ML17244A912
| ML17244A912 | |
| Person / Time | |
|---|---|
| Site: | Beaver Valley |
| Issue date: | 04/21/2017 |
| From: | FirstEnergy Nuclear Operating Co |
| To: | Office of Nuclear Reactor Regulation |
| Shared Package | |
| ML17117A433 | List: |
| References | |
| L-17-029 | |
| Download: ML17244A912 (1098) | |
Text
BVPS UFSAR UNIT 1 Rev. 20 2-1 SECTION 2 SITE TABLE OF CONTENTS Section Title Page 2.1 DESCRIPTION AND DEMOGRAPHY 2.1-1 2.1.1 Location and Description 2.1-1 2.1.2 Population 2.1-2 2.1.3 Land and Water Use 2.1-4 2.1.3.1 Industry 2.1-4 2.1.3.2 Transportation 2.1-6 2.1.3.3 Farming 2.1-8 2.1.3.4 Military Installation 2.1-9 2.1.4 Potable Water Sources 2.1-9 2.1.5 Toxic Substances 2.1-10 2.1.6 Stored Gases 2.1-10 2.1.7 Evaluation of Potential Accidents 2.1-11 2.1.7.1 Potential Impact of Barges or Ice on the Intake Structure 2.1-11 2.1.7.2 Accidental Release of Corrosive Liquids or Oil 2.1-12 2.1.7.3 Explosion of Chemicals, Flammable Gases or Munitions 2.1-14 2.1.7.4 Hazard from Natural Gas Pipeline 2.1-18 2.1.7.5 Various Site Hazards 2.1-20 2.1.7.6 Fire in Oil and Gasoline Plants or Storage Facilities, Adjacent Industries, Brush and Forest Fires and Transportation Accidents 2.1-22 2.1.7.7 Accidental Release of Toxic Gas from Onsite Storage Facilities, Nearby Industries and Transportation Accidents 2.1-22 2.1.7.8 Airborne Pollutant Effects on Important Plant Components 2.1-22 2.1.7.9 Potential Cooling Tower Collapse 2.1-23 2.1.7.10 Bruce Mansfield Power Station - Slurry Discharge Pipeline 2.1-23 2.1.7.11 Potential Peak Pressures on Critical Components 2.1-24 ATTACHMENT TO SECTION 2.1 - REPORT HAZARDOUS MATERIALS TRANSPORTATION BEAVER VALLEY POWER STATION 2.1-27 A2.1 GENERAL 2.1-27 A2.2 HAZARDOUS MATERIALS COMMODITY LISTS 2.1-27 A2.3 VOLUME OF TRAFFIC AND ACCIDENT REPORTS 2.1-28 A2.4 LEVEL OF ACCIDENTS FOR 1971 2.1-29 A2.5 BEAVER VALLEY POWER STATION 2.1-29 A
2.6 CONCLUSION
2.1-32 A2.7 ENCLOSURES 2.1-32 BVPS UFSAR UNIT 1 Rev. 23 2-2 TABLE OF CONTENTS (CONT'D) Section Title Page 2.2 METEOROLOGY AND CLIMATOLOGY 2.2-1 2.2.1 Summary 2.2-1 2.2.2 Descriptive Climatology 2.2-1 2.2.2.1 Climatic Summary 2.2-1 2.2.2.2 Topographic Factors 2.2-1 2.2.2.3 Climatological Averages 2.2-2 2.2.2.4 Climatological Extremes 2.2-2 2.2.2.5 Severe Weather Phenomena 2.2-2 2.2.3 Onsite Meteorological Monitoring Program 2.2-4 2.2.4 DBA Meteorology 2.2-4 2.2.4.1 Main Control Room Short-Term Diffusion Estimates 2.2-7 2.2.5 Annual Average Release Meteorology 2.2-10 2.3 HYDROLOGY 2.3-1 2.3.1 Surface Water Hydrology 2.3-1 2.3.1.1 River Flow 2.3-1 2.3.1.2 River Stage 2.3-1 2.3.2 Groundwater Hydrology 2.3-1 2.3.2.1 Description and Onsite Conditions 2.3-1 2.3.2.1.1 Aquifers 2.3-1 2.3.2.1.2 Site Condition 2.3-2 2.3.2.2 Usage 2.3-3 2.3.2.3 Accidental Effects 2.3-4 2.3.2.4 Monitoring 2.3-4 2.3.3 Floods and Dam Failure Upstream 2.3-4 2.3.4 Failure of Downstream Dam Gates and Low Flow 2.3-5 2.3.5 Environmental Acceptance of Effluents 2.3-6 2.3.6 Factors Affecting PMF Analysis 2.3-6 2.3.7 Seismically-Induced Flood Potential 2.3-7 2.3.7.1 Conemaugh Dam Significance 2.3-14 2.3.7.2 Concurrent Dam Failure 2.3-15 2.3.8 Wind-Generated Waves Concurrent With Floods 2.3-15 2.3.8.1 Characteristics of Waves on a River 2.3-16 2.3.8.2 Computation of Wave Parameters for the River 2.3-18 2.3.8.3 Computation of Wave Forces on a Vertical Wall 2.3-20 2.3.8.4 Evaluation 2.3-20 2.3.9 Potential Ice Jam Flooding or Blockage 2.3-21 2.3.10 Storm Drainage 2.3-22 2.3.11 Low River Flow 2.3-23 ATTACHMENT "A" TO SECTION 2.3 ANALYSIS OF FLOOD HEIGHTS OHIO RIVER AT SHIPPINGPORT, PA 2.3-28 BVPS UFSAR UNIT 1 Rev. 23 2-3 TABLE OF CONTENTS (CONT'D) Section Title Page ATTACHMENT "B" TO SECTION 2.3 CORPS OF ENGINEERS LETTER DATED AUGUST 26, 1969 2.3-38 ATTACHMENT "C" TO SECTION 2.3 CORPS OF ENGINEERS LETTER DATED MARCH 29, 1973 2.3-39 ATTACHMENT "D" TO SECTION 2.3 DUQUESNE LIGHT COMPANY LETTER DATED OCTOBER 2, 1973 2.3-40 ATTACHMENT "E" TO SECTION 2.3 CORPS OF ENGINEERS LETTER DATED NOVEMBER 1, 1973 2.3-42 ATTACHMENT "F" TO SECTION 2.3 ICE JAM POTENTIAL - INFORMATION FROM THE PITTSBURGH DISTRICT, U.S.
ARMY CORPS OF ENGINEERS, 1973 2.3-45 2.4 GEOLOGY 2.4-1 2.5 SEISMOLOGY 2.5-1 2.5.1 Seismicity 2.5-1 2.5.2 Amplification Through Overburden 2.5-1 2.5.3 Seismic Design 2.5-3 2.5.3.1 Factors Affecting Spring Constant and Mass 2.5-5 2.5.3.2 Factors Affecting Observed Data 2.5-6 2.6 SOIL MECHANICS 2.6-1 2.6.1 Site Conditions 2.6-1 2.6.2 Subsurface Conditions 2.6-1 2.6.2.1 High Terrace 2.6-1 2.6.2.2 Intermediate Terrace 2.6-2 2.6.2.3 Low Terrace 2.6-3 2.6.3 Foundation Design 2.6-3 2.6.3.1 Foundations 2.6-3 2.6.3.2 Settlement of Structures 2.6-4 2.6.3.3 Bearing Values 2.6-6 2.6.4 Effects of Dynamic Loading 2.6-7 2.6.4.1 General 2.6-7 2.6.4.2 Liquefaction Potential 2.6-7 2.6.4.3 Relative Displacements 2.6-13 2.6.4.4 Lateral Soil Loads on Structures Below Grade 2.6-14 2.6.4.5 Slope Stability Analyses 2.6-15 2.6.5 Placement of Structural Fills 2.6-16 2.6.6 Summary 2.6-16 BVPS UFSAR UNIT 1 Rev. 23 2-4 TABLE OF CONTENTS (CONT'D) Section Title Page 2.7 SITE DESIGN DATA 2.7-1 2.7.1 Wind Loading 2.7-1 2.7.1.1 Seismic Category I Structures 2.7-1 2.7.1.2 Other Structures 2.7-2 2.7.2 Tornado Model 2.7-2 2.7.2.1 Design Loading 2.7-3 2.7.2.2 Structures and Systems Requiring Protection 2.7-5 2.7.2.3 Tornado Missile Barriers 2.7-8 2.7.3 Flood-Water Loading 2.7-8 2.7.3.1 General 2.7-8 2.7.3.2 Structures and Systems Design Against Flood Water Effects 2.7-9 2.7.3.2.1 Reactor Containment 2.7-9 2.7.3.2.2 Intake Structure 2.7-9 2.7.3.2.3 Turbine Building 2.7-11 2.7.3.2.4 Electrical Cable Protection 2.7-11 2.7.3.2.5 Other Plant Areas and Equipment 2.7-12 2.7.4 Soils Design Loading 2.7-14 2.7.5 Site Design Considerations for Essential Lines 2.7-15 2.8 ENVIRONMENTAL RADIOLOGICAL MONITORING PROGRAM 2.8-1 2.8.1 Technical Discussion 2.8-1 2.8.2 Preoperational Surveillance 2.8-1 2.8.3 Operational Surveillance 2.8-2 2A THE METEOROLOGICAL PROGRAM 2A-1 2A.1 Appendix 2A.1 FIRST ANNUAL REPORT - THE METEOROLOGICAL PROGRAM AT THE BEAVER VALLEY POWER STATION 2A.1-1 2A.2 Appendix 2A.2 SECOND ANNUAL REPORT - THE METEOROLOGICAL PROGRAM AT THE BEAVER VALLEY POWER STATION 2A.2-1 2A.3 ANNUAL REPORT FOR THE BEAVER VALLEY METEOROLOGICAL PROGRAM FOR JANUARY 1, 1980 - DECEMBER 31, 1980 2A.3i 2B Appendix 2B GEOLOGICAL CONSIDERATIONS 2B-1 2C Appendix 2C SEISMICITY ANALYSIS 2C-1 2D Appendix 2D EFFECTS OF LOCAL SOIL CONDITIONS UPON SEISMIC THREAT TO BVPS 2D-1 BVPS UFSAR UNIT 1 Rev. 19 2-5 TABLE OF CONTENTS (CONT'D) Section Title Page 2E Appendix 2E REPORT ON SUBSURFACE CONDITIONS - SHIPPINGPORT SITE 2E-1 2F Appendix 2F BORING LOGS AND CALCULATION SHEETS 2F-iv 2G Appendix 2G SEISMIC VELOCITY MEASUREMENTS 2G-1 2H Appendix 2H ADDITIONAL BORING AND SOIL TEST DATA 2H-i
BVPS UFSAR UNIT 1 Rev. 19 2-6 LIST OF TABLES Table Title 2.1-1 Distance and Direction from Reactor to Population Centers Having More Than About 20,000 Inhabitants and Located within 50 Miles of the Site 2.1-2 Local Population Distribution 2.1-3 Public Facilities and Institutions in the Vicinity of Beaver Valley Power Station 2.1-4 Major Employers in the Vicinity of the Beaver Valley Power Station 2.1-5 Statistics for Manufacturing Industries Beaver County, 1969 2.1-6 Southwestern Pennsylvania Provisional Employment Forecast 2.1-7 Airports in Vicinity of Beaver Valley Power Station 2.1-8 Beaver County Agricultural Data 2.1-9a Principal Agricultural Products in 1969 2.1-9b Principal Agricultural Products in 1969 2.1-10 Fish Population, Ohio River, at Montgomery Lock and Dam (Mile Point 31.7) for September 19, 1968 2.1-11 Fishing Areas in Vicinity of Beaver Valley Power Station 2.1-12 Downstream Potable Water Intakes 2.1-13 Area Population 1970 With 1980, 1990, 2000, 2010 and 2020 Projections 2.1-14 Standard Gas Basis 2.1-15 Pipeline Leakage Detection and Isolation 2.1-16 Materials Utilizing Crude Oil as the Design Fluid BVPS UFSAR UNIT 1 Rev. 23 2-7 LIST OF TABLES (CONT'D) Table Title 2.1-17 Peak "Side-On" Overpressures and Dynamic Pressures 2.2-1 Climatological Averages 2.2-2 Climatological Extremes (1870 - 1967) 2.2-3 Extreme Mile Winds 2.2-4 Joint Frequency Data 2.2-5 Design Basis Accident and Extended Release Meteorological Conditions 2.2-6 Average Monthly Relative Humidity and Absolute Humidity at Beaver Valley, Based On September 6, 1970 - September 5, 1972 Data 2.2-7 X/Q (sec/m3) for 158 Meter Release - Based on the Joint Frequency of Bendix-Friez 150 Foot Wind Data and T (150'-50') Temperature Data for the period September 5, 1970 - September 4, 1971 2.2-8 X/Q (sec/m3) at the Outer Boundary of the Low Population Zone (3.6 Miles - 5,794 Meters) for a Ground Level Release Based on The Joint Frequency of Packard Bell 50 Foot Wind Data and T (150'-50') Temperature Data for the Period September 5, 1970 - September 4, 1971 2.2-9 Annual Average Atmospheric Diffusion Factors (X/Q) for a 158 Meter Release for 16 Radial Sectors to 50 Miles (Using Site Meteorological Data) 2.2-10 Annual Average Atmospheric Diffusion Factors (X/Q) for a Ground Level Release for 16 Radial Sectors to 50 Miles (Using Site Meteorological Data) 2.2-11 Design Basis LOCA X/Q Values 2.2-11a 0.5% Accident Analysis 0- to 2-Hour X/Q Values at the Exclusion Area Boundary (1/1/86 - 12/31/95) 2.2-11b 0.5% Accident Analysis X/Q Values for Various Time Periods at the Low Population Zone Boundary (1/1/86 - 12/31/95) 2.2-12 (Deleted) 2.2-12A BVPS-1 On-Site Atmospheric Dispersion Factors (sec/m3) - ARCON96 Methodology 2.2-12B BVPS-2 On-Site Atmospheric Dispersion Factors (sec/m3) - ARCON96 Methodology BVPS UFSAR UNIT 1 Rev. 19 2-8 LIST OF TABLES (CONT'D) Table Title 2.3-1 Drainage Area Values 2.3-2 Hourly Unit Hydrographic Values and Muskingum Routing Coefficients 2.3-3 Distances from Shippingport to Dam Sites 2.3-4 Flood Forecasting for Dashields Beginning on October 15, 1954 2.3-5 Dams Above BVPS Site - Pertinent Data 2.3-6 Analysis of Liquefaction Potential Kinzua Dam Abutment Section 2.3-7 Ratios Between the Heights, Lengths and Steepness of Waves and in Current of Different Relative Velocities. 2.6-1 Number of Cycles in which Acceleration Equals or Exceeds One-half the Peak Acceleration for Direction Recorded 2.6-2 Relative Densities and Related Soil Properties for Soils Underlying Beaver Valley Power Station Site Vibratory Compaction Tests at 1 psi for 8 min. 2.6-3 Results of Stability Analyses for Natural and Design Conditions 2.7-1 Additive Building Loading 2.8-1 Pre-operational Environmental Radiological Monitoring Program for the Beaver Valley Power Station
BVPS UFSAR UNIT 1 Rev. 19 2-9 LIST OF FIGURES Figure Title 2.1-1 General Site Location 2.1-2 Aerial Photograph 2.1-3 Local Site Topography 2.1-4 Population Distribution 0-5 Miles 2.1-5 Population Distribution 5-50 Miles 2.1-6 Area Highway Map 2.1-7 (Deleted)
2.1-8 Ohio River - Normal River Channel, Sheet 1 2.1-9 Ohio River - Normal River Channel, Sheet 2 2.1-10 Ohio River - Normal River Channel, Sheet 3 2.1-11 Ohio River - Normal River Channel, Sheet 4 2.1-12 Pipeline Location 2.1-13 (Deleted) 2.1-14 Barge Impact Criteria 2.2-1 Topographic Cross Section - Sheet 1 2.2-2 Topographic Cross Section - Sheet 2 2.2-3 Topographic Cross Section - Sheet 3 2.2-4 Topographic Cross Section - Sheet 4 2.2-5 Topographic Cross Section - Sheet 5 2.2-6 Topographic Cross Section - Sheet 6 2.2-7 Topographic Cross Section - Sheet 7 2.2-8 Topographic Cross Section - Sheet 8 2.2-9 Freezing Precipitation Frequency 2.2-10 Average Annual X/Q (Sec/M3) at Beaver Valley Ground Level Release (Based on 9/6/70 - 9/5/71 Data)
