areas at 15 ft. and 19 ft. below grade: 5970 psf (286 kPa).
- Mats supporting RPF pipe trench, adjacent valve pits, and tank areas at 15 ft. and 19 ft. below grade: 5970 psf (286 kPa).
    - Mats beneath carbon delay bed vault at 25.5 ft. below grade: 5130 psf (246 kPa).
- Mats beneath carbon delay bed vault at 25.5 ft. below grade: 5130 psf (246 kPa).
* Allowable soil bearing pressure: 6000 psf (287 kPa).
* Allowable soil bearing pressure: 6000 psf (287 kPa).
* Minimum average shear wave velocity: 459 ft./sec (140 m/s).
* Minimum average shear wave velocity: 459 ft./sec (140 m/s).3
* Minimum unit weight: 117 pounds per cubic foot (lb/ft3) (1874 kilograms per cubic meters
* Minimum unit weight: 117 pounds per cubic foot (lb/ft3 ) (1874 kilograms per cubic meters
[kg/m3]).
[kg/m ]).
allowable soil bearing pressure is greater than the maximum soil bearing pressures at the porting mats at the major foundation elevations.
 
2.6.3.2         Maximum Ground Water Level
The allowable soil bearing pressure is greater than the maximum soil bearing pressures at the supporting mats at the major foundation elevations.
 
3.4.2.6.3.2 Maximum Ground Water Level
* 50 ft. (15.2 m) below grade level.
* 50 ft. (15.2 m) below grade level.
2.6.3.3         Maximum Flood Level
 
3.4.2.6.3.3 Maximum Flood Level
* Section 2.4 describes the design basis rainfall event.
* Section 2.4 describes the design basis rainfall event.
* Section 2.4 describes the probable maximum flood (PMF).
* Section 2.4 describes the probable maximum flood (PMF).
2.6.3.4         Snow Load
 
3.4.2.6.3.4 Snow Load
* Snow load: 30 psf (1.44 kPa) (50-year recurrence interval).
* Snow load: 30 psf (1.44 kPa) (50-year recurrence interval).
* A factor of 1.22 is used to account for the 100-year recurrence interval required.
* A factor of 1.22 is used to account for the 100-year recurrence interval required.
2.6.3.5         Design Temperatures
 
3.4.2.6.3.5 Design Temperatures
* The winter dry-bulb temperature (-7°F [-22°C]).
* The winter dry-bulb temperature (-7°F [-22°C]).
* The summer dry bulb temperature (88°F [31°C]).
* The summer dry bulb temperature (88°F [31°C]).
2.6.3.6         Seismology
 
3.4.2.6.3.6 Seismology
* SSE peak ground acceleration (PGA): 0.20 g (for both horizontal and vertical directions).
* SSE peak ground acceleration (PGA): 0.20 g (for both horizontal and vertical directions).
* SSE response spectra: per Regulatory Guide 1.60 (USNRC, 2014a).
* SSE response spectra: per Regulatory Guide 1.60 (USNRC, 2014a).
* SSE time history: envelope SSE response spectra in accordance with SRP Section 3.7.1 (USNRC, 2014b).
* SSE time history: envelope SSE response spectra in accordance with SRP Section 3.7.1 (USNRC, 2014b).
2.6.3.7         Extreme Wind
 
3.4.2.6.3.7 Extreme Wind
* Basic wind speed for Wisconsin: 90 miles per hour (mph) (145 kilometers per hour [kph])
* Basic wind speed for Wisconsin: 90 miles per hour (mph) (145 kilometers per hour [kph])
(50-year recurrence interval).
(50-year recurrence interval).
* A factor of 1.07 is used to account for the 100-year recurrence interval required.
* A factor of 1.07 is used to account for the 100-year recurrence interval required.
* Exposure Category C.
* Exposure Category C.
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3.4.2.6.3.8 Tornado
* Maximum tornado wind speed (Region 1): 230 mph (370 kph).
* Maximum tornado wind speed (Region 1): 230 mph (370 kph).
* Maximum tornado rotational speed (Region 1): 184 mph (82 m/s).
* Maximum tornado rotational speed (Region 1): 184 mph (82 m/s).
Line 381: Line 856:
* Rate of tornado differential pressure: 0.5 psi/s (3.7 kPa/s).
* Rate of tornado differential pressure: 0.5 psi/s (3.7 kPa/s).
* Missile Spectrum: see Table 2 of Regulatory Guide 1.76 (USNRC, 2007a).
* Missile Spectrum: see Table 2 of Regulatory Guide 1.76 (USNRC, 2007a).
2.6.3.9           Rainfall
 
3.4.2.6.3.9 Rainfall
* The main production facility's sloped roof and building configuration preclude accumulation of rainwater; therefore, rain loads are not considered in this evaluation.
* The main production facility's sloped roof and building configuration preclude accumulation of rainwater; therefore, rain loads are not considered in this evaluation.
2.6.4         Design Loads and Loading Combinations 2.6.4.1           Dead Load d loads consist of the weight of all materials of construction incorporated into the building, as as the following:
 
3.4.2.6.4 Design Loads and Loading Combinations
 
3.4.2.6.4.1 Dead Load
 
Dead loads consist of the weight of all materials of construction incorporated into the building, as well as the following:
* Concrete cover blocks for below grade tanks and trenches.
* Concrete cover blocks for below grade tanks and trenches.
* Fixed equipment (includes tanks and hot cells).
* Fixed equipment (includes tanks and hot cells).
Line 390: Line 871:
* Weight of commodities attached to structural elements.
* Weight of commodities attached to structural elements.
* Crane dead loads as described in Subsection 3.4.2.6.4.6.
* Crane dead loads as described in Subsection 3.4.2.6.4.6.
2.6.4.2           Live Load building is evaluated for live loads consistent with the use of and occupancy of the facility.
 
includes minimum live loads driven by occupancy and non-permanent loads caused by ipment or required during plant operations.
3.4.2.6.4.2 Live Load
following categories encompass the live loads for the main production facility:
 
* A distributed live load of 125 psf (5.99 kPa) is used for areas designated as light manufacturing.
The building is evaluated for live loads consistent with the use of and occupancy of the facility.
This includes minimum live loads driven by occupancy and non-permanent loads caused by equipment or required during plant operations.
 
The following categories encompass the live loads for the main production facility:
* A distributed live load of 125 psf (5.99 kP a) is used for areas designated as light manufacturing.
* A distributed live load of 250 psf (12.0 kPa) is used for areas designated as heavy manufacturing.
* A distributed live load of 250 psf (12.0 kPa) is used for areas designated as heavy manufacturing.
itionally, the following categories are considered as live loads in the areas where they occur:
 
Additionally, the following categories are considered as live loads in the areas where they occur:
* Concrete cover block laydown load.
* Concrete cover block laydown load.
* Supercell drum export system and shield gate live load.
* Supercell drum export system and shield gate live load.
Line 401: Line 887:
* Roof live load.
* Roof live load.
* Equipment live loading.
* Equipment live loading.
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snow load is based on a ground snow load of 30 psf (1.44 kPa) with an importance factor of and a mean recurrence interval of 100 years.
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2.6.4.4           Wind Load wind load is based on a basic wind speed of 90 mph (145 kph) with an importance factor of 5 and a mean recurrence interval of 100 years.
 
2.6.4.5           Earthquake Load amic analysis is conducted with a portion of the loads considered as mass sources in the wing manner according to SRP Section 3.7.2 (USNRC, 2013a):
3.4.2.6.4.3 Snow Load
 
The snow load is based on a ground snow load of 30 psf (1.44 kPa) with an importance factor of 1.2 and a mean recurrence interval of 100 years.
 
3.4.2.6.4.4 Wind Load
 
The wind load is based on a basic wind speed of 90 mph (145 kph) with an importance factor of 1.15 and a mean recurrence interval of 100 years.
 
3.4.2.6.4.5 Earthquake Load
 
Dynamic analysis is conducted with a portion of the loads considered as mass sources in the following manner according to SRP Section 3.7.2 (USNRC, 2013a):
* Dead Load 100 percent
* Dead Load 100 percent
* Miscellaneous Load.100 percent
* Miscellaneous Load.100 percent
Line 411: Line 906:
* Snow Load.75 percent
* Snow Load.75 percent
* Parked Crane Load.100 percent
* Parked Crane Load.100 percent
* Hydrodynamic Load100 percent thquake load is applied in a SAP2000 model (version 17.2) on an equivalent static basis. The ivalent static model represents the soil as dynamic springs, developed in accordance with CE 4-98 (ASCE, 2000). Maximum seismic acceleration at each node of the structure is ermined by SSI analysis using SASSI2010, as discussed in Subsection 3.4.2.2. Figures 3.4-3 ugh 3.4-6 show selected response spectra locations throughout the FSTR.
* Hydrodynamic Load100 percent
SAP2000 and SASSI2010 models are both three-dimensional models that represent the ctural elements with equivalent mass and stiffness properties. The lumped masses at each e of the SAP2000 analysis are multiplied by the peak accelerations determined from the SSI lysis to determine an equivalent static earthquake load at each node. The direction of load lication is iterated to obtain nine seismic force terms.
 
2.6.4.6           Crane Load building is evaluated for loads associated with two overhead bridge cranes, one servicing IU cell area and one servicing the RPF area. Crane loading is evaluated in accordance with erican Society for Mechanical Engineers (ASME) NOG-1, Rules for Construction of Overhead Gantry Cranes (ASME, 2004).
Earthquake load is applied in a SAP2000 model (ver sion 17.2) on an equivalent static basis. The equivalent static model represents the soil as dynamic springs, developed in accordance with ASCE 4-98 (ASCE, 2000). Maximum seismic acceleration at each node of the structure is determined by SSI analysis using SASSI2010, as discussed in Subsection 3.4.2.2. Figures 3.4-3 through 3.4-6 show selected response spectra locations throughout the FSTR.
2.6.4.7           Soil Pressure
 
  -grade walls of the main production facility are designed to resist static lateral earth pressure s, compaction loads, static earth pressure, dynamic surcharge loads, and elastic dynamic pressure loads. Static earth pressure consists of at-rest, active, and passive soil pressure s, which are applied as required to ensure the stability of the building.
The SAP2000 and SASSI2010 models are both thr ee-dimensional models that represent the structural elements with equivalent mass and st iffness properties. The lumped masses at each node of the SAP2000 analysis are multiplied by the peak accelerations determined from the SSI analysis to determine an equivalent static earthquake load at each node. The direction of load application is iterated to obtain nine seismic force terms.
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3.4.2.6.4.6 Crane Load
 
The building is evaluated for loads associated with two overhead bridge cranes, one servicing the IU cell area and one servicing the RPF area. Crane loading is evaluated in accordance with American Society for Mechanical Engineers (ASME) NOG-1, Rules for Construction of Overhead and Gantry Cranes (ASME, 2004).
 
3.4.2.6.4.7 Soil Pressure
 
Sub-grade walls of the main production facility are designed to resist static lateral earth pressure loads, compaction loads, static earth pressure, dynamic surcharge loads, and elastic dynamic soil pressure loads. Static earth pressure consists of at-rest, active, and passive soil pressure loads, which are applied as required to ensure the stability of the building.
 
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3.4.2.6.4.8 Fluid Load


hydrostatic loading is calculated based on the actual dimensions of the IU cells and applied e model as lateral hydrostatic pressure on the walls and vertical hydrostatic pressure on the om slabs.
The hydrostatic loading is calculated based on the actual dimensions of the IU cells and applied in the model as lateral hydrostatic pressure on t he walls and vertical hydrostatic pressure on the bottom slabs.
hydrodynamic loading is applied to the model by considering hydrodynamic masses rigidly ched to the IU cells in accordance with Section 3.1.6.3 of ASCE 4-98 (ASCE, 2000) and pter 6 of TID-7024, Nuclear Reactors and Earthquakes (AEC, 1963). The provisions, as ined in the referenced documents, require that the impulsive and convective masses be lied to the model to capture the dynamic effects due to seismic motion.
2.6.4.9          Tornado Load tornado load is based on a tornado wind speed of 230 mph (370 kph) and a tornado missile ctrum as described in Table 2 of Regulatory Guide 1.76 (USNRC, 2007a). The tornado load, is further defined by the following combinations:
W t = Wp                                (Equation 3.4-7)
Wt = Ww + 0.5Wp                            (Equation 3.4-8)
Wt = Ww + 0.5Wp + Wm                          (Equation 3.4-9) ere:
Wp      =  load from tornado atmospheric pressure change Ww      =  load from tornado wind Wm      = load from tornado missile impact 2.6.4.10        Accidental Eccentricity equired by Section 3.1.1(e) of ASCE 4-98, Seismic Analysis of Safety-Related Nuclear ctures and Commentary (ASCE, 2000), the structure is evaluated for a torsional moment due ccidental eccentricity. The torsional moment is taken equal to the story shear at the elevation in the direction of interest times a moment arm equal to 5 percent of the building dimension.
torsional moment is distributed to the building shear walls based on the relative rigidity of the s in plane. The loads are applied statically and account for variability in the load direction.
2.6.5        Structural Analysis Model ree-dimensional finite element model of the main production facility structure was created g the computer program SAP2000 (version 17.2) to represent the mass and stiffness of the or structural elements, equipment, and components of the FSTR. The model utilizes shell ments to represent slabs and walls, and frame elements to represent columns and beams.
ments are modeled at the geometric centerline of the structural member they represent with following exceptions:
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maximize mesh regularity in the model.
The hydrodynamic loading is applied to the mode l by considering hydrodynamic masses rigidly attached to the IU cells in accordance with Section 3.1.6.3 of ASCE 4-98 (ASCE, 2000) and Chapter 6 of TID-7024, Nuclear Reactors and Earthquakes (AEC, 1963). The provisions, as outlined in the referenced documents, require t hat the impulsive and convective masses be applied to the model to capture the dynamic effects due to seismic motion.
 
3.4.2.6.4.9 Tornado Load
 
The tornado load is based on a tornado wind spe ed of 230 mph (370 kph) and a tornado missile spectrum as described in Table 2 of Regulatory Guide 1.76 (USNRC, 2007a). The tornado load, Wt, is further defined by the following combinations:
 
Wt = Wp (Equation 3.4-7)
 
Wt = Ww + 0.5Wp (Equation 3.4-8)
 
Wt = Ww + 0.5Wp + Wm (Equation 3.4-9)
 
Where:
 
Wp = load from tornado atmospheric pressure change
 
Ww = load from tornado wind
 
Wm = load from tornado missile impact
 
3.4.2.6.4.10 Accidental Eccentricity
 
As required by Section 3.1.1(e) of ASCE 4-98, Seismic Analysis of Safety-Related Nuclear Structures and Commentary (ASCE, 2000), the structure is evaluated for a torsional moment due to accidental eccentricity. The torsional moment is taken equal to the story shear at the elevation and in the direction of interest times a moment arm equal to 5 percent of the building dimension.
The torsional moment is distributed to the building shear walls based on the relative rigidity of the walls in plane. The loads are applied statically and account for variability in the load direction.
 
3.4.2.6.5 Structural Analysis Model
 
A three-dimensional finite element model of the main production facility structure was created using the computer program SAP2000 (version 17.2) to represent the mass and stiffness of the major structural elements, equipment, and components of the FSTR. The model utilizes shell elements to represent slabs and walls, and fr ame elements to represent columns and beams.
Elements are modeled at the geometric centerline of the structural member they represent with the following exceptions:
 
SHINE Medical Technologies 3.4-11 Rev. 5 Chapter 3 - Design of Structures, Systems, and Components Seismic Damage
* The below grade and mezzanine slabs are model ed at their actual top-of-slab elevation.
* Minor adjustments are made to the dimensions and locations of wall openings to maximize mesh regularity in the model.
* Roof truss locations are adjusted to align with the roof shell element mesh.
* Roof truss locations are adjusted to align with the roof shell element mesh.
adjustments described above are intended to maintain mesh regularity to the extent sible.
 
2.6.6       Structural Analysis Results crete walls and slabs in the main production facility are designed for axial, flexural, and shear s per provisions of ACI 349-13 (ACI, 2014) considering all applicable design basis load binations. Walls and slabs are modeled in SAP2000 using shell elements. To determine the itudinal and transverse reinforcement required within a wall or slab, the design is performed an element basis. Using resultant forces obtained from SAP2000 model data, the element is igned as a reinforced concrete section per ACI 349-13 (ACI, 2014). The required area of steel etermined for combined axial and flexural loads, in-plane shear loads, and out-of-plane shear
The adjustments described above are intended to maintain mesh regularity to the extent possible.
: s. Using these results, reinforcement size and spacing is specified.
 
3       SEISMIC CLASSIFICATION AND QUALIFICATION subsection discusses the methods by which the SHINE facility SSCs are classified and lified to ensure functional integrity.
3.4.2.6.6 Structural Analysis Results
3.1         Seismic Classification ility SSCs, including their foundations and supports, that must perform safety function(s) after SSE are designated as Seismic Category I. Safety-related SSCs are classified as Seismic egory I.
 
Cs that are co-located with a Seismic Category I SSC and must maintain structural integrity in event of an SSE to prevent unacceptable interactions with a Seismic Category I SSC, but are required to remain functional, are designated as Seismic Category II.
Concrete walls and slabs in the main production fa cility are designed for axial, flexural, and shear loads per provisions of ACI 349-13 (ACI, 2014) considering all applicable design basis load combinations. Walls and slabs are modeled in SAP2000 using shell elements. To determine the longitudinal and transverse reinforcement required within a wall or slab, the design is performed on an element basis. Using resultant forces obtai ned from SAP2000 model data, the element is designed as a reinforced concrete section per ACI 349-13 (ACI, 2014). The required area of steel is determined for combined axial and flexural l oads, in-plane shear loads, and out-of-plane shear loads. Using these results, reinforcement size and spacing is specified.
seismic classifications of SSCs are shown in Table 3.4-1.
 
