ML20238A438
| ML20238A438 | |
| Person / Time | |
|---|---|
| Site: | Oyster Creek |
| Issue date: | 02/04/1977 |
| From: | JERSEY CENTRAL POWER & LIGHT CO. |
| To: | |
| Shared Package | |
| ML20238A118 | List: |
| References | |
| NUDOCS 8709090298 | |
| Download: ML20238A438 (570) | |
Text
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FINAL DESCRIPTION AND ANALYSIS 1
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AUGMENTED OFFGAS SYSTEM AND LIQUID / SOLID RADIOACTIVE WASTE TREATMENT' SYSTEMS l (T OYSTER CREEK NUCLEAR GENERATING STATION ,
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l 8709090298 DR 870909 ADDCK 05000219 l PDR 1
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r-TABLE OF CONTENTS O Page No.
CHAPTER 1. 0 - INTRODUCTION & GENERAL DESCRIPTION OF PLANT 1.1 Introduction 1.1-1 1.2 General Plant Description 1.2-1 1.4 Identification of Agents and Contractors 1.4-1 CHAPTER 2.0 - SITE CHARACTERISTICS 2.3 Meteorology 2.3-1 1
l CHAPTER 3. 0 - DESIGN OF STRUCTURES , COMPONENTS , EQUIPMENT & SYSTEMS l
3.1 Conformance with General Design Criteria 3.1-1
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3.2 Classification of Structures, Components &
Systems 3.2-1 3.3 Wind Loadings 3.3.1 Wind Loadings 3.3-1 3.3.2 Tornado Loading 3.3-3 1 3.4 Water Level (Flood) Design 3.4.1 Flood Elevations 3.4-1 3.4.2 Phenomena Considered in Design Load Calculations 3.4-2 3.4.3 Flood Force Application 3.4-2 3.4.4 Flood Protection 3.4-2 1 j 3.7 Seismic Design
- j 3.7.1
} Seismic Input 3.7-1 3.7.2 Seismic Systems Analysis 3.7-4
- V' 1 Feb, 4, 1977 !
TABLE OF CONTENTS (Cont'd) e O
Page No.
3.8 Design of Category I Structures 3.8.4 Other Category I Structures 3.8-1 1 CHAPTER 8. 0 - ELECTRIC POWER 8.3 Onsite Power Systems 8.3.1 A-C Power Systems 8.3-1 8.3.2 D-C Power Systems 8.3-1 8.3.3 Fire Protection for Cable Systems 8.3-2 i CH APTE R 9 . 0 - AUXILIARY SYSTEMS 9.2 Water Systems 9.2.1 Service Water Systems 9.2-1 9.2.2 Closed Cooling Water System 9.2-5 lll 9.2.3 Demineralized Water Makeup Systems 9.2-11 l 1 9.3 Process Auxiliaries 9.3.1 Compressed Air Systems 9.3-1 9.3.2 Process Sampling System 9.3-4 9.3.3 Equipment and Floor Drainage System 9.3-9 9.3.6 Caustic & Acid Transfer System 9.3-12 1 9.3.7 Neutralization System 9.3-14 9.4 Air Conditioning, Heating and Ventilation Systems 1 )
9.4.3 Radwaste Area 9.4-1 i i
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l 9.5 Other Auxiliaries
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9.5.1 Fire Protection System 9.5-1 9.5.2 Communication System 9.5-5 {
9.5.3 Lighting System 9.5-6 Rev. 1 Feb. 4, 1977 h'
TABLE OF CONTENTS (Cont'd)
Page No.
I CHAPTER 11.0 - RADIOACTIVE WASTE MANAGEMENT 11.1 Source Terms
, 11.1.1 Source Terms (Gaseous) 11.1-1 11.1.2 Source Terms (Liquid Radwaste Treat-ment Systems) 11.1-5 11.1.3 Source Terms (Solid Waste System) 11.1.8 11.2 Liquid Waste Systems 1 11.2.1 Design Objectives 11.2-1 11.2.2 Systems Descriptions 11.2-1 11.2.3 System Design 11.?-13 11.2.4 Operating Procedures 11.2-31 l 11.2.5 Performance Tests 11.2-33 11.2.6 Estimated Releases 11.2-34 11.2.7 Release Points 11.2-34
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11.2.8 Dilution Factors 11.2-34 11.2.9 Estimated Doses 11.2-35 I
11.3 Gaseous Radwaste Treatment System )
11.3.1 Design Objectives 11.3-1 11.3.2 System Descriptions 11.3-2 11.3.3 System Design 11.3-10 11.3.4 Operating Procedures 11.3-16 11.3.5 Performance Tests 11.3-17 11.3.6 Estimated Releases 11.3-18 11.3.7 Release Points 11.3-19 11.3.8 Dilution Factors 11.3-20 11.3.9 Estimated Doses 11.3-20 11.4 Process and Effluent Radiation Monitoring Systems 11.4.1 Design Objectives 11.4-1 11.4.2 Continuous Monitoring 11.4-2 11.4.3 Sampling 11.4-5 Feb. 4, 1977 l
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TABLE OF CONTENTS (Cont'd) h Page No.
11.5 Solid Waste System 11.5.1 Design Objectives 11.5-1 11.5.2 System Input 11.5-1 11.5.3 Equipment Description 11.5-7 1 11.5.4 Expected Volumes 11.5-13 11.5.5 Packaging 11.5-13 11.5.6 Storage Facilities 11.5-15 11.5.7 Shipment 11.5-16 11.6 Offsite Radiological Monitoring Program 11.6-1 CHAPTER 12. 0 - RADI ATION PROTECTION 12.1 Shielding 12.1.1 Design Objectives 12.1-1 lll 12.1.2 Design Description 12.1-1 12.1.3 Source Terms 12.1-4 12.1.4 Area Monitoring 12.1-5A 12.1.5 Operating Procedures 12.1-5B 12.1.6 Estimates of Exposures 12.1-5C 12.2 Ventilation 12.2.3 Design Objectives 12.2-1 12.2.2 Design Description 12.2-2 12.2.3 Source Terms 12.2-2 12.2.4 Airborne Radioactivity Monitoring 12.2-2 12.2.5 Operating Procedures 12.2-4 12.2.6 Estimates of Inhalation Doses 12.2-4 12.3 Health Physics Program 12.3-1 9
Rev. 1 Feb. 4, 1977
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TABLE OF CONTENTS (Cont'd)
Page No.
CHAPTER 15. 0 - ACCIDENT ANALYSIS 15.2 Failure of Charcoal System 15.0-1 15.3 Failure of Liquid Radwaste System 15.0-2 i CHAPTER 17.0 - QUALITY ASSURANCE 17.1 Quality Assurance During Design &
Construction 17.1-1 O
Rev. 1
-5 Feb. 4, 1977
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i LIST OF TABLES O Table No. Title Page No.
2.3.1 Oyster Creek Meteorological tower 2.3-7 Instrument Characteristics 2.3.2 1968 Oyster Creek Tower - Joint Frequency 2.3-8 Distribution of Wind Speed'and Direction (400 ft) 2.3.3 1968 Oyster Creek Tower - Joint Frequency 2.3-11 ;
Distribution of Wind Speed and Direction {
(75 ft) j 2.3.4 1968 Oyster Creek Tower - Joint Frequency 2.3-14 ,
Distribution of Wind Speed and Direction j (75 ft) 1 2.3.5 1968 Oyster Creek Tower - Joint Frequency 2.3-17 Distribution of Wind Speed and Direction (400 ft) 2.3.6 1968 Oyster Creek Tower - Joint Frequency 2.3-20 Distribution of Wind Speed and Direction (75 ft)
O 2.3.7 1968 Oyster Creek Tower - Joint Frequency 2.3-23 Distribution of Wind Speed and Direction (75 ft) 9.2.1 Service Water System & Closed Cooling 9.2-14 Water System Equipment Data 9.2.2 Instrument Data Sheet 9.2-19 9.3.1 Offgas Building Floor Drain System 9.3-16 ;
Equipment Data 9.3.2 Radwaste Building - Floor Drain System - 9.3-17 Equipment Data 1 9.3.3 Radwaste Building - Caustic & Acid Transfer 9.3-18 System Equipment 9.3.4 Radwaste Building - Neutralization System 9.3-22 Equipment 9.3.5 Floor Drain System - Instrument Data 9.3-24 Sheet 11.1.1 Noble Radiogas Source Terms 11.1-9 Rev. 1 Feb. 4, 1977
LIST OF TABLES (ConLinued) lh ..