BVPS UFSAR UNIT 1 Rev. 19 2-10 LIST OF FIGURES (CONT'D) Figure Title 2.3-1 Drought Frequency 2.3-2 Flow-Stage Relation at Site Ohio River - 34.8 2.3-3 Regional Groundwater Map 2.3-4 Pittsburgh District Unit Areas and Routing Reaches 2.3-5 Index Map Flood Control Projects 2.3-6 Ohio River at Shippingport Intake Cross Section 2.3-7 Ohio River Topography (Mile 30.9 to Mile 53.7) Sheet 1 2.3-8 Ohio River Topography (Mile 30.9 to Mile 53.7) Sheet 2 2.3-9 Ohio River Topography (Mile 30.9 to Mile 53.7) Sheet 3 2.3-10 Ohio River Topography (Mile 30.9 to Mile 53.7) Sheet 4 2.3-11 Ohio River Topography (Mile 30.9 to Mile 53.7) Sheet 5 2.3-12 Oio River Topography (Mile 30.9 to Mile 53.7) Sheet 6 2.3-13 Ohio River Topography (Mile 30.9 to Mile 53.7) Sheet 7 2.3-14 Historic High Water Marks 2.3-15 Precipitation vs. Excess 2.3-16 Rainfall Duration vs. Infiltration 2.3-17 Ohio River Profiles for PMF and SPF 2.3-18 Ohio River at Dashields Locks and Dam Comparison of Actual and Reproduced October 1954 Floods 2.3-19 Kinzua Dam - Typical Cross Section 2.3-20 Horizontal Acceleration of Slide Block vs. Factor of Safety BVPS UFSAR UNIT 1 Rev. 19 2-11 LIST OF FIGURES (CONT'D) Figure Title 2.3-21 Relative Density from Standard Penetration Tests 2.3-22 River Configuration Wind Wave Study 2.3-23 Fetch Graph 2.3-24 Rainfall Intensity - Duration Frequency Curves 2.3-25 Site Drainage and Topographical Features 2.5-1 Response Spectra DBE 2.5-2 Response Spectra OBE 2.5-3 Shear Moduli 2.5-4 Response Spectra 0.125g DBE (Based on Soil-Structure Interaction Methodology) 2.5-5 Response Spectra 0.06g OBE (Based on Soil-Structure Interaction Methodology) 2.6-1 Boring Location Plan 2.6-2 Log of Boring 101 2.6-3 Typical Subsurface Section 2.6-4 Standard Penetration Test Results - High Terrace 2.6-5 Recorded Settlements of Turbine Room in the Shippingport Atomic Power Station 2.6-6 Modulus of Foundation Deformation 2.6-7 Shear Stress in Soil for Design Earthquake 2.6-8 Variation of Alpha with Depth 2.6-9 Dynamic Triaxial Test Data 2.6-10 Correlation of Blow Count and Relative Density for Sand and Gravel 2.6-11 Correlation of Blow Count and Relative Density for Intermediate Bench 2.6-12 Correlation of Blow Count and Relative Density for Low Level Bench BVPS UFSAR UNIT 1 Rev. 19 2-12 LIST OF FIGURES (CONT'D) Figure Title 2.6-13 Relative Density from Standard Penetration Tests along Circulating Water Lines after Densification 2.6-14 Total Relative Displacement in Inches for Design Basis Earthquake 2.6-15 Soil Profile Turbine, Service and Containment Buildings 2.6-16 Soil Profile Decontamination, Fuel, Primary Auxiliary, Control and Turbine Buildings 2.6-17 Soil Profile Containment, Decontamination and Fuel Buildings 2.6-18 Soil Profile - Along River Water Pipelines 2.7-1 Typical Section Showing Excavation and Compacted Fill 2.7-2 Ground Level Pressure Variation 2.7-3 Pressure Distribution Base 2.7-4 Pressure Distribution Design 2.7-5 Typical Details for Removable Slab Covers and Plugs 2.7-6 Typical Detail Block Wall 2.7-7 Intake Structures Plans and Elevations 2.7-8 Intake Structure Wall Section Detail 2.7-9 Station Arrangement Elevation 713' - 6" 2.7-10 Electrical Ductlines, Sheet 1 2.7-11 Electrical Ductlines, Sheet 2 2.7-12 Electrical Ductlines, Sheet 3 2.7-13 Conduit Plan Electrical Tunnel, Elevation 720'-0, Sheet 5 2.7-14 Conduit Sleeves and Openings - Service Building 2.7-15 Waterproofing Plates - Service Building BVPS UFSAR UNIT 1 Rev. 19 2-13 LIST OF FIGURES (CONT'D) Figure Title 2.7-16 Cable Bus - Installation Details 2.7-17 Penetration Seals Elevation 713' - 6" 2.7-18 Penetration Seals Elevation 735' - 6" 2.7-19 Penetration Seals - Cooling Tower, Pump House and Intake Structure 2.7-20 Conduit Plan - Auxiliary Building 2.7-21 Conduit Sleeves and Openings - Auxiliary Building 2.7-22 Essential Lines Passing Between Category I Structures, Sheet 1 2.7-23 Essential Lines Passing Between Category I Structures, Sheet 2 2.7-24 Essential Lines Passing Between Category I Structures, Sheet 3 2.7-25 Essential Lines Passing Between Category I Structures, Sheet 4 BVPS UFSAR UNIT 1 Rev. 20 2.1-1 SECTION 2 SITE This chapter primarily describes the site characteristics for the Beaver Valley Power Station as they existed when the facility was licensed. As such, current site characteristics may not agree with these descriptions. The site characteristics described here include description and demography, meteorology and climatology, hydrology, geology, seismology, soil mechanics, site structure design data, and environmental radiological monitoring program. This information was gathered to support or develop the original plant design bases. Chapter 2 also contains evaluations of these site characteristics demonstrating how applicable siting criteria were met at the time of original licensing of the facility. This information was accurate at the time the plant was originally licensed, but is considered historical and is not intended or expected to be updated for the life of the plant. In the past, minor changes to site characteristics have been incorporated into Chapter 2. While updates were not required, these changes have not been removed. Therefore, some parts of this chapter reflect more recent information. 2.1 DESCRIPTION AND DEMOGRAPHY 2.1.1 Location and Description(1) The Beaver Valley Power Station Unit No. 1 (BVPS-1) is located in Shippingport Borough, Beaver County, Pennsylvania, on the south bank of the Ohio River. The site is approximately one mile from Midland, Pennsylvania, five miles from East Liverpool, Ohio, and approximately 25 miles from Pittsburgh, Pennsylvania. The coordinates are 4037' 18" north and 8026' 2" west. The Universal Transverse Mercator coordinates are 547,900 meters east and 4,496,680 meters north. Figure 2.1-1 shows the general site location out to a radius of 200 miles. The site comprises approximately 453 acres including 26 acres of right of way. Also on the site and immediately to the west of the reactor location is the former site of Shippingport Atomic Power Station (SAPS) which was managed by Duquesne Light Company for the Department of Energy (DOE). The SAPS terminated operations October 1, 1982, and was dismantled by the USDOE. Immediately to the east of the BVPS-1 reactor location, and also onsite is the Beaver Valley Power Station Unit 2 (BVPS-2). Figure 2.1-2 is an aerial photograph of the Beaver Valley Power Station site. Local site topography, site boundary and exclusion radii are shown in Figure 2.1-3.
The Pennsylvania Department of Transportation has a right-of-way across the easterly end of the property on which is constructed a portion of Route 168 including the southerly approach to the Shippingport Bridge.
The site area and adjacent Ohio River provide a minimum exclusion radius of 2,000 ft. The property boundaries also define the nearest approach to the reactor upon which the Offsite Dose Calculation Manual limits on gaseous effluents are based. Gaseous releases will occur at the BVPS-1 primary auxiliary building, containment building, and at the BVPS-1 cooling tower. The shortest distance to the site boundary from the containment building is 2,000 ft to the northeast and from the cooling tower is 1,380 ft to the east-northeast. The nearest occupied residence is approximately 2,100 ft from the reactor location.
BVPS UFSAR UNIT 1 Rev. 21 2.1-2 Phillis Island lies approximately 400 ft off the shoreline of the site. The previous owner of the island, Dravo Corporation, agreed in 1955 not to use or permit the use of the land for any structure, place or area where the public at large can assemble. This agreement was binding on Dravo Corporation and any future purchaser or lessee until March, 1994. A new agreement, extending the expiration date to 2010 and further delineating the uses which can be made of the island, has been negotiated. Phillis Island was sold to the United States of America in 1990 and through the purchase agreement is bound by the uses which can be made of the island as described in the previous agreement.
The Freeport Development Corporation purchased approximately 46 acres from DLC in 1995. This land, located along the southern site boundary, includes 7.4 acres which are within the 2000-foot exclusion area boundary. A legal agreement binding on Freeport Development Corporation as on any future purchaser or lessee delineates and restricts the uses which can be made of the land. The site boundary is shown in Figure 2.1-3. Within the site boundary are restricted areas which are areas to which access is limited for the purpose of controlling exposure to radiation and radioactive material. A description of restricted area locations can be found in radiation protection procedures.
Periodic monitoring of external dose rate levels and environmental sampling in the area adjacent to the river's edge and around the perimeter of the restricted area are included as part of the surveillance program (see Section 2.8). Gaseous releases from BVPS-1 will occur at the containment building, cooling tower, and auxiliary building. With the exception of the northeast corner of the site, near the center of which the station is located, the site area is very hilly. It rises from the river, which has a normal pool El. 664.5 ft above mean sea level (MSL), to a maximum El. 1160 ft above MSL. Prior to grading, the station location consisted primarily of three terraces: a high level terrace at El. 735 ft on which the reactor containment is located, an intermediate terrace at approximately El. 690 ft, and a low level terrace at El. 675 ft. Site filling has been done to provide a bench at El. 707 ft riverward of the station on which the transformers are placed. Site drainage is primarily to the river, but with some drainage in the northeast portion of the site to Peggs Run, a small stream which enters the river at a point just west of Route 168. 2.1.2 Population The distance and direction to population centers that have more than approximately 20,000 inhabitants and are located within 50 miles of the site are listed in Table 2.1-1. The nearest such population center is East Liverpool, Ohio, with a population in 1970 of 20,020. The population of East Liverpool, and the majority of the other population centers in this area, decreased between the 1960 census and 1970 census primarily because the lack of industrial diversification resulted in a decrease in employment opportunities as the number of employees required in the basic iron and steel industry declined. This decreasing trend is expected to level off in the near future and then employment is projected to gradually increase as more emphasis is placed on nonmanufacturing activities such as trade and services(2). It is therefore possible that the population of East Liverpool might, before the end of the plant life, increase to more than 25,000 and, thereby, meet the criterion for population center as defined in 10 CFR 100.3; hence, East Liverpool is conservatively taken to be the population center.
BVPS UFSAR UNIT 1 Rev. 23 2.1-3 The nearest boundary of East Liverpool is approximately 4.7 miles west northwest of the reactor location. 10CFR100.11 requires that the population center distance be at least 1 1/3 times the distance from the reactor to the outer boundary of the low population zone (LPZ). From this develops the requirement that the outer boundary of the low population zone must be no greater than approximately 3.6 miles, which is the distance taken for the LPZ.
It should be noted, however, that 10CFR100 defines an LPZ on the basis of a minimum distance at which certain dose level would be obtained under postulated accident conditions.
Rigorous interpretation of 10CFR100 gives an LPZ less than the 2,000 ft exclusion boundary.
The approximate distribution of the 1970 population based on census reports, topographic maps, aerial photographs, and field observation is shown in Figure 2.1-4, for 16 directional sectors and radial distances of 1, 2, 3, 4, and 5 miles from the station. Incremental and cumulative populations at these distances are listed in Table 2.1-2. Seasonal fluctuations in population are negligible, since there are no parks or recreation areas within five miles of the station. Daily fluctuations in population are also insignificant in this area since the large industries are on three shifts per day and a majority of the employees live close to their jobs.
Of the approximately 18,000 persons included within the 5 mile radius, 5,270 live within the Borough of Midland centered approximately 1 1/2 miles to the northwest of the site. The population of this Borough remained virtually constant at about 6,400 from 1940 to 1960. Since 1960, the population has decreased. Although there have been some local increases in population within the 5 mile radius, primarily in the rural areas above the Ohio River Valley, the overall growth rate is estimated to be less than 1 percent per year.
Table 2.1-13 provides the population distribution within 50 miles of BVPS-1 for 16 compass directions. The 1970 population is given along with projected population for each decade ending with an estimate for the year 2020.
The 1970 population data within 5 miles, as stated previously, is based on census reports, topographic maps, aerial photographs, and field observation.