3.2         Seismic Qualification eneral, one of the following four methods of seismically qualifying the SSCs is chosen based n the characteristics and complexities of the subsystem:
3.4.3 SEISMIC CLASSIFICATION AND QUALIFICATION
 
This subsection discusses the methods by which the SHINE facility SSCs are classified and qualified to ensure functional integrity.
 
3.4.3.1 Seismic Classification
 
Facility SSCs, including their foundations and supports, that must perform safety function(s) after an SSE are designated as Seismic Category I. Safety-related SSCs are classified as Seismic Category I.
 
SSCs that are co-located with a Seismic Category I SSC and must maintain structural integrity in the event of an SSE to prevent unacceptable interactions with a Seismic Category I SSC, but are not required to remain functional, are designated as Seismic Category II.
 
The seismic classifications of SSCs are shown in Table 3.4-1.
 
3.4.3.2 Seismic Qualification
 
In general, one of the following four methods of seismically qualifying the SSCs is chosen based upon the characteristics and complexities of the subsystem:
* Dynamic analysis.
* Dynamic analysis.
* Testing.
* Testing.
* Comparison with existing databases.
* Comparison with existing databases.
* A combination of analysis and testing.
* A combination of analysis and testing.
methods to be used for qualification are stated below. These methods will depend on the of equipment and supporting structure. The following defines some of the possible cases associated analytical methods which may be used in each case.
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tems, quantitative evaluation criteria are applied only to the most seismically vulnerable ions of these systems.
The methods to be used for qualification are stated below. These methods will depend on the type of equipment and supporting structure. The fo llowing defines some of the possible cases and associated analytical methods which may be used in each case.
3.2.1         Qualification by Analytical Methods lytical calculations may be used as a qualification method when maintaining the structural grity is an assurance for the safety function. This method can be used for equipment and ng systems when expected response to the earthquake excitations can be characterized as ar or simple non-linear behavior (e.g., piping, skids, and large equipment).
 
S from Subsection 3.4.2.2 are used in the response spectrum analysis of piping and ipment. These response spectra are used to determine the seismic requirements at the ponent mounting locations for qualification purposes and for piping subsystem dynamic lysis.
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tic Analysis equipment, as well as its support, can be considered rigid, and may be analyzed by static lysis, if it can be shown that its fundamental natural frequency does not fall in the frequency ge below the high frequency asymptote (ZPA) of the required response spectrum (RRS).
 
rigid equipment supported by a rigid structure, the equipment motion shall be the same as floor motion without amplification. The horizontal and vertical dynamic accelerations shall be n as the ZPA from the applicable response spectrum. These acceleration values are used to orm a static analysis. In this case, the dynamic forces are determined by multiplying the ss of the subassembly or parts of the equipment by the ZPA of the RRS. These forces should applied through the center of gravity of the subassembly or the part of the equipment.
ISRS for the FSTR are used to determine the appropriate seismic design of equipment, piping, and components in the safety-related envelope. For the evaluation of cable and conduit raceway systems, quantitative evaluation criteria are applied only to the most seismically vulnerable portions of these systems.
stresses resulting from each force (in each of the three directions) should be combined by an ropriate combination method to yield the dynamic stresses. The dynamic deflections lections due to dynamic loads) may be calculated in the same manner. These dynamic sses and deflections are combined with stresses and deflections from other loads per the combinations defined in the applicable design codes.
 
plified Dynamic Analysis mplified dynamic analysis may be performed in cases where the equipment and support tems natural frequency falls in the frequency range below the high frequency asymptote A) of the applicable RRS. This is similar to the static analysis described above but requires g different values for the accelerations. The accelerations to be used are obtained from the ropriate ISRS curves at each natural frequency in the frequency range of interest. If the uency information is not available, the simplified dynamic analysis (sometimes referred to as equivalent static analysis) is performed using 1.5 times the maximum peak of the applicable r response spectra. Once the dynamic forces are determined using the 1.5 times the peak eleration values from the RRS, stresses and deformations may be computed following the e procedures used for static analysis.
3.4.3.2.1 Qualification by Analytical Methods
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Analytical calculations may be used as a qualification method when maintaining the structural integrity is an assurance for the safety function. This method can be used for equipment and piping systems when expected response to the earthquake excitations can be characterized as linear or simple non-linear behavior (e.g., piping, skids, and large equipment).
 
ISRS from Subsection 3.4.2.2 are used in the response spectrum analysis of piping and equipment. These response spectra are used to determine the seismic requirements at the component mounting locations for qualificat ion purposes and for piping subsystem dynamic analysis.
 
Static Analysis
 
The equipment, as well as its support, can be cons idered rigid, and may be analyzed by static analysis, if it can be shown that its fundamental natural frequency does not fall in the frequency range below the high frequency asymptote (ZPA) of the required response spectrum (RRS).
 
For rigid equipment supported by a rigid structur e, the equipment motion shall be the same as the floor motion without amplification. The horizon tal and vertical dynamic accelerations shall be taken as the ZPA from the applicable response spectrum. These acceleration values are used to perform a static analysis. In this case, the dy namic forces are determined by multiplying the mass of the subassembly or parts of the equipment by the ZPA of the RRS. These forces should be applied through the center of gravity of the subassembly or the part of the equipment.
 
The stresses resulting from each force (in each of the three directions) should be combined by an appropriate combination method to yield the dynamic stresses. The dynamic deflections (deflections due to dynamic loads) may be ca lculated in the same manner. These dynamic stresses and deflections are combined with stresses and deflections from other loads per the load combinations defined in the applicable design codes.
 
Simplified Dynamic Analysis
 
A simplified dynamic analysis may be performed in cases where the equipment and support systems natural frequency falls in the frequency range below the high frequency asymptote (ZPA) of the applicable RRS. This is similar to the static analysis described above but requires using different values for the accelerations. The accelerations to be used are obtained from the appropriate ISRS curves at each natural frequency in the frequency range of interest. If the frequency information is not available, the simpli fied dynamic analysis (sometimes referred to as the equivalent static analysis) is performed using 1.5 times the maximum peak of the applicable floor response spectra. Once the dynamic forces are determined using the 1.5 times the peak acceleration values from the RRS, stresses and deformations may be computed following the same procedures used for static analysis.
 
SHINE Medical Technologies 3.4-13 Rev. 5 Chapter 3 - Design of Structures, Systems, and Components Seismic Damage
 
Detailed Dynamic Analysis
 
When acceptable justification for static or simplified dynamic analysis cannot be provided, a detailed dynamic analysis is performed. A mathem atical model may be constructed to represent the dynamic behavior of the equipment. A finite element model may be constructed and analyzed using the response spectrum modal analysis or time-history analysis. The maximum inertia forces, at each mass point, from each mode, are applied at that point to calculate the modal reactions (forces and moments) and modal defor mations (translations and rotations). The various modal contributions are combined by an appropriate combination method. Closely spaced modes are combined by using an approach from Regulatory Guide 1.92 (USNRC, 2012).
The stresses and deflections resulting from each of the three directions are combined to obtain the dynamic stresses and deflections. These dy namic stresses and deflections are combined with stresses and deflections from other loads per the load combinations defined in the applicable design codes.


en acceptable justification for static or simplified dynamic analysis cannot be provided, a ailed dynamic analysis is performed. A mathematical model may be constructed to represent dynamic behavior of the equipment. A finite element model may be constructed and analyzed g the response spectrum modal analysis or time-history analysis. The maximum inertia es, at each mass point, from each mode, are applied at that point to calculate the modal ctions (forces and moments) and modal deformations (translations and rotations). The ous modal contributions are combined by an appropriate combination method. Closely ced modes are combined by using an approach from Regulatory Guide 1.92 (USNRC, 2012).
3.4.3.2.2 Qualification by Tests
stresses and deflections resulting from each of the three directions are combined to obtain dynamic stresses and deflections. These dynamic stresses and deflections are combined stresses and deflections from other loads per the load combinations defined in the licable design codes.
3.2.2       Qualification by Tests smic qualification by testing is the preferred method of qualification for complex equipment suitable for analysis, and for equipment required to perform an active function (e.g., valves instrumentation). Qualification by testing may be performed using applicable procedures cified by Institute of Electrical and Electronics Engineers (IEEE) and/or ASME qualification of ve mechanical equipment (QME) standards.
vibration inputs for the seismic tests are the response spectra or Required Input Motion ical for line-mounted equipment) at the mounting location of the equipment. ISRS are used to elop Test Response Spectra for testing.
test samples shall be mounted to simulate the recommended service mounting. If this not be done, the effect of the actual supporting structure shall be considered in determination he input motion. The project specification will state the expected (or calculated) piping nozzle ction loads on the equipment which shall be used in the qualification. Any other loads that y act on the component (mechanical, electrical, or instrument) during the postulated dynamic nt must be simulated during the test, unless the supporting test (or calculations) shows that are insignificant.
he completion of the tests, inspection shall be made by the test conductor to assure that no ctural damage has occurred. Sufficient monitoring devices shall be used to evaluate the ormance of the active components during the tests. For acceptability, the components shall onstrate their ability to perform their intended safety functions when subjected to all licable loads.
3.2.3        Comparison with Existing Databases S are used to develop RRS for comparison with existing response from a database. The didate equipment must be similar to equipment in the existing seismic experience databases.
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ed on the available information, component complexity, and functional requirements, the ve mentioned analytical and test methods may be combined in various sequence and content chieve seismic qualification of the subject components.
Seismic qualification by testing is the preferred method of qualification for complex equipment not suitable for analysis, and for equipment required to perform an active function (e.g., valves and instrumentation). Qualification by testing may be performed using applicable procedures specified by Institute of Electrical and Electron ics Engineers (IEEE) and/or ASME qualification of active mechanical equipment (QME) standards.
4      SEISMIC INSTRUMENTATION smic instrumentation is not required under Section IV(a)(4) of Appendix S to 10 CFR 50 or tion VI(a)(3) of Appendix A to 10 CFR 100 because the main production facility is not a lear power plant. However, the facility has nonsafety-related seismic instrumentation to ord accelerations experienced at the site during a seismic event.
seismic instrumentation establishes the acceptability of continued operation of the plant wing a seismic event. This system provides acceleration time histories or response spectra erienced at the facility to assist in verifying that safety-related SSCs at the main production lity can continue to perform their safety functions.
smic monitoring is performed by the process integrated control system (PICS), which is cribed in Section 7.3. Indication of a seismic event results in an alarm in the facility control m.
5      SEISMIC ENVELOPE DESIGN FOR EXTERNAL HAZARDS 5.1          AIRCRAFT IMPACT ANALYSIS safety-related structures at the SHINE facility are evaluated for aircraft impact loading ulting from small aircraft which frequent the Southern Wisconsin Regional Airport (SWRA).
analysis consists of a global impact response analysis and a local impact response analysis.
global impact response analysis is performed using the energy balance method, consistent U.S. Department of Energy (DOE) Standard DOE-STD-3014-2006 (DOE, 2006). The missible ductility limit for reinforced concrete elements is in accordance with Appendix F of 349-13 (ACI, 2014). The permissible ductility limit for truss members is determined from pter NB of ANSI/AISC N690-12 (ANSI/AISC, 2012). The calculated values are then used to ate the appropriate elastic or elastic-plastic load deflection curves. From these curves, the ilable energy absorption capacity of the structure at the critical impact locations is ermined. The Challenger 605 was selected as the critical aircraft for the global impact lysis based on a study of the airport operations data. The Challenger 605 is evaluated as a ign basis aircraft impact. The probabilistic distributions of horizontal and vertical velocity of act are determined from Attachment E of Lawrence Livermore National oratory UCRL-ID-123577 (UCRL, 1997) to correspond to 99.5 percent of impact velocity bability distribution.
h wall that protects safety-related equipment was evaluated for perpendicular impacts at the ter of the wall panel and at critical locations near the edge of the wall panel. Each roof that ects safety-related equipment was evaluated for perpendicular impacts near the end of the truss, at the center of the roof truss, at the center of the roof panel between trusses or walls.
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local response evaluation was conducted using empirical equations in accordance with E-STD-3014-2006 (DOE, 2006). The structure was shown to resist scabbing and perforation.
The vibration inputs for the seismic tests are the response spectra or Required Input Motion (typical for line-mounted equipment) at the mounti ng location of the equipment. ISRS are used to develop Test Response Spectra for testing.
unching shear failure was not postulated because all sections are shown to have a thickness percent greater than the thickness required to prevent perforation, based on Appendix F of 349-13 (ACI, 2014). Scabbing and perforation thickness requirement was calculated using E-STD-3014-2006 (DOE, 2006).
ause engine diameter and engine weight are both critical for the local evaluation, the local act evaluation was performed for the Hawker 400 as well as the Challenger 605 aircraft. The llenger 605 and Hawker 400 are evaluated as design basis aircraft impacts.
evaluate the capability of the structure to withstand impact from an aircraft, each wall that is ject to potential impact from an aircraft missile is evaluated. Figure 3.4-7 shows the openings e building which are evaluated as missile barriers.
design basis aircraft impacts have been evaluated against the acceptance criteria of 349-13 (ACI, 2014) for concrete and ANSI/AISC N690-12 (ANSI/AISC, 2012) for steel and it been demonstrated that all components of the FSTR structure that are relied upon to provide act protection have adequate energy absorption capacity to perform their design basis tion.
5.2          EXPLOSION HAZARDS ause the SHINE facility is not licensed as an operating nuclear reactor, explosions postulated result of the design basis threat as defined in Regulatory Guide 5.69, Guidance for the lication of Radiological Sabotage Design-Basis Threat in the Design, Development and lementation of a Physical Security Program that Meets 10 CFR 73.55 Requirements NRC, 2007e), are not considered. However, accidental explosions due to transportation or age of hazardous materials outside the facility and accidental explosions due to chemical ctions inside the facility are assessed.
maximum overpressure at any safety-related area of the facility from any credible external rce is discussed in Subsection 2.2.3). The seismic area is protected by outer walls and roofs sisting of reinforced concrete robust enough to withstand credible external explosions as ned in Regulatory Guide 1.91, Revision 2, Evaluations of Explosions Postulated to Occur at rby Facilities and on Transportation Routes Near Nuclear Power Plants (USNRC, 2013c).
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Table 3.4 Seismic Classification of Structures, Systems, and Components Seismic System, Structure, and Component                 Acronym             Category gineered safety features actuation system                   ESFAS                   I ility fire detection and suppression system                 FFPS                 II ility structure                                             FSTR                   I ine and xenon purification and packaging                       IXP                   I diation cell biological shield                               ICBS                   I ht water pool system                                         LWPS                   I terial handling system                                         MHS                 II lybdenum extraction and purification system                   MEPS                   I utron driver assembly system                                 NDAS                   I utron flux detection system                                   NFDS                   I ogen purge system                                           N2PS                   I rmal electrical power supply system                           NPSS                   I mary closed loop cooling system                               PCLS                   I cess vessel vent system                                     PVVS                   I duction facility biological shield                           PFBS                   I dioactive drain system                                         RDS                   I dioactive liquid waste immobilization                         RLWI                   I dioactive liquid waste storage                               RLWS                   I diological ventilation zone 1                                 RVZ1                   I diological ventilation zone 2                                 RVZ2                   I diological ventilation zone 3                                 RVZ3                   I bcritical assembly system                                     SCAS                   I get solution preparation system                             TSPS                   I get solution staging system                                 TSSS                   I ium purification system                                       TPS                   I get solution vessel (TSV) off-gas system                     TOGS                   I V reactivity protection system                               TRPS                   I nterruptible electrical power supply system                 UPSS                   I nium receipt and storage system                             URSS                   I cuum transfer system                                           VTS                   I e: The seismic category listed is the highest for the system. Portions of the system may have wer seismic categorization.
The test samples shall be mounted to simula te the recommended service mounting. If this cannot be done, the effect of the actual supporting structure shall be considered in determination of the input motion. The project specification will state the expected (or calculated) piping nozzle reaction loads on the equipment which shall be used in the qualification. Any other loads that may act on the component (mechanical, electrical, or instrument) during the postulated dynamic event must be simulated during the test, unless t he supporting test (or calculations) shows that they are insignificant.
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At the completion of the tests, inspection shall be made by the test conductor to assure that no structural damage has occurred. Sufficient monitoring devices shall be used to evaluate the performance of the active components during the tests. For acceptability, the components shall demonstrate their ability to perform their in tended safety functions when subjected to all applicable loads.
 
3.4.3.2.3 Comparison with Existing Databases
 
ISRS are used to develop RRS for comparison with existing response from a database. The candidate equipment must be similar to equipment in the existing seismic experience databases.
 
SHINE Medical Technologies 3.4-14 Rev. 5 Chapter 3 - Design of Structures, Systems, and Components Seismic Damage
 
3.4.3.2.4 Combined Methods of Qualification
 
Based on the available information, component complexity, and functional requirements, the above mentioned analytical and test methods may be combined in various sequence and content to achieve seismic qualification of the subject components.
 
3.4.4 SEISMIC INSTRUMENTATION
 
Seismic instrumentation is not required under Section IV(a)(4) of Appendix S to 10 CFR 50 or Section VI(a)(3) of Appendix A to 10 CFR 100 because the main production facility is not a nuclear power plant. However, the facility has nonsafety-related seismic instrumentation to record accelerations experienced at the site during a seismic event.
 
The seismic instrumentation establishes the acceptability of continued operation of the plant following a seismic event. This system provides acceleration time histories or response spectra experienced at the facility to assist in verifying that safety-related SSCs at the main production facility can continue to perform their safety functions.
 
Seismic monitoring is performed by the process integrated control system (PICS), which is described in Section 7.3. Indication of a seismic event results in an alarm in the facility control room.
 