Table No. Title Page No. ;
ll.l.2A Gaseous Radwaste Releases Anticipated 11.1-10 Operational Occurrence 11.1.2B Gaseous Radwaste Releases Normal Operation 11.1-11 11.1.3 Iodine Source Terms 11.1-12 i ll.l.4A Reactor Coolant Activity Concentration - 11.1-13 Normal Operation lt.l.4B Reactor Coolant Activity Concentration - 11.1-14 Anticipated Operational Occurrence !
ll.l.5A High Purity Waste System Source Terms 11.1-15
{i 11 1.5B Chemical Waste / Floor Drain System Source 11.1-17 Terms l 11.1.6 Expected Annual Liquid Releases by Nuclide 11.1-19 11.1.7 Parameters used in Source Term Calculations 11.1-21 ggi 11.1.8 The Source Terms ana the Expected Annual 11.1-23 Output of the Solid Waste System: Norma)
Operation 11.1.9 The Source Terms of the Solid Waste System: 11.1-26 1 Anticipated Operational Occurrences.
11.2.1 Dry-Well Equipment Drain Tank and Pumps 11.2-36 11.2.2 Reactor Building Equipment Drain Tank 11.2-37 (RBEDT) and Pump 11.2.3 Radwaste Equipment Drain Sump (REDS) and 11.2-38 Pumps (Original Installation) 11.2.4 High Purity Waste Collector Tank (HPWCT) 11.2-39 11.2.5 Waste Surge Tank (WST) 11.2-41 11.2.6 High Purity Waste Filters I 11.2-42 l l
11.2.7 High Purity Waste Domineralizers 11.2-43 l
Rev. 1 h Feb. 4, 1977 .
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g LIST OF TABLES (Continued)
Table No. Title Page No.
11.2.8 High Purity Waste Resin Traps 11.2-44 11.2.9 Waste Sample Tanks (WST) and High Purity 11.2-45 Waste Sample Pumps (HPWSP) 11.2.10 Dry Well Floor Drain Sump (DFDS) and Pumps 11.2-46 11.2.11 Reactor Building Floor Drain Sumps (RBFDS) 11.2-47 and Pumps 11.2.12 Radwaste Floor Drain Sumps (RFDS) and 11.2-48 Pumps (Original Installation) 11.2.13 Stack Equipment Drain Sump 11.2-49 11.2.14 Regeneration System Waste Tank ( RSWT) and 11.2-50 Pumps 11.2.15 Laboratory Drain Tank (LDT) and Pumps 11.2-52 l 73 11.2.16 Chemical Waste / Floor Drain Collection 11.2-53
( ,) Tanks and Associated Chemical Waste /
Floor Drain Pumps 11.2.17 Chemical Waste / Dewatering Filters 11.2-54 11.2.18 Radwaste Concentrator 11.2-55 11.2.19 Concentrator Distillate Demineralizers 11.2-58 l l
11.2.20 Chemical Waste Distillate Sample Tanks 11.2-59 and Pumps 11.2.21 High Purity Liquid Waste System Design 11.2-60 Basis - Normal and Maximum Daily Inputs
- from Principal Sources l
11.2.22 Chemcial Waste / Floor Drain System Design 11.2-61 Basis - Normal and Maximum Daily Inputs from Principal Sources l 11.2.23 Instrument Data Sheet - Liquid Systems 11.2-62 l 11.3.1 AOG System Design Parameters 11.3-22 i ll.3.2A AOG System - Input Waste Streams 11.3-23 i
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V Anticipated Operational Occurrence Rev. 1 Feb. 4, 1977
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LIST OF TABLES (Continued)
Table No. Title Page No.
11.3.2B AOG System - Input Waste Streams Normal 11.3-24 Operation 11.3.3 Charcoal and HEPA Filter Data 11.3.25 11.3.4 Equipment Decontamination Factors 11.3-25 11.3.5 Major Equipment Items of the AOG System 11.3-27 11.3.6 Values of the Atmospheric Dispersion 11.3-28 Factor, X/Q 11.3.7A Total Isotope Discharge Rates Before AOG 11.3-29 Installation 11.3.7B Total Isotope Discharge Rates After AOG 11.3-30 Installation 11.3.8 Consumption Rates and Occupational Times 11.3.31 Gaseous Releases 11.3.9A Gaseous Effluent Doses to Individuals 11.3-32 Without AOG System Installed g w
ll.3.9B Gaseous Effluent Doses to Individuals With AOG System Installed 11.3-33 11.3.10 Population Doses from Gaseous Effluents 11.3-34 With and Without the AOG System 11.3.11 Stack Data 11.3-35 11.3.12 Instrument Data Sheet 11.3-36 11.4.1 Radiation Monitor Data 11.4-7 11.5.1 Concentrated Liquid Waste Tanks (CLWT) 11.5-17 and Pumps 11.5.2 Spent Resin Tank (S RT) 11.5-18 1 11.5.3 Radwaste Holdup Tanks (RHT) and Pumps 11.5-19 11.5.4 Polymer Storage Tanks (PST) and Pumps 11.5-20 11.5.5 Catalyst Mixing Tank (CMT) and Pumps 11.5-21 l ll.5.6A Decay of Solid Waste Activity (Normal Operation) 11.5-22 lll Rev. 1 Feb. 4, 1977
LIST OF TABLES (Continued)
Table No. Title Page No.
ll.5.6B Decay of Solid Waste (Anticipated 11.5-23 Operational Occurrence) 1 l 11.5.7 Inshument Data Sheet - Solid System 11.5-24 1
1 12.1.1 Equipment Radioisotopic Inventory 12.1-10 Augmented Offgas System 12.1.2A Equipment Radioisotopic Inventory - High 12.1-11 Purity Waste System 12.1.2B Equipment Radioisotopic Inventory - Chemi- 12.1-15 cal Waste / Floor Drain System 1
12.1.3 Radioisotopic Inventory of Equipment 12.1-19 I Components in the Solid Waste System i
17.1.1 Site Construction Procedures, 17.1-38 Instructions, Drawings 17.1.2 Quality Classification of Oyster Creek 17.1-39
() Radwaste Modifications 17.1.3 Specific Quality functions Applicable to 17.1-40 Each Quality Category I
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LIST OF FIGURES l 0 Figure Title 1.2.1 General Arrangement Offgas Building - Plan ;
1.2.2 General Arrangement Offgas Building - Sections 1.2.3 Plot Plan - Oyster Creek Nuclear Station, Unit 1 1.2.4 Mechanical Symbols and Abbreviations 1.2.5 General Arrangement Radwaste Building - Plan at El. 23'-6" 1.2.6 General Arrangement Radwaste Building - Plan at El. 38'-6". 35'-6" and 33'-0" 1.2.7 General Arrangement Radwaste Building - Plan at 1 El. 48'-0" 1.2.8 General Arrangement Radwaste Building - Sections 1.2.9 General Arrangement Radwaste Building - Sections 2.3.1 Oyster Creek 1968 - Wind Rose (400 ft.)