Beyond the 5 mile radius, population estimates were based on 1970 census data(12) and the corresponding State maps, account being taken of the population estimated to be within 5 miles of the site. From the census map, it was determined which census units were within a given area and their corresponding fractions within that area. It was assumed that the population within each such unit was uniformly distributed.
Population projections for the years 1980, 1990, 2000, 2010, and 2020 are based on corresponding projections for the counties of three States concerned. It was assumed that each component or fraction of a county had the same decennial rate of growth as that for the county as a whole.
The projections for Pennsylvania counties were obtained from the Department of Development, Harrisburg, Pennsylvania. Those for Ohio counties were obtained from the State of Ohio, Department of Development. The West Virginia counties were obtained from the Department of Sociology, West Virginia University. In all three states, only projections from 1970 to 1985 were BVPS UFSAR UNIT 1 Rev. 20 2.1-4 available. Five year growth rates were determined from 1970 to 1975, 1975 to 1980, and 1980 to 1985. A decennial rate of growth was determined from this and applied to the actual 1970 population and each succeeding decade for that County. The total population of Beaver County was approximately 207,000 in 1960 and 208,400 in 1970.
A study prepared in 1970 by the Pennsylvania State Planning Board(6), before the 1970 census data was available, projected a slight decrease in the population of Beaver County between 1960 and 1970 and then an increase to a population of 220,000 in 1990. The final 1970 count indicates that the State Planning Board was conservative in its estimates. The comprehensive economic studies carried out by the Southwestern Pennsylvania Regional Planning Commission (SPRPC)(5) forecasts a continuing increase in the regional population through the year 2000 with a growth rate of approximately 1.0 percent per year. The population growth in Beaver County is expected to be in the suburban areas in the eastern and central part of the county, largely as a result of new highway development; the growth in the vicinity of the site is expected to be very slight.
Figure 2.1-5 shows the 1960 and 1970 censuses and the projected 1990 population in 8 directional sectors out to a 50-mile radial distance from the station. The 1990 projections are based on population trends observed in the 1940 to 1970 period and on State and regional population forecast studies(6)(7)(8) for the counties within the area of interest. The City of Pittsburgh and the other major population centers showed a decrease in population between 1960 and 1970. Increases were registered in the suburban areas surrounding the cities, but the overall trend was for a slight decrease in the regional population.
Major public facilities in the vicinity of the site are presented in Table 2.1-3. The only large public facilities within five miles of the site are schools. The effect of the public facilities on population distribution is negligible. These facilities are utilized by the local population. The effect of these facilities, such as schools, is to temporarily concentrate the distributed population. Parks near the site are listed in Table 2.1-3. The largest park is Raccoon State Park, eight miles south of BVPS-1. In 1970, total attendance at the park was 480,000 people.(9) 2.1.3 Land and Water Use BVPS-1 is situated in an area characterized by the sharp contrast in land use between the river valley area transversing the region, and the inland countryside. The Ohio River Valley can be described as being a highly industrialized area in comparison to the inland areas which can be best described as being rural in character. 2.1.3.1 Industry The general area in which BVPS-1 is located is part of the large Pittsburgh industrial complex, which is centered about the City of Pittsburgh. The combination of available raw materials, product markets and transportation facilities led to the development of the region as a major industrial center with the manufacturing of iron and steel being the most important factor in the region's economy. The heavy industries have settled, for the most part, on the flat shelves of land adjacent to the rivers. The steep slopes of the river valley have, for the most part, contained industry close to the banks of the river. This led to the development of the river mill town. The railroads also located next to the river and the commercial and residential areas, restricted by the topography of the river valley, stretched out in a linear pattern along the river.
BVPS UFSAR UNIT 1 Rev. 19 2.1-5 In Beaver County, 67 percent of the total industrial labor force is employed in the primary metals group - blast furnaces, steelworks and rolling mills. The second largest industry, with 11 percent of the labor force, is the fabricated metal products group, especially fabricated structural steel. The electrical equipment industry employs eight percent of the labor force, while the stone, clay, glass, and concrete industries employ four percent. The other major industrial activity is the chemical group which employ three percent of the labor force.
The industrial giant in the region, and by far the largest employer with close to 12,000 employees, is the Jones & Laughlin Steel Corporation in Aliquippa, about ten miles east of the Beaver Valley site. The world's largest electrically controlled railroad classification yard is located at Conway, across the river from Monaca. The Shippingport Atomic Power Station (now decommissioned), operated by the Duquesne Light Company, adjacent to the Beaver Valley Power Station, was the United States' first commercial nuclear power station. The nearest industrial activity to the site is the steel mill complex located in Midland, between one and two miles northwest of the site, where over 6,000 persons are employed. There is one industrial operation located in Shippingport Borough. It is a coal mining company, employing 60 people, which operates a deep mine and coal washing facilities located about one mile southwest of the entrance of the site.
The urban complex of East Liverpool, Ohio, including Chester and Newell, West Virginia, begins about five miles west of the site and stretches for several miles down the Ohio River. The East Liverpool area industrial base is dependent on pottery and steel for most of its employment. At one time, East Liverpool was known as the pottery center of the world, but foreign competition and the use of plastic materials for tableware has resulted in a decline in the pottery industry.
Table 2.1-4 lists the major employers in the area surrounding the site, while Table 2.1-5 shows statistical data for manufacturing industries in Beaver County.
Mineral resources including coal, clay, gas, oil, sand, and gravel are found in the region surrounding the site. Bituminous coal is the most important mineral being extracted and coal reserves are considered to be extensive. However, relatively few workers are engaged in mining operations and the employment forecast is for a decline in mining employment as the use of automated mining techniques increases. In Beaver County, deep mining is the predominant method for getting the coal out of the ground, although extensive areas of strip mining are found within the region especially in northern Beaver County and in northern Washington County. The total number of persons employed in southwestern Pennsylvania is projected to increase 42 percent by the year 2000 according to a study prepared by the Southwestern Pennsylvania Regional Planning Commission (SPRPC). However, not all industry groups will experience this growth. Historically, the southwestern Pennsylvania region has been a heavy industry center dominated by the manufacture of iron and steel. The employment forecast for the region, shown in Table 2.1-6 indicates that in the manufacturing category employment gains in fabricated metals, machinery and transportation equipment will be offset by declines in basic steel production and in the stone, clay, and glass industries. The net result will be a stabilization or even a slight decrease in the number of persons employed in manufacturing production jobs. Employment statistics for the southwestern Pennsylvania region show that this trend has been in effect for the past several years. Factors contributing to this trend have been the increased use of automation, foreign competition, dispersion of markets and the development of steel making capacity in other areas of the country. While employment has decreased in the basic BVPS UFSAR UNIT 1 Rev. 20 2.1-6 steel industry, the productivity per worker has increased as well as wages and salaries and the value of production.
Employment in the non-manufacturing jobs is projected to grow by almost 70 percent in the next three decades. As shown in Table 2.1-6, the largest growth will occur in services and government.
Storage tank facilities for gasoline and oil are mostly located along the river. The closest oil tanks are in Midland, Pa. directly across the river from the site. Industrial plants near the site store relatively small quantities of toxic gases such as chlorine.
The Midland Water Treatment Plant utilizes chlorine. No significant quantities of propane or LPG are stored within five miles of the site.
Up to 1 ton of explosives may be stored by the Peggs Run Coal Company. This supply is replenished about every three weeks. The coal mine is an active project. Dynamite is shipped by a 3/4 ton pickup truck or a small van from the Austin Powder Company in Evans City, Pa., via Route 168. The Peggs Run Coal Company is about one mile southwest of the site and is shielded by the large hill to the south of the site. 2.1.3.2 Transportation The region is served by five transportation systems: waterways, railroads, highways, air and pipelines.
The first major transportation system was the rivers. The early economic growth and pattern of development of the region was inextricably tied to the rivers. After 1860, the rivers gradually diminished in importance as a transportation system and the railroads became the primary carriers of industrial materials. However, advances in technology such as, first, steam, and then, diesel power plus a program of building locks and dams to improve navigation led to a revival in river traffic. In 1910 the volume of goods hauled on the rivers was only 7 percent of the combined river and railroad traffic but by 1969 had risen to close to 40 percent. In 1960 the tonnage of freight handled on the upper Ohio River was 22 million tons. By 1969 the tonnage had risen to 33 million tons. The locks at Montgomery Dam, located three miles upriver from the site, recorded 6,574 commercial lockages for 1970. The commodities shipped on the waterways include coal, coke, petroleum, sand and gravel, steel products and chemicals. A map showing the normal river channel used for barge traffic is shown on the U.S. Army Engineer District Charts, Figures 2.1-8, 2.1-9, 2.1-10, and 2.1-11.
The bulk of industrial materials are transported by the railroads. The placement of the rail lines was governed by the topography. Because the railroads needed level and continuous corridors, they followed essentially the same courses as the rivers and streams. One of the first rail lines in the region ran from Pittsburgh up the eastern bank of the Beaver River to the Great Lakes region. That line is one of the main Penn Central lines. The world's largest electrically controlled railroad switching yards, capable of handling 10,000 cars per day, is located on this line at Conway about ten miles east of the site. Another heavily traveled Penn Central line follows the north bank of the Ohio across the river from the station site. There is also a Penn Central right-of-way on the site. This line is of minor importance since the line is controlled by the licensee and its use is limited to the servicing of the Beaver Valley Power Station. The railroad west of the site has been abandoned by the Penn Central Railroad. There are no BVPS UFSAR UNIT 1 Rev. 22 2.1-7 through shipments. The railroad siding is leased by the licensee and serves only the site. The railroad on the north side of the Ohio River is approximately 1,200 ft from the site.
The type of quantity of toxic gases that may be transported within one mile of the plant site was not determined at the time of the pre-operational phase investigation because of data availability limitations. Sources consulted in an attempt to secure this information include:
- 1. U.S. Environmental Protection Agency - Boston Office
- 2. U.S. Environmental Protection Agency - Philadelphia Office
- 3. Interstate Commerce Commission - Philadelphia Office
- 4. Interstate Commerce Commission - Washington, D.C. Office
- 5. U.S. Department of Transportation, Office of Hazardous Materials
- 6. U.S. Department of Transportation, Harrisburg, Pa. - Motor Transportation Dept.
- 7. U.S. Coast Guard - Louisiana
- 8. Union Barge Lines - Pittsburgh, Pa. All nongovernment information available prior to the operations phase is included in the Attachment to Section 2.1.
In the event of transportation accident involving toxic gas, emergency air breathing apparatus is available to control room occupants. These precautions will help minimize the effects of the accident. State Highway 68 provides the main access from the residential areas east of the site to the industrial complexes along the north bank of the Ohio River. State Highway 168 from the south follows roughly along the northeast and east corner of the site and, crossing the Shippingport Bridge, joins Highway 68 immediately across the river from the site. State Highway 18 provides additional access to the east of the site while U.S. Route 30 passes by three miles southwest of the site.
The nearest Interstate highway to the site is the Pennsylvania Turnpike (I-76) which runs through the northeastern section of Beaver County about 15 miles northeast of the site.
Interstate 79 is located about 18 miles east of the site while Interstate 70 which goes through Wheeling, West Virginia, is about 30 miles to the south. Figure 2.1-6 shows the local area highway map.
BVPS UFSAR UNIT 1 Rev. 22 2.1-8 The modern development of the local area as well as the region as a whole has been hampered by an outmoded highway system. The topography of the area and the location of the communities dictated that the early roads would be located in the river valleys. The intense industrial development and the high population density in the valleys resulted in increasingly congested conditions with the rapid growth in auto and truck traffic. The Beaver Valley Expressway (Route 60) which is presently open from Greater Pittsburgh Airport to 2.5 miles past Vanport, Pennsylvania, will help to alleviate this situation as it will provide the first four-lane, limited access highway between the industrial centers of Beaver County and Pittsburgh.
The Expressway traverses north to south about six miles east of the site. The most important airport in the region for passenger and freight service is the Greater Pittsburgh International Airport, located about 15 miles southeast of the site. Local airports in the vicinity of the station are given in Table 2.1-7. The airspace above BVPS-1 is in the direct path of the Victor 103 airway used by aircraft flying between 1,200 and 14,000 ft between Cleveland and Pittsburgh.
The area is also served by pipelines carrying natural gas and petroleum products. There are six pipelines crossing the site: One natural gas pipeline and five petroleum product pipelines. The pipelines were completely relocated prior to the initial startup of BVPS-1 in 1976. Figure 2.1-12 indicates the current routing of the various oil and natural gas pipelines in the vicinity of BVPS-1.
All of the aforementioned pipelines are provided with a minimum earth cover of two feet of soil. 2.1.3.3 Farming The countryside inland from the river valley in the vicinity of BVPS-1 can be considered rural in character. Of the total land area of Beaver County (282,000 acres), 48 percent is forest and 29 percent is crop and pasture land.
Beaver County was never a major agricultural area even when compared to other counties in the region. Before the Industrial Revolution, farming provided sustenance for the early settlers leaving little surplus for sale or export. Most of the farms are located in the rolling hill country where the soil is thin and not as fertile as the bottomlands, but little farming is done in these fertile areas as the floodplains have been usurped for industrial, commercial and residential purposes. Beaver County is considered a semiagricultural area and farming is not of great economic importance. Less than one percent of the labor force is employed on farms and the wages and salaries received there from are about 0.08 percent of the total personal income in the county. Still, as shown in Table 2.1-8, Beaver County farms produced cash receipts in 1969 in excess of 4.5 million dollars. Dairy products ranked first and other livestock and poultry products ranked second in value. The number of farms is declining and in 1969, there were an estimated 750 farms in the county. Although there has been a modest gain in the value of farm production, the number of farms is expected to decline even further in the future as small, marginal farm operations are eliminated and the amount of farm land is reduced by urban expansion. The principal agricultural products grown or produced in Beaver County is presented in Table 2.1-9a and 2.1-9b.
BVPS UFSAR UNIT 1 Rev. 19 2.1-9 The Ohio River is a major natural resource in this region. In addition to supplying water to industry and towns in the valley and transportation for bulk freight in and out of the region, it serves as a source of recreation for fisherman and boaters alike. Pleasure boating takes place during the warm months of the year although access areas and marine facilities are limited along the stretch on the Ohio between Beaver, Pennsylvania and East Liverpool, Ohio. Montgomery Dam locks, 3 miles up river from the site, recorded 2,035 pleasure boat lockages in 1969; however there were undoubtedly a greater number of boats using the river during the year which did not use the locks. Although there is no extensive commercial fishing activity on the Ohio River, there is some sport fishing activity taking place on the Ohio River and other lakes and creeks in the area. This is indicated by the 14,059 fishing licenses sold in Beaver County during 1969. Studies of the fish population have shown that there are 19 species present in the river near the site(10). Most of these, by weight or by number, are among the coarser varieties such as carp and catfish. Table 2.1-10 lists the FWQA unpublished data on a fish survey at the Montgomery Dam(10). Inspection of this table shows that carp make up over 67 percent of the sample with bullheads, channel catfish and gizzard shad representing approximately 25 percent. Gamefish species make up slightly more than five percent of the sample. Other fishing areas within five miles of the site are listed in Table 2.1-11 including the species of fish found in these areas. 2.1.3.4 Military Installations The nearest military installation is adjacent to the Greater Pittsburgh International Airport, about 15 miles southeast of the station. 2.1.4 Potable Water Sources The nearest user of the Ohio River as a potable water source is Midland Borough Municipal Water Authority. The intake of the water treatment plants is approximately 1.3 miles downstream and on the opposite side of the river from BVPS-1.