3.4.5 SEISMIC ENVELOPE DESIGN FOR EXTERNAL HAZARDS
 
3.4.5.1 AIRCRAFT IMPACT ANALYSIS
 
The safety-related structures at the SHINE facility are evaluated for aircraft impact loading resulting from small aircraft which frequent t he Southern Wisconsin Regional Airport (SWRA).
The analysis consists of a global impact res ponse analysis and a local impact response analysis.
 
The global impact response analysis is performed using the energy balance method, consistent with U.S. Department of Energy (DOE) Standard DOE-STD-3014-2006 (DOE, 2006). The permissible ductility limit for reinforced concrete elements is in accordance with Appendix F of ACI 349-13 (ACI, 2014). The permissible ductility limit for truss members is determined from Chapter NB of ANSI/AISC N690-12 (ANSI/AISC, 2012). The calculated values are then used to create the appropriate elastic or elastic-plastic load deflection curves. From these curves, the available energy absorption capacity of the structure at the critical impact locations is determined. The Challenger 605 was selected as the critical aircraft for the global impact analysis based on a study of the airport operat ions data. The Challenger 605 is evaluated as a design basis aircraft impact. The probabilistic distributions of horizontal and vertical velocity of impact are determined from Attachment E of Lawrence Livermore National Laboratory UCRL-ID-123577 (UCRL, 1997) to correspond to 99.5 percent of impact velocity probability distribution.
 
Each wall that protects safety-related equipment was evaluated for perpendicular impacts at the center of the wall panel and at critical locations near the edge of the wall panel. Each roof that protects safety-related equipment was evaluated for perpendicular impacts near the end of the roof truss, at the center of the roof truss, at the center of the roof panel between trusses or walls.
The evaluation of the roof slab for horizontal se ismic loading bounds any aircraft impact scenario
 
SHINE Medical Technologies 3.4-15 Rev. 5 Chapter 3 - Design of Structures, Systems, and Components Seismic Damage
 
that produces lateral forces, so horizontal aircraft impact scenarios are not explicitly evaluated for the roof.
 
The local response evaluation was conducted us ing empirical equations in accordance with DOE-STD-3014-2006 (DOE, 2006). The structure wa s shown to resist scabbing and perforation.
A punching shear failure was not postulated becaus e all sections are shown to have a thickness 20 percent greater than the thickness required to prevent perforation, based on Appendix F of ACI 349-13 (ACI, 2014). Scabbing and perforati on thickness requirement was calculated using DOE-STD-3014-2006 (DOE, 2006).
 
Because engine diameter and engine weight are both critical for the local evaluation, the local impact evaluation was performed for the Hawker 400 as well as the Challenger 605 aircraft. The Challenger 605 and Hawker 400 are evaluated as design basis aircraft impacts.
 
To evaluate the capability of the structure to with stand impact from an aircraft, each wall that is subject to potential impact from an aircraft missile is evaluated. Figure 3.4-7 shows the openings in the building which are evaluated as missile barriers.
 
The design basis aircraft impacts have been ev aluated against the acceptance criteria of ACI 349-13 (ACI, 2014) for concrete and ANSI/AISC N690-12 (ANSI/AISC, 2012) for steel and it has been demonstrated that all components of the FSTR structure that are relied upon to provide impact protection have adequate energy absorption capacity to perform their design basis function.
 
3.4.5.2 EXPLOSION HAZARDS
 
Because the SHINE facility is not licensed as an operating nuclear reactor, explosions postulated as a result of the design basis threat as defined in Regulatory Guide 5.69, Guidance for the Application of Radiological Sabotage Design-Basis Threat in the Design, Development and Implementation of a Physical Security Program that Meets 10 CFR 73.55 Requirements (USNRC, 2007e), are not considered. However, ac cidental explosions due to transportation or storage of hazardous materials outside the facility and accidental explosions due to chemical reactions inside the facility are assessed.
 
The maximum overpressure at any safety-related area of the facility from any credible external source is discussed in Subsection 2.2.3). The seismic area is protected by outer walls and roofs consisting of reinforced concrete robust enough to withstand credible external explosions as defined in Regulatory Guide 1.91, Revision 2, Evaluations of Explosions Postulated to Occur at Nearby Facilities and on Transportation Routes Near Nuclear Power Plants (USNRC, 2013c).
 
SHINE Medical Technologies 3.4-16 Rev. 5 Chapter 3 - Design of Structures, Systems, and Components Seismic Damage
 
Table 3.4 Seismic Classification of Structures, Systems, and Components
 
Seismic System, Structure, and Component Acronym Category Engineered safety features actuation system ESFAS I Facility fire detection and suppression system FFPS II Facility structure FSTR I Iodine and xenon purification and packaging IXP I Irradiation cell biological shield ICBS I Light water pool system LWPS I Material handling system MHS II Molybdenum extraction and purification system MEPS I Neutron driver assembly system NDAS I Neutron flux detection system NFDS I Nitrogen purge system N2PS I Normal electrical power supply system NPSS I Primary closed loop cooling system PCLS I Process vessel vent system PVVS I Production facility biological shield PFBS I Radioactive drain system RDS I Radioactive liquid waste immobilization RLWI I Radioactive liquid waste storage RLWS I Radiological ventilation zone 1 RVZ1 I Radiological ventilation zone 2 RVZ2 I Radiological ventilation zone 3 RVZ3 I Subcritical assembly system SCAS I Target solution preparation system TSPS I Target solution staging system TSSS I Tritium purification system TPS I Target solution vessel (TSV) off-gas system TOGS I TSV reactivity protection system TRPS I Uninterruptible electrical power supply system UPSS I Uranium receipt and storage system URSS I Vacuum transfer system VTS I
 
Note: The seismic category listed is the highest fo r the system. Portions of the system may have a lower seismic categorization.
 
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Figure 3.4 View Looking Southwest of the Representative Concrete Sections


Full structure (looking southeast)
Full structure (looking southeast)
Full structure from below El. 0 ft. (looking southeast)
Full structure from below El. 0 ft. (looking southeast)
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NE Medical Technologies 3.4-19 Rev. 5 NE Medical Technologies 3.4-20 Rev. 5 NE Medical Technologies 3.4-21 Rev. 5 NE Medical Technologies 3.4-22 Rev. 5 NE Medical Technologies 3.4-23 Rev. 5 NE Medical Technologies 3.4-24 Rev. 5 SHINE facility structure, system, and component (SSC) designs are based on the SHINE ign criteria described in Section 3.1.
SHINE Medical Technologies 3.4-18 Rev. 5 Security-Related Information - Withheld under 10 CFR 2.390(d)
design of the SHINE facility and systems is based on defense-in-depth practices. Defense-epth practices means a design philosophy, applied from the outset and through completion of design, that is based on providing successive levels of protection such that health and safety not wholly dependent upon any single element of the design, construction, maintenance, or ration of the facility. The net effect of incorporating defense-in-depth practices is a servatively designed facility and systems that exhibit greater tolerance to failures and rnal challenges.
Chapter 3 - Design of Structures, Systems, and Co mponentsSeismic Damage
SHINE facility and system design incorporates a preference for engineered controls over inistrative controls, independence to avoid common mode failures, and incorporates other ures that enhance safety by reducing challenges to safety-related components and systems.
 
sical separation and electrical isolation are used to maintain the independence of safety-ted control circuits and equipment among redundant safety divisions or with nonsafety tems so that the safety functions required during and following design basis events can be omplished.
Figure 3.4 Cross Section of Structural Model
undancy is also incorporated into system designs. Two divisions of safety-related protection tems and two divisions of safety-related emergency power are provided for active engineered trols that depend on control and/or continued power to perform their safety functions. Active ineered safety-related SSCs requiring control or power may be reduced to a single division n redundancy of the function is provided by other means (e.g., when a check valve is used in bination with an automatically actuated isolation valve).
 
design bases for the SSCs of the SHINE facility are described in detail throughout the FSAR.
SHINE Medical Technologies 3.4-19 Rev. 5
FSAR sections where SSCs are described also provide information that is used in the nical specifications. This includes limiting conditions for operation, setpoints, design ures, and means for accomplishing surveillances. In addition, these FSAR sections also sent information that is applicable to, and may be referenced by, the technical specification es.
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nitrogen purge system (N2PS) structure is a safety-related structure which contains a ion of the N2PS. The N2PS structure is located adjacent to the main production facility, as wn in Figure 1.3-3.
Chapter 3 - Design of Structures, Systems, and Components Systems and Components
1         METEOROLOGICAL DAMAGE N2PS structure is designed to withstand the same potential meteorological damage as cribed in Section 3.2 for the main production facility structure (FSTR). The Regulatory des, codes, and standards associated with the FSTR analysis described in Section 3.2 are licable to the N2PS structure. Rain loading is not considered in the structural design of the S structure as the sloped roof does not result in rain accumulation. As a result of the lack of accumulation, load due to ice is anticipated to be minimal and is enveloped by the design w load. The N2PS structure is categorized as an enclosed building and, as a result, both rnal and internal pressures are applied to the structure when considering wind loading.
 
d, tornado, and snow loading is applied to the N2PS structure as described in Section 3.2 for FSTR with the following exceptions:
3.5 SYSTEMS AND COMPONENTS
 
The SHINE facility structure, system, and co mponent (SSC) designs are based on the SHINE design criteria described in Section 3.1.
 
The design of the SHINE facility and systems is based on defense-in-depth practices. Defense-in-depth practices means a design philosophy, appli ed from the outset and through completion of the design, that is based on providing successive le vels of protection such that health and safety are not wholly dependent upon any single element of the design, construction, maintenance, or operation of the facility. The net effect of incorporating defense-in-depth practices is a conservatively designed facility and systems t hat exhibit greater tolerance to failures and external challenges.
 
The SHINE facility and system design incorporat es a preference for engineered controls over administrative controls, independence to avoid co mmon mode failures, and incorporates other features that enhance safety by reducing chal lenges to safety-related components and systems.
 
Physical separation and electrical isolation are used to maintain the independence of safety-related control circuits and equipment among redundant safety divisions or with nonsafety systems so that the safety functions required during and following design basis events can be accomplished.
 
Redundancy is also incorporated into system designs. Two divisions of safety-related protection systems and two divisions of safety-related emergency power are provided for active engineered controls that depend on control and/or continued power to perform their safety functions. Active engineered safety-related SSCs requiring control or power may be reduced to a single division when redundancy of the function is provided by other means (e.g., when a check valve is used in combination with an automatically actuated isolation valve).
 
The design bases for the SSCs of the SHINE faci lity are described in detail throughout the FSAR.
The FSAR sections where SSCs are described also provide information that is used in the technical specifications. This includes limitin g conditions for operation, setpoints, design features, and means for accomplishing surveillances. In addition, these FSAR sections also present information that is applicable to, and may be referenced by, the technical specification bases.
 
SHINE Medical Technologies 3.5-1 Rev. 0 Chapter 3 - Design of Structures, Systems, and Components Nitrogen Purge System Structure
 
3.6 NITROGEN PURGE SYSTEM STRUCTURE
 
The nitrogen purge system (N2PS) structure is a safety-related structure which contains a portion of the N2PS. The N2PS structure is located adjacent to the main production facility, as shown in Figure 1.3-3.
 
3.6.1 METEOROLOGICAL DAMAGE
 
The N2PS structure is designed to withstand the same potential meteorological damage as described in Section 3.2 for the main production facility structure (FSTR). The Regulatory Guides, codes, and standards associated with the FSTR analysis described in Section 3.2 are applicable to the N2PS structure. Rain loading is not considered in the structural design of the N2PS structure as the sloped roof does not result in rain accumulation. As a result of the lack of rain accumulation, load due to ice is anticipated to be minimal and is enveloped by the design snow load. The N2PS structure is categorized as an enclosed building and, as a result, both external and internal pressures are applied to the structure when considering wind loading.
 
Wind, tornado, and snow loading is applied to the N2PS structure as described in Section 3.2 for the FSTR with the following exceptions:
* The applied N2PS structure uniform snow load of 60 pounds per square foot (psf) is conservative considering 30 psf ground snow load with 1.2 importance factor for the 100-years mean recurrence interval.
* The applied N2PS structure uniform snow load of 60 pounds per square foot (psf) is conservative considering 30 psf ground snow load with 1.2 importance factor for the 100-years mean recurrence interval.
* The N2PS structure tornado load includes tornado generated missile load, tornado wind load, and differential pressure consistent with the methodology described in Section 3.2 for the FSTR; however, normal wind load is not considered because the tornado wind load bounds the normal wind load.
* The N2PS structure tornado load includes tornado generated missile load, tornado wind load, and differential pressure consistent with the methodology described in Section 3.2 for the FSTR; however, normal wind load is not considered because the tornado wind load bounds the normal wind load.
* Due to the proximity of the N2PS structure to the main production facility, tornado missile protection is not required for penetrations in the N2PS structure on the west wall facing the FSTR as the FSTR shields that wall from tornado generated missiles.
* Due to the proximity of the N2PS structure to the main production facility, tornado missile protection is not required for penetrations in the N2PS structure on the west wall facing the FSTR as the FSTR shields that wall from tornado generated missiles.
2         WATER DAMAGE 2.1           External Flooding main production facility design basis precipitation, flood levels, and ground water levels, vided in Section 3.3, are also applicable to the N2PS structure, and are as follows:
 
3.6.2 WATER DAMAGE
 
3.6.2.1 External Flooding
 
The main production facility design basis precipitation, flood levels, and ground water levels, provided in Section 3.3, are also applicable to the N2PS structure, and are as follows:
* Design basis flood level: 50 feet (ft.) (15.2 meters [m]) below grade.
* Design basis flood level: 50 feet (ft.) (15.2 meters [m]) below grade.
* Design basis precipitation level: at grade.
* Design basis precipitation level: at grade.
* Maximum ground water level: 50 ft. (15.2 m) below grade.
* Maximum ground water level: 50 ft. (15.2 m) below grade.
Subsection 2.4.2.3, a local probable maximum precipitation (PMP) event creates a water l about level with grade. The N2PS structure floor is raised at least 4 inches above grade; efore, water will not infiltrate the door openings in the case of a local PMP event.
Subsection 2.4.3, a local probable maximum flood (PMF) event creates a water level roximately 50 ft. (15.2 m) below grade. The lowest point in the N2PS structure is above de; therefore, flooding does not cause any structural loading in the case of a local PMF event.
NE Medical Technologies                        3.6-1                                      Rev. 0


re is no risk of internal flooding as there are no water sources internal to the N2PS structure.
Per Subsection 2.4.2.3, a local probable maximum precipitation (PMP) event creates a water level about level with grade. The N2PS structure floor is raised at least 4 inches above grade; therefore, water will not infiltrate the door openings in the case of a local PMP event.
3       SEISMIC DAMAGE N2PS structure seismic analysis is based on the equivalent static load method and uses the mic analysis of the FSTR described in Section 3.4. The N2PS structure seismic loads are ulated using the in-structure-response-spectra (ISRS) for FSTR grade level with an plification factor of 1.5. The N2PS structure seismic analysis can be realistically represented simple model, and the equivalent static load method with a 1.5 amplification factor produces servative results in terms of responses. The N2PS structure has a footprint of approximately
 
: t. by 13 ft., and is located adjacent to the FSTR, which has an approximate footprint of 212 ft.
Per Subsection 2.4.3, a local probable maximum flood (PMF) event creates a water level approximately 50 ft. (15.2 m) below grade. The lowest point in the N2PS structure is above grade; therefore, flooding does not cause any structural loading in the case of a local PMF event.
58 ft. The N2PS structure seismic analysis, based on the equivalent static load method, servatively accounts for relative motion. Comparing the two structures and locations, the S structure response will be driven by the FSTR response and the N2PS structure will not ct the FSTR response. The use of FSTR grade level ISRS at N2PS structure grade level, with amplification factor of 1.5, conservatively accounts for the structure-soil-structure interaction SI) effects of the FSTR structure on the N2PS structure.
 
NE Medical Technologies                       3.6-2                                       Rev. 0
SHINE Medical Technologies 3.6-1 Rev. 0 Chapter 3 - Design of Structures, Systems, and Components Nitrogen Purge System Structure
 
3.6.2.2 Internal Flooding
 
There is no risk of internal flooding as there are no water sources internal to the N2PS structure.
 
3.6.3 SEISMIC DAMAGE
 
The N2PS structure seismic analysis is based on the equivalent static load method and uses the seismic analysis of the FSTR described in Section 3.4. The N2PS structure seismic loads are calculated using the in-structure-response-spectra (ISRS) for FSTR grade level with an amplification factor of 1.5. The N2PS structure se ismic analysis can be realistically represented by a simple model, and the equivalent static load method with a 1.5 amplification factor produces conservative results in terms of responses. The N2PS structure has a footprint of approximately 42 ft. by 13 ft., and is located adjacent to the FSTR, which has an approximate footprint of 212 ft.
by 158 ft. The N2PS structure seismic analysis, based on the equivalent static load method, conservatively accounts for relative motion. Co mparing the two structures and locations, the N2PS structure response will be driven by the FSTR response and the N2PS structure will not affect the FSTR response. The use of FSTR grade level ISRS at N2PS structure grade level, with an amplification factor of 1.5, conservatively ac counts for the structure-soil-structure interaction (SSSI) effects of the FSTR structure on the N2PS structure.
 
SHINE Medical Technologies 3.6-2 Rev. 0 Chapter 3 - Design of Structures, Systems, and Components References
 
==3.7 REFERENCES==
ACI, 2014. Code Requirements for Nuclear Safety-Related Concrete Structures and Commentary, ACI 349-13, American Concrete Institute, 2014.
 
AEC, 1963. Nuclear Reactors and Earthquakes, TID-7024, U.S. Atomic Energy Commission, August 1963.
 