( 2.3.2 Oyster Creek 1968 - Wind Rose (75 ft.)
2.3.3 Average Annual Dispersion Isopleth for 368 foot Stack Releases (0 - 5 miles) Based on 1968 Oyster Creek Data 400 ft., & T Corrected to 400 ft. - 33 ft.
2.3.4 Average Annual Dispersion Isopleth for Releases in Wake of Building (0 - 50 miles) Based on 1968 Oyster Creek Data - 75 ft., /kT Corrected to 200 ft. - 33 ft.
2.3.5 Average Annual Dispersion Isopleth for Releases in Wake of Buildings 1 mile Based on 1968 Oyster Creek Data 75 ft. Extrapolated to 33 ft 6 T Corrected to 200 ft. - 33 ft.
2.3.6 Average Annual Dispersion Isopleth for 368 foot Stack Releases (0 - 50 miles) Based on 1968 Oyster Creek Data 400 ft.,jkT Corrected to 400 ft. - 33 ft.
3.8.1 Radwaste Building - Identification of Seismic 1
Category I elements.
() Rev. 1 Feb. 4, 1977
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LIST OF FIGURES (Cont'd)
Figure Title 8.3.1 One Line Diagram - Offgas Building, Boiler House, Intake Structure 8.3.2 One Line Diagram - Radwaste Building 8.3.3 Cable Tray Detail - Method of Sealing Wall and Floor Penetration.
9.2.1 Flow Diagram - Service Water and Closed Cooling Water Systems Offgas and Radwaste Buildings 9.2.2 Plan - Intake Structure 9.2.3 Flow Diagram - Demineralized Water and Condensate 1 Transfer Systems 9.3.1 Flow Diagram - Control Air and Service Air Systems 9.3.2 Sampling System for Augmented Offgas System 9.3.3 Flow Diagram - Floor Drain System Offgas Building 9.3.4 lll Flow Diagram - Sampling System - Radwaste Building 9.4.1 Flow Diagram - Heating and Ventilation System - Offgas
& Radwaste Buildings f
11.2.1 High Purity Waste System Process Flow Diagram l
11.2.2 Chemical Waste - Floor Drain System Process Flow Diagram '
11.2.3 Flow Diagram - High Purity Waste System 11.2.4 Process and Instrumentation Diagram - High Purity Waste System i
11.2.5 Flow Diagram - Chemical Waste - Floor Drain System 11.2.6 Process and Instrumentation Diagram - Chemical Waste / Floor Drain System Rev. 1 Feb. 4, 1977 s
O LIST OF FIGURES (Cont'd)
Figure Title 11.2.7 Flow Diagram - Existing Radwaste System & Tie-Ins y 11.3.1 Flow Diagram Gaseous Waste Treatment Systems 11.3.2 ,
Process Flow Diagram l Augmented Offgas System 11.3.3 Process and Instrumentation Diagram Augmented Offgas System 11.5.1 Flow Diagram j Solid Radwaste System 1
11.5.2 Process and Instrumentation Diagram - Solid Radwaste System 12.1.1 Radiation Zones - Offgas Building 12.1.2 Radiation Zones - Radwaste Building El. 23'-6
) 12.1.3 Radiation Zones - Radwaste Building El. 38'-6",
35'-6", and 33'-0" l 12.1.4 Radiation Zones - Radwaste Building El 48'-0" 17.1.1 Project Organization Chart 17.1.2 GPU Organizational Relationships 17.1.3 Burns & Roe Quality Assurance Organization l
' O nev 1 Feb. 4, 1977
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() 1.1 Introduction Oyster Creek Unit 1 is a 1930 MWt nuclear generating facility located in Lacey Township, New Jersey (see Section 2.1.1 of the Facility Description and Safety Analysis Report for a description of the site and environs). The plant first achieved commercial operation on December 23, 1969.
This transmittal replaces a report previously submitted to the Commission entitled " Preliminary Description and Analyses of l Proposed Modifications to the Gaseous, Liquid and Solid Radio-active Waste Treatment Systems for Oyster Creek Nuclear Generating Station". This report presents a FSAR level design description of the Augmented Offgas (AOG) System and the Liquid / 1 Solid System and has been prepared in accordance with the i
" Standard Format and Content of Safety Analysis Report for Nuclear Power Plants" (Revision 1). It is noted however, that
()
estimated releases have been grouped in Section 11.1 as suggested in Regulatory Guide 1.70.27. I since there are many cases where no information is required (e.g., " Chapter 4.0, Reactor") there are whole chapters and sections missing. In some cases, information has been included for completeness even though the Guide does not require it (e.g., Section 3.3 on wind loadings is only required for seismic Category I structures).
We have attempted to make use of existing docket material as I i
much as possible in order to avoid duplication of docket i information. Once the modifications are operational, outdated docket information will be deleted.
O 1.1-1 Rev. 1 Feb. 4, 1977 i
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The FSAR descriptions have been reviewed and approved by the Plant Operations Review Committee and the General Office Review Board in accordance with the Oyster Creek Technical Specifi-cations. As a result of their review, they have determined l that the Augmented Offgae and the Liquid / Solid Systems do not involve any unreviewed safety questions. This safety evaluation is, therefore, submitted for information as specified in 10 CFR 50.59 and as an update of the Oyster Creek FSAR.
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Initial operation of the Augmented Of fgas System is scheduled j for March, 1977. Operation of the modified liquid and solid 1 radioactive waste treatment systems is scheduled for February, t
1978. The Architect Engineer for the entire Oyster Creek l I
Radwaste Modification is Burns & Roe, Inc., which served as '
l A/E for the original Oyster Creek Design, Three Mile Island Unit II, and Forked River Unit 1 for General Public Utilities.
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l 1.1-2 Rev. 1 Feb. 4, 1977 ggg ,
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l 1.2 General Plant Description O
1.2.1 Augmented Offgas System The Augmented Offgas System to be installed at Oyster Creek Nuclear Station will reduce radioactive gaseous waste emissions to levels in compliance with 10 CFR 50, Appendix I. This is accomplished by reducing condenser offgas emissions from 260,000 microcuries per second after 30 minutes delay to less than 1,700 microcuries per second.
Condenser offgas exiting the plant's delay pipe will be routed to a new building approximately 240 feet east of the stack.
Radiolytic hydrogen and oxygen in the offgas stream will be catalytically combined and condensed reducing the design basis process flow from 170 SCFM to 20 SCFM. The offgas is then dried and passed through a series of charcoal beds where Iodine isotopes are completely removed; Xenon isotopes are delayed
() at least 20 days and Krypton isotopes are delayed at least 22.6 hours6.944444e-5 days <br />0.00167 hours <br />9.920635e-6 weeks <br />2.283e-6 months <br />.
Redundancy in active components, including hydrogen recombiners and water removal subsystems, will be provided to ensure maximum availability and reliability of the overall system. Doses due to postulated accidents have been limited by designing to allow isolation of the condenser within ten minutes of failures in the AOG system. More detail on the Augmented Offgas System is presented in Chapter 11 of this document.
The new Offgas Building will be a two-story, non-seismic building erected at grade. The building will be of structural steel .
framework with poured concrete foundation, intermediate slab, and roof slab. The portion of the building walls which also serve as shield walls will be constructed of solid concrete O
1.2-1 I
I l blocks. Other walls will be insulated metal siding. The ggg building general arrangements, as shown on Figures 1.2.1 and 1.2.2, have been developed to provide minimum exposure to operators and maintenance personnel.
The new offgas Building will be provided with its own Heating and Ventilating System. Other auxiliary systems, including demineralized water, drains, instrument air, and fire protection, will be interconnected with the existing plant systems. A new once-through cooling system, using existing plant intake and discharge facilities, will be provided to service both the 1
l Offgas Building and the new Liquid / Solids Radwaste Building.