East Liverpool, Ohio and Chester, West Virginia are the next downstream users of the Ohio River as a potable water source. Table 2.1-12 presents the communities and the population served by municipal water treatment plants which use the Ohio River as their source of potable water. The heavy industries in Midland as well as others further downstream use river water for cooling purposes. Some of these plants also have private treatment facilities of plant sanitary water. Normal operation of BVPS-1 will have no adverse effect on these river water users.
There are also some 42 wells (principally drilled wells) within five miles of the plant(11). The nearest wells are to the east in Shippingport Borough. Transport of radioactivity to ground water supplies is prevented by the site drainage to the Ohio River and by the general ground water flow which is also in the direction of the river.
BVPS UFSAR UNIT 1 Rev. 20 2.1-10 2.1.5 Toxic Substances Based on the 1972 edition of "Toxic Substances" issued by the U.S. Department of Health, Education and Welfare, the following toxic substances will be stored at the Beaver Valley plant site: hydrazine, morpholine, phosphate, boric acid, etc. If the toxic substances are released in an uncontrolled manner, neither the capacity nor location of any toxic substances would prevent or compromise the ability of the facility to shutdown in a safe manner and maintain a safe shutdown condition. Storage areas are located so that they do not compromise any safety-related equipment or the operator's environment in a safety-related area (i.e., the control room). 2.1.6 Stored Gases Table 2.1-14 lists the vessels used for storage of pressurized gas at BVPS-1. The service operating, design and maximum pressure, location of vessel, and total energy stored are shown in the table.
All storage vessels, except for propane gas storage and air storage tanks for the diesel generator, are not located adjacent to equipment essential for maintaining a safe reactor shutdown.
Nitrogen makeup is provided by a tank truck supply located adjacent to the South Coolant Recovery Tank Cubicle (BR-TK-4B). Missiles generated by the propane storage tanks and the air storage tanks in the diesel generator structure are discussed in Section 5.2.6. All storage vessels have provisions for relief protection. This protection precludes any missiles generated from accidental rupture of tanks caused by overpressurization. The vessels are protected from truck lanes or heavy vehicle traffic. No heavy loads are transported over vessel storage areas.
There are no exceptions or deviations taken to Occupational Health Administration OSHA 29 CFR 1910 Subpart H-Hazardous Material Sections 1910.101 Compressed Gases, 1910.103 Hydrogen and 1910.104 Oxygen, Subpart M-Compressed Gas and Compressed Air Equipment Section, 1910.166 Inspection of Compressed Gas Cylinder, 1910.167 Safety Relief Devices for Compressed Gas Cylinders, 1910.168 Safety Relief Devices for Cargo and Portable Tanks Storing Compressed Gases, 1910.169 Air Receivers.
BVPS UFSAR UNIT 1 Rev. 20 2.1-11 2.1.7 Evaluation of Potential Accidents The safety evaluations presented in Sections 2.1.7.1 through 2.1.7.11 are intended to show that the plant may be operated safely under the postulated occurrences. The safety evaluation will show that the source of water will withstand loss of safety function: 1. Any one of the most severe phenomena expected, taken individually 2. The site related events (e.g., transportation accident, river diversion) that historically have occurred or that may occur during the plant lifetime 3. A single failure of man-made structural features. 2.1.7.1 Potential Impact of Barges or Ice on the Intake Structure The intake structure is not expected to be subjected to the type of collision damage that might occur as a result of a loose barge floating downstream during normal river flow at or near normal pool level. A barge floating downstream must avoid the state highway bridge abutment and supporting pier and the projection formed by an abandoned barge slip in order to impact on the intake structure when the pool level is within a range of El. 664.5 ft to an approximate flood level of El. 680 ft.
For higher flood levels when the south bank is flooded, together with accompanying storm conditions, barges may be postulated to break loose from tows and upstream moorings. Under such conditions, the impact of a single runaway barge may be assumed. The largest possible barge considered for maximum potential impact is the 55 ft by 300 ft jumbo cargo barge with a displacement of 3900 tons. This type is the largest transient barge passing the station at the present time. It is also the largest barge expected to be in this area during the lifetime of the station because of size limitations imposed by the dams and locks of the flood control system for the Ohio River(13).
The characteristics of the postulated impact barges, velocity, elevation, and type of impact producing maximum damage to the structure, as well as other pertinent information and impact criteria, are given in Figure 2.1-14.
For the Probable Maximum Flood (PMF) with coincident wave action, the air ducts, (both the concrete air intake and portable metal exhaust duct) are designed to withstand the dynamic effects of the postulated dynamic wave loading given in Section 2.3.8. This loading is identified under Section 2.3.8.3 entitled "Computation of Wave Forces on a Vertical Wall."
Safety-related facilities at the intake structure such as the ventilation exhaust ducts will be protected against waterborne missiles in addition to the static and dynamic effects of wave action as further discussed in Section 2.3.8. Portions of structures which are tornado missile protected were not considered in this analysis since the tornado missile is more limiting. Larger waterborne missiles are not considered since it is expected that they will not be carried by wave action above El. 730 ft.
BVPS UFSAR UNIT 1 Rev. 20 2.1-12 The roof of the intake structure, two ft thick, is adequately reinforced to carry any surcharge added by the waves.
The impact of ice on the intake structure does not present a hazard to the safe operation of the plant. The size of ice blocks that have historically been observed is discussed in Section 2.3.9. 2.1.7.2 Accidental Release of Corrosive Liquids or Oil The Department of Transportation computer printout of hazardous materials incidents in Pennsylvania, from January 1971 through August 1972, is included in the Attachment to Section 2.1. While no incidents are reported as happening at Shippingport, nor in the immediate area of Shippingport, some of the types of corrosive liquids that might be found in the river are: sulfuric acid, benzene, cleaning compound, xylene, hydrochloric acid, hydrogen peroxide, toluol, ammonium nitrate, and caustic soda. These corrosive liquids could come from a postulated barge, rail, or highway accident near the intake structure of the BVPS-1. The plant materials which would be exposed to transient concentrations of these liquids are: 90-10 copper nickel, stainless steel, carbon steel, bronze, and neoprene.
For calculation purposes, it is assumed that a slug of spilled soluble chemicals is formed in the river and that this slug does not contain significant concentration gradients. Plant components are assumed to be subjected to a transient homogeneous slug of corrosive liquid diluted by the intake water flow for one unit in operation.
It is postulated that, under worst conditions, the entire event will be limited to an exposure of plant components to any single corrosive which has a concentration equivalent to 50 gpm of the concentrated liquid mentioned above in 27,950 gpm of water. Furthermore, it is postulated that the maximum duration of exposure will be 200 minutes (3 hr 20 minutes). Under these postulated conditions, 10,000 gallons of the concentrated corrosive liquid will pass into the plant. The fluid temperature will vary between ambient and 130 F with an average temperature of 106 F.
Under these conditions, the concentrations of the specific corrosive chemicals will be: 1. Hydrochloric Acid 0.088 weight percent chloride ion 748 ppm 0.024N
- 2. Sulfuric Acid 0.326 weight percent 0.066N
- 3. Sodium Hydroxide 0.066 weight percent 0.016M
- 4. Ammonium Nitrate 0.059 weight percent 0.00737M
- 5. Hydrogen Peroxide 0.059 weight percent 0.0173M Xylene is less dense than water and insoluble. It will not enter the intake structure which is located 5 ft below the normal pool elevation.
BVPS UFSAR UNIT 1 Rev. 20 2.1-13 Benzene and toluol are also less dense than water, but it is assumed that the intake structure might capture either substance to the limit of their solubilities which are:
- 1. Benzene 0.082 weight percent
- 2. Toluol 0.047 weight percent Due to the low concentrations, temperature, and limited time of exposure, no measurable corrosion would be encountered by any of the components which would be exposed.
The accidental upstream release of oil does not present a hazard to the safe operation of the plant. Oil released from a postulated pipeline break, storage tank rupture, or barge spill will float on the surface of the water rather than enter the intake structure through the intakes which are 5 ft below the normal water surface. In addition, the river water pumps are submerged by 24 ft; the fire pumps are submerged by 21 ft; and the service water pumps are submerged by 23.5 ft. The depth of submergence alone makes it extremely improbable that oil would be drawn into the intake structure. In addition, the approach velocity is a maximum of about 0.2 fps as water passes under the curtain wall. The detection and isolation of the pipelines shown in Figure 2.1-12 is summarized in Table 2.1-15. Thermal Hydraulic Considerations of Oil Ingestion Oil ingestion is extremely unlikely from a subsurface oil line break. The closest subsurface oil line is the 10 inch Buckeye pipeline. This line is approximately 300 ft upstream of the intake structure. The oil pipeline will be isolated in one hour or less as described in Table 2.1-15. To evaluate the effects of pipeline failures, it was considered that 100 percent of the normal flow of the Buckeye pipeline, upstream 300 ft, is ingested for 1 hour1.157407e-5 days <br />2.777778e-4 hours <br />1.653439e-6 weeks <br />3.805e-7 months <br />.
The theoretical considerations are those of possibly increased component cooling heat exchanger tubeside fouling and reduced tubeside film heat transfer coefficient, and possibly reduced pumping flowrate. The normal flowrate of the Buckeye pipeline is 1,150 bbl per hr. If 100 percent of the flow from this postulated pipeline break went directly into the intake structure with zero dispersion, it would comprise 2.94 percent of the normal flow.
Fouling is a function of time, temperature, and velocity relationship. Since the water flow in the heat exchanger tubes has a sufficiently high design velocity and is being heated slightly while in the tubes, and since the incident under consideration is of such short duration, there will be no measurable change in the fouling resistance.
The small percentage of oil in the water (1 to 3 percent) will have no measurable effect on the physical properties of the cooling water. There would be no measurable change in the tubeside film heat transfer coefficient, or the pumping capacity of the service water pumps.
Material Consequences of Oil Ingestion Into River and Raw Water Systems The materials selected for the river and raw water systems are: AL-6XN, 304 stainless steel, carbon steel, 90-10 copper nickel, bronze, and neoprene. With respect to corrosion, the material shown in Table 2.1-16 utilize crude oil as the design fluid.
BVPS UFSAR UNIT 1 Rev. 20 2.1-14 The data presented in Table 2.1-16 represents corrosion rates experienced under conditions much more severe than is projected for the postulated accidents. Even under the more severe conditions, the reported corrosion rates demonstrate that plant safety would not be jeopardized since ingestion time is limited to one hour. 2.1.7.3 Explosion of Chemicals, Flammable Gases, or Munitions Explosions due to chemicals, flammable gases, or munitions may be assumed to occur in the normal river channel, along railroad rights-of-way, or along the State Highway. While the plant operating personnel have no control over the transportation of hazardous materials near the site, there are general rules and regulations governing the "Acceptance and Transportation of Hazardous Materials" and "Specifications for Shipping Containers", as discussed in the Attachment to Section 2.1. While these accidents could occur, the normal methods of handling and the normal distances from the plant mitigate the unlikely event of an explosion near the site.
It is difficult to postulate an unlikely accident that generates a missile with greater kinetic energy than the design basis missile (a 35-foot utility pole traveling at 150 mph) near enough to any safety-related equipment to cause any significant damage as can be seen below:
Safety-Related Structure Separation Control Room 2,065 ft to Penn Central Rail- road Right-of-Way, 710 ft to Intake Structure Intake Structure 800 ft to Ohio River channel, 1,355 ft to Penn Central Rail- road Right-of-Way, 1,170 ft to State Highway, Rt. 168 Auxiliary Building 1,250 ft to State Highway, Rt. 168. Explosives Used in Coal Mines The use of safety explosives(14) is almost universal in coal mining. High explosives are used only when great shattering effect is desired(14). To be ultraconservative, it is assumed that the postulated one ton of explosives are high explosives. Examples of high explosives are TNT and dynamite. From the text and graphs of Reference 15, it appears that peak dynamic pressure will be much less than 0.1 psig. Therefore, no analysis of these negligible forces on plant structures is presented. Only very new, so-called "camper special" trucks in the 3/4 ton rating have a 9,000 lb gross vehicle weight (GVW) rating. Nearly all are 7,500 lb GVW. A recent 7,500 lb GVW rated 3/4 ton truck, stripped to as light a weight as possible (1 gallon of gas, no spare tire, and no bumpers) weighed 4,312 lb. In road trim, the truck weighed 4,570 lb. A 9,000 lb GVW rated truck will weigh more. However, the referenced 3/4 ton truck is hypothesized to carry 4,500 lb of high explosives such as TNT or dynamite. TNT and dynamite are too insensitive to be detonated by means of impact, friction, or the brief application of heat(16). Despite the existence of administrative procedures and regulations prohibiting simultaneous shipment in the same vehicle of initiators (e.g., blasting caps) and high explosives, the hypothesized accident involves the high order detonation of 4,500 lb of TNT on a plane, perfectly reflecting surface with a target 1,000 ft away. In accordance with Reference 20, a peak dynamic pressure of less than 0.1 psi, a peak overpressure of 1.0 psi under inversion conditions, and 0.4 psi under neutral conditions have been calculated. However, it is considered that the terrain effects are such that the peak overpressure will be, at most, 0.1 psi.
BVPS UFSAR UNIT 1 Rev. 20 2.1-15 Barge and Cargo Tank Combustion The attachment to Section 2.1 gives the capacity of the largest liquid cargo tank barge as 907,000 gallons with a width of 50 ft and a length of 290 ft. Barges of this size have their holds divided into 12 to 24 compartments to reduce sloshing and cargo shifting(17). For purposes of this evaluation, the number of subcompartments will be taken to be 12 instead of 24 so as to yield a final answer which will indicate a higher damage than will actually be the case. Thus, the volume containing a gas and air mixture used as basis for calculation for this evaluation will be taken as:
(2.1-1) (907,000 gal) 343ft10mentssubcompart12barge1gallon7.48ft1)()(
U.S. motor gasolines have average values of Reid vapor pressure ranging from 8.9 to 11.9 psi(16), which results in their Coast Guard classification as Grade B(18). Cargo tank barges, in which Grades A, B, and C liquids are to be transported, are required by the Coast Guard to be fitted with either an approved system of pressure vacuum relief valves, an approved venting system, or an approved inert gas system "for maintaining all cargo tank vapor spaces nonflammable"(18). Documented unequivocal assurance that all empty gasoline barges on the Ohio River will be inerted has not yet been obtained from the Coast Guard; however, it does appear that as the older tank barges are taken out of service and replaced by newer barges that the probability of finding a noninerted empty gasoline barge decreased from already low values. However, it is assumed that the hypothetical empty gasoline barge is not filled with inert gas.