ANSI/AISC, 2012. Specification for Safety-Related St eel Structures for Nuclear Facilities, ANSI/AISC-N690, American National Standards Institute/American Institute of Steel Construction, 2012.
 
ASCE, 2000. Seismic Analysis of Safety-Related Nuclear Structures and Commentary, ASCE 4-98, American Society of Civil Engineers, 2000.
 
ASCE, 2006. Minimum Design Loads for Buildings and Other Structures, ASCE 7-05, American Society of Civil Engineers, 2006.
 
ASCE/SEI, 2005. Seismic Design Criteria for Structures, Systems, and Components in Nuclear Facilities, ASCE 43-05, American Society of Civil Engineers, 2005.
 
ASME, 2004. Rules for Construction of Overhead and Gantry Cranes, ASME NOG-1, American Society of Mechanical Engineers, 2004.
 
ASTM, 2016. Standard Specification for Deformed and Plai n Low-Alloy Steel Bars for Concrete Reinforcement, ASTM A706/A706M-16, American Society for Testing and Materials, 2016.
 
DOE, 2006. Accident Analysis for Airc raft Crash into Hazardous Facilities, DOE-STD-3014-2006, U.S. Department of Energy, 2006.
 
NFPA, 2008. Standard for Fire Protection for Facilities Handling Radioactive Materials, NFPA 801-2008, National Fire Protection Association, 2008.
 
UCRL, 1997. Hossain, Q.A., R.P. Kennedy, R.C. Murray, K. Mutreja, and B.P. Tripathi, Structures, Systems, and Components Evaluation Technical Support Documents, DOE Standard, Accident Analysis for Aircraft Crash into Hazardous Facilities, UCRL-ID-123577, Lawrence Livermore National Laboratory, 1997.
 
USNRC, 1978. Development of Floor Design Response Spectra for Seismic Design of Floor-Supported Equipment or Components, Regulatory Guide 1.122, Revision 1, U.S. Nuclear Regulatory Commission, 1978.
 
USNRC, 2007a. Design Basis Tornado and Tornado Missiles for Nuclear Power Plants, Regulatory Guide 1.76, Revision 1, U.S. Nuclear Regulatory Commission, 2007.
 
USNRC, 2007b. Barrier Design Procedures, NUREG-0800, Subsection 3.5.3, Revision 3, U.S. Nuclear Regulatory Commission, 2007.
 
USNRC, 2007c. Tornado Loads, NUREG-0800, Subsection 3.3.2, Revision 3, U.S. Nuclear Regulatory Commission, 2007.
 
SHINE Medical Technologies 3.7-1 Rev. 2 Chapter 3 - Design of Structures, Systems, and Components References
 
USNRC, 2007d. Damping Values for Seismic Design of Nuclear Power Plants, Regulatory Guide 1.61, Revision 1, U.S. Nuclear Regulatory Commission, 2007.
 
USNRC, 2007e. Guidance for the Application of Radiological Sabotage Design-Basis Threat in the Design, Development and Implementation of a Physical Security Program that Meets 10 CFR 73.55 Requirements, Regulatory Guide 5.69, U.S. Nuclear Regulatory Commission, 2007.
 
USNRC, 2012. Combining Modal Responses and Spatial Components in Seismic Response Analysis, Regulatory Guide 1.92, Revision 3, U.S. Nuclear Regulatory Commission, 2012.
 
USNRC, 2013a. Seismic System Analysis, NUREG-0800, Subsection 3.7.2, Revision 4, U.S. Nuclear Regulatory Commission, 2013.
 
USNRC, 2013b. Foundations, NUREG-0800, Subsection 3.8.5, Revision 4, U.S. Nuclear Regulatory Commission, 2013.
 
USNRC, 2013c. Evaluations of Explosions Postulated to Occur at Nearby Facilities and on Transportation Routes Near Nuclear Power Plants, Regulatory Guide 1.91, Revision 2, U.S. Nuclear Regulatory Commission, 2013.
 
USNRC, 2014a. Design Response Spectra for Seismic Design of Nuclear Power Plants, Regulatory Guide 1.60, Revision 2, U.S. Nuclear Regulatory Commission, 2014.


, 2014. Code Requirements for Nuclear Safety-Related Concrete Structures and mmentary, ACI 349-13, American Concrete Institute, 2014.
USNRC, 2014b. Seismic Design Parameters, NUREG-0800, Subsection 3.7.1, Revision 4, U.S. Nuclear Regulatory Commission, 2014.
C, 1963. Nuclear Reactors and Earthquakes, TID-7024, U.S. Atomic Energy Commission, ust 1963.
SI/AISC, 2012. Specification for Safety-Related Steel Structures for Nuclear Facilities, SI/AISC-N690, American National Standards Institute/American Institute of Steel struction, 2012.
CE, 2000. Seismic Analysis of Safety-Related Nuclear Structures and Commentary, CE 4-98, American Society of Civil Engineers, 2000.
CE, 2006. Minimum Design Loads for Buildings and Other Structures, ASCE 7-05, American iety of Civil Engineers, 2006.
CE/SEI, 2005. Seismic Design Criteria for Structures, Systems, and Components in Nuclear ilities, ASCE 43-05, American Society of Civil Engineers, 2005.
ME, 2004. Rules for Construction of Overhead and Gantry Cranes, ASME NOG-1, American iety of Mechanical Engineers, 2004.
TM, 2016. Standard Specification for Deformed and Plain Low-Alloy Steel Bars for Concrete nforcement, ASTM A706/A706M-16, American Society for Testing and Materials, 2016.
E, 2006. Accident Analysis for Aircraft Crash into Hazardous Facilities, DOE-STD-3014-2006,
. Department of Energy, 2006.
PA, 2008. Standard for Fire Protection for Facilities Handling Radioactive Materials, PA 801-2008, National Fire Protection Association, 2008.
RL, 1997. Hossain, Q.A., R.P. Kennedy, R.C. Murray, K. Mutreja, and B.P. Tripathi, ctures, Systems, and Components Evaluation Technical Support Documents, DOE ndard, Accident Analysis for Aircraft Crash into Hazardous Facilities, UCRL-ID-123577, rence Livermore National Laboratory, 1997.
NRC, 1978. Development of Floor Design Response Spectra for Seismic Design of Floor-ported Equipment or Components, Regulatory Guide 1.122, Revision 1, U.S. Nuclear ulatory Commission, 1978.
NRC, 2007a. Design Basis Tornado and Tornado Missiles for Nuclear Power Plants, ulatory Guide 1.76, Revision 1, U.S. Nuclear Regulatory Commission, 2007.
NRC, 2007b. Barrier Design Procedures, NUREG-0800, Subsection 3.5.3, Revision 3,
. Nuclear Regulatory Commission, 2007.
NRC, 2007c. Tornado Loads, NUREG-0800, Subsection 3.3.2, Revision 3, U.S. Nuclear ulatory Commission, 2007.
NE Medical Technologies                    3.7-1                                        Rev. 2


NRC, 2007e. Guidance for the Application of Radiological Sabotage Design-Basis Threat in Design, Development and Implementation of a Physical Security Program that Meets CFR 73.55 Requirements, Regulatory Guide 5.69, U.S. Nuclear Regulatory Commission, 7.
SHINE Medical Technologies 3.7-2 Rev. 2}}
NRC, 2012. Combining Modal Responses and Spatial Components in Seismic Response lysis, Regulatory Guide 1.92, Revision 3, U.S. Nuclear Regulatory Commission, 2012.
NRC, 2013a. Seismic System Analysis, NUREG-0800, Subsection 3.7.2, Revision 4,
. Nuclear Regulatory Commission, 2013.
NRC, 2013b. Foundations, NUREG-0800, Subsection 3.8.5, Revision 4, U.S. Nuclear ulatory Commission, 2013.
NRC, 2013c. Evaluations of Explosions Postulated to Occur at Nearby Facilities and on nsportation Routes Near Nuclear Power Plants, Regulatory Guide 1.91, Revision 2,
. Nuclear Regulatory Commission, 2013.
NRC, 2014a. Design Response Spectra for Seismic Design of Nuclear Power Plants, ulatory Guide 1.60, Revision 2, U.S. Nuclear Regulatory Commission, 2014.
NRC, 2014b. Seismic Design Parameters, NUREG-0800, Subsection 3.7.1, Revision 4,
. Nuclear Regulatory Commission, 2014.
NE Medical Technologies                   3.7-2                                     Rev. 2}}

Revision as of 18:47, 18 November 2024

Shine Technologies, LLC, Application for Operating License Supplement 14, Revision to Final Safety Analysis Report, Chapter 3, Design of Structures, Systems, and Components
ML22034A617
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Site: SHINE Medical Technologies
Issue date: 01/26/2022
From:
SHINE Technologies, SHINE Health. Illuminated
To:
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Text

Chapter 3 - Design of Structures, Systems, and Components Table of Contents

CHAPTER 3

DESIGN OF STRUCTURES, SYSTEMS, AND COMPONENTS

TABLE OF CONTENTS

Section Tit le Page

3.1 DESIGN CRITERIA.............................................................................................. 3.1-1

3.2 METEOROLOGICAL DAMAGE........................................................................... 3.2-1

3.2.1 WIND LOADING................................................................................. 3.2-1

3.2.2 TORNADO LOADING........................................................................ 3.2-2

3.2.3 SNOW, ICE, AND RAIN LOADING.................................................... 3.2-3

3.3 WATER DAMAGE................................................................................................ 3.3-1

3.3.1 FLOOD PROTECTION....................................................................... 3.3-1

3.3.2 STRUCTURAL DESIGN FOR FLOODING........................................ 3.3-3

3.4 SEISMIC DAMAGE.............................................................................................. 3.4-1

3.4.1 SEISMIC INPUT................................................................................. 3.4-3

3.4.2 SEISMIC ANALYSIS OF FACILITY STRUCTURES.......................... 3.4-4

3.4.3 SEISMIC CLASSIFICATION AND QUALIFICATION....................... 3.4-12

3.4.4 SEISMIC INSTRUMENTATION....................................................... 3.4-15

3.4.5 SEISMIC ENVELOPE DESIGN FOR EXTERNAL HAZARDS......... 3.4-15

3.5 SYSTEMS AND COMPONENTS......................................................................... 3.5-1

3.6 NITROGEN PURGE SYSTEM STRUCTURE...................................................... 3.6-1

3.6.1 METEOROLOGICAL DAMAGE......................................................... 3.6-1

3.6.2 WATER DAMAGE.............................................................................. 3.6-1

3.6.3 SEISMIC DAMAGE............................................................................ 3.6-2

3.7 REFERENCES

..................................................................................................... 3.7-1

SHINE Medical Technologies 3-i Rev. 1 Chapter 3 - Design of Structures, Systems, and Components List of Tables

LIST OF TABLES Number Tit le

3.1-1 Safety-Related Structures, Systems, and Components

3.1-2 Nonsafety-Related Structures, Systems, and Components

3.1-3 SHINE Design Criteria

3.4-1 Seismic Classification of Structures, Systems, and Components

SHINE Medical Technologies 3-ii Rev. 0 Chapter 3 - Design of Structures, Systems, and Components List of Figures

LIST OF FIGURES Number Tit le

3.4-1 View Looking Southwest of the Representative Concrete Sections

3.4-2 Cross Section of Structural Model

3.4-3 Selected Response Spectra, Exterior Locations (Looking Southeast)

3.4-4 Selected Response Spectra, Exterior Locations (Looking Northwest)

3.4-5 Selected Response Spectra Locations At Grade Slab

3.4-6 Selected Response Spectra Locations Below Grade Slab

3.4-7 Building Envelope Openings Evaluated as Missile Barriers

SHINE Medical Technologies 3-iii Rev. 0 Chapter 3 - Design of Structures, Systems, and Components Acronyms and Abbreviations

ACRONYMS AND ABBREVIATIONS

Acronym/Abbreviation Definition

ACI American Concrete Institute

AISC American Institute of Steel Construction

ANSI American National Standards Institute

ASCE American Society of Civil Engineers

ASME American Society of Mechanical Engineers

BE best estimate

CAAS criticality accident alarm system

CAMS continuous air monitoring system

cm centimeter

DOE U.S. Department of Energy

E/W east-west

ELTG emergency lighting system

ESFAS engineered safety features actuation system

FACS facility access control system

FCHS facility chilled water system

FCRS facility chemical reagent system

SHINE Medical Technologies 3-iv Rev. 1 Chapter 3 - Design of Structures, Systems, and Components Acronyms and Abbreviations

ACRONYMS AND ABBREVIATIONS

Acronym/Abbreviation Definition

FDCS facility data and communications system

FDWS facility demineralized water system

FFPS facility fire detection and suppression system

FGLP facility grounding and lightning protection system

FHWS facility heating water system

FNHS facility nitrogen handling system

FPWS facility potable water system

FSDS facility sanitary drains system

FSTR facility structure

ft. feet

ft2 square feet

ft3 cubic feet

FVZ4 facility ventilation zone 4

HCFD hot cell fire detection and suppression system

HVAC heating, ventilation, and air conditioning

Hz hertz

SHINE Medical Technologies 3-v Rev. 1 Chapter 3 - Design of Structures, Systems, and Components Acronyms and Abbreviations

ACRONYMS AND ABBREVIATIONS

Acronym/Abbreviation Definition

IAEA International Atomic Energy Agency

ICBS irradiation cell biological shield

IEEE Institute of Electrical and Electronics Engineers

IF irradiation facility

in. inch

ISRS in-structure response spectra

IU irradiation unit

IXP iodine and xenon purification and packaging

kg/m3 kilogram per cubic meter

kPa kilopascal

kph kilometers per hour

LABS quality control and analytical testing laboratories

LB lower bound

lb/ft2 pounds per square foot

lb/ft3 pounds per cubic foot

LWPS light water pool system

SHINE Medical Technologies 3-vi Rev. 1 Chapter 3 - Design of Structures, Systems, and Components Acronyms and Abbreviations

ACRONYMS AND ABBREVIATIONS

Acronym/Abbreviation Definition

m meter

m3 cubic meter

m/s meters per second

MEPS molybdenum extraction and purification system

MHS material handling system

MIPS molybdenum isotope product packaging system

mph miles per hour

N/S north-south

N2PS nitrogen gas purge system

NDAS neutron driver assembly system

NFDS neutron flux detection system

NFPA National Fire Protection Association

NPSS normal electrical power supply system

NSC NDAS service cell

PCHS process chilled water system

PCLS primary closed loop cooling system

SHINE Medical Technologies 3-vii Rev. 1 Chapter 3 - Design of Structures, Systems, and Components Acronyms and Abbreviations

ACRONYMS AND ABBREVIATIONS

Acronym/Abbreviation Definition

PFBS production facility biological shield system

PGA peak ground acceleration

PICS process integrated control system

PMF probable maximum flood

psf pounds per square foot

psi pounds per square inch

PVVS process vessel vent system

QME qualification of active mechanical equipment

RAMS radiation area monitoring system

RCA radiologically controlled area

RDS radioactive drain system

RLWI radioactive liquid waste immobilization

RLWS radioactive liquid waste storage

RPCS radioisotope process facility cooling system

RPF radioisotope production facility

RRS required response spectrum

SHINE Medical Technologies 3-viii Rev. 1 Chapter 3 - Design of Structures, Systems, and Components Acronyms and Abbreviations

ACRONYMS AND ABBREVIATIONS

Acronym/Abbreviation Definition

RVZ1 radiological ventilation system zone 1

RVZ2 radiological ventilation system zone 2

RVZ3 radiological ventilation system zone 3

SCAS subcritical assembly system

SGS standby generator system

SRMS stack release monitoring system

SRP Standard Review Plan for the Review of Safety Analysis for Nuclear Power Plants

SRSS square root of the sum of the squares

SRWP solid radioactive waste packaging

SSC structure, system, or component

SSE safe shutdown earthquake

SSI soil-structure interaction

SWRA Southern Wisconsin Regional Airport

TEDE total effective dose equivalent

TOGS TSV off-gas system

TPS tritium purification system

SHINE Medical Technologies 3-ix Rev. 1 Chapter 3 - Design of Structures, Systems, and Components Acronyms and Abbreviations

ACRONYMS AND ABBREVIATIONS

Acronym/Abbreviation Definition

TRPS TSV reactivity protection system

TSPS target solution preparation system

TSSS target solution staging system

TSV target solution vessel

UB upper bound

UPSS uninterruptible electrical power supply system

URSS uranium receipt and storage system

VTS vacuum transfer system

ZPA zero period acceleration

SHINE Medical Technologies 3-x Rev. 1 Chapter 3 - Design of Structures, Systems, and Components Design Criteria

CHAPTER 3 - DESIGN OF STRUCTURES, SYSTEMS, AND COMPONENTS

3.1 DESIGN CRITERIA

Structures, systems, and components (SSCs) present in the SHINE facility are identified in Tables 3.1-1 and 3.1-2, including the applicable FSAR section(s) which describe each SSC and the applicable SHINE design criteria. Design criter ia derived from external codes, guides, and standards specific to the design, construction, or inspection of SSCs are included in the applicable FSAR section describing those SSCs. For each SSC, the FSAR section identifies location, function, modes of operation, and type of actuation for specific SSCs, as applicable.

Nuclear Safety Classification

Safety-related SSCs at SHINE are those physical SSCs whose intended functions are to prevent accidents that could cause undue risk to health and safety of workers and the public; and to control or mitigate the consequences of such accidents.