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l The location of the Offgas Building and Liquid / Solids Radwaste l Building in relation to the existing facility is shown on the 1
l site plot plan, Figure 1.2.3.
Figure 1.2.4 lists the " Mechanical Symbols" used throughout ggg this document.
1.2.2 Liquid / Solids Radwaste System The proposed Liquid / Solid Radwaste System will be housed in a new three-story building, 44 feet high, 86 by 114 feet in plan dimension, to be erected at grade approximately 250 feet north-northwest of the existing plitnt stack. The building will be of y
structural steel framework with poured reinforced concrete i foundation, intermediate slabs, and roof slab. The Seismic Category I structural configuration of the building is shown on Figure 3.8.1. The shield walls will be constructed of solid concrete blocks, and others will be insulated metal siding.
The physical appearance of the building will be consistent with the remainder of the plant structures. Electrical and piping connections to the existing plant will be via an underground concrete tunnel.
g 1.2-2 Rev. 1 Feb. 4, 1977 w_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - _ _ _ _ _ - -
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Design features of the new system, which will permanently
() correct the major problems with the existing system, include substantially expanded system capacities, segregation of high purity and chemical waste / floor drain systems, complete l J
redundancy of liquid waste trains to permit maintenance with-l out interruption of system processing, the use of separate shielded compartments of all major components and shielded valve galleries to minimize operators' exposure to radiation, and the use of advanced state-of-the-art components throughout.
l The Liquid / Solid Radwaste System is designed to process low-level radioactive liquid wastes produced as a byproduct of 4
plant operation. The system will process this water to make it suitable for recycling within the plant or for release to the environment. The material removed from the processed liquids and spent chemicals from the processing will be solidified and packaged for disposal offsite. The liquid / solid radwaste treatment in the Oyster Creek Plant consists of a
() number of segregated waste streams:
1
- 1. High purity waste is reactor coolant which is collected from various points in the plant as a result of equipment leakage, drainage, and process waste produced by plant operations. This water is chemically clean and has low mineral content. It will be filtered, demineralized to lower the radioactivity level and returned to the reactor coolant system, when possible, or released to the environs.
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- 2. Chemical waste / floor drain waste has a relatively high mineral content and/or high suspended i
matter content. It also varies in its pH levels.
O Rev. 1 1.2-3 Feb. 4, 1977 l
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O Sources of chemical / floor drain waste are re-generation of resins used in the demineralizers, decontamination of equipment with non-detergent solutions, and floor drains and sumps. The waste will be neutralized, filtered, evaporated, de-mineralized, and returned to the reactor coolant system (when possible) or released to the environs.
- 3. Solidification of waste is a process by which the 1 radioactive waste that has been separated from the processing streams is solidified by mixing thoroughly with a rapid-setting chemical (urea-formaldehyde with an acidic catalyst). The waste comes from filters, exhausted demineralized resins, and evaporator bottoms. The solidified end-product is encased in a shipping container and is trans-ported offsite for disposal.
The Liquid / Solid Building will be provided with its own heating and ventilating system. In addition, the building will have a floor drain system which will be connected directly to the new processing system. Other auxiliary systems, including demin-eralized water, instrument air, and fire protection, will be interconnected with the existing plant systems.
9 1.2-4 Rev. 1 Feb. 4, 1977
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REY. I FEB. 4,1977 FIGURE JERSEY CENTRAL POWER & LIGHT COMPANY GENERAL ARRANGEMENT OYSTER CREEK NUCLEAR STATION, UNIT I RADWASTE BUILDING - SECTIONS 1.2.9 =
-w 1.4 Identification of Agents and Contractors
- 1. 4.1 Jersey Central Power & Light Company j As owner and operator of Oyster Creek Unit 1, a licensed and operating boiling water reactor plant. Jersey Central Power & Light Company (JCP&L) has the responsibility as defined in 10 CFR 50.59 for reviewing the design of the radwaste modification to determine if any unreviewed safety questions exist and for taking appropriate action.
1.4.2'GPU Service Corporation GPU Service Corporation (GPUSC) acts as agent for JCP&L and is responsible for engineering, design, construction, quality l assurance, and preoperational testing of the radwaste modification. 1.4.3 Burns and Roe, Incorporated (Architect-Engineer) Burns and Roe, Incorporated, (B&R) is responsible for the design and engineering of all modifications to the radwaste systems as set forth in the project contract for A/E services. This l includes development of design criteria, detailed integration of the modification design into the overall design of the existing plant, development of detailed plant arrangements, development of detailed design calculations, and preparation of equipment and construction specifications with all attendant drawings. 1.4.4 Stearns-Roger Incorporated (Construction Manager) l The Construction Manager, Stearns-Roger Incorporated (S-R) , is responsible for planning, coordinating, and overall management of construction activities in accordance with plans and specifications provided by GPUSC. These plans and speci- ! .,_ fications include those developed by B&R and other organizations associated with the radwaste modification design. 1.4-1
l . 4. 5 Consultants 4 Woodward-Clyde Consultants Woodward-Clyde Consultants has been retained to perform geotechnical studies of the site, including seismicity and liquefaction. MPR Associates, Incorporated MPR Associates, Incorporated, has been retained to assist in various technical matters, including development of design criteria, selection of components, and review of system designs and building layouts. 1 Pickard, Lowe & Associates, Incorporated Pickard, Lowe & Associates, Incorporated (PLA) has been retained as nuclear consultants to aid in the preparation of reports and studies and to furnish guidance to GPUSC and JCP&L in nuclear-related matters associated with securing of permits for the project. PLA performs the ; meteorological data analysis for the Oyster Creek site. 1.4.6 Equipment and Construction Contractors Individual contractors are selected through the competitive bidding process, using specifications and drawings prepared by B&R, for the supply of equipment, material, and distinct construction services such as civil construction work and erection of piping. One major equipment supplier, Cryogenic Technology, Incorporated (CTi), has been selected for the design, manufacture, testing, and delivery of a complete offgas treatment system, including two hydrogen recombiner subsystems, three water removal subsystems, a charcoal adsorber subsystem, refrigeration systems, auxiliary piping and equipment, and all required controls. 1.4-2 L . _ _ - _________-_________a
2.3 Meteorology Meteorological data collected at the Oyster Creek site were used for estimating radiation doses due to routine and abnormal operation of the augmented offgas system. This section describes the analytical methods used to determine atmospheric dispersion factors. Section 2.3.3, 2.3.4 and 2.3.5 of the SAR format guide are included below. . 2.3.3 On-Site Meteorological Measurements - Since February, 1966, data have been continuously recorded from instruments mounted on a 400 foot tower at the site. The tower is located in relatively flat terrain in a cleared area approximately 1200 feet WSW of the Oyster Creek Nuclear Generating Station reactor building. The nearest large structures are about 1000 feet to the ENE. Table 2.3.1 gives the type of instrument, the instrument location, ( ]) and the data recorded on the meteorological tower. The analyses presented in this report are based on one ful' year of site data, ending December, 1968. This period of record is con-sidered to be the most accurate and complete of the data re-corded to date. The parameters of interest in-this report are given in the following table: Level of Percent Recovery Wind Speed Levels for of Combined Speed, Year and Direction dT Direction andAT 1968 400 ft. 400 ft-12 ft 92 1968 75 ft. 200 ft-12 ft 84 The longest continuous outage for both levels was five days in July. The joint frequency of hourly occurrences of wind speed and