Tank vessels construction prior to July 1, 1951, vented at 4 psig or less, are to be constructed and tested as per Reference 18. Cargo tanks vented at over 4 psig are considered to be "pressure vessels" and are subject to extremely rigid requirements. Tank vessels constructed on, or after July 1, 1951, may be vented at over 4 psig but less than 10 psig only under "special consideration by the Commandant"(18). Over 10 psig vented cargo tanks in post July 1, 1951, cargo tanks are "pressure vessels" and subject to the special restrictions noted in Reference 18, Part 32. Considering the age of most of the cargo barges, 4 psig venting is a reasonable value.
To be conservative, venting at 10 Psig was assumed.
Composition of the Gas in the Cargo Tank The vapor-liquid ratio of gasoline extrapolates to zero at approximately 130 F(16). As shown in Table 2.2-2, the maximum temperature at Pittsburgh Airport was 103 F in July 1936. Hence, there should be zero volatilization of the gasoline in a barge on the Ohio River. However, the C4-, C5-, and C6-compounds, dissolved in the gasoline to some degree, will come out of solution and form vapors. This mix of hydrocarbon gases and air may be closely approximated in combustion properties by assuming a butane/air mix, since the addition of small amounts of "promoters" (e.g., diethylperoxide, ethyl nitrate, nitrogen peroxide, nitromethane, ether, acetaldehyde, methyl iodide, and ethyl borate), has negligible effect on the physical properties of the mix(19). Tetraethyl lead narrows the range of flammability(19).
BVPS UFSAR UNIT 1 Rev. 20 2.1-16 Burning Rate The maximum intensity of combustion for any gas occurs for a mixture having a composition lying between the theoretical mixture and the mixture having the maximum flame velocity(20). The theoretical mixture is calculated to be 6.15 percent(20). The mixture for maximum flame velocity appears to be near, but lower than the theoretical mixture(20). For light hydrocarbons, the mixture for maximum flame velocity is very near the arithmetic mean of the two limits for downward propagation. These limits are 1.92 vol percent and 5.50 vol percent(21), and their arithmetic mean is 3.71 vol percent. Thus the mixture for maximum velocity will have a gas concentration ranging from 3.7 percent to about 4 percent, and the mixture for maximum intensity ranging from a lower value of 3.7 to 4 percent to an upper value of 6 percent. The mixture is assumed to be five percent. Reference 20 provides basis for estimating the flame velocity for this mixture to be 1 to 1-1/2 fps at atmospheric pressure, while the preferred Reference(22) gives a maximum flame velocity for a butane/air mixture as 1 fps. Thus it appears reasonable to assume a burning rate of 1 to 1-1/2 fps. The burning rate of the hypothetical barge gas tank mixture will not increase beyond the 1 to 1-1/2 fps rate assumed. The lower flammability limits for downward flame propagation for pentane, butane, propane, and ethane show negligible variation as the pressure rises from 750 mm Hg to 4,500 mm Hg(21). The lower flammability limit for butane for horizontal propagation, which should show more variation than for downward propagation, does not vary even when the pressure is increased to 10 atm(21). Since these lower limits of flammability show no variation over a 10 atm pressure range, no change in burning rate should be observed for the 0.3 to 0.7 atm maximum pressure increase possible in the barge tank.
Energy Released It has been determined in the previous section that the gas concentration for maximum intensity is about 5 vol percent. The 104 cu ft cargo tank thus would contain the equivalent of 500 cu ft of butane. Assuming stoichiometric composition of 500 cu ft of butane, and 3,200 Btu per cu ft of butane gives an energy release of 1.6 x 106 Btu(22). Pressure vs energy release parameters are readily obtained by means of the graphs in Reference 15 and by proper usage of Reference 23. The energy release from the explosion of one kiloton of TNT is accepted as 3.97 x 109 Btu(15). On an energy release basis the 1.6 x 106 Btu corresponds to 1.6 x 106/3.97 x 109 = 0.0004 kiloton of TNT, which is 800 lb of TNT. Geometry of the Situation The largest barge are 290 ft long (Attachment to Section 2.1). Tank barges carrying Grades A, B, C, and D liquids must have their cargo tanks segregated and separated from other parts of the barge according to Coast Guard regulations covered in part in Reference 18. U.S. Coast Guard Drawing No. 1, Page 134, in Reference 18, indicates considerable separation between either bow or stern of the barge and any cargo space for Grades A, B, C, or D liquids. There may not be such considerable separation between the cargo tanks and the sides of the barge, although there may be considerable structural protection. Inspection of the various drawings illustrating Coast Guard requirements reveals that the cargo tanks (for Grades A, B, C, and D liquids) are low in the ship, the geometric centers of the tanks being below the waterline. Hull requirements are given throughout Reference 18. Thus, any energy release in a cargo tank reaching the intake structure will be attenuated by the intervening water, as well as the barge structures, hull, subcompartments, bulkheads, etc. However, the energy release is assumed to BVPS UFSAR UNIT 1 Rev. 20 2.1-17 occur at distances of 150 ft (corresponding to a center tank ignition with bow against the intake structure), 100 ft (forward tank with bow against the structure), and 50 ft (outside tank with side of barge against the structure). Pressures Developed Assuming the distances given in the last paragraph, together with the assumption of zero attenuation by steel, concrete, and water, with the explosive and target on an ideal plane surface, the formula on page 134 of Reference 15 can be used as follows:
d = d1 x W1/3; (2.1-2) where: d = 150 ft
W = 0.4 x 10-3 then: d1 = 150ft(0.4x103)1/32,040ft0.39mi From Reference 23, the maximum dynamic pressure would be 0.16 psig. Similarly, for the 100 ft distance, a maximum pressure of 0.65 psig is obtained. For 50 ft a maximum pressure of 9 psig is obtained. However, these pressures were obtained on the assumption of the 1.6 x 106 Btu energy released in the combustion of one cargo tank volume to be equivalent to the energy released in 0.0004 kilotons of TNT, an assumption which is correct on the ratio of energy released, but not on the basis of energy release rate.
As previously discussed, the burning rate of the cargo tank gas and air mixture is assumed to be approximately 1 to 1-1/2 fps. TNT has a burning rate of 3,280 fps to 27,900 fps. Since the pressure developed is a function of the energy release rate, as well as total energy release, the pressures approximated by considering energy release only need to be refined by consideration of the energy release rate. Since the burning rate of the gas and air mix several orders of magnitude less than that of the TNT, the pressures of 0.16 psig, 0.65 psig, and 9 psig need to be reduced by several orders of magnitude. The resulting pressures would be further attenuated by interaction with the river surface, structural steel of the barge, etc.
Due to the geometry of the real situation, there should be a negligible increase in pressure from reflection. The overpressures corresponding to the previously given dynamic pressures are 2.6 psi, 5.4 psi, and 22 psi, according to Reference 18; however, these pressures should also be reduced by several orders of magnitude.
It is concluded that ignition of an empty gasoline compartment on a liquid cargo tank barge cannot develop pressures on the intake structure on the order of magnitude required for damage. In addition, the Corps of Engineers has advised that loose barges will naturally be carried by the river on the opposite side from the intake structure. Of the two incidents involving gasoline barges reported by the Coast Guard in their letter appearing in the Attachment to Section 2.1, no damage or spillage resulted.
BVPS UFSAR UNIT 1 Rev. 22 2.1-18 2.1.7.4 Hazard From Natural Gas Pipeline The gas line nearest the Primary Auxiliary Building is at a minimum horizontal distance of about 1,000 ft. This line is a 12 inch diameter, 300 psig natural gas line owned at the time of BVPS-1 license by the Peoples Natural Gas Company of Midland, Pennsylvania. The Chief Maintenance Engineer of the Peoples Natural Gas Company advised that it would be overconservative to assume a design basis release to be that quantity of natural gas contained in a 7,200 ft length of pipe.
The exact quantity of gas released is a relatively unimportant parameter since the specific gravity of natural gas ranges from 0.57 to 0.71(22). Natural gas will, therefore, disperse upward very rapidly due to the 300 psi differential pressure and the specific gravity of the one atmosphere gas, thereby posing no threat to the BVPS-1.
In the unlikely event that a jet of escaping gas should form, ignition of the gas poses a considerable problem. The ignition temperature is 1,200 F to 1,300 F(22). Ignition of the gas will require a heat source having both a temperature sufficiently high to heat the gas to or above the ignition temperature and a heat capacity adequate to maintain the ignition temperature despite the cooling of the heat source by the high velocity jet of natural gas. In the exceedingly unlikely combination of events involving the break itself and the creation of an ignition source capable of igniting the gas-air mixture despite the upward jetting of the gas, the next problem is that of obtaining a gas-air mixture capable of propagating a flame, i.e., a flammable mixture. The Peoples Natural Gas Company advises that the line carries "natural gas". Natural gas varies considerably in composition. Reference 22 gives the composition of the one natural gas as 96 percent CH4, 0.8 percent CO2, and 3.2 percent N2, with a specific gravity of 0.57 and a Btu per cu ft, at 60 F, of 967; another natural gas is given as 80.5 percent CH4, 18.2 percent C2H6, 1.3 percent N2, specific gravity of 0.65, and a Btu per cu ft of 1,131; a third natural gas has a composition of 67.6 percent CH4, 31.3 percent C2H6, 1.1 percent N2, specific gravity of 0.71, and a Btu per cu ft of 1,232. With such variations in composition, one logically expects variations in combustion properties. Table 45 of Reference 21 gives a lower limit of flammability for upward flame propagation for Pittsburgh natural gas of 4.8 volume percent and an upper limit of 13.5 percent.
Other natural gases have a lower limit of 3.8 to 6.5 volume percent and an upper limit range of 13 to 17 volume percent. The general observation here is that there is but a 10 percent composition range of flammable mixtures of natural gas and air as contrasted to a more familiar range of 70 percent for hydrogen and air.
For methane, the range for horizontal propagation of flame is 4.5 percent to 14 percent(21). For downward propagation, the range is about 6 percent to 13 percent(21).
For ethane, the range for horizontal propagation is 3.2 percent to 13 percent(21). (The same number as reported for horizontal propagation appears to be due to the experimental conditions using narrow tubes.)
Thus, the basic components of natural gases, methane and ethane, show decreasing ranges of flammable mixtures as the direction of propagation goes from upward to horizontal, and the range decreases further as the propagation goes to downward.
BVPS UFSAR UNIT 1 Rev. 20 2.1-19 There is only a narrow band of natural gas-air mixtures which are flammable and this band reduces as the flame propagation direction ranges from upward through horizontal to downward. In addition, flammable mixtures of methane are very sensitive to extinction by shock or mild turbulence(21), probably due in no small measure to a very low velocity of propagation of flame front(22). (A stoichiometric mixture has an ignition velocity of less than 2-1/2 fps(22).) This low flame velocity is a contributing factor to difficulties encountered in experimentally achieving the flammability limits for downward flame propagation in other than small closed tubes for methane/ethane mixtures.
The physical model of the pipe rupture is considered to be that of a gas leak jetting out of the ground with an initial pressure differential of 300 psi. The gas at one atmosphere pressure has a specific gravity of about 0.6, and forms a gas-air mixture having a concentration gradient ranging from 100 percent gas to 100 percent air in which only the mixture having the range of about 3 to 13 volume percent gas will propagate a flame having a propagation velocity less than that of a vertical rising gas. The resulting picture is that of a rather large Bunsen burner with a flame from only the outer portion of the gas-air mix some distance from the ground. This flame will be easily extinguished by shock or mild turbulence since it could hardly be compared to a properly designed, engineered, and operated proportional gas-air mixer with a fuel air mix in a narrow range to permit flame propagation. This theoretically derived picture is in accordance with the advice of the Maintenance Department, Peoples Natural Gas Company, who anticipate the consequences of a postulated ignition of a postulated pipe break to be a brief torching some distance above the ground, but with no effect at ground level(24). Consideration of Natural Gas Being Ingested Into the BVPS-1 Complex from Peoples Natural Gas Company Pipeline Rupture In order to evaluate this postulated natural gas accident, it is assumed that the 300 psig gas line ruptures and the escaping natural gas has a zero velocity component in the upward direction, is at the same temperature and pressure as the ambient air, and is subject to an upward buoyant force due to the density difference in accordance with the Archimedes Principle. This buoyancy results in an acceleration assumed constant for the short vertical distance under consideration.
An element of gas is assumed to be moving at a constant horizontal velocity from the nearest point on the gas line in the direction of the diesel generator building at a value corresponding to the highest wind speed ever recorded for that direction in the site area, and subject to constant vertical acceleration. In this model, all dilution and dispersion by the wind is ignored.
Natural gas has a specific gravity ranging from 0.57 to 0.76. A value of 0.64 is assumed for this postulated accident. The density of dry air at 32 F and 760 mm Hg is 0.0807 lb/ft3. Thus, the vertical acceleration is 0.56 ft/sec2. The maximum wind from due east, the direction from the gas line to the diesel-generator building is 17 mph according to the onsite meteorological program. (The maximum winds onsite are from the NW quadrant. The Pittsburgh Airport, far more exposed than the Beaver Valley Site, has its highest winds from due west.)