Acceptable risk is achieved by ensuring that events are highly unlikely or by reducing consequences less than the SHINE safety criteria. The SHINE safety criteria are:

  • An acute worker dose of five rem or greater total effective dose equivalent (TEDE).
  • An acute dose of 1 rem or greater TEDE to any individual located outside the owner controlled area.
  • An intake of 30 milligrams or greater of uranium in a soluble form by any individual located outside the owner controlled area.
  • An acute chemical exposure to an individual from licensed material or hazardous chemicals produced from licensed ma terial that could lead to irreversible or other serious, long-lasting health effects to a worker or coul d cause mild transient health effects to any individual located outside the owner controlled area.
  • Criticality where fissionable material is used, handled, or stored (with the exception of the target solution vessel).

Some SSCs are nonsafety-related but perform functions that impact safety-related SSCs. These nonsafety-related SSCs have design basis requ irements necessary to prevent unfavorable interactions with safety-related SSCs due to failure of the nonsafety-related SSCs.

Safety-related SSCs are identified in Table 3.1-1 and nonsafety-related SSCs are identified in Table 3.1-2.

SHINE Design Criteria

The SHINE facility uses design criteria to ensur e that the SSCs within the facility demonstrate adequate protection against the hazards present. The design criteria are selected to cover:

  • The complete range of irradiation facility and radioisotope production facility operating conditions.
  • The response of SSCs to anticipated transients and potential accidents.
  • Design features for safety-related SSCs including redundancy, environmental qualification, and seismic qualification.

SHINE Medical Technologies 3.1-1 Rev. 5 Chapter 3 - Design of Structures, Systems, and Components Design Criteria

  • Inspection, testing, and maintenance of safety-related SSCs.
  • Design features to prevent or mitigate th e consequences of fires, explosions, and other manmade or natural conditions.
  • Quality standards.
  • Analyses and design for meteorological, hydrological, and seismic effects.
  • The bases for technical specifications necess ary to ensure the availability and operability of required SSCs.

The SHINE design criteria are described in Table 3.1-3.

Key terms used in Table 3.1-3 include primary system boundary, primary confinement boundary, and process confinement boundary, which are defined in Sections 4a2.2, 6a2.2, and 6b.2, respectively.

SHINE Medical Technologies 3.1-2 Rev. 5 Chapter 3 - Design of Structures, Systems, and Components Design Criteria

Table 3.1 Safety-Related Structures, Systems, and Components (Sheet 1 of 2)

Structure, System, or Component (SSC) Acronym Section Applicable Design Criteria Engineered safety features ESFAS 7.1.3 13-19, 37-39 actuation system 7.5 Facility structure FSTR 3.4.2 29-32, 34 Hot cell fire detection and HCFD 9a2.3 29-34, 37 suppression system Irradiation cell biological shield ICBS 4a2.1 29-34, 36 4a2.5 Iodine and xenon purification IXP 4b.1.3 29-34, 36, 37, 39 and packaging 4b.3.1 Light water pool system LWPS 4a2.1 25, 29-32, 36 4a2.4.2 Molybdenum extraction and MEPS 4b.1.3 29-34, 36, 37, 39 purification system 4b.3 Neutron driver assembly NDAS 4a2.1 29-34 system 4a2.3 4a2.1 Neutron flux detection system NFDS 7.1.7 13-19 7.8 3.6 Nitrogen purge system N2PS 6b.2.3 39 9b.6.2 Normal electrical power supply NPSS 8a2.1 27, 28 system Primary closed loop cooling PCLS 4a2.1 9, 12, 21, 29-34 system 5a2.2 Process vessel vent system PVVS 4b.1.3 29-36, 39 9b.6.1 Production facility biological PFBS 4b.2 29-34, 36 shield Radioactive drain system RDS 9b.7.6 29-34, 36, 37, 39 Radioactive liquid waste RLWI 9b.7.3 35-37 immobilization Radioactive liquid waste RLWS 4b.1.3 29-37, 39 storage 9b.7.4

SHINE Medical Technologies 3.1-3 Rev. 5 Chapter 3 - Design of Structures, Systems, and Components Design Criteria

Table 3.1 Safety-Related Structures, Systems, and Components (Sheet 2 of 2)

Structure, System, or Component (SSC) Acronym Section Applicable Design Criteria Radiological ventilation RVZ1 zones 1, 2, and 3 RVZ2 9a2.1 29-36, 39 RVZ3 Subcritical assembly system SCAS 4a2.1 9-12, 20, 22-24, 29-34, 36, 39 4a2.2 Target solution preparation 4b.1.3 system TSPS 4b.4.2 29-34, 36, 37 9b.2.3, 4b.1.3 Target solution staging system TSSS 4b.4 29-34, 36, 37, 39 9b.2.4 Tritium purification system TPS 4a2.1 29-36, 38 9a2.7.1 TSV off-gas system TOGS 4a2.1 9, 12, 20, 22-24, 29-34, 36, 39 4a2.8 TSV reactivity protection TRPS 7.1.2 13-19, 38, 39 system 7.4 Uninterruptible electrical UPSS 8a2.2 27. 28 power supply system Uranium receipt and storage URSS 4b.1.3 36, 37 system 4b.4.2 Vacuum transfer system VTS 4b.1.3 29-34, 36, 37, 39 9b.2.5

Note 1: This table contains SSCs where at l east one constituent component is classified as safety-related.

Note 2: The generally-applicable design criteria 1-8 from Table 3.1-3 are not specifically listed even though they are generally applicable to most SSCs.

Note 3: Instrumentation, control and protection system-related design criteria 13-19 from Table 3.1-3 are only applied to the ESFAS, TRPS, and NFDS (i.e., the safety-related instrumentation and control systems). Other systems that include safety-related instrumentation that provides input to the safety-related instrumentation and control systems implement these criteria via flow down requirements from the safety-related instrumentation and control systems.

SHINE Medical Technologies 3.1-4 Rev. 5 Chapter 3 - Design of Structures, Systems, and Components Design Criteria

Table 3.1 Nonsafety-Related Structures, Systems, and Components (Sheet 1 of 2)

Structure, System, or Component (SSC) Acronym Section Applicable Design Criteria Criticality accident alarm CAAS 6b.3.3 37 system Continuous air monitoring CAMS 7.7.4 13, 38 system Facility access control system FACS 12.8 -

Facility chemical reagent FCRS 9b.7.10 -

system Facility chilled water supply FCHS 9a2.1.3 -

and distribution system Facility data and FDCS 9a2.4 -

communications system Facility demineralized water FDWS 5a2.6 -

system Facility fire detection and FFPS 9a2.3 37 suppression system Facility heating water system FHWS 9a2.1.4 -

Facility nitrogen handling FNHS 9b.7.8 -

system Facility potable water system FPWS 9b.7.7 -

Facility sanitary drains system FSDS 9b.7.9 -

Facility ventilation zone 4 FVZ4 9a2.1 -

Material handling system MHS 9b.7.2 -

Molybdenum isotope product MIPS 9b.7.1 36 packaging system NDAS service cell NSC 9a2.7.2 -

Process chilled water system PCHS 5a2.4 26 Process integrated control PICS 7.3 13 system Quality control and analytical LABS 9b.2 36, 37 testing laboratories 9b.5 Radiation area monitoring RAMS 7.7.3 13, 38 system Radioisotope process facility RPCS 5a2.3 26 cooling system

SHINE Medical Technologies 3.1-5 Rev. 5 Chapter 3 - Design of Structures, Systems, and Components Design Criteria

Table 3.1 Nonsafety-Related Structures, Systems, and Components (Sheet 2 of 2)

Structure, System, or Component (SSC) Acronym Section Applicable Design Criteria Solid radioactive waste SRWP 9b.7.5 35-37 packaging Stack release monitoring SRMS 7.7.5 13, 38 system Standby generator system SGS 8a2.2 27, 28

Note 1: The generally-applicable design criteria 1-8 from Table 3.1-3 are not specifically listed. See corresponding FSAR section(s) for detailed discussions of SSC design.

SHINE Medical Technologies 3.1-6 Rev. 5

Chapter 3 - Design of Structures, Systems, and Components Meteorological Damage

3.2 METEOROLOGICAL DAMAGE

3.2.1 WIND LOADING

This subsection discusses the criteria used to design the main production facility for protection from wind loading conditions.

3.2.1.1 Applicable Design Parameters

The main production facility structure is designed to withstand wind pressures based on a basic wind velocity of 90 miles per hour (mph) (145 ki lometers per hour [kph]) adjusted for a mean recurrence interval of 100 years, per Figure 6-1 and Table C6-7 of American Society of Civil Engineers/Structural Engineering Institute (ASCE), Standard 7-05, Minimum Design Loads for Buildings and Other Structures (ASCE, 2006).

3.2.1.2 Determination of Applied Forces

The design wind velocity is converted to velocity pressure in accordance with Equation 6-15 of ASCE 7-05 (ASCE, 2006):

qz = 0.00256KzKztKdV2I (pounds per square foot [lb/ft2]) (Equation 3.2-1)

Where:

Kz = velocity pressure exposure coefficient evaluated at height (z) in Table 6-3 of ASCE 7-05 equal to 1.13

Kzt = topographic factor as defined in Section 6.5.7 of ASCE 7-05 equal to 1.0

Kd = wind directionality factor in Table 6-4 of ASCE 7-05 equal to 0.85

V = basic wind speed (3-second gust) obtained from Figure 6-1 of ASCE 7-05 for Wisconsin equal to 90 mph and increased by a factor of 1.07 to account for a 100-year recurrence interval

I = importance factor equal to 1.15

Additional discussion of site design parameters related to wind loading is provided in Subsection 3.4.2.6.3.7.

The design wind pressures and forces for the building at various heights above ground are obtained in accordance with Section 6.5.12.2.1 of ASCE 7-05 (ASCE, 2006) by multiplying the velocity pressure by the appropriate pressure coefficients, gust factors, accounting for sloped surfaces (i.e., the roof of the building). The bu ilding is categorized as an enclosed building according to Section 6.2 of ASCE 7-05 (ASCE, 2006) and, as a result, both external and internal pressures are applied to the structure. A positive and negative internal pressure is applied to the internal surfaces of the exterior walls as well as the roof.

For external wind pressures, a Gust Effect Factor (G) of 0.85 for rigid structures is used per Section 6.5.8.1 of ASCE 7-05. External pressure coefficients are determined for windward,

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leeward, and roof wind pressures according to Figure 6-6 of ASCE 7-05 (ASCE, 2006). For internal wind pressures, an internal pressure coefficient (GCpi) of +/-18 for enclosed buildings is used per Figure 6-5 of ASCE 7-05. Wind pressures are combined and iterated in multiple load cases to ensure the worst-case wind loading is considered in the building design.

3.2.2 TORNADO LOADING

This subsection discusses the criteria used to desi gn the main production facility to withstand the effects of a design-basis tornado phenomenon.

3.2.2.1 Applicable Design Parameters

The design-basis tornado characteristics are described in Regulatory Guide 1.76, Design Basis Tornado for Nuclear Power Plants (USNRC, 2007a):

a. Design-basis tornado characteristics are listed in Table 1 of Regulatory Guide 1.76 for Region I.
b. The design-basis tornado missile spectrum and maximum horizontal missile speeds are given in Table 2 of Regulatory Guide 1.76.

3.2.2.2 Determination of Applied Forces

The maximum tornado wind speed is converted to velocity pressure in accordance with Equation 6-15 of ASCE 7-05 (ASCE, 2006):

qz = 0.00256KzKztKdV2I (lb/ft2) (Equation 3.2-2)

Where:

Kz = velocity pressure exposure coefficient equal to 0.87

Kzt = topographic factor equal to 1.0

Kd = wind directionality factor equal to 1.0

V = maximum tornado wind speed equal to 230 mph (370 kph) for Region I

I = importance factor equal to 1.15

Additional discussion of site design parameters related to tornado loading is provided in Subsection 3.4.2.6.3.8.

The tornado differential pressure is defined in Regulatory Guide 1.76, Table 1 as 1.2 pounds per square inch (psi) (8.3 kilopascals [kPa]) for Region I (USNRC, 2007a). The tornado differential pressure is applied as an outward pressure to the exterior walls of the building, as well as the roof, because the structure is categorized as an en closed building in accordance with Section 6.2 of ASCE 7-05 (ASCE, 2006).

The procedure used for transforming the tornado-generated missile impact into an effective or equivalent static load on the structure is cons istent with NUREG-0800, Standard Review Plan for

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the Review of Safety Analysis for Nuclear Power Plants (SRP) Section 3.5.3, Subsection II (USNRC, 2007b). Tornado missile loading applied to the structur e is derived considering the effects of the following missile tyeps and maximum horizontal speeds:

  • Schedule 40 pipe at 135 feet per second (ft./sec)
  • Automobile (4000 lb.) at 135 ft./sec
  • Solid steel sphere at 26 ft./sec

The loading combinations of the individual tornado loading components and the load factors are in accordance with SRP Section 3.3.2 (USNRC, 2007c).

3.2.2.3 Effect of Failure of Structures, Syst ems, or Components Not Designed for Tornado Loads

SSCs whose failure during a tornado event could affect the safety-related portions of the facility are either designed to resist the tornado loading or the effect on the safety-related structures from the failure of these SSCs or portions thereof are shown to be bounded by the tornado missile or aircraft impact evaluations.

The Seismic Category I boundary provides missil e walls to protect safety-related systems from damage due to tornado missiles. SSCs that are credited to prevent or mitigate potential accidents caused by a tornado event are protected by the design of the enclosed structure. The structural analysis does not credit venting of the Seismic Category I boundary during a tornado event. The differential pressure on all surfaces as an enclosed structure results in higher pressures, and the differential pressure would be reduced by the effects of venting. Therefore, there are no consequences to venting the building during a tornado event.

3.2.3 SNOW, ICE, AND RAIN LOADING

This subsection discusses the criteria used to design the main production facility to withstand conditions due to snow, ice, and rain loading. Rain loading is not considered in the structural design of the building as the sloped roofs do not result in rain accumulation. As a result of the lack of rain accumulation, load due to ice is anticipated to be minimal and is enveloped by the design snow load.

3.2.3.1 Applicable Design Parameters

Snow load design parameters pertinent to the main production facility are provided in Chapter 7 of ASCE 7-05 (ASCE, 2006) and adjusted for a mean recurrence interval of 100 years, per Table C7.3 of ASCE 7.05 (ASCE, 2006).

3.2.3.2 Determination of Applied Forces

The sloped roof snow load is calculated in acco rdance with Sections 7.3 and 7.4 of ASCE 7-05 (ASCE, 2006). The combined equation utilized to calculate the sloped roof load is:

ps = 0.7CsCeCtIpg (Equation 3.2-3)

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Where:

Cs = roof slope factor as determined by Sections 7.4.1 through 7.4.4 of ASCE 7-05 equal to 1.0

Ce = exposure factor as determined by Table 7-2 of ASCE 7-05 equal to 1.0

Ct = thermal factor as determined by Table 7-3 of ASCE 7-05 equal to 1.0

I = importance factor as determined by Table 7-4 of ASCE 7-05 equal to 1.2

pg = ground snow load as set forth in Figure 7-1 of ASCE 7-05 equal to 30 pounds per square foot (psf) and increased by a factor of 1.22 to account for a 100-year recurrence interval

Additional discussion of site design parameters related to snow loading is provided in Subsection 3.4.2.6.3.4.

Unbalanced roof snow loads are computed in accordance with Section 7.6 of ASCE 7-05 (ASCE, 2006). The design snow drift surcharge loads are computed in accordance with Section 7.7.1 of ASCE 7-05 (ASCE, 2006).

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3.3 WATER DAMAGE

The design basis precipitation, flood levels, and ground water levels for the main production facility are as follows:

  • Design basis flood level: 50 feet (ft.) (15.2 meters [m]) below grade.
  • Design basis precipitation level: at grade.
  • Maximum ground water level: 50 ft. (15.2 m) below grade.

Per Subsection 2.4.2.3, a design basis rainfall event creates a water level about level with grade.

The first floor of the building is at least 4 inches (in.) (10.2 centimeters [cm]) above grade; therefore, water will not infiltrate the door openings in the case of a design basis rainfall event.

Per Subsection 2.4.3, a local probable maximum flood (PMF) event creates a water level approximately 50 ft. (15.2 m) below grade. The water elevation for the PMF is derived from FEMA flood profiles. The lowest point of the facility is 26 ft. (7.9 m) below grade; therefore, flooding does not cause any structural loading in the case of a local PMF event.

The impact of internal flooding is determined by the maximum flow rate and the volume of water available to feed the flood. No active response is assumed to terminate the flow and the entire volume of available water is assumed to spill in to the main production facility. For water sources outside the building (fire water), automatic or operator actions are required to terminate the flow.

Berms and ramps are used within the facility to:

  • Capture and contain water collected in the RCA resulting from postulated water system ruptures or fire system discharges above grade.
  • Prevent water intrusion into the uranium receipt and storage system (URSS) and target solution preparation system (TSPS) rooms.
  • Prevent a release of water from the RCA due to the postulated failure of the radioisotope process chilled water system (RPCS) room, the process chilled water system (PCHS), or the facility demineralized water system (FDWS).
  • Prevent bulk release of water into the radioac tive drain system (RDS) sump tanks thereby overfilling the sump collection piping.

Safety-related equipment vulnerable to water damage is protected by locating it in flood-protective compartments and/or in stalling it above flood elevation.

3.3.1 FLOOD PROTECTION

This subsection discusses the flood protection measures that are applicable to safety-related SSCs for both external flooding and postulated flo oding from failures of facility components containing liquid.

Analyses of the worst flooding due to pipe and tank failures and their consequences are performed in this subsection.

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3.3.1.1 Flood Protection Measures for Structures, Systems, and Components

Postulated flooding from component failures in the building compartments is prevented from adversely affecting plant safety or posing any hazard to the public. Exterior or access openings and penetrations into the main production facility are above the maximum postulated flooding level and thus do not require protection against flooding.