\
{d vertical temperature difference (as given in NRC Regulatory Guide 1.23) for each of 16 direction sectors appears in 2.3-1
l l Table 2.3.2 for the 400 ft data, and in Table 2.3.3 for the 75 ft data (with winds extrapolated to 33 ft as described ! below). Table 2.3.4 gives the same information for the 75 f t level using AT between 400 ft and 12 ft. Although the start speed of the Aerovane anemometer used is about three mph, recordings of less than three mph occur, and these data were reduced as recorded. However, wind tunnel tests on this type of instrument have shown that the indicated speed is lower than the true wind speed when the true wind speed is i below four mph. Therefore, the wind speed data have been l corrected as follows: l i l Indicated wind speed (mph)l 0. 0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 ; i i Assumed wind speed (mph) calm 2.25l2.4 2.5 2.7 3.013.3 3.75 4.0 J \ l For lower level analyses, wind speed has been extrapolated (decreased' to the 33 ft level based on the following relation-chip:
'h u = uy zy (Reference 1) where U = extrapolated value of speed at the new height (m/sec) h u y = measured speed (m/sec) h = the new height (ft) zy = height where speed measurement was made (ft) n = exponent based on stability group ,
Values of n used for this extrapolation are given below: l Pasquill Stability Category Values of n for Wind Speed Extrapolation A .25 B .25 C .25 D .33 E .5 F .5 G .5 2.3-2 s
The lowest temperature sensor has been located at approxi-
/~'} \s / mately the 12 ft level and, therefore, temperature differences have been adjusted to account for ground effects. The adjust-ment factor assumes there is a logarithmic relationship between temperature and elevation above grade (Reference 2). The adjustment factor (f ) pplicable to a lower sensor height of a
33 ft was obtained as follows: For 400 ft-12 ft data: In 400 f
= 33 = 0.715 In 400
'TZ For 200 ft-12 ft data:
In 200 f , ~TI = 0.65 In 200 T r-g% Joint frequency tables similar to Tables 2.3.2, 2.3.3 and ( ,/ 2.3.4 have been prepared with the temperature difference adjustment factors included. Table 2.3.5 gives joint fre-quency of speed and direction for the 400 ft data with/1T between 400 ft and 33 ft (adjusted) and Table 2.3.6 gives the same information for the 75 ft data (winds extrapolated to 33 ft) with21T between 200 ft and 33 ft (adjusted). Table 2.3.7 gives the joint frequency information for the 75 ft speed and direction level and AT between 400 ft and 33 ft (adjusted). Figure 2.3.1 is a 1968 wind rose for the 400 ft level, and Figure 2.3.2 is a 1968 wind rose for the 75 ft level. They appear to be consistent both with respect to each other and with respect to measurements made during other periods at the site. f"'s I N_ , ) 2.3-3 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ____ . - _ _ _ . _ - _ _ . _ _ _ _ _ _ _ _ _ _ _ _ _ .-___--_-___-__-_a
l 2.3.4 Short Term (Accident) Diffusion Estimates - Potential accidents associated with the plant modifications have been evaluated in Section 15.0. Atmospheric dispersion 1 factors used for these calculations are based on meteorological data discussed in section 2.3.3. Values of X/O used for these calculations are given in Reference 4. 2.3.5 Long Term (Routine) Atmospheric Diffusion Estimates < Average atmospheric diffusion conditions at the site have been estimated for use in determining radiation exposures due to radioactive gaseous effluent from the plant. For releases which are entrained in the building wake (i.e., ground level releases), sector average values of ground level X/Q were determined for each hour of data according to the following relationship:
= 2.03 X/O Sector Average Exo z
eff This integrated form of the Pasquill diffusion relationship assumes a ground level source and accounts for dilution which occurs vertically due to the building wake. The symbols have the following meaning: 1 1 x = Distance from source (m) l X a Average concentration at ground level in a given 22-1/2 sector (Ci/m ) O = Average release rate (Ci/sec) , i U = Average wind speed (m/sec) , i 6 = Effective vertical diffusion coefficient (m) ff 2
, + cH 2
xe a- = Vertical diffusion coefficient based on 3 ; difference categories of Regulatory Guide 1.23 and Pasquill (Reference 8) curves (m) - og is limited to less than 1.73 c; c = Wake factor (0. 5) H = Height of plant structures (4 0m) 2.3-4
l s For elevated releases from the plant stack the following
/ \ relationship was used to determine sector average ground <
level concentrations:
- - j 2
2.03 exp - h /2g*- .2 X/O = 0xo- - z where symbols are as above and "h" is the stack height of 113 meters (368 ') . No credit was taken for plume rise due to momentum or buoyancy. Calms were assumed to have a wind speed of one mph and the measured diffusion category determined from vertical tempe'ature difference. Isopleths of average annual ground level concentrations are shown on Figure 2.3.3 and 2.3.4 for elevated releases and Figures 2.3.5 and 2.3.6 for ground level releases. They were determined by computing the sector average X/O values at many radial distances in each of 16 direction sectors for every good hour of data. These values are then added at each location for all hours of record and divided by the total hours of record to obtain an average. The distances for the plotted X/O contour lines were obtained by interpolation. Table ll.3.61ists the X/O values used for both ground and elevated routine releases from the plant. Values of X/O are given for the site maximum X/Qt and for goat and cow pastures within 10 miles of the Oyster Creek site. l l l l l 2.3-5
References
- 1. Smith, Maynard (ed.), " Recommended Guide for the Prediction of the Dispersion of Airborne Effluents," ASME, p. 55, 1968.
- 2. McCloskey, George Boyd, Jr., " Meteorological Factors Affecting Atmospheric Dispersion," Rutgers University, July, 1970.
- 3. Pasquill, F., " Estimation of the Dispersion of Windborne Material," Meteorology Magazine, 90, (1963), pp. 33-49.
- 4. Letter from Ivan. R. Finfrock, Jr. to Donald J. Skovholt, l dated May 17, 1974.
l l O l l i 1 \ l l i O\: 1 2 3-6
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l l Approximate Height Above Sensed Recorded l Tower Base Parameter Parameter Instrument Type 400' Wind speed Wind Speed Aerovane and direction and direction 75' Wind speed Wind Speed Aerovane and direction and direction 400' ! Temperature A with Resistance thermobulb ' reference at in aspirated solar 12' radiation shield l 200' Temperature A with Resistance thermobulb reference at in aspirated solar i C 12' radiation shield l I 75' Temperature A with Resistance thermobulb reference at in aspirated solar 12' radiation shield ' 12' Temperature Ambient Resistance thermobulb i temperature in aspirated solar j radiation shield Grade Rainfall Rainfall -- l l O 2.3-7 w______________________-_______________- -.
ll ll , 9 , _ T T T
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m 3.0 DESIGN OF STRUCTURES , COMPONENTS , EQUIPMENT AND SYSTEMS 3.1 Conformance with General Design Criteria 3.1.60 CRITERION 60 - Control of Releases of Radioactive Materials to the Environment "The nuclear power unit design shall include means to control suitably the release of radioactive materials in gaseous and liquid effluents and to handle radioactive solid wastes produced during normal reactor operation, including anticipated operational occurrences. Sufficient holdup capacity shall be provided for retention of gaseous and liquid effluents containing radioactive materials, particularly where unfavorable site environmental conditions can be expected to impose unusual operational limitations upon the release of such effluents to the environment. " The liquid, gaseous and solid radwaste subsystems are designed I to limit offsite radiation exposures below the levels of 10 CFR 50, Appendix I. Sufficient system capacity, redundancy and (} reliability exists to provide the treatment and holdup of wastes during normal and anticipated operational occurrences. Refer to Sections 11.2 and 11.3 and 11.5 of the radwaste modification description for details of systems design. 3.1.63 CRITE RION 63 - Monitoring Fuel and Waste Storage - ,
" Appropriate systems shall be provided in fuel storage and radio-active waste systems and associated handling areas (1) to detect l
conditions that may result in loss of residual heat removal capability and excessive radiation levels and (2) to initiate appropriate safety actions." System measures have been provided in the radioactive waste systems j to detect excessive radiation levels and terminate releases y l automatically.