The horizontal distance from the gas line to the auxiliary building air intake is about 1040 ft. The auxiliary building is about 45 ft in elevation above the pipeline. At 17 mph, the gas will cover the required 1040 ft in 41.7 seconds. During this time, the vertical distance traveled is 487 ft. This is calculated by the use of the formula:
S12at2 (2.1-3)
BVPS UFSAR UNIT 1 Rev. 20 2.1-20 where: S = distance a = acceleration t = time
Since the vertical distance traveled by the gas is greater than the difference in elevation of the pipeline and control room, by a factor of 10.8, it is concluded that natural gas cannot be ingested and is, therefore, not a problem. 2.1.7.5 Various Site Hazards Consideration of Highway Explosive Cargoes According to Reference 27, Type A explosives (i.e., TNT or dynamite) may be shipped in carload or truckload lots only in individual gross weight packages not exceeding 125 lb. The description of the required packaging is such that the estimated packaging weight is at least 50 lb. For purposes of conservatism, a packaging weight of only 25 lb will be assumed, leaving 100 lb for the Type A explosive. The Commonwealth of Pennsylvania restricts the gross weight of trucks, and the Department of Transportation advises that a payload of 36,000 lb is an upper limit reduced grossly for Type A explosives. However, a full 36,000 lb cargo has been assumed, resulting in 28,800 lb of TNT. A distance of 1,250 ft lies between the Primary Auxiliary Building and Rt. 168. Other vital structures are at a greater distance. The high-order detonation of 14.4 tons of TNT should give a maximum dynamic pressure of 0.011 psi(15). The maximum theoretically possible overpressure would be 0.67 psi according to Reference 23. Therefore, the high-order detonation of the Type A explosives in a quantity equal to the maximum cargo of a truck in Pennsylvania from the nearest point on the secondary transportation route will not create a maximum dynamic pressure or a maximum overpressure which would adversely affect any vital structure.
Smokeless powder used for propellant in small arms ammunition has a lower burning rate (the effective burning rate in a cartridge and the pressure developed are interrelated, depending on case free volume, bullet mass, power charge, etc.). However, Reference 16 gives a burning rate of 7 to 12 inches per second for smokeless powder and 4 inches per second for black powder, (both at 25,000 psi) since it is used for propellant, rather than the detonating explosives of Type A. The lower burning rate results in lower pressures, assuming a highway accident could cause smokeless powder combustion to proceed at explosive burning rates. The weight of projectile and case will reduce the percentage of total weight represented by smokeless powder. For the limiting case of entirely high-explosive warheads, the case previously discussed gave 0.011 psi. The Department of Transportation classifies "munitions" as Type C cargo, of less hazard than the Type A such as TNT. Other truck cargoes will have lower energy releases, and longer energy release times, than the postulated incident involving the high-order detonation of a full truckload of TNT.
BVPS UFSAR UNIT 1 Rev. 20 2.1-21 Consideration of Barge Explosive Cargoes There are no primary manufacturers or primary consumers of high explosives in the site area. There are no known consumers of high explosives that could use the economic scale of shipping by barge. Barge transportation is not geared to handle high explosives. Barges are designed to carry large quantities of bulk cargoes. The Ohio River Commodity Charts do not show high explosives as being transported by barge, and it should be noted that Lockmasters on the Ohio River keep accurate records of all cargo passing through their locks. Records do not indicate barge shipments of explosives, ordinance, liquefied petroleum gas, or liquefied natural gas on the Ohio River. Two of the largest producers of liquefied gas advise that they do not ship liquefied gas via river traffic.
The intake structure is designed to withstand tornado loading. The equivalent pressure for the tornado model of 360 mph is 330 psf. The intake structure is capable of withstanding equivalent pressure of 2.3 psi. A maximum overpressure of 2.3 psi will occur from the detonation of 1 kiloton of high explosives at 0.43 miles(25). The distance from the intake structure to the center of the river channel is 800 ft, or 0.152 miles. At this distance, 0.71 kiloton(25) or 1,420,000 lb of TNT would have to detonate in order to create 2.3 psi overpressure. Consideration of Railway Explosive Cargoes The Stone & Webster Traffic Department has extensively reviewed Reference 27.
The maximum weight of explosives transported by rail could be 80,000 lb gross, unless state or local regulations require a lower limit. There are no primary manufacturers or primary consumers of high explosives near the site. Even though it would be technically inadvisable and economically unjustifiable to ship such large quantities in one shipment, the hypothetical rail shipment of high explosives is assumed to be 80,000 lb gross. Although the packaging weight of a 125 lb gross weight box probably exceeds 50 lb, a 25 lb packaging weight has been assumed, as was done for the truck shipment case. Thus, the 80,000 lb gross weight becomes 64,000 lb net.
The railway of concern across the Ohio River is approximately 1355 ft from the intake structure. From References 15 and 23, the calculated hypothetical detonation of 32 tons of high explosives at a distance of 1355 ft gives a maximum dynamic pressure of 0.018 psi and a maximum overpressure of 0.86 psi.
Other potentially hazardous cargoes (carried at the maximum permissible cargo weight) undergoing a hypothetical accident release less energy at lower rates than the postulated detonation of the 32 tons of high explosive. For example, consider a railroad tank car containing LNG at the maximum quantity of 30,000 gallons. The Bureau of Mines' report (References 25 and 26) on fire and explosion hazards associated with LNG, offer background material on the subject. Assume the cryogenic liquid to instantaneously flash to 60 F gas and then form a homogenous stoichiometric mixture with atmospheric air. This mixture is then uniformly and perfectly ignited. If the resulting combustion occurred perfectly, the energy release would be 2.21 x 109 Btu from a burning rate of 40 cm/second(25). The 2.21 x 109 Btu corresponds to the energy release from 0.554 kiloton of high explosive(15) which has a burning rate of 1000 to 8500 meters/sec(16) some 105 times faster. Thus the 4 psi maximum overpressure and 0.35 maximum dynamic pressure resulting from detonation of 0.554 kiloton of high explosive at a distance of 1355 ft(15) need to be reduced by a factor of some 105 to correct for the lower burning rate.
BVPS UFSAR UNIT 1 Rev. 22 2.1-22 As has been previously indicated, the worst postulated explosion hazard from railroad cargo is the detonation of 80,000 lb gross TNT cargo. This hazard produced acceptable overpressures and dynamic pressures at the intake structure. Missiles None of the postulated accidents are capable of generating a missile with greater target-impacting kinetic energy and momentum than the design basis missile, a 35 ft utility pole impacting at 150 mph. 2.1.7.6 Fire in Oil and Gasoline Plants or Storage Facilities, Adjacent Industries, Brush and Forest Fires, and Transportation Accidents If rupture of an oil line or tank is postulated, the seepage through soil might migrate to the river, but would remain on the river surface rather than enter the intake structure through the intakes which are 5 feet below the water surface. The intake structure is heavy reinforced concrete extending approximately 67 ft above water level. The structure provides adequate fire protection to equipment from an oil or gas line fire on the surface of the ground or on the river water outside. Electrical supply to the intake structure is buried for tornado protection and enters the structure below grade and hence, would be unaffected by fire. Because the intake structure is in essence a concrete box with no openings at grade, below grade, or at the river surface, except the subsurface intake, and with all piping sealed to the structure, seepage of oil or other products into the structure is improbable. In any case, the motors and controls are located in the upper portion of the structure above a concrete floor, and hence, protected from fire in the pump compartment below. The tornado protected ventilation system would prevent formation of an explosive mixture.
The plant is physically separated from adjacent land fire hazards to the east by Pegg's Run and State Highway Rt. 168, and to the south and west by the access road and switchyard. Fire from transportation accidents is not expected to have an effect on any safety-related structures because of the physical separation of the railroads and highways mentioned above. 2.1.7.7 Accidental Release of Toxic Gas from Onsite Storage Facilities, Nearby Industries, and Transportation Accidents The only major source of relatively large quantities of toxic gases is a transportation accident. It should be noted that in the calendar year 1971, there were no poison gas or liquid, Class A hazardous material reports in Pennsylvania (See the Attachment to Section 2.1). In the event of a large accidental release of toxic gas, self-contained respiratory equipment will be used, and personnel not necessary for the safe operation of the plant will be evacuated. 2.1.7.8 Airborne Pollutant Effects on Important Plant Components The available data indicates that low emissions of sulfur, nitrogen oxides, and particulates occur near the site. Ambient concentrations of these pollutants will be relatively low, thus precluding any significant degree of reaction resulting from cooling tower plumes in the atmosphere.
BVPS UFSAR UNIT 1 Rev. 20 2.1-23 Problems such as acid rainout and increased ground level concentrations of pollutant due to cooling tower and stack plumes mixing should not occur in this area. The expected levels will have negligible effects on important plant components. 2.1.7.9 Potential Cooling Tower Collapse The mode of failure of the cooling tower is expected to be inward during a postulated collapse.
It is expected that no missiles with greater kinetic energy than the design basis missile could reach safety-related structures or equipment. The only known collapse due to wind loading has been inward. Missiles generated by a tornado are expected only to penetrate the cooling tower locally without causing failure. The design basis missiles impacting on the cooling tower could not generate a missile with greater kinetic energy. 2.1.7.10 Bruce Mansfield Power Station - Slurry Discharge Pipeline The Slurry Discharge Pipeline (see Figure 2.3-25) is intended to transport sludge, in the form of a water slurry, from the Sulphur Dioxide Scrubbers at Bruce Mansfield Power Station to the Little Blue Run Disposal Area. The Disposal Area is located approximately five miles down river from the BVPS-1.
The system characteristics of the pipeline are: 1. PIPELINE ROUTING: The pipeline will circumnavigate BVPS-1. The routing was purposely chosen to preclude any possible damage to safety-related structures or equipment in the event of a leak. The closest point of approach to any safety-related structure is approximately 1200 ft. The entire length of pipeline will be laid below grade, and a minimum earth cover of 30 inches will be provided.
- 2. PUMPING STATION: The pumping station is located at Bruce Mansfield Power Station. The pumping station is continuously manned and is equipped with audible and visual indicators as well as recording equipment to provide continuous control of pumping operations. The operator has visual indication of system valve position, which lines are in use and which pumps are running, as well as pump discharge pressure and temperature. Magnetic flow meters compare total flow at the discharge of the pumping station to the flow at the discharge to the impoundment area and provide visual and audible alarms at the pumping station should a significant mismatch occur. This allows the operator to identify a ruptured pipeline and switch flow to the standby pipeline. The entire pipeline is visually inspected by daily roving patrols. The roving patrol is radio equipped to ensure rapid transfer of information should damage or leakage be discovered.
- 3. PIPELINE: The pipeline will consist of four pipes, two 12 inch and two 8 inch and four pumps. Each pump has a discharge relief valve, and discharges to a valved manifold which allows various pump combinations to be utilized. The pipeline is constructed of ASTM-A106-B steel pipe and has a design pressure of 1310 psig.
System pressure will vary between 600 psi and 1100 psi for flow rates of 400 to 3600 gpm. Wear is estimated to be 0.008 inch per year. The expected life of the pipe sections is 30-35 years. Manual isolation valves are installed in each of the four pipelines on the east and west sides of the site property as well as between BVPS-1 and the discharge impoundment.
BVPS UFSAR UNIT 1 Rev. 20 2.1-24 4. SLURRY: The slurry is non-toxic, non-flammable and essentially non-corrosive. Its composition will vary somewhat, depending on power plant operation. Normally, the slurry will be 32.3 percent solids by weight and the composition of the solids will be approximately: a. fly ash, 30 percent
- b. inerts, 3 percent
- c. limp grits, 1.2 percent
- d. CALCILOX, 9.7 percent e. calcium carbonate, 0.6 percent
- f. calcium sulphate, 20.6 percent
- g. calcium sulphite, 32.6 percent
- h. unreacted lime, 0.6 percent
- i. magnesium hydroxide, 1.3 percent
- j. calcium hydroxide, 0.8 percent The sludge is treated with 1.0 percent lime to increase the pH to 11.0. CALCILOX is added as a solidification aid.
In summary, this pipeline is not considered to be a safety hazard to the plant due to:
- 1. The routing of the pipeline which was purposely laid out to circumvent the plant structures 2. The leakage detection measures employed in the design
- 3. Installed capability to isolate any leaking or ruptured slurry line. 2.1.7.11 Potential Peak Pressures on Critical Components As discussed above, it is not considered probable that any missiles generated by site hazards would be more severe than the tornado generated missiles for which these safety-related structures are designed. All critical plant components are located within structures which are tornado protected. As discussed in Section 2.7.2, these safety-related buildings are designed as a minimum to withstand tornado wind pressures of 330 psf, which is equivalent to a pressure of 2.3 psi. The site hazards discussed in Section 2.1.7 includes a gasoline barge explosion at the intake structure, a rail car explosion across the Ohio River, and a truck explosion on State Highway Rt. 168. The gasoline barge explosion pressures for this analysis are based on one of the 12 barge compartments detonating with the equivalent energy release and resultant pressures of the detonation of 0.004 kilotons of TNT (Refer to Section 2.1.7.3 for energy release equivalency). The peak "side-on" overpressures and dynamic pressures resulting from these postulated site explosions are well below the 2.3 psi for which the safety-related structures are know to be adequate, as summarized in Table 2.1-17.
BVPS UFSAR UNIT 1 Rev. 20 2.1-25 References to Section 2.1 1. "Description of the Shippingport Atomic Power Station Site and Surrounding Area", WAPD-SC-547, Westinghouse Electric Corporation Bettis Atomic Power Laboratory (June, 1957). 2. "1970 Census of Population, Pennsylvania", U.S. Department of Commerce, Bureau of Census, Advance Report PC(VI)-40 (January, 1971).
- 3. "1970 Census of Population, Ohio" U. S. Department of Commerce, Bureau of Census, Advance Report PC(VI)-37 (January, 1971).
- 4. "1970 Census of Population, West Virginia", U. S. Department of Commerce, Bureau of Census, Advance Report PC(VI)-50 (December, 1970).
- 5. "Provisional Employment and Population Forecasts", Southwestern Pennsylvania Regional Planning Commission (revised June, 1968).
- 6. "Preliminary Projection of Employment and Population", State Planning Board, Governor's Office, Commonwealth of Pennsylvania (January, 1971).
- 8. "Guidelines for Regional Growth, Brooke-Hancock Counties, W. Va. and Jefferson County, Ohio", prepared by the West Virginia Department of Commerce and the Jefferson County, Ohio Regional Planning Commission (December, 1969).
- 9. Bureau of State Parks, Department of Forest and Water, Commonwealth of Pennsylvania.
- 10. Unpublished Data Upper Ohio Basin Office, Water Quality Office, Environmental Protection Agency.
- 11. "Pre-operational Radiation Survey of the Shippingport Atomic Power Station Site and Surrounding Area", WAPD-CTA(IH)-208, Westinghouse Electric Corporation Bettis Atomic Power Laboratory (January, 1958).
- 12. Bureau of the Census, U. S. Department of Commerce, 1970 Census of Population: Number of Inhabitants, Reports PC(1) - A40, Pennsylvania (August, 1971), PC(1) - A37, Ohio (August, 1971), and PC(1) - A50, West Virginia (May, 1971).
- 13. "Planning and Design of Navigation Locks, Walls, and Appurtenances," EM1110-2-2602, U.S. Army Corps of Engineers. 14. Van Nostrand's Scientific Encyclopedia, D. Van Nostrand Co., fourth edition, p. 657, (1968). 15. The Effects of Nuclear Weapons, by U.S. Department of Defense and U.S. Atomic Energy Commission, Revised Edition, (February, 1964).