3.3.1.1.1 Flood Protection from External Sources

Safety-related components located below the design flood level are protected using the hardened protection approach described below. The safety-related systems and components are flood-protected because they are enclosed in a reinforced concrete safety-related structure, which has the following features:

a. Exterior walls below flood level are not less than 2 ft. (0.61 m) thick.
b. Water stops are provided in construction joints below flood level.
c. Waterproofing is applied to external surfaces exposed to flood level.
d. Roofs are designed to prevent pooling of large amounts of water.

Waterproofing of foundations and walls of Seismic Category I structures below grade is accomplished principally by the use of water stops at construction joints.

In addition to water stops, waterproofing of the main production facility is provided up to 4 in.

(10.2 cm) above the plant ground level to protect the external surfaces from exposure to water.

3.3.1.1.2 Flood Protection from Internal Sources

Fire suppression systems within the RCA consis t of manual discharge via fire hoses from dry standpipes, except in those areas of the RCA in which gaseous fire suppression is provided, as described in Section 9a2.3. The total discharge from the fire protection discharge consists of the combined volume from any firefighting hoses. In accordance with National Fire Protection Association (NFPA) 801, Section 5.10 (NFPA, 2008), the credible volume of discharge is sized for a manual fire-fighting flow rate of 500 gallons per minute (1893 liters per minute) for a duration of 30 minutes (min.). Therefore, the total discharge volume is 15,000 gallons (56,782 liters). This bounds the total water available in the PCHS and RPCS cooling systems that could cause internal flooding. When the total discharge volume of fire water is distributed over the entire RCA, the depth is less than 2 in. (5.1 cm). When the total discharge volume of fire water is distributed only over the minimum open floor area in the irradiation facility (IF), the depth is less than 12 in. (30.5 cm).

The safety-related function(s) of systems within the RCA that are subject to the effects of a discharge of the fire suppression system are appropriately protected by redundancy and separation. Where redundant equipment is unable to be effectively separated, fire response plans are established to ensure redundant trains of water sensitive safety-related equipment are not both subject to damage due to discharge of the fire suppression system. The floors of the URSS/TSPS rooms are elevated to prevent water intrusion in the event of an internal flood.

Water sensitive safety-related equipment is raised from the floor a minimum of 12 in. (30.5 cm) in the RCA, with the exception of the RPCS room, where water sensitive safety-related equipment is raised a minimum of 24 in. (61.0 cm) from the floor to provide defense in depth. Therefore, the

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depth of water due to fire protection discharge is less than the elevation that water sensitive safety-related equipment is raised from the floor.

Outside of the RCA there is limited water discha rge from fire protection systems. The safety-related function(s) of systems outside the RCA that are subject to the effects of a discharge of the fire suppression system are appropriately protected by redundancy and separation. The uninterruptible electrical power supply system (UPSS) has two trains to provide redundancy.

These trains are isolated from each other to pr event one train from being damaged by discharge of the fire protection system in the vicinity of the other train. Any water sensitive safety-related equipment outside the RCA is installed a minimu m of 8 in. (20.3 cm) above the floor slab at grade.

Flood scenarios have been considered for the pipe trenches and vaults. Process piping, vessels, and tanks containing special nuclear material (SNM) or radioactive liquids are seismically qualified. There is no high-energy piping within these areas. Any pipe or tank rupture in the radioisotope production facility (RPF) vaults is routed to the radioactive drain system (RDS). The RDS is sized for the maximum postulated pipe or tank failure as described in Subsection 9b.7.6.

The design of the shield plugs over the pipe trenches and vaults prevents bulk leakage of liquid into the vaults from postulated flooding events within the remainder of the RCA.

The light water pool in the irradiation unit cell (I U) is filled to an elevation approximately equal to the top of the surrounding area floor slab. Given the robust design of the light water pool (approximately 4 ft. thick reinforced concrete) and the stainless steel liner, loss of a significant amount of pool water is not credible.

3.3.1.2 Permanent Dewatering System

There is no permanent dewatering system provided for the flood design.

3.3.2 STRUCTURAL DESIGN FOR FLOODING

Since the design basis rainfall event elevation is at the finished plant grade and the PMF elevation is approximately 50 ft. (15.2 m) below grade, there is no dynamic force due to precipitation or flooding.

The load from build-up of water due to discharge of fire water in the RCA is supported by slabs on grade, with the exception of the mezzanine floor. Openings that are provided in the mezzanine ensure that the mezzanine slab is not significantly loaded. The mezzanine floor slab is designed to a live load of 250 pounds per square foot (1221 kilograms per square meter).

Therefore, the mezzanine floor slab is capable of withstanding temporary water collection that may occur while water is draining from the mezzanine floor.

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3.4 SEISMIC DAMAGE

Seismic analysis criteria for the main production facility structure (FSTR) are supported by the detailed guidance provided by the referenced Regulatory Guides and sections of NUREG-0800, Standard Review Plan for the Review of Safe ty Analysis for Nuclear Power Plants (SRP).

The FSTR includes the irradiation facility (IF), the radioisotope production facility (RPF), the non-radiologically controlled seismic area, and a nonsafety-related area. The IF contains the irradiation units (IUs) and tritium purification system (TPS), and the RPF contains the supercell and below-grade tanks. The non-radiologically controlled seismic area contains the control room, battery rooms, uninterruptible electrical power supply rooms, and other miscellaneous support rooms. The RPF, IF, and non-radiologically controlled seismic area are within the seismic boundary and are classified as Seismic Category I. These areas contain the safety-related structures, systems, and components (SSCs). To the south of the seismic boundary are the shipping and receiving areas, as well as other areas that contain nonsafety-related support systems and equipment. This part of the structure is not Seismic Category I. The areas outside the seismic boundary do not contain safety-related SSCs.

The IF, RPF, and non-radiologically controlled se ismic area comprise the safety-related portion of the FSTR. The dimensions of the safety-related portion of the FSTR at grade level are approximately 212 feet (ft.) (64.6 meters [m]) in the north-south direction and 158 ft. (48.2 m) in the east-west direction. Each of the three main areas of the safety-related portion of the FSTR is a parallel, single-story box-type structure designed with cast-in-place reinforced concrete shear walls. The major structural elements include the foundation mat, mezzanine floor, roof slab, and shear walls. Depending on their function, interior walls are cast-in-place reinforced concrete, reinforced masonry, or gypsum mounted to metal studs.

The IF and RPF have a shared sloped main roof sl ab with a low point elevation of approximately 45 ft. (13.7 m) and a high point elevation of approximately 56 ft. (17 m). The IF and RPF roof dimensions are approximately 212 ft. (64 m) in the north-south direction and 126 ft. (38.4 m) in the east-west direction. The IF and RPF roof slab is 12 inches (in.) (0.3 m) thick and has a 5 in.

(0.13 m) thick leave-in-place form slab on metal deck beneath it. The IF and RPF roof slab is supported by a series of roof trusses, which ar e made out structural steel shapes having a yield strength of 50 kilopounds per square inch (ksi) (6.89 MPa).

The non-radiologically controlled seismic area roof slab is 20 in. (0.51 m) thick and has a high point elevation of approximately 22 ft. (6.71 m). The non-radiologically controlled seismic area roof dimensions are approximately 148 ft. (45.1 m) in the north-south direction and 32 ft. (9.75 m) in the east-west direction.

Interior to the IF and RPF there is a mezzanine with 8 in. (0.2 m) thick reinforced concrete slab on metal deck, vertically supported by structur al steel beams and columns (structural shapes with yield strength of 50 ksi [6.9 MPa]), and laterally restrained by interior reinforced concrete walls. A large section of the RPF mat slab is recessed 12 ft. (3.66 m) to 23 ft. (7 m) below the main mat slab, where a series of 1 ft. (0.3 m) thick (minimum) reinforced concrete walls divides the area. The exterior below grade walls in the recessed portion of the RPF range from a minimum of 2 ft. (0.61 m) thick to a maximum of 3.5 ft. (1.07 m) thick, and the basemat is 2.5 ft.

(0.76 m) thick. The RPF below grade areas are covered by a series of precast concrete shield plugs. A section of the IF mat slab is recessed 16 ft. (4.9 m) below the main mat slab, where a series of 4.5 ft. (1.37 m) thick (minimum) reinforced concrete walls divides the area. The exterior

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below grade walls in the recessed portion of the IF range from a minimum of 4 ft. (1.2 m) thick to a maximum of 5.83 ft. (1.8 m) thick, and the basemat is 3 ft. (0.91 m) thick. Shield plugs cover the IU cells which are located above the recessed portions of the IF. Shield plugs in the IF and RPF are seismically qualified to remain in place during a design basis earthquake (DBE).

The reinforced concrete structural elements of the safety-related portion of the FSTR are constructed of Type II concrete with a design compressive strength at 28 days of 6000 pounds per square inch (psi) (41.37 MPa) and American Society for Testing and Materials (ASTM) A706/A706M-16, Standard Specification for De formed and Plain Low-Alloy Steel Bars for Concrete Reinforcement (ASTM, 2016) steel re inforcement bars with a minimum design yield strength of 60 ksi (413.7 MPa). The exterior above grade walls and major shear walls range from a minimum of 2 ft. (0.61 m) thick to a maximum of 2.33 ft. (0.71 m) thick. The reinforced concrete structures are founded on a 3 ft. (0.91 m) thick mat slab that is thickened to 4.5 ft. (1.37 m) thick around the building perimeter.

The dimensions of the nonsafety-related portion of the FSTR at grade are approximately 77 ft.

(23.5 m) in the north-south direction and 158 ft. (48.2 m) in the east-west direction. Additionally, the southwest corner of the safety-related basemat contains a part of the nonsafety-related portion of the FSTR. The dimensions of this nonsafety-related part are approximately 63 ft.

(19.2 m) in the north-south direction and 32 ft. (9.8 m) in the east-west direction. The safety-related portion of the FSTR is seismically isolated from the nonsafety-related portion of the FSTR via a seismic separation joint (i.e., seismic gap).

The nonsafety-related portion of the FSTR is a two-story steel framed structure with a roof height of approximately 40 ft. (12.2 m). The concrete on metal deck mezzanine slab and metal deck roof slab are diaphragms that transfer the lateral loads to a series of vertical brace systems. The FSTR also includes a nonsafety-related, isolat ed, self-supporting steel on reinforced-concrete foundation cantilevered exhaust stack with a height of approximately 67 ft. (20.4 m) located east of the nonsafety-related portion of the FSTR.

The FSTR is modeled to the analyses described in this chapter. The concrete walls, slabs, and basemat are modeled using thick shell elements. The steel structural members are modeled using three-dimensional beam elements. Interior partition walls made of concrete are modeled using thick shell elements. Interior partition walls made of masonry or gypsum are isolated from the lateral load resisting system of the building and are not explicitly modeled, but their mass is accounted for. Interior partition walls that ar e co-located with safety-related SSCs, and must maintain structural integrity to prevent unacceptable interactions with safety-related SSCs, are classified as Seismic Category II. The excavated soil volume of the soil-structure interaction (SSI) analysis is modeled using solid elements. Seismic mass is considered in the model in accordance with SRP Section 3.7.2 (USNRC, 2013a). Figure 3.4-1 and Figure 3.4-2 provide three-dimensional views of the structural model.

Certain material in this section provides informat ion that is used in the technical specifications, including conditions for operation and design featur es. In addition, significant material is also applicable to, and may be referenced by, the bases that are described in the technical specifications.

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3.4.1 SEISMIC INPUT

3.4.1.1 Design Response Spectra

The safe shutdown earthquake (SSE) ground motion is defined with a maximum ground acceleration of 0.2 g and design response spectr a in accordance with Regulatory Guide 1.60, Revision 2, Design Response Spectra for Seismic Design of Nuclear Power Plants (USNRC, 2014a).

Consistent with SRP Section 3.7.2 (USNRC, 2013a), the location of the ground motion should be at the ground surface. The competent material (mat erial with a minimum shear wave velocity of 1,000 feet per second [ft./sec] [305 meters per second {m/s}]) is 7.5 ft. (2.3 m) below the ground surface for the site. Hence, the SSE response spectra are defined as an outcrop at a depth of 7.5 ft. (2.3 m) below grade.

3.4.1.2 Design Time Histories

For SSI analysis and for generating in-structure response spectra, design acceleration time histories are required. Synthetic acceleration ti me histories are generated to envelop the design response spectra. Mutually orthogonal synthetic acceleration time histories are generated for each horizontal direction and one for the vertical di rection. Each of these time histories meets the design response spectra enveloping requirements c onsistent with Approach 2, Option 1 of SRP Section 3.7.1 (USNRC, 2014b). The specifics of each of these time histories are:

  • Each synthetic time history has been generated starting with seed recorded earthquake time histories.
  • The strong motion durations (Arias intensity to rise from 5 percent to 75 percent) of synthetic time histories are greater than a minimum of 6 seconds.
  • The time history has a sufficiently small increment and sufficiently long duration. Records shall have a Nyquist frequency of at least 50 hertz (Hz) and a total duration of at least 20 seconds. The time step increment will be 0.005 seconds, which meets the Nyquist requirement for frequencies up to 100 Hz.
  • Spectral acceleration at 5 percent damping is computed at a minimum of 100 points per frequency decade, uniformly spaced over the log frequency scale from 0.1 Hz to 50 Hz or the Nyquist frequency.
  • Comparison of the response spectrum obtained from the synthetic time history with the target response spectrum shall be made at each frequency computed in the frequency range of interest.
  • The computed 5 percent damped response spectrum of the acceleration time history shall not fall more than 10 percent below the target response spectrum at any one frequency and shall have no more than 9 adjacent frequency points falling below the target response spectrum.
  • The computed 5 percent damped response spectrum of the artificial time history shall not exceed the target spectrum at any frequency by more than 30 percent in the frequency range of interest.

Comparison of the response spectra obtained from the artificial acceleration time histories with the target design response spectra illustrates that the enveloping criteria of SRP Section 3.7.1 (USNRC, 2014b) are satisfied. The seismic design parameters used in the seismic analysis of the FSTR, including the artificial acceleration time histories, target design response spectra, and

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response spectra obtained from artificial acceleration time histories, are consistent with the SRP Section 3.7.1 acceptance criteria.

3.4.1.3 Critical Damping Values

Structural damping values for various structur al elements used in the seismic analyses are provided in Section 1.1 of Regulatory Guide 1. 61, Revision 1, Damping Values for Seismic Design of Nuclear Power Plants (USNRC, 2007d). Seismic SSI analysis of the FSTR is performed in the program SASSI2010, Version 1.0, which performs the analysis in the frequency domain. The variations in damping are accoun ted for in the seismic SSI analysis through the complex frequency response analysis method which incorporates damping as an imaginary component in the stiffness matrix.

3.4.2 SEISMIC ANALYSIS OF FACILITY STRUCTURES

3.4.2.1 Seismic Analysis Methods

The general equation of motion (as seen below) is used regardless of the method selected for the seismic analysis.

M xCxKxMug (Equation 3.4-1)

Where:

[M] = mass matrix

[C] = damping matrix

[K] = stiffness matrix

= column vector of relative accelerations

= column vector of relative velocities

= column vector of relative displacements

= ground acceleration

Analytical models are represented by finite element models. Consistent with SRP Section 3.7.2 (USNRC, 2013a), SRP Acceptance Criterion 3.C, finite element models are acceptable if the following guidelines are met:

  • The type of finite element used for modeling a structural system should depend on structural details, the purpose of analysis, and the theoretical formulation upon which the element is based. The mathematical discretization of the structure should consider the effect of element size, shape, and aspect ratio on solution accuracy.
  • In developing a finite element model for dynamic response, it is necessary to consider that local regions of the structure, such as individual floor slabs or walls, may have fundamental vibration modes that can be excited by the dynamic seismic loading. These local vibration modes are represented in the dynamic response model, in order to ensure that the in-structure response spectra include the additional amplification.

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The seismic analysis of the FSTR is performed in the program SASSI2010, Version 1.0, System for Analysis of Soil-Structure Interaction, and SAP 2000, integrated software for structural analysis and design. The finite element model c onsists of plate/shell, solid, beam, or a combination of finite elements.

3.4.2.2 Soil-Structure Interaction (SSI) Analysis

The SSI model provides structural responses for design basis level seismic loading of the main production facility, including transfer functions, maximum seismic acceleration (zero period acceleration [ZPA]), and in-structure response sp ectra (ISRS) (horizontal and vertical directions) for various damping values. The SSI model is developed using the computer program SASSI2010.

Solid elements are only used in the modelng of t he excavated soil volume. No solid elements are used in the modeling of the building structure. Major structural elements of the main production facility, including walls, slabs, beams and columns, are modeled with appropriate mass and stiffness properties. Major openings within walls and slabs are included in the SSI model. The model uses thick shell elements to represent concrete slabs and walls, and beam elements to represent steel members, mostly comprising the truss components in the facility. Elements are modeled at the geometric centerline of the structural member they represent with the following exceptions:

  • The below grade and mezzanine slabs are model ed at their actual top-of-slab elevation.
  • Minor adjustments are made to the dimensions and locations of wall openings to maximize mesh regularity in the model.
  • Roof truss locations are adjusted to align with the roof shell element mesh.

In addition to self-weight of the structure, floor loads and equipment loads are converted to mass and included in the model. A mass equivalent to a 50 pounds per square foot (psf) floor load is added to floor slabs to represent miscellaneo us loads from minor equipment, piping, and raceways. A portion of the loads are considered mass sources in the following manner according to SRP Section 3.7.2 (USNRC, 2013a):

  • Dead Load 100 percent
  • Live Load25 percent
  • Snow Load.75 percent

In addition, 100 percent of the hydrodynamic mass of the water in the IU cells and 100 percent of the parked crane mass is included.