)
3.1-1 Rev. 1 Feb. 4, 1977 1 _ _ _ _ _ _ . _ _ _ _ _ _ _ _ _ _ _ _ . _ . . _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ . _ _ . _ _ _ _ _ _ . _ _ .___.__________________m
Refer to the Application for a Full Term Operating License, h1 t Section 4.0, " Design Criteria" and Sections 11.2, 11.3 and j i 11.4 of the radwaste modification description for details of l l systens design. j l 3.1.64 CRITERION 64 - Monitoring Radioactivity Releases - 1 "Means shall be provided for monitoring the reactor containment l atmosphere, spacen containing components for recirculation of loss-of-coolant accident fluids, effluent discharge paths, and l the plant environs for radioactivity that may be released from normal operations, including anticipated operational occurr-ences, and from postulated accidents." Means are provided to monitor effluent discharge paths from the Oyster Creek radwaste facilities, including normal operations, anticipated operational occurrences and postulated accidents. Refer to the Application for a Full Term Operating License, Section 4.0, " Design Criteria" and Sections 11.2, 11.3 and 11.4 of the radwaste modification for a description of the monitoring of effluents from the radwaste facilities. l l I l e 3.1-2 ! i l
l Classification of Structures, Components and Systems ( 3.2 In a letter dated October 1, 19 74 the Commi sion Staff approved a non-seismic Quality Group D (Augmented) AOG System for the Oyster Creek facility. There were several conditions associated I with this approval including the requirement that the system ) i be designed to Quality Group D (Augmented) Standards. The ' l letter also noted that "The above limitations will provide reasonable assurance that a single failure in the radioactive gaseous waste system will not result in 2 hour whole body doses to the public greater than 5 rem at the site boundary." The dose calculation methods used by the Staff were challenged ' by JCP&L as unrealistic. The Staff assumptions included: (1) semi-infinite (as opposed to finite) cloud geometry,
~s combination of the S + y dose in calculating whole body doses, and assumed release of the entire offgas system inventory with-in two hours. In a letter dated May 17, 1974, JCP&L presented conservative dose calculations which demonstrated that failure of the AOG System results in doses less than 500 mrem. This number assumes a 10 minute release directly from the SJAE without holdup. Isolation of the condenser within 10 minutes of a system failure is one of the four conditions of approval for the AOG System cited in the Staff's letter of October 1, 1974. Conservative dose calculations show that offsite doses from failure of the AOG System result in doses less than 500 mrem. Although conformance to Regulatory Guides 1.26 and 1.29 is not a condition for acceptance of the AOG ' System by the Staff, calculations show that the system falls within the dose criteria for classifying radwaste components. ,
i O 3.2-1 l
- _ _ _ _ _ _ _ _ - - . - _ ______--__o
I I i 3.3 Wind and Tornado Loadings 3.3.1 Wind Loadings 1 Wind Loadings for the Offgas Building and the Radwaste Building are described below. l 3.3.1.1 Design Wind Velocity - The design basis " fastest i mile of wind" is 100 mph, and assumed to be acting 30 feet above grade. The recurrence interval is predicted to be less than once in every 100 years as noted below. 3.3.1.2 Basis for Wind Velocity Selection - The U.S. i Weather Bureau records show a maximum wind velocity at any elevation and duration ever recorded on the New Jersey coast as the 91 mph gust velocity of the September 1944 hurricane. The A.S.C.E. Task Committee Report " Wind Forces on Structures", l Paper No. 3269, shows the site area as having a " fastest mile of wind" of 100 mph for a 300 year period of recurrence. O ass 1 8u11 dine Code Re2uiremente for minimum Deeien toede in Buildings and Other Structures, A58.1, assigns a 30 psf wind load for Ocean County, New Jersey, the equivalent of a 75 mph I wind. A basic wind velocity of 100 mph, " fastest mile", was chosen for design. 3.3.1.3 Vertical Velocity Distribution and Gust Factor - The vertical wind velocity distribution for coastal areas, as given in the A.S.C.E. Task Committee Report, Paper No. 3269, was used in design with a gust factor of 1.1. 3.3.1.4 Determination of Applied Forces - The selected basic wind velocity, amplified by the gust factor, was applied in accordance with the A.S.C.E. Task Committee Report, Paper No. 3269, using a shape factor or drag coefficient of 1.3. I The dynamic wind pressure for each height zone was derived based on the following expression: Rev. 1 3.3-1 Feb. 4, 1977 ___________a
I q = 1.3 (0.002 56)V 2 where V = 1.1 V (Basic) Based on all of the above, the following pressures have been calculated and used in design: Height Above Grade (ft) Basic Wind Velocity Wind Load "q" (psf) (MPH) 1 1 0 to 50 110 40 50 to 150 137.5 63 i . I l O l l l l 3.3-2 9 l t
r - j Q
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3.3.2 Tornado Laading q l (,
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3.3. 2.1 - Applicable Design Palaneters - Seismic Category I structures and conponents are desicned for the forces associated 0, ' with the Design Basis Tornado having a maximum wind speed of 360 i, mph. The 360 mph speed is considered to be the sum of a 290 mph tangential speed component and a 70 mph transnational speed com-ponent of the design basis storm. A differential pressure resultinc from an external 3 psi pressure drop acting at the rate of 2.0 psi /second has been considered in the design. These parameters are consistent with the recommendations of ths RegOlatory. Guide 1.76 ( April , 1974). i l 1 The consequences of a possible tornado missile is expected not to endanger the structural integrity of the perimeter walls. This is based on the premise that these reinforced concrete p walls designed to withstand the Safe Shutdown Earthquake have ample shear strength and mass across their 3'-0" thicknesses to dissipate all the enprgy in a potential missile without completely collapsing themselves. Should a missile completely penetrate any side wall, it is highly improbable that it would have sufficient energy remaining Ec penetrate any liquid. storage tank. Even l assuming that a tank was ruptured, the sloped bottom tank cubicles would only drain th'e tank contents into the seismic I " bathtub" discussed under section 3.8.4.8. Therefore, tornado missiles are not considered to present any danger'to the liquid reten-tiot. Capabilities of the building. ' l (
)
3.3.2.2 - Determination of Forces on Structures - Wind 1 loads caused by the Design Basis Tornado were determint:d
')', i using the at portions of ASCE Paper No. 3269 except that no variation or wind pressure with height was considered and the gust factor was assumed equal to 1.0. A shape factor or drag coefficient of 1.3 was applied.
1 h l () \ Rev. 1 Feb. 4, 1977 l i 3.3-3 i I I i l j
. T ~j u____..____________________________ _ _ _ _ _ _ _ - _ _ _ _ - ' ' I-
ay ,, - - - - - - - 3 y' d d. d.
, s
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0 The additional. capacity of structural elements to resist a
)
bursting pressure was determined after they were sized to resistotNesloadings. Functional openings and additional openings, if reguired, 3 were sized and designed to provide a blowout open,ing area adequate to assure pressure relief consistent with the bursting pressure ' capacity calculated ascaming an external pressure drop of 3 psi at the rate of 2 psi /second. l The tornado generated loads have been combined in the follow-ing manner depending on whichever controls: y w where W I - Total tornado load l 1 W =W 1 W 1 - Tornado wind load
's , P W W
I
=W1,gl g l - Tornado differential pressure w p p load The combined total tornado load has been combined with other loads as specified in Section 3.8.4.3.