- 16. Kirk and Othmer, Encyclopedia of Chemical Technology, Interscience Publishers, New York, second edition, Vol. 8 and Vol. 10, p. 583.
BVPS UFSAR UNIT 1 Rev. 20 2.1-26 References to Section 2.1 (CONT'D) 17. Telephone communication, J. Weaver of Gateway Marine Survey, Carnegie, Pennsylvania, to J. McCaleb, Stone & Webster, (May 24, 1973).
- 18. "Rules and Regulations for Tank Vessels," CG-123, U.S. Coast Guard, taken from Subchapter D, of Chapter I, Title 46 CFR, (May, 1969).
- 19. A. Egerton and J. Powling, "The Limits of Flame Propagation at Atmospheric Pressure," The Influence of "Promoters", Proceedings of the Royal Society, Vol 193A (1948).
- 20. J. H. Perry, "Chemical Engineers' Handbook," McGraw-Hill Book Co., third edition (1950).
- 21. H. F. Coward, and G. W. Jones, "Limits of Flammability of Gases and Vapors," Bulletin 503, U.S. Department of the Interior, Bureau of Mines (1952).
- 22. "Hauck Industrial Combustion Data," Hauck Manufacturing Co., Brooklyn, New York, third edition (1953).
- 23. Nuclear Bomb Effects Computer, revised 1962, designed by the Lovelace Foundation for Civil Effects Test Operations, U.S. Atomic Energy Commission, Division of Biology and Medicine, Contract AT(29-1) 242.
- 24. Senior technical personnel from both Air Products and Chemicals, Inc., Allentown, Pa., and Airco/BOC, Murray Hill, N.J., essentially suggest that there should be no significant force at ground level resulting from the postulated ignition of the postulated break of the pipeline.
- 25. D. Burges and M. Zabetakis, "Fire and Explosion Hazards Associated with Liquefied Natural Gas," Report of Investigations 6099, U.S. Department of Interior Bureau of Mines (1961). 26. "Hazards of LNG Spillage in Marine Transportation," Prepared by U.S. Department of Interior Bureau of Mines, for U.S. Department of Transportation, U.S. Coast Guard SRC Report No. S-4105 (February, 1970).
- 27. "Hazardous Materials Regulations" Section 173.63, Subparagraph 3, U.S. Department of Transportation, Tariff 25, (April 24, 1972).
BVPS UFSAR UNIT 1 Rev. 20 2.1-27 Attachment to Section 2.1 REPORT HAZARDOUS MATERIALS TRANSPORTATION BEAVER VALLEY POWER STATION A2.1 GENERAL Hazardous materials, transported in interstate commerce, are subject to regulation by the Department of Transportation under various statutes including: Title 18, Chapter 39, U.S.C.
entitled "Explosives and Combustibles," Title 18, Chapter 49, U.S.C. entitled "Department of Transportation Act of 1970," and those laws governing the Federal Aviation Authority, Coast Guard, and miscellaneous carriers. The individual states have adopted the federal statutory regulations for application to intrastate and private transportation within their jurisdiction.
The general rules and regulations governing the "Acceptance and Transportation of Hazardous Materials" and "Specifications for Shipping Containers" are published in R. M. Graziano's Tariff No. 25, I.C.C. No. 25, effective April 24, 1972, entitled "Hazardous Materials Regulations of the Department of Transportation." The publishing officer is R. M. Graziano, 1920 "L" Street N.W., Washington D.C. 20036.
These rules and regulations apply to all modes of transportation and to all common carriers, contract carriers, and private carriers by rail, motor, air, and water. Additional rules and regulations may be imposed by state and local statutes or by the carriers themselves. The Department of Transportation's (D.O.T.'s) Second Annual Report on Hazardous Materials, (page 21) 1971, states:
"The incident reports received are believed to be only a portion of those that should be reported. However, since a census of carriers who transport hazardous materials is not known, nor the total quantity of hazardous materials being transported available, the degree of compliance cannot be truly determined at this time."
Despite the broad application of the laws and promulgated rules and regulations, there exists a segment of non-regulated shippers and carriers that transport hazardous materials, via motor and water modes of transportation without the approval or knowledge of the reporting agencies. This segment of the industry has not been included in the study since their estimated incident ratio is quite low or nonexistent. A2.2 HAZARDOUS MATERIALS COMMODITY LISTS The items classified as "hazardous materials" are listed in Section 172.5 of Graziano's Tariff and cover all types of explosives, poisons, flammables, oxidizers, corrosives, gases, radioactive materials, etiologic agents, or similar commodities. The tariff is designed to accommodate all possible types of dangerous cargo that may be specified by the Department of Transportation's Hazardous Materials Board.
BVPS UFSAR UNIT 1 Rev. 20 2.1-28 The D.O.T.'s 1971 Annual Report (page 10) states: "The incident reports involved approximately 250 different commodities with the most frequent ones, in descending order, being: paint and paint related compounds; gasoline; electrolyte, (acid) battery fluid (including sulfuric acid and wet electric storage batteries);
and various liquid cleaning compounds (corrosive and/or flammable). These are merely reported figures, and do not take into consideration the relative amounts of these commodities being shipped." A2.3 VOLUME OF TRAFFIC AND ACCIDENT REPORTS The Federal Aviation Administration, Federal Highway Administration, Federal Railroad Administration, and the United States Coast Guard maintain statistical data on reported incidents of "unintentional release of hazardous materials during the course of transportation."
The actual volume of this traffic is impossible to establish since commodity reporting is not required or monitored by a central reporting agency.
The Army Corps of Engineers maintains the most detailed data on commodities and transportation equipment passing through its projects and navigation districts. This type of information would be economically unobtainable for the vast network of highways, railroads, and air corridors serving the United States and North America.
The D.O.T. has not attempted to establish the volume of hazardous traffic that is handled for each calendar year, but hopes to develop some forecasting ability within the near future.
The Corps of Engineers lists the following commodities as "hazardous materials" and are part of the 41 commodity groups included in their reports: 1. Crude Petroleum
- 2. Ordinance and Accessories
- 3. Chemicals and Allied Products
- 4. Petroleum and Coal Products.
The primary commodity group is further segregated into the individual items composing the group, and each item is assigned a control number. The Corps of Engineers publish summary information; however, detailed reports may be obtained on a "Government Priority Basis" from the District Engineer, U.S. Army District, New Orleans, P.O. Box 60267, New Orleans, LA 70160. (See also, Part II, Waterborned Commerce of the United States, Calendar Year 1971, U.S. Army Corps of Engineers.)
BVPS UFSAR UNIT 1 Rev. 20 2.1-29 A2.4 LEVEL OF ACCIDENTS FOR 1971 The D.O.T. states that during the calendar year 1971, 328 carriers submitted a total of 2,255 hazardous materials incidents as follows:
MODE NUMBER OF REPORTS 3 Air Carriers................................................................... 5 233 For-Hire Highway Carriers......................................... 1,633 54 Private Highway Carriers............................................ 258 28 Rail.............................................................................. 346 10 Water........................................................................... 13
The following table shows the "classification" breakdown of those reports: CLASSIFICATION NUMBER OF REPORTS Class A explosives............................................................ 17 Class B explosives............................................................ 8 Class C explosives............................................................ 8 Corrosive liquid................................................................. 634 Flammable compressed gas............................................. 76 Flammable liquid............................................................... 1,090 Flammable solid................................................................ 21 Nonflammable compressed gas........................................ 56 Oxidizing material.............................................................. 88 Poisonous gas or liquid, Class A....................................... 0 Poisonous liquid or solid, Class B..................................... 203 Radioactive materials........................................................ 9 Tear gas, Class C............................................................. 1 None shown (unknown or non-hazardous)....................... 44 These figures are believed to be only a fraction of the actual number of incidents and carriers involved in this type of accident. Additional water carrier data is available from the Coast Guard covering several specific areas of responsibility (i.e., coastwise, intercoastal, lakes, etc.),
however, the reporting criteria are quite different from the D.O.T's. A2.5 BEAVER VALLEY POWER STATION The Beaver Valley Power Station is exposed to water, highway, and limited rail transportation services. The site is located on the Ohio River at milepost 34.81, left bank descending from Pittsburgh, Pennsylvania in the Montgomery Pool. Highway Route 168 bounds the site on the eastern and southern property line. The Penn Central's Pittsburgh - Columbus, Ohio right-of-way is located north of the site on the right bank of the Ohio River. The site is served on a private side track by the Pittsburgh & Lake Erie Railroad.
BVPS UFSAR UNIT 1 Rev. 20 2.1-30 Water Transportation The Corps of Engineers reports that tonnage through the Montgomery Pool approximated 18 million tons of cargo for the year 1970. This tonnage included 3 million tons of oil and gas products, 2 million tons of chemicals, and 1 million tons of unclassified commodities.
Barge and towboat equipment are used to handle this type of cargo on the Ohio River or its tributaries. The barges are customarily open hopper barges, covered dry cargo barges, or liquid cargo (tank) barges. The capacities of each class of equipment approximate the following "standard" parameters: BARGE LENGTH, WIDTH, DRAFT, CAPACITY CLASS (ft) (ft) (ft) (tons) (gallons)
Open Hopper 175 26 9 1000 n.a. 196 35 9 1500 n.a. 290 50 9 3000 n.a.
Covered Hopper 175 26 9 1000 n.a. 190 35 9 1500 n.a. 290 50 9 3000 n.a.
Liquid cargo 175 26 9 1000 302,000 (tank) barge 190 35 9 1500 454,000 290 50 9 3000 907,000 Based on 7.2 barrels per ton and 42 gallons per barrel The great majority of the barge equipment meets the construction requirements of the American Bureau of Shipping and the United States Coast Guard. The barges are certified for the type of service for which they were constructed (i.e., dry or liquid cargo, inland river service, ocean, limited ocean, lakes, etc.). The towboats (pushboats) used in the Upper Ohio River Navigation District can vary from a length of 117 feet, width of 30 feet, draft of 7.6 feet and 1000 horsepower to a length of 160 feet, width of 40 feet, draft of 8.6 feet and 6000 horsepower.
The United States Coast Guard reports that only four "non-serious incidents occurred within the Montgomery Pool during the five year period ending December 1972. A summary of each accident can be found in Commander R. E. Anderson's letter of January 4, 1973, which is included as an attachment to this report.
The Beaver Valley Power Station is located in a protected area of the Montgomery Pool and would not be subjected to the type of collision damage that might occur as a result of a "loose" barge floating downstream or pilot error. The power station is located on the "upstream" side of a large pool formed by the movement of the river's current away from the site's intake structure. The natural course of a floating object would be to the right bank of the river, opposite the site.
BVPS UFSAR UNIT 1 Rev. 20 2.1-31 Highway Transportation The tonnage or volume of hazardous materials passing near the site over Pennsylvania Route 168 cannot be determined with any degree of reliable accuracy. However, there are chemical facilities and industrial installations that would utilize this type of product in the immediate area of the power station. Reports on this type of traffic are not kept unless the cargo is involved in an accident.
The movement of hazardous materials over public highways near the site does not alter the fact that the probability of a "major accident" involving this classification of cargo is significantly low and the possible effects of such an incident are nominal. The plant is sufficiently isolated from public highway facilities so that explosions, fires, and related incidents would not damage the generating station or interfere with the distribution of power.
The D.O.T's data file on incidents involving hazardous materials for the Commonwealth of Pennsylvania, for the current period January 1, 1971 to August, 1972, clearly shows that no accidents were reported for the Shippingport area. Mr. H. J. Sonnenberg, Accident Analysis Officer, Office of Hazardous Materials, D.O.T. made this observation:
"You will note [that] none are reported as happening at Shippingport (Midland, Hookstown, Smith's Ferry or Industry). The Pittsburgh and Lake Erie Railroad reported one incident at Aliquippa and Hall's Motor Transit reported three incidents at Mechanicsburg....You will note that all three involved leaks of corrosive liquids at the carrier's dock."
Mr. Sonnenberg's letter is included as an attachment to this report along with the print out for Pennsylvania.
The motor carrier industry utilizes all types of mobile transportation equipment to handle hazardous materials. This equipment includes closed vans, bulk trailers, tank type trailers, and open top trailers which are constructed or adapted to meet the requirements of the D.O.T. for handling hazardous materials. Selection of the proper equipment is a factor of the materials to be shipped and the regulations of the D.O.T.
Rail Transportation The Penn Central's right-of-way is located on the northern bank of the Ohio River and will not impose any significant effect on the power station if an accident would occur. The D.O.T. ADP file indicates a low incident rate for rail transportation within Pennsylvania; however, these accidents usually involve leaking containers which would result in a very isolated "danger" area.
Equipment specifications for tank car construction are promulgated by the D.O.T. and reflect the requirements of each material and shipping condition. Individual items are packaged and handled in accordance with federal regulations and determination of the exact type of rail car used is not possible.
The volume of hazardous materials traffic moving over this segment of the Penn Central, or any line of the railroad system, cannot be established due to the fact that the individual railroads do not maintain this type of commodity information. Reporting is only required where an accident occurs.
BVPS UFSAR UNIT 1 Rev. 20 2.1-32 A
2.6 CONCLUSION
Hazardous materials transportation within the proximity of the Beaver Valley Power Station does not seem to be a historically high risk function of the transportation industry. Water transportation evidences the greatest possibility for exposure to this type of traffic since it reflects the inherent advantages of bulk distribution and vehicle capacity. Water transportation is also subject to the greatest concentration of federal regulation and enforcement of all the available modes of hazardous materials transportation.
It is impossible to state that a significant or destructive accident, involving hazardous materials, will not occur at the Beaver Valley Power Station area within the life of the plant. It is possible to postulate that in the event of such an incident the summary effect upon the safe operation of the generating station would be nonexistent. A2.7 ENCLOSURES The following are enclosures to the Attachment to Section 2.1:
- 1. Ohio River 1970 commodity flow charts - 3 sheets
- 2. United States Coast Guard letter dated January 4, 1973
- 3. Department of Transportation letter dated January 4, 1973 4. ADP print out for Pennsylvania: January 1971 to August 1972
- 5. Three D.O.T. accident reports BVPS UFSAR UNIT 1 Rev. 20 2.1-33 References for Attachment to Section 2.1 1. Waterborne Commerce of the United States - Calendar Year 1971, U.S. Army Corps of Engineers, New Orleans, LA 70160 2. Second Annual Report of the Secretary of Transportation on Hazardous Materials Control - Calendar Year 1971, Washington, D.C. 20402
- 3. Hazardous Material Regulation of the Department of Transportation, R. M. Graziano's Tariff No. 25, I.C.C. No. 25, Washington, D.C. 20036
BVPS UFSAR UNIT 1 Rev. 19 2.2-1 2.2 METEOROLOGY AND CLIMATOLOGY 2.2.1 Summary Meteorology in the region of the BVPS-1 site has been evaluated to provide a basis for determination of annual average process gas release limits, corresponding estimates of potential exposure from hypothetical accidents, and design criteria for storm protection.