The SSI analyses are performed separately on an equivalent linear-elastic basis for mean (best estimate [BE]), upper bound (UB), and lower bound (LB) soil properties to represent potential variations in in-situ and backfill soil conditions around the building in accordance with SRP Section 3.7.2 (USNRC, 2013a). SSI analysis requires detailed input of the soil layers supporting the structure. Strain dependent soil properties were determined from geotechnical investigations and free field site response analysis. The free-field site response analysis is performed for the LB, BE, and UB soil properties. In accordance with SRP Section 3.7.2, the UB and LB values of the soil shear modulus, G, are obtained in terms of their BE through the equations shown below.

Equations 3.4-2 and 3.4-3 are used to calculate the low strain properties for the LB and UB. The final soil properties are calculated from the SHAKE2000 program, version 3.5.

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(Equation 3.4-2)

(Equation 3.4-3)

Where, COV is the coefficient of variation. A COV of 0.5 is used because the site is well-investigated.

3.4.2.3 Combination of Earthquake Components

In order to account for the responses of the stru ctures subjected to the three directional (two horizontal and the vertical) excitations, the ma ximum co-directional responses are combined using either the square root of the sum of the squares (SRSS) method or the 100-40-40 rule as described in Section 2.1 of Regulatory Guide 1.92, Revision 3, Combining Modal Responses and Spatial Components in Seismic Response Analysis (USNRC, 2012).

3.4.2.4 Seismic Analysis Results

The seismic loads are applied to the st ructural analysis model as described in Subsection 3.4.2.6 and utilized to develop in-structure response spec tra of the facility for use in sizing equipment and components. Response spectra acceleration s are output from SASSI at the 75 standard frequencies between 0.2 Hz and 34 Hz as suggested by Regulatory Guide 1.122, Revision 1, Development of Floor Design Response Spectra for Seismic Design of Floor-Supported Equipment or Components (USNRC, 1978). In addition, response spectra accelerations are specified to be output at frequencies of 37 Hz, 40 Hz, 43 Hz, 46 Hz and 50Hz.

The results of the seismic analysis demonstrate that the design of the FSTR meets the seismic requirements of SHINE Design Criterion 2.

3.4.2.5 Assessment of Structural Seismic Stability

The stability of the main production facility is evaluated for sliding and overturning considering the following load combinations and factors of safe ty in accordance with Section 7.2 of American Society of Civil Engineers (ASCE)/Structural Engineering Institute (SEI) Standard 43-05, Seismic Design Criteria for Structures, Systems, and Components in Nuclear Facilities (ASCE/SEI, 2005) and SRP Section 3.8.5 (USNRC, 2013b):

Minimum Factor of Safety Load Combination Sliding Overturning

1.1 1.1 (Equation 3.4-4)

1.1 1.1 (Equation 3.4-5)

1.5 1.5 (Equation 3.4-6)

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Where:

D = Dead Load H = Lateral Earth Pressures E = Earthquake Load Wt = Tornado Load W = Wind Load

The base reactions due to seismic forces envel op the reactions due to wind and tornado loading; therefore, a stability analysis for wind and torna do is not required. Seismic excitation in each direction is considered using the 100-40-40 percent combination rule as specified in Subsection 3.4.2.3 above.

The lateral driving forces applicable to the se ismic stability evaluation of the main production facility include active lateral soil force, static surcharge lateral soil force, dynamic surcharge lateral soil, dynamic lateral soil force, and seismic lateral inertial force. The resistance for sliding is due to the static friction at the soil-basemat interface for sliding evaluation and passive lateral soil resistance. The self-weight of the structur e is considered in the resistance to overturning effects.

The seismic stability evaluation of the main produ ction facility determined the minimum factor of safety against sliding to be 1.11 and the minimum fa ctor of safety against overturning to be 1.99.

As such, the main production facility is considered stable.

3.4.2.6 Structural Analysis of Facility

3.4.2.6.1 Description of the Structures

The main production facility is a box-type s hear wall system of reinforced concrete with reinforced concrete floor slabs. The major structural elements in the main production facility include the shear walls, the floor and roof slabs, and the foundation mat.

3.4.2.6.2 Applicable Codes and Standards

  • ACI 349-13, Code Requirements for Nuclear Safety-Related Concrete Structures and Commentary (ACI, 2014)
  • ANSI/AISC N690-12, Specification for Safety-Related Steel Structures for Nuclear Facilities (ANSI/AISC, 2012)

3.4.2.6.3 Site Design Parameters

The following subsections provide the site-specif ic parameters for the design of the facility.

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3.4.2.6.3.1 Soil Parameters

The soil parameters for the facility are provided below.

  • Maximum bearing pressure beneath major foundation elevations:

- Main mat at 3 ft. below grade: 2460 pounds per square foot (psf) (118 kilopascal

[kPa]).

- Mats supporting RPF pipe trench, adjacent valve pits, and tank areas at 15 ft. and 19 ft. below grade: 5970 psf (286 kPa).

- Mats beneath carbon delay bed vault at 25.5 ft. below grade: 5130 psf (246 kPa).

  • Allowable soil bearing pressure: 6000 psf (287 kPa).
  • Minimum average shear wave velocity: 459 ft./sec (140 m/s).3
  • Minimum unit weight: 117 pounds per cubic foot (lb/ft3 ) (1874 kilograms per cubic meters

[kg/m ]).

The allowable soil bearing pressure is greater than the maximum soil bearing pressures at the supporting mats at the major foundation elevations.

3.4.2.6.3.2 Maximum Ground Water Level

  • 50 ft. (15.2 m) below grade level.

3.4.2.6.3.3 Maximum Flood Level

  • Section 2.4 describes the design basis rainfall event.
  • Section 2.4 describes the probable maximum flood (PMF).

3.4.2.6.3.4 Snow Load

  • Snow load: 30 psf (1.44 kPa) (50-year recurrence interval).
  • A factor of 1.22 is used to account for the 100-year recurrence interval required.

3.4.2.6.3.5 Design Temperatures

  • The winter dry-bulb temperature (-7°F [-22°C]).
  • The summer dry bulb temperature (88°F [31°C]).

3.4.2.6.3.6 Seismology

  • SSE peak ground acceleration (PGA): 0.20 g (for both horizontal and vertical directions).
  • SSE time history: envelope SSE response spectra in accordance with SRP Section 3.7.1 (USNRC, 2014b).

3.4.2.6.3.7 Extreme Wind

  • Basic wind speed for Wisconsin: 90 miles per hour (mph) (145 kilometers per hour [kph])

(50-year recurrence interval).

  • A factor of 1.07 is used to account for the 100-year recurrence interval required.
  • Exposure Category C.

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3.4.2.6.3.8 Tornado

  • Maximum tornado wind speed (Region 1): 230 mph (370 kph).
  • Maximum tornado rotational speed (Region 1): 184 mph (82 m/s).
  • Maximum tornado translational speed (Region 1): 46 mph (21 m/s).
  • Radius of maximum rotational speed: 150 ft. (45.7 m).
  • Tornado differential pressure: 1.2 psi (8.3 kPa).
  • Rate of tornado differential pressure: 0.5 psi/s (3.7 kPa/s).

3.4.2.6.3.9 Rainfall

  • The main production facility's sloped roof and building configuration preclude accumulation of rainwater; therefore, rain loads are not considered in this evaluation.

3.4.2.6.4 Design Loads and Loading Combinations

3.4.2.6.4.1 Dead Load

Dead loads consist of the weight of all materials of construction incorporated into the building, as well as the following:

  • Concrete cover blocks for below grade tanks and trenches.
  • Fixed equipment (includes tanks and hot cells).
  • Partition walls.
  • Precast tank vault bases in the RPF.
  • Weight of commodities attached to structural elements.
  • Crane dead loads as described in Subsection 3.4.2.6.4.6.

3.4.2.6.4.2 Live Load

The building is evaluated for live loads consistent with the use of and occupancy of the facility.

This includes minimum live loads driven by occupancy and non-permanent loads caused by equipment or required during plant operations.

The following categories encompass the live loads for the main production facility:

  • A distributed live load of 125 psf (5.99 kP a) is used for areas designated as light manufacturing.
  • A distributed live load of 250 psf (12.0 kPa) is used for areas designated as heavy manufacturing.

Additionally, the following categories are considered as live loads in the areas where they occur:

  • Concrete cover block laydown load.
  • Supercell drum export system and shield gate live load.
  • Forklift live load associated with the movement of a shipping container throughout the radiologically controlled area (RCA).
  • Roof live load.
  • Equipment live loading.

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3.4.2.6.4.3 Snow Load

The snow load is based on a ground snow load of 30 psf (1.44 kPa) with an importance factor of 1.2 and a mean recurrence interval of 100 years.

3.4.2.6.4.4 Wind Load

The wind load is based on a basic wind speed of 90 mph (145 kph) with an importance factor of 1.15 and a mean recurrence interval of 100 years.

3.4.2.6.4.5 Earthquake Load

Dynamic analysis is conducted with a portion of the loads considered as mass sources in the following manner according to SRP Section 3.7.2 (USNRC, 2013a):

  • Dead Load 100 percent
  • Miscellaneous Load.100 percent
  • Live Load25 percent
  • Snow Load.75 percent
  • Parked Crane Load.100 percent
  • Hydrodynamic Load100 percent

Earthquake load is applied in a SAP2000 model (ver sion 17.2) on an equivalent static basis. The equivalent static model represents the soil as dynamic springs, developed in accordance with ASCE 4-98 (ASCE, 2000). Maximum seismic acceleration at each node of the structure is determined by SSI analysis using SASSI2010, as discussed in Subsection 3.4.2.2. Figures 3.4-3 through 3.4-6 show selected response spectra locations throughout the FSTR.

The SAP2000 and SASSI2010 models are both thr ee-dimensional models that represent the structural elements with equivalent mass and st iffness properties. The lumped masses at each node of the SAP2000 analysis are multiplied by the peak accelerations determined from the SSI analysis to determine an equivalent static earthquake load at each node. The direction of load application is iterated to obtain nine seismic force terms.

3.4.2.6.4.6 Crane Load

The building is evaluated for loads associated with two overhead bridge cranes, one servicing the IU cell area and one servicing the RPF area. Crane loading is evaluated in accordance with American Society for Mechanical Engineers (ASME) NOG-1, Rules for Construction of Overhead and Gantry Cranes (ASME, 2004).

3.4.2.6.4.7 Soil Pressure

Sub-grade walls of the main production facility are designed to resist static lateral earth pressure loads, compaction loads, static earth pressure, dynamic surcharge loads, and elastic dynamic soil pressure loads. Static earth pressure consists of at-rest, active, and passive soil pressure loads, which are applied as required to ensure the stability of the building.

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3.4.2.6.4.8 Fluid Load

The hydrostatic loading is calculated based on the actual dimensions of the IU cells and applied in the model as lateral hydrostatic pressure on t he walls and vertical hydrostatic pressure on the bottom slabs.

The hydrodynamic loading is applied to the mode l by considering hydrodynamic masses rigidly attached to the IU cells in accordance with Section 3.1.6.3 of ASCE 4-98 (ASCE, 2000) and Chapter 6 of TID-7024, Nuclear Reactors and Earthquakes (AEC, 1963). The provisions, as outlined in the referenced documents, require t hat the impulsive and convective masses be applied to the model to capture the dynamic effects due to seismic motion.

3.4.2.6.4.9 Tornado Load

The tornado load is based on a tornado wind spe ed of 230 mph (370 kph) and a tornado missile spectrum as described in Table 2 of Regulatory Guide 1.76 (USNRC, 2007a). The tornado load, Wt, is further defined by the following combinations:

Wt = Wp (Equation 3.4-7)

Wt = Ww + 0.5Wp (Equation 3.4-8)

Wt = Ww + 0.5Wp + Wm (Equation 3.4-9)

Where:

Wp = load from tornado atmospheric pressure change

Ww = load from tornado wind

Wm = load from tornado missile impact

3.4.2.6.4.10 Accidental Eccentricity

As required by Section 3.1.1(e) of ASCE 4-98, Seismic Analysis of Safety-Related Nuclear Structures and Commentary (ASCE, 2000), the structure is evaluated for a torsional moment due to accidental eccentricity. The torsional moment is taken equal to the story shear at the elevation and in the direction of interest times a moment arm equal to 5 percent of the building dimension.

The torsional moment is distributed to the building shear walls based on the relative rigidity of the walls in plane. The loads are applied statically and account for variability in the load direction.

3.4.2.6.5 Structural Analysis Model

A three-dimensional finite element model of the main production facility structure was created using the computer program SAP2000 (version 17.2) to represent the mass and stiffness of the major structural elements, equipment, and components of the FSTR. The model utilizes shell elements to represent slabs and walls, and fr ame elements to represent columns and beams.

Elements are modeled at the geometric centerline of the structural member they represent with the following exceptions:

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  • The below grade and mezzanine slabs are model ed at their actual top-of-slab elevation.
  • Minor adjustments are made to the dimensions and locations of wall openings to maximize mesh regularity in the model.
  • Roof truss locations are adjusted to align with the roof shell element mesh.

The adjustments described above are intended to maintain mesh regularity to the extent possible.

3.4.2.6.6 Structural Analysis Results

Concrete walls and slabs in the main production fa cility are designed for axial, flexural, and shear loads per provisions of ACI 349-13 (ACI, 2014) considering all applicable design basis load combinations. Walls and slabs are modeled in SAP2000 using shell elements. To determine the longitudinal and transverse reinforcement required within a wall or slab, the design is performed on an element basis. Using resultant forces obtai ned from SAP2000 model data, the element is designed as a reinforced concrete section per ACI 349-13 (ACI, 2014). The required area of steel is determined for combined axial and flexural l oads, in-plane shear loads, and out-of-plane shear loads. Using these results, reinforcement size and spacing is specified.

3.4.3 SEISMIC CLASSIFICATION AND QUALIFICATION

This subsection discusses the methods by which the SHINE facility SSCs are classified and qualified to ensure functional integrity.

3.4.3.1 Seismic Classification

Facility SSCs, including their foundations and supports, that must perform safety function(s) after an SSE are designated as Seismic Category I. Safety-related SSCs are classified as Seismic Category I.

SSCs that are co-located with a Seismic Category I SSC and must maintain structural integrity in the event of an SSE to prevent unacceptable interactions with a Seismic Category I SSC, but are not required to remain functional, are designated as Seismic Category II.

The seismic classifications of SSCs are shown in Table 3.4-1.

3.4.3.2 Seismic Qualification

In general, one of the following four methods of seismically qualifying the SSCs is chosen based upon the characteristics and complexities of the subsystem:

  • Dynamic analysis.
  • Testing.
  • Comparison with existing databases.
  • A combination of analysis and testing.

The methods to be used for qualification are stated below. These methods will depend on the type of equipment and supporting structure. The fo llowing defines some of the possible cases and associated analytical methods which may be used in each case.

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ISRS for the FSTR are used to determine the appropriate seismic design of equipment, piping, and components in the safety-related envelope. For the evaluation of cable and conduit raceway systems, quantitative evaluation criteria are applied only to the most seismically vulnerable portions of these systems.

3.4.3.2.1 Qualification by Analytical Methods

Analytical calculations may be used as a qualification method when maintaining the structural integrity is an assurance for the safety function. This method can be used for equipment and piping systems when expected response to the earthquake excitations can be characterized as linear or simple non-linear behavior (e.g., piping, skids, and large equipment).

ISRS from Subsection 3.4.2.2 are used in the response spectrum analysis of piping and equipment. These response spectra are used to determine the seismic requirements at the component mounting locations for qualificat ion purposes and for piping subsystem dynamic analysis.

Static Analysis

The equipment, as well as its support, can be cons idered rigid, and may be analyzed by static analysis, if it can be shown that its fundamental natural frequency does not fall in the frequency range below the high frequency asymptote (ZPA) of the required response spectrum (RRS).

For rigid equipment supported by a rigid structur e, the equipment motion shall be the same as the floor motion without amplification. The horizon tal and vertical dynamic accelerations shall be taken as the ZPA from the applicable response spectrum. These acceleration values are used to perform a static analysis. In this case, the dy namic forces are determined by multiplying the mass of the subassembly or parts of the equipment by the ZPA of the RRS. These forces should be applied through the center of gravity of the subassembly or the part of the equipment.

The stresses resulting from each force (in each of the three directions) should be combined by an appropriate combination method to yield the dynamic stresses. The dynamic deflections (deflections due to dynamic loads) may be ca lculated in the same manner. These dynamic stresses and deflections are combined with stresses and deflections from other loads per the load combinations defined in the applicable design codes.

Simplified Dynamic Analysis

A simplified dynamic analysis may be performed in cases where the equipment and support systems natural frequency falls in the frequency range below the high frequency asymptote (ZPA) of the applicable RRS. This is similar to the static analysis described above but requires using different values for the accelerations. The accelerations to be used are obtained from the appropriate ISRS curves at each natural frequency in the frequency range of interest. If the frequency information is not available, the simpli fied dynamic analysis (sometimes referred to as the equivalent static analysis) is performed using 1.5 times the maximum peak of the applicable floor response spectra. Once the dynamic forces are determined using the 1.5 times the peak acceleration values from the RRS, stresses and deformations may be computed following the same procedures used for static analysis.

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Detailed Dynamic Analysis

When acceptable justification for static or simplified dynamic analysis cannot be provided, a detailed dynamic analysis is performed. A mathem atical model may be constructed to represent the dynamic behavior of the equipment. A finite element model may be constructed and analyzed using the response spectrum modal analysis or time-history analysis. The maximum inertia forces, at each mass point, from each mode, are applied at that point to calculate the modal reactions (forces and moments) and modal defor mations (translations and rotations). The various modal contributions are combined by an appropriate combination method. Closely spaced modes are combined by using an approach from Regulatory Guide 1.92 (USNRC, 2012).

The stresses and deflections resulting from each of the three directions are combined to obtain the dynamic stresses and deflections. These dy namic stresses and deflections are combined with stresses and deflections from other loads per the load combinations defined in the applicable design codes.