3.3.2.3 - Ability of Seismic Category I Structures to Perform Despite Failure of Structures not Designed for Tornado Loads Seismli Category I structures or elements are designed to resist the 1 effebts of the collapse of those elements not designed for j tornado loadings. o 's 1 y 3.3-4 Rev. 1 l Feb. 4, 1977 I
3.4 Water Level (Flood) Design () Water levels in Barnegat Bay and at the building site are in-fluenced solely by storm and tidal action. There is no signi-ficant stream flow in either Oyster Creek or Forked River. Flood or droughts in these streams will not have a measurable effect on the water levels at the building. Grade elevation at the Offgas Building and Radwaste Building is +23' MSL. 3.4.1 Flood Elevations The basis for the design flood elevation is contained in the response to Question 9c, of the Oyster Creek Nuclear Station FTOL, Amendment 68. A complete analysis of storm and tide water levels for the Oyster Creek Unit 1 site was made by Dames and Moore. The results of their analysis along with a commentary by Richard O. Eaton, Consulting Engineer, appear in their report,
~x " Probable Maximum Hurricane Flood Analysis Oyster Creek O Nuclear Unit No. 1", dated March 2, 1972. A similar study for the original location of Forked River Unit 1 east of U.S. Highway No. 9 and later amended for the present lo-cation, some 7000 ft. westward, was made by Theodore E.
Haeussner, Consulting Hydraulic Engineer, of Jacksonville, Florida in association with Richard O. Eaton, consulting 1 Engineer, of Rockville, Maryland. Their results appear in a report, " Determination of P.M.H. Flood Height for Forked River Unit 1 Nuclear Power Plant Barnegat Bay, New Jersey", dated April 25, 1970 and an Addendum to this report dated June 18, 1970. Their conclusions can be summarized as follows:
.1 The design basis maximum flood elevation for plant structures is +22 feet MSL.
- 2. The plant structures are protected against wave forces.
O 3.4-1 Rev. 1 Feb. 4, 1977
I x 3.4.2 Prenomenn Considered in Design .oad Calculations jgg l The fj.oods caused by tidal activity in the Barnegat Bay an(, the i a mocisted wave action are not expected to riae hi.gher than +2l-S f
. ASL. Tha pos tulated pio'uable Maximum Hurt.lcane ir expected to produce a design basis maxim.t'n flood of +22 ' MSL. The hurricane ac ivity is consir'ered to be incapable of producing any appre-ciable wave action due tu its inherent inability to generate huge water masses. Ther.ufore, only the effecta of the design l
basis flood IcVel of 22 feet MSL due to the Probable Maximum HurrJeane are considered in the design of foundations and building walls. The grade Elevation on 23'-0" further assures ? that no flood water would ever enter the buildings. Test borings indicate that normal groundwater elevation is at 12 feet MSL. e-3.4.3 Flood Force App,lication S ta t.r: foracs due to hydrostatic pressureu from tne design flood are applied to all affected structures. BoJyancy forces on the mat 4.re calculated considering the height of water above the bo ttom of the mat. 3,4.4 Flood Protection F. ocd protection features including water:6 tops in the founda-
- on aat, and waterproofing membrane protectior> for the tunnel bel.aw gr ade have been provided.
i, y I llk
,: 3.4-2 Rev. 1 Feb. 4, 1977 a
3.7 Seismic Design O 3.7.1 Seismic Input 3.7.1.1 Design Response Spectra - A number of studies have been made of the seismology of the site area. The most recent was the study prepared as part of the Preliminary Safety Analysis Report for the proposed Forked River Nuclear Station, Unit 1 which will be located about one-half mile west of the subject site. Other studies were made for Oyster Creek Nuclear Station, Unit 1 and the proposed Unit 2. A geotechnical study of the site area was also made for the Radwaste Modification project, the purpose of which was to consider the relative conservatism of the previous studies, the magnitude of the postulated Safe Shutdown Earthquake (SSE) , and the ground motions that might result from distant earthquakes. The geological environment of the New Jersey Coastal Plain in the vicinity of the site does not lend itself to the determination of site seismicity by referral to known seismic events occurring along well defined fault systems. The cretaceous and later deposits are unlithified sediments extending to a depth of some 3000 feet. Relatively little is known of the character and structural relationships of the deep rock i below. In accordance with the tentative procedure presently recognized ) by the NRC and their consultant agencies, USGS and USC & GS, the literature defining the geo-tectonic characteristics of the region was examined in order to define a province which j encompassed the site and which, due to tectonic similarity, could J be postulated to have similar seismic activity. That province was found to be the northern coastal plain. This region consists of portions of the middle Atlantic area, and includes Delaware, New Jersey, eastern Pennsylvania, southern New York and l southeastern Connecticut. Within this region, the largest l () recorded seismic events have had an intensity of MMVII. None of these events have haen related to any known fault or structure. 3.7-1 Rev. 1 Feb. 4, 1977
The closest event to the site occurred in Asbury Park, N.J. (1927) a distance of some 25 miles. lll Distant earthquakes and their effect at the site were also investigated. These events included: Charleston, South Carolina (1886), 500 miles distant, intensity MMX; St. Lawrence River (1663, 1732), 750 miles distant, intensity MMX and MMIX; and Massena, N. Y. (1944), 700 miles distant, intensity MMVIII. Using isoseismal maps and published curves it was concluded that none of these events were felt at the Oyster Creek site with an intensity exceeding MMV. l Based on this data, a conservative assumption was made that an earthquake of an intensity equivalent to any which had been recorded within the site region could occur near the site. A postulated earthquake having an intensity of MMVII was selected. This intensity was related to horizontal ground acceleration using the AEC publication TID 7024 establishing a value of 0.11g ggg for the Operating Basis Earthquake (OBE). Based on this value, a Safe Shutdown Earthquake (SSE) having a horizontal ground l acceleration of 0.22g, was determined. Figures 3.7.1, 3.7.2, 3.7.3 and 3.7.4 show the design response spectra for horizontal l and vertical motions for the SSE and OBE based on these conclusions. l 1 3.7.1.2 Design Response Spectra Derivation - The design response spectra shown on Figures 3.7.1 to 3.7.4 are derived from the procedures outlined in NRC Regulatory Guide 1.60 with
- 1. the spectra normalized to the ground accelerations specified in i
Section 3.7.1.1. 3.7.1.3 Critical Damping Values - The specific percentage of critical damping values used for seismic Category I structures 1 and components are those specified in NRC Regulatory Guide 1.61. l l l 1 The applicable allowable stress levels for seismic Category I i 1 structures and components are described in Section 3.8.4.5. Q\ ' i l R v* l i 3.7-2 Feb. 4, 1977 l u-_--__-------- - -. -
The soil damping ratios were calculated in accordance with the procedures described in References (l) and (2). As noted in () Reference (2), the damping values, normally associated with the rocking of an entire structure on firm soil, are in the range of 5 to 7 percent of critical. Since the calculated ; values, for rotational damping, are approximately four times I higher than the above values, all damping values used in the analysis, as tabulated below, are one quarter or less of the theoretical values.