Data from the Greater Pittsburgh Airport and from the Weather Bureau studies at the Shippingport Atomic Power Station site were used in the preliminary evaluation; however, an onsite meteorological program has been under way since September, 1969, in order to determine site dispersion factors for both the establishment of permissible annual average process gas release rates and the accident meteorology. It has been found that Pasquill stability Class F and a 0.84 m per second wind speed constitute a conservative set of meteorological conditions to be used as a basis for plant design in the case of an accident involving the release of radioactive gases to the atmosphere. The maximum annual average dilution factor for an elevated release and ground level receptor, based on site meteorological data, is 1.62 x 10-5 sec/m3 2,500 feet from the containment at an elevation of 47 meters above the valley floor.
Information is provided in this section to show the adequacy of the design criteria established for storm protection, and the basis for the estimates of effects of routine and accidental releases of radioactive gases. 2.2.2 Descriptive Climatology 2.2.2.1 Climatic Summary The western portion of Pennsylvania in the vicinity of the BVPS-1 site lies on the western slope of the Allegheny Mountains. The site is approximately 90 miles southeast of Lake Erie and 340 miles west of the Atlantic coastline. The climate of the region is of the humid continental variety.
During the winter months, cold air from Canadian source regions is somewhat modified by passage over the Great Lakes. The site region is also relatively near the Great Lakes - St. Lawrence storm track, so that there are frequent periods of cloudiness and precipitation during the cooler half of the year. During the warmer months of the year, western Pennsylvania comes under the southerly and southwesterly air flow on the western side of the Bermuda High, causing frequent spells of warm, humid weather. 2.2.2.2 Topographical Factors The BVPS-1 site is located on the south bank of the Ohio River, about 25 miles northwest of Pittsburgh, Pennsylvania, and about 4 miles east of the Ohio - West Virginia state line. The normal pool elevation of the Ohio River at the site is 664.5 ft above MSL. The Ohio River Valley is sharply defined by the hills and bluffs which extend to an average height of 400 to 500 ft above river level within short distances of the river banks. The average width of the Ohio River Valley in the vicinity of the site is approximately 1 mile (1,600 m).
BVPS UFSAR UNIT 1 Rev. 19 2.2-2 Topographic cross sections for the 16 compass point sectors radiating from the plant out to a distance of five miles are shown in Figures 2.2-1, 2.2-2, 2.2-3, 2.2-4, 2.2-5, 2.2-6, 2.2-7, and 2.2-8. The deep, enclosed Ohio River Valley affects the local meteorology in several ways:
- 1. At low levels within the valley, wind channeling occurs extensively. This effect has been studied by Weather Bureau personnel(1) and is discussed in Appendix 2A. Cold air frequently drains down the valley slopes during the nighttime hours causing a resulting convergence zone over the river. A Weather Bureau group(2) has investigated this aspect of the local atmosphere; the results of this work are also discussed in Appendix 2A.
- 2. Another local effect of topography is daytime solar "shielding" by the high valley walls, which in combination with the nighttime cold air drainage results in a high (approximately 65 percent) annual frequency of occurrence of inversions onsite.
This high frequency of stability is reflected in the modest annual average dilution factor presented in Section 2.2.5. 2.2.2.3 Climatological Averages Table 2.2-1, based on Weather Bureau climatological data from Pittsburgh and other nearby observing stations(3), presents average values of pertinent meteorological parameters. Table 2.2-6 provides monthly summaries of absolute humidity in grams/m3 and relative humidity in percent based on the two-year period from September 6, 1970 to September 5, 1972. 2.2.2.4 Climatological Extremes Month and year of occurrence of climatological extremes have been recorded in the site areas as shown in Table 2.2-2, which is based on Weather Bureau data(3). 2.2.2.5 Severe Weather Phenomena The following extremes of weather phenomena have been examined and evaluated: Extreme Winds The highest wind speed reported in 15 years (1952-1967) of Weather Bureau records for the Pittsburgh Airport was 58 mph from the west in February 1967. The current Weather Bureau listing(3) of historic extremes does not recognize any record of winds exceeding this speed; however, infrequent occurrences of higher wind speeds can be anticipated and have been considered in structure design. Table 2.2-3 lists probabilities and associated recurrence intervals for extreme winds at the BVPS-1 site, according to methods described by Thom(4). Based on the relationship of extreme gusts to extreme winds noted by Huss(5), multiplication of the wind speed by a factor of 1.3 yields a value for the highest gust associated with that wind speed. These are probably quite conservative in view of the relatively sheltered location of the BVPS-1 in relation to the airport exposure.
BVPS UFSAR UNIT 1 Rev. 22 2.2-3 Severe Storms Thunderstorms occur in the area of the site with moderate frequency, with the maximum in June, July, and August. During these peak months, thunderstorms occur at approximately 5 day intervals. These localized storms are occasionally accompanied by high winds, very heavy, but unevenly distributed rainfall, with infrequent hail.
According to Weather Bureau information(6)(7) covering the period 1871 through 1972, only 8 tropical storms have moved within 50 miles of the plant site. Essentially all but one of these storms have been in the final dissipation stages and have had little effect on western Pennsylvania other than heavy rainfall. However, in June of 1972 extremely heavy rainfall from Hurricane Agnes caused extensive flooding over much of the eastern United States. In the state of Pennsylvania the flood waters crested in Pittsburgh on June 24, 1972. The flood crest at the site was approximately El. 694 ft, well below the site grade elevation of 735 ft. No damage occurred to any completed safety-related structures, systems, components, or materials. No radioactive materials were released or lost, and no design bases used in the safety evaluations of the facility were exceeded.
Tornado Occurrences During the period 1917 through 1970, only 5 tornadoes were reported in Beaver County. The closest observed was in Monaca, Pennsylvania, approximately ten miles from the site. In studies by Thom(8) and Wolford(9), tornadoes reported within a 1 degree square are accumulated over a period of record and divided by the number of years of record to yield a mean annual frequency. For the 1 degree square encompassing the BVPS-1 site, Thom lists 5 tornadoes over ten years (1953-1962) for a mean annual frequency of 0.5, while Wolford lists 4 tornadoes over six years (1953-1958) for a mean annual frequency of 0.67. From 1963 through 1970, 5 tornadoes have been noted(7) for a mean annual frequency of 0.6. According to methods postulated by Thom(8), using values for path width and length of 0.1 mile and 4.0 miles, respectively, and the composite mean annual frequency of 0.6, the average annual probability of a tornado occurring within the 1 degree square in which the site is located and striking the site was calculated to be 6.6 x 10-5, with an equivalent recurrence interval of once in 15,200 years. If an invariant value for a path area of 2.82 square miles, based on Iowa tornadoes, is assumed, as Thom suggests, the average annual probability becomes 4.7 x 10-4, and the equivalent recurrence interval is once in 2,100 years.
The location of the site within the steep-walled valley of the Ohio River offers some measure of protection from tornadoes. An authority(10) on the behavior of these small, violent storms notes that rough country tends to diminish their violence and effects. According to the same source, tornadoes tend to move toward higher elevations, indicating that a tornado in the vicinity of the station would have a tendency to remain at the higher land elevations rather than descend into the valley. Ice Storms Freezing precipitation in the form of freezing rain or freezing drizzle occurs in the vicinity of BVPS-1 when a layer of below freezing air near the ground causes freezing on contact of rain which has passed through a layer of above freezing air overlaying the colder air. This situation occurs most frequently in mid-winter when polar air is overrun by warm, moisture laden air moving northward from the Gulf of Mexico.
BVPS UFSAR UNIT 1 Rev. 19 2.2-4 An investigation of freezing precipitation frequency was based on ten years (1955-1964) of data taken by the National Weather Service at Greater Pittsburgh Airport. Figure 2.2-9 indicates the average and extreme freezing precipitation frequency for the winter months. Freezing precipitation occurs slightly less than 0.2 percent of the time. Of the 148 hours0.00171 days <br />0.0411 hours <br />2.44709e-4 weeks <br />5.6314e-5 months <br /> of freezing precipitation that occurred in ten years, 144 were classified as light (less than 1/10 inch per hr), 4 as moderate (1.10-3.10 inch per hr), and none as heavy (greater than 3.10 inch per hr). Air Pollution Potential (Atmospheric Stagnation)
Based on five years of Pittsburgh radiosonde balloon observations only three episode days, of at least two days duration, with mixing height less than or equal to 500 meters, occurred. No episode days of at least five days duration with mixing height less than or equal to 500 meters occurred during the five years. Such episode occurrences are expected to result in increasing plume length and flattening of the plume trajectory. However, no instances of ground level fogging attributable to such occurrences are expected. Mixing height occurrences in excess of 500 meters are expected to have negligible influence on plume behavior because the plume will, in most instances, have evaporated by the time such heights are reached.
Ground-based nocturnal inversions are common at the site. Such inversions are shallow (less than 300 meters deep) and the height of plume release and plume buoyancy is expected to render the effect of these inversions negligible. 2.2.3 OnSite Meteorological Monitoring Program The onsite meteorological program for Beaver Valley Power Station is described in BVPS-2 Updated Final Safety Analysis Report, Section 2.3.3.
A description of the initial Site Meteorological Program is included in Appendix 2A.1 and 2A.2, together with the results of analysis of data collected onsite between September 1969, and September 1971.
The results of the analysis of the data collected onsite for 1980 are included in Appendix 2A.3. For the most recent operating year refer to the annual meteorological report. 2.2.4 DBA Meteorology In the event of an accidental release of radioactive gas into the atmosphere, transport and dispersal will be influenced by the weather conditions at the site for the duration of the incident.
The site meteorological data were examined for limiting atmospheric conditions during a postulated accidental release of radioactive gases.
According to Weather Bureau sources(11) the following paragraphs describe the worst conditions which might be expected to exist at the site during an accidental release:
"Past meteorological studies suggest the following features about atmospheric diffusion for close-in distances (less than one mile) relative to an instantaneous or short period release of air-borne material from the plant site:
BVPS UFSAR UNIT 1 Rev. 19 2.2-5 1. During inversion conditions when the river is considerably warmer than the air, any air-borne contaminants released at the site will slowly spread out over the plant area, displaying a tendency to remain over land. Eventually, the effluent will be carried out over the river by the drainage flow, where it will travel either up or downstream dictated by the channeled gradient flow. During stable conditions when a pronounced drainage wind flows over the site towards the river, the major plume concentration will probably exist along the river bank and channel. When no well-defined drainage flow exists, the plume can be expected to disperse laterally in all directions, covering the entire plant area. Vertical dispersion at the site area will be restricted to within the first few hundred feet for a release near the ground of material which is not appreciably warmer than the ambient air. For a release at approximately 150 ft above the surface, vertical dispersion to near ridge top elevations may occur. When the river is colder than the air, travel time from the site to over the river will be less.
- 2. Under neutral vertical temperature gradients, atmospheric diffusion becomes primarily a function of wind speed. When winds are very light, appreciable lateral dispersion of the plume over the entire plant area may be expected, similar to that during inversion conditions. During periods of higher wind speeds and more well-defined flow regimes, there will be more rapid dilution of the plume and air-borne material will be more quickly carried away from the plant area. However, within a mile radius of the release point, most of the plume will be vertically contained within the valley depth (approximately 500 ft).
- 3. Synoptic patterns indicate that winds out over the river will blow down-river during most stable regimes. Consequently, a plume originating at the site under inversion conditions may be expected to spread out over the plant area, slowly moving out over the river with an eventual traverse down-river. Transport of air-borne material up-river during inversion conditions will be infrequent.
- 4. During unstable conditions, the path of any released material to the atmosphere will be dictated by the prevailing channeled wind flow of the valley and by the gradient flow at levels above the ridges. In view of the preceding, it was decided to determine the DBA meteorology for the initial time period following the accident in a way that would include a realistic assessment of both horizontal and vertical dispersion. Using the seven horizontal stability classes (A-G) and seven vertical stability classes (A-G) and the corresponding Sy and Sz values as presented in Reference 12, a computer code was used to determine the combinations of vertical and horizontal stability classes and wind speeds which result in a calculated X/Q value which will not be exceeded more than five percent of the time including period of calm.
These calculations of X/Q do not include a building wake effect since the objective was to find the meteorological conditions of stability and wind speed upon which the building wake correction is normally imposed for the Design Basis Accident. Thus the following equation is used for delineation of the ordered values of X/Q and the equivalent stability and wind conditions:
BVPS UFSAR UNIT 1 Rev. 19 2.2-6 1 X/Q = (3.14SySzu) (2.2-1) where: Sy = horizontal diffusion parameter (m) Sz = vertical diffusion parameter (m) u = mean wind speed (m/sec)
For the 0-2 hour period following the accident, the DBA meteorology has been computed for a ground level release at the containment structure to a receptor at the nearest site boundary (610m). A very conservative analysis includes the total calms, both daytime and nighttime, as found by the less responsive Bendix-Friez speed sensors to meet the five percent criterion. On this basis, the total occurrence of calms is 2.4 percent. Thus, five percent less the 2.4 percent calms yields 2.6 percent, the percentage of time during which the design basis meteorological conditions may be exceeded. From Table 2.2-4, it is noted that 2.11 x 10-3 sec/m3 is the X/Q exceeded 2.6 percent of the time; thus the equivalent design basis meteorological conditions corresponding to this value at 610 meters are Pasquill stability class "F" and wind speed 0.64 m/sec.
A somewhat less conservative analysis would include only the 1.5 percent nighttime calms measured by the Bendix instrument. On this basis, the X/Q exceeded 3.5 percent of the time is 1.83 x 10-3 sec/m3; the design basis meteorological conditions are "F" and 0.73 m/sec. Finally, a more realistic analysis would include only the calms found by the more responsive Packard-Bell wind sensors. Whether or not all such calms (0.25 percent) or only the nighttime calms (0.08 percent) are included, the resultant X/Q found from Table 2.2-4 is 1.62 x 10-3; the equivalent design basis meteorological conditions are stability class "F" and 0.84 m/sec wind speed.
These latter values are included in Table 2.2-7 as being the recommended choice for the 0-2 hours periods with an invariant wind. If an independent evaluation of the above values is desired, see Appendix 2A which provides the summary of wind distribution by stability class and wind speed. This distribution is based on 50 foot wind data and 50 to 150 foot temperature data.
Now using the meteorological conditions of "F" stability conditions and wind speed 0.84 m/sec, the X/Q calculated from design basis accident meteorology