3.4.3.2.2 Qualification by Tests

Seismic qualification by testing is the preferred method of qualification for complex equipment not suitable for analysis, and for equipment required to perform an active function (e.g., valves and instrumentation). Qualification by testing may be performed using applicable procedures specified by Institute of Electrical and Electron ics Engineers (IEEE) and/or ASME qualification of active mechanical equipment (QME) standards.

The vibration inputs for the seismic tests are the response spectra or Required Input Motion (typical for line-mounted equipment) at the mounti ng location of the equipment. ISRS are used to develop Test Response Spectra for testing.

The test samples shall be mounted to simula te the recommended service mounting. If this cannot be done, the effect of the actual supporting structure shall be considered in determination of the input motion. The project specification will state the expected (or calculated) piping nozzle reaction loads on the equipment which shall be used in the qualification. Any other loads that may act on the component (mechanical, electrical, or instrument) during the postulated dynamic event must be simulated during the test, unless t he supporting test (or calculations) shows that they are insignificant.

At the completion of the tests, inspection shall be made by the test conductor to assure that no structural damage has occurred. Sufficient monitoring devices shall be used to evaluate the performance of the active components during the tests. For acceptability, the components shall demonstrate their ability to perform their in tended safety functions when subjected to all applicable loads.

3.4.3.2.3 Comparison with Existing Databases

ISRS are used to develop RRS for comparison with existing response from a database. The candidate equipment must be similar to equipment in the existing seismic experience databases.

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3.4.3.2.4 Combined Methods of Qualification

Based on the available information, component complexity, and functional requirements, the above mentioned analytical and test methods may be combined in various sequence and content to achieve seismic qualification of the subject components.

3.4.4 SEISMIC INSTRUMENTATION

Seismic instrumentation is not required under Section IV(a)(4) of Appendix S to 10 CFR 50 or Section VI(a)(3) of Appendix A to 10 CFR 100 because the main production facility is not a nuclear power plant. However, the facility has nonsafety-related seismic instrumentation to record accelerations experienced at the site during a seismic event.

The seismic instrumentation establishes the acceptability of continued operation of the plant following a seismic event. This system provides acceleration time histories or response spectra experienced at the facility to assist in verifying that safety-related SSCs at the main production facility can continue to perform their safety functions.

Seismic monitoring is performed by the process integrated control system (PICS), which is described in Section 7.3. Indication of a seismic event results in an alarm in the facility control room.

3.4.5 SEISMIC ENVELOPE DESIGN FOR EXTERNAL HAZARDS

3.4.5.1 AIRCRAFT IMPACT ANALYSIS

The safety-related structures at the SHINE facility are evaluated for aircraft impact loading resulting from small aircraft which frequent t he Southern Wisconsin Regional Airport (SWRA).

The analysis consists of a global impact res ponse analysis and a local impact response analysis.

The global impact response analysis is performed using the energy balance method, consistent with U.S. Department of Energy (DOE) Standard DOE-STD-3014-2006 (DOE, 2006). The permissible ductility limit for reinforced concrete elements is in accordance with Appendix F of ACI 349-13 (ACI, 2014). The permissible ductility limit for truss members is determined from Chapter NB of ANSI/AISC N690-12 (ANSI/AISC, 2012). The calculated values are then used to create the appropriate elastic or elastic-plastic load deflection curves. From these curves, the available energy absorption capacity of the structure at the critical impact locations is determined. The Challenger 605 was selected as the critical aircraft for the global impact analysis based on a study of the airport operat ions data. The Challenger 605 is evaluated as a design basis aircraft impact. The probabilistic distributions of horizontal and vertical velocity of impact are determined from Attachment E of Lawrence Livermore National Laboratory UCRL-ID-123577 (UCRL, 1997) to correspond to 99.5 percent of impact velocity probability distribution.

Each wall that protects safety-related equipment was evaluated for perpendicular impacts at the center of the wall panel and at critical locations near the edge of the wall panel. Each roof that protects safety-related equipment was evaluated for perpendicular impacts near the end of the roof truss, at the center of the roof truss, at the center of the roof panel between trusses or walls.

The evaluation of the roof slab for horizontal se ismic loading bounds any aircraft impact scenario

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that produces lateral forces, so horizontal aircraft impact scenarios are not explicitly evaluated for the roof.

The local response evaluation was conducted us ing empirical equations in accordance with DOE-STD-3014-2006 (DOE, 2006). The structure wa s shown to resist scabbing and perforation.

A punching shear failure was not postulated becaus e all sections are shown to have a thickness 20 percent greater than the thickness required to prevent perforation, based on Appendix F of ACI 349-13 (ACI, 2014). Scabbing and perforati on thickness requirement was calculated using DOE-STD-3014-2006 (DOE, 2006).

Because engine diameter and engine weight are both critical for the local evaluation, the local impact evaluation was performed for the Hawker 400 as well as the Challenger 605 aircraft. The Challenger 605 and Hawker 400 are evaluated as design basis aircraft impacts.

To evaluate the capability of the structure to with stand impact from an aircraft, each wall that is subject to potential impact from an aircraft missile is evaluated. Figure 3.4-7 shows the openings in the building which are evaluated as missile barriers.

The design basis aircraft impacts have been ev aluated against the acceptance criteria of ACI 349-13 (ACI, 2014) for concrete and ANSI/AISC N690-12 (ANSI/AISC, 2012) for steel and it has been demonstrated that all components of the FSTR structure that are relied upon to provide impact protection have adequate energy absorption capacity to perform their design basis function.

3.4.5.2 EXPLOSION HAZARDS

Because the SHINE facility is not licensed as an operating nuclear reactor, explosions postulated as a result of the design basis threat as defined in Regulatory Guide 5.69, Guidance for the Application of Radiological Sabotage Design-Basis Threat in the Design, Development and Implementation of a Physical Security Program that Meets 10 CFR 73.55 Requirements (USNRC, 2007e), are not considered. However, ac cidental explosions due to transportation or storage of hazardous materials outside the facility and accidental explosions due to chemical reactions inside the facility are assessed.

The maximum overpressure at any safety-related area of the facility from any credible external source is discussed in Subsection 2.2.3). The seismic area is protected by outer walls and roofs consisting of reinforced concrete robust enough to withstand credible external explosions as defined in Regulatory Guide 1.91, Revision 2, Evaluations of Explosions Postulated to Occur at Nearby Facilities and on Transportation Routes Near Nuclear Power Plants (USNRC, 2013c).

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Table 3.4 Seismic Classification of Structures, Systems, and Components

Seismic System, Structure, and Component Acronym Category Engineered safety features actuation system ESFAS I Facility fire detection and suppression system FFPS II Facility structure FSTR I Iodine and xenon purification and packaging IXP I Irradiation cell biological shield ICBS I Light water pool system LWPS I Material handling system MHS II Molybdenum extraction and purification system MEPS I Neutron driver assembly system NDAS I Neutron flux detection system NFDS I Nitrogen purge system N2PS I Normal electrical power supply system NPSS I Primary closed loop cooling system PCLS I Process vessel vent system PVVS I Production facility biological shield PFBS I Radioactive drain system RDS I Radioactive liquid waste immobilization RLWI I Radioactive liquid waste storage RLWS I Radiological ventilation zone 1 RVZ1 I Radiological ventilation zone 2 RVZ2 I Radiological ventilation zone 3 RVZ3 I Subcritical assembly system SCAS I Target solution preparation system TSPS I Target solution staging system TSSS I Tritium purification system TPS I Target solution vessel (TSV) off-gas system TOGS I TSV reactivity protection system TRPS I Uninterruptible electrical power supply system UPSS I Uranium receipt and storage system URSS I Vacuum transfer system VTS I

Note: The seismic category listed is the highest fo r the system. Portions of the system may have a lower seismic categorization.

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Figure 3.4 View Looking Southwest of the Representative Concrete Sections

Full structure (looking southeast)

Full structure from below El. 0 ft. (looking southeast)

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Chapter 3 - Design of Structures, Systems, and Co mponentsSeismic Damage

Figure 3.4 Cross Section of Structural Model

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Chapter 3 - Design of Structures, Systems, and Components Systems and Components

3.5 SYSTEMS AND COMPONENTS

The SHINE facility structure, system, and co mponent (SSC) designs are based on the SHINE design criteria described in Section 3.1.

The design of the SHINE facility and systems is based on defense-in-depth practices. Defense-in-depth practices means a design philosophy, appli ed from the outset and through completion of the design, that is based on providing successive le vels of protection such that health and safety are not wholly dependent upon any single element of the design, construction, maintenance, or operation of the facility. The net effect of incorporating defense-in-depth practices is a conservatively designed facility and systems t hat exhibit greater tolerance to failures and external challenges.

The SHINE facility and system design incorporat es a preference for engineered controls over administrative controls, independence to avoid co mmon mode failures, and incorporates other features that enhance safety by reducing chal lenges to safety-related components and systems.

Physical separation and electrical isolation are used to maintain the independence of safety-related control circuits and equipment among redundant safety divisions or with nonsafety systems so that the safety functions required during and following design basis events can be accomplished.

Redundancy is also incorporated into system designs. Two divisions of safety-related protection systems and two divisions of safety-related emergency power are provided for active engineered controls that depend on control and/or continued power to perform their safety functions. Active engineered safety-related SSCs requiring control or power may be reduced to a single division when redundancy of the function is provided by other means (e.g., when a check valve is used in combination with an automatically actuated isolation valve).

The design bases for the SSCs of the SHINE faci lity are described in detail throughout the FSAR.

The FSAR sections where SSCs are described also provide information that is used in the technical specifications. This includes limitin g conditions for operation, setpoints, design features, and means for accomplishing surveillances. In addition, these FSAR sections also present information that is applicable to, and may be referenced by, the technical specification bases.

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3.6 NITROGEN PURGE SYSTEM STRUCTURE

The nitrogen purge system (N2PS) structure is a safety-related structure which contains a portion of the N2PS. The N2PS structure is located adjacent to the main production facility, as shown in Figure 1.3-3.

3.6.1 METEOROLOGICAL DAMAGE

The N2PS structure is designed to withstand the same potential meteorological damage as described in Section 3.2 for the main production facility structure (FSTR). The Regulatory Guides, codes, and standards associated with the FSTR analysis described in Section 3.2 are applicable to the N2PS structure. Rain loading is not considered in the structural design of the N2PS structure as the sloped roof does not result in rain accumulation. As a result of the lack of rain accumulation, load due to ice is anticipated to be minimal and is enveloped by the design snow load. The N2PS structure is categorized as an enclosed building and, as a result, both external and internal pressures are applied to the structure when considering wind loading.

Wind, tornado, and snow loading is applied to the N2PS structure as described in Section 3.2 for the FSTR with the following exceptions:

  • The applied N2PS structure uniform snow load of 60 pounds per square foot (psf) is conservative considering 30 psf ground snow load with 1.2 importance factor for the 100-years mean recurrence interval.
  • The N2PS structure tornado load includes tornado generated missile load, tornado wind load, and differential pressure consistent with the methodology described in Section 3.2 for the FSTR; however, normal wind load is not considered because the tornado wind load bounds the normal wind load.

3.6.2 WATER DAMAGE

3.6.2.1 External Flooding

The main production facility design basis precipitation, flood levels, and ground water levels, provided in Section 3.3, are also applicable to the N2PS structure, and are as follows:

  • Design basis flood level: 50 feet (ft.) (15.2 meters [m]) below grade.
  • Design basis precipitation level: at grade.
  • Maximum ground water level: 50 ft. (15.2 m) below grade.

Per Subsection 2.4.2.3, a local probable maximum precipitation (PMP) event creates a water level about level with grade. The N2PS structure floor is raised at least 4 inches above grade; therefore, water will not infiltrate the door openings in the case of a local PMP event.

Per Subsection 2.4.3, a local probable maximum flood (PMF) event creates a water level approximately 50 ft. (15.2 m) below grade. The lowest point in the N2PS structure is above grade; therefore, flooding does not cause any structural loading in the case of a local PMF event.

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3.6.2.2 Internal Flooding

There is no risk of internal flooding as there are no water sources internal to the N2PS structure.

3.6.3 SEISMIC DAMAGE

The N2PS structure seismic analysis is based on the equivalent static load method and uses the seismic analysis of the FSTR described in Section 3.4. The N2PS structure seismic loads are calculated using the in-structure-response-spectra (ISRS) for FSTR grade level with an amplification factor of 1.5. The N2PS structure se ismic analysis can be realistically represented by a simple model, and the equivalent static load method with a 1.5 amplification factor produces conservative results in terms of responses. The N2PS structure has a footprint of approximately 42 ft. by 13 ft., and is located adjacent to the FSTR, which has an approximate footprint of 212 ft.

by 158 ft. The N2PS structure seismic analysis, based on the equivalent static load method, conservatively accounts for relative motion. Co mparing the two structures and locations, the N2PS structure response will be driven by the FSTR response and the N2PS structure will not affect the FSTR response. The use of FSTR grade level ISRS at N2PS structure grade level, with an amplification factor of 1.5, conservatively ac counts for the structure-soil-structure interaction (SSSI) effects of the FSTR structure on the N2PS structure.

SHINE Medical Technologies 3.6-2 Rev. 0 Chapter 3 - Design of Structures, Systems, and Components References

3.7 REFERENCES

ACI, 2014. Code Requirements for Nuclear Safety-Related Concrete Structures and Commentary, ACI 349-13, American Concrete Institute, 2014.

AEC, 1963. Nuclear Reactors and Earthquakes, TID-7024, U.S. Atomic Energy Commission, August 1963.

ANSI/AISC, 2012. Specification for Safety-Related St eel Structures for Nuclear Facilities, ANSI/AISC-N690, American National Standards Institute/American Institute of Steel Construction, 2012.

ASCE, 2000. Seismic Analysis of Safety-Related Nuclear Structures and Commentary, ASCE 4-98, American Society of Civil Engineers, 2000.

ASCE, 2006. Minimum Design Loads for Buildings and Other Structures, ASCE 7-05, American Society of Civil Engineers, 2006.

ASCE/SEI, 2005. Seismic Design Criteria for Structures, Systems, and Components in Nuclear Facilities, ASCE 43-05, American Society of Civil Engineers, 2005.

ASME, 2004. Rules for Construction of Overhead and Gantry Cranes, ASME NOG-1, American Society of Mechanical Engineers, 2004.

ASTM, 2016. Standard Specification for Deformed and Plai n Low-Alloy Steel Bars for Concrete Reinforcement, ASTM A706/A706M-16, American Society for Testing and Materials, 2016.

DOE, 2006. Accident Analysis for Airc raft Crash into Hazardous Facilities, DOE-STD-3014-2006, U.S. Department of Energy, 2006.

NFPA, 2008. Standard for Fire Protection for Facilities Handling Radioactive Materials, NFPA 801-2008, National Fire Protection Association, 2008.

UCRL, 1997. Hossain, Q.A., R.P. Kennedy, R.C. Murray, K. Mutreja, and B.P. Tripathi, Structures, Systems, and Components Evaluation Technical Support Documents, DOE Standard, Accident Analysis for Aircraft Crash into Hazardous Facilities, UCRL-ID-123577, Lawrence Livermore National Laboratory, 1997.

USNRC, 1978. Development of Floor Design Response Spectra for Seismic Design of Floor-Supported Equipment or Components, Regulatory Guide 1.122, Revision 1, U.S. Nuclear Regulatory Commission, 1978.

USNRC, 2007a. Design Basis Tornado and Tornado Missiles for Nuclear Power Plants, Regulatory Guide 1.76, Revision 1, U.S. Nuclear Regulatory Commission, 2007.

USNRC, 2007b. Barrier Design Procedures, NUREG-0800, Subsection 3.5.3, Revision 3, U.S. Nuclear Regulatory Commission, 2007.

USNRC, 2007c. Tornado Loads, NUREG-0800, Subsection 3.3.2, Revision 3, U.S. Nuclear Regulatory Commission, 2007.

SHINE Medical Technologies 3.7-1 Rev. 2 Chapter 3 - Design of Structures, Systems, and Components References

USNRC, 2007d. Damping Values for Seismic Design of Nuclear Power Plants, Regulatory Guide 1.61, Revision 1, U.S. Nuclear Regulatory Commission, 2007.

USNRC, 2007e. Guidance for the Application of Radiological Sabotage Design-Basis Threat in the Design, Development and Implementation of a Physical Security Program that Meets 10 CFR 73.55 Requirements, Regulatory Guide 5.69, U.S. Nuclear Regulatory Commission, 2007.

USNRC, 2012. Combining Modal Responses and Spatial Components in Seismic Response Analysis, Regulatory Guide 1.92, Revision 3, U.S. Nuclear Regulatory Commission, 2012.

USNRC, 2013a. Seismic System Analysis, NUREG-0800, Subsection 3.7.2, Revision 4, U.S. Nuclear Regulatory Commission, 2013.

USNRC, 2013b. Foundations, NUREG-0800, Subsection 3.8.5, Revision 4, U.S. Nuclear Regulatory Commission, 2013.

USNRC, 2013c. Evaluations of Explosions Postulated to Occur at Nearby Facilities and on Transportation Routes Near Nuclear Power Plants, Regulatory Guide 1.91, Revision 2, U.S. Nuclear Regulatory Commission, 2013.

USNRC, 2014a. Design Response Spectra for Seismic Design of Nuclear Power Plants, Regulatory Guide 1.60, Revision 2, U.S. Nuclear Regulatory Commission, 2014.

USNRC, 2014b. Seismic Design Parameters, NUREG-0800, Subsection 3.7.1, Revision 4, U.S. Nuclear Regulatory Commission, 2014.

SHINE Medical Technologies 3.7-2 Rev. 2

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