)
Percentage of Critical Damping l I I Operating Basis Safe Shutdown J Earthquake Earthquake Translation 10 10 i Vertical 10 10 ' Rocking 5 7 Torsional 3 5 () 3.7.1.4 Bases for Site Dependent Analysis - The design ) 1 i response spectra is not based on a site dependent analysis, j There has been no recorded earthquake within 25 miles of the 1 site. As discussed in 3.7.1.1 the OBE chosen was based on the largest seismic event recorded within the same seismic region as the site. 3.7.1.5 Soil-Supported Category I Structures - The Radwaste i Building rests on about 4 feet of compacted backfill. The depth to bedrock is approximately 3000 feet. The structural founda-tion is approximately 86 feet by 114 feet in plan. The height of building is 44 feet. A constant soil density of 78* pounds per cubic feet has been used for seismic analysis. (*This is the bouyant weight of soil, and was chosen as being conservative for analysis) 3.7.1.6 Soil-Structure Interaction - A simplified lumped mass and soil spring approach has been used to characterize the soil structure interaction of the Radwaste Building. Rev. 1 3.7-3 Feb. 4, 1977
Transnational, rocking, vertical, and torsional springs have been calculated by considering clastic soil behavior and values of llh dynamic modulus of elasticity and Poisson's ratio. Based on seismic velocity and elastic modulus measurements from a survey l made for Oyster Creek Nuclear Station, Unit 1 and as modified I by the soils investigation for this project, a dynamic modulus of elasticity of 3540 tons per square foot and. a Poisson's ratio of 0.44 1.wun been used. To account for the possible variations in the soil modulus, cases 30 percent above and below the stated value have been considered in analysis. Figurcs 3.7.5, 3.7.6, and 3.7.7 show the mathematical models for seismic analyses of the Radwaste Building.
\
3.7.2 Seismic System Analysis 3.7.2.1 Seismic Analysis Methods - For the Radwaste Building, the modal analysis response spectra method has been used to determine seismic response of the structure using ground response spectra as shown in Figure 3.7.1 through 3.7.4. lll As described in 3.7.1.6, the simplified lumped mass and soil 1 spring approach has been used to characterize the soil-structure I interaction. Supporting soil, therefore, has been represented. by transnational, rocking, vertical, and torsional springs. The structure is modeled as a cantilever with masses at the floors, connected by weightless clastic springs. The structure has been analyzed in the two orthogonal horizontal directions (East-West and North-South) and the vertical direction. Each mass is considered to have three degrees of freedom in each of the horizontal analysis , and one degree i of freedom in the vertical analysis. 1 The horizontal mathematical model has a total of 12 degrees of freedom. The first six modes have frequencies less than 33 cps. Rev. 1 3.7-4
Applying the criteria that the number of degrees of freedom should be equal to twice the number of modes with frequencies.less than 33 cps,-leads to the conclusion that the model is adequate. The vertical model has a total of 4 degrees of freedom. The s first mode is the only one with a frequency less than 33 cps. Applying the above criteria, leads to the conclusion that the ) model is adequate. To ensure participation of all significant modes of vibration, i
~
all modes causing an increase in response of 10 percent or more have been included. The Radwaste Building is designed with a combination of seismic Category I and non-seismic Category I structural elements. Consideration was given to account for the possibility of failure of the non-seismic Category I elements and the effect of their failure on the seismic Category I elements. Provision has been made in design to insure that there will be no loss of function in any portion of the seismic Category I structures () or ele lents in the event of the collapse of any or all of the non-seismic Category I components. 3.7.2.2 Natural Frequencies and Response Loads- A summary of the natural frequencies and response loads for the Radwaste Building is given in Tables 3.7.1 and 3.7.2 for horizontal and vertical motions respectively. . In Table 3.7.3 are given the modal responses for the horizontal and vertical directions. Values are for SSE with 7 percent damping. Mode shapes are shown in Figure 3.7.8. The representative maximum value of a particular reponse was obtained using the procedures outlined in the NRC Regulartory Guide 1.92 (Dec. 1974). Floor response spectra were not developed since equipment and piping within or connecting to the building are classified as O non-seismic Category I. Rev. 1 1 Feb. 4, 1977 3.7-5
l l l 3.7.2.3 Procedures Used to Lump Masses The Radwaste Building is modeled by a system of lumped masses and springs gg suitable for mathematical analysis. Mass points are located at major floor levels and at the mat. The lumped mass is com-prised of the weight of the entire floor system (including non-continuous walls supported thereon), one half the weight of the continuous walls above and below the floor, equipment { weight and the weight of pipe and cable trays. Equipment weights (excluding storage tanks) have been estimated to constitute approximately one percent of the lumped masses, and thus the dynamic interaction between equipment and mass is not expected to have a significant effect on the overall structural behavior. The individual storage tanks in no case exceed ten percent of the lumped mass and are relatively rigid. As such, it was considered sufficient to include them as masses only in the primary model system. In design, the local effect of the storage tank mass has been considered at the interface between tank foundation and structure. A critical depth of liquid was considered at that time, i For a discussion as to the adequacy of the model with regards to
)
the number of lumped masses used see Section 3.7.2.1. 1 In order to account for the three dimensional aspect of the seismic loading, an independent dynamic analysis along each of the major axes has been made. For building design, the { greater response, in either horizontal direction, has been used to find the loading in both directions. This load was then combined with the vertical load, in such a manner as to produce the most severe loading condition, in each direction. 3.7.2.4 Rocking and Transnational Response Summary - As outlined in 3.7.1.6 a simplified lumped mas.e and soil spring approach has been used. The values for the transnational, rocking, vertical, and torsional springs used are given on the mathematical models shown on Figures 3.7.5, 3.7.6, and 3.7.7. llh In Table 3.7-1 are given the response loads for SSE. 3.7-6 Rev. 1 Feb. 4, 1977
i 1 3.7.2.5 Methods Used to Couple Soil With Seismic-System () Structures - The soil spring approach discussed in 3.7.2.4 effectivel.y accounts for the soil-structure interaction. 4 3.7.2.6 Development of Floor Response Spectra- A floor l response spectra was not developed since all piping and equip-ment is non-seismic Category I. 3.7.2.7 Differential Seismic Movement of Interconnected Components For interconnected seismic Category I components any reaction due to differential seismic movements is treated as a seismic load in accordance with 3.8.4.3, 3.8.4.4, and 3.8.4.5. 3.7.2.8 Effects of Variations on Floor Response Spectra - As stated in 3.7.2.6 a floor response spectra was not required. 3.7.2.9 Use of Constant Vertical Load Factors- Response to vertical seismic motion has been determined by the analysis of a multi-mass vertical model supported on a vertical soil
) spring. Therefore, no vertical load factors are required.
I i Figure 3.7.7 gives a description of the model and Table 3.7.2 l 1 ( gives the response loads due to this motion. l I 3.7.2.10 Method Used to Account for Torsional Effects-Torsional effects have been taken into account by considering: a torsional degree of freedom at each nodal point; the polar mass moment of inertia of each node; the eccentricity between the center-of-mass and center-of-rigidity at each floor level; and a torsional soil spring attached to the foundation. 3.7.2.11 Comparison of Responses- This section is not applicable since a modal analysis response spectra method was used instead of the time history approach. 1 i i ( 3.7-7 Rev. 1 Feb. 4, 1977
3.7.2.12 Methods for Seismic Analysis of Dams - This section is not applicable since there are no dams to impound the water servicing the plant facilities. 3.7.2.13 Methods to Determine Category I Structure Over - turning Moments - Overturning effects on seismic Category I structures were developed considering horizontal seismic loading in combination with the effects of vertical seismic loads and rotational moments at each mass point. The results of the dynamic analysis were converted to equivalent static loads and moments at the mass points. 3.7.2.14 Analysis Procedure for Damping - Damping co-efficients in accordance with NRC Regulatory Guide 1.61, namely 4 percent for OBE and 7 percent for SSE, were used in the analysis of the structure. O l 1 3.7.3 Seismic Subsystem Analysis - Since no subsystem analysis is required for this project, all the paragraphs of this section are not applicable. 1 Re f erences :
- 1. Richart, Hall, and Woods, Vibrations of Soils and Foundations.
- 2. Newmark and Rosenblueth, Fundamentals of Earthquake Engineering.
- 3. Whitman, R. V. , Analysis of Foundation Vibrations.
9 Rev. 1 3.7-8 Feb. 4, 1977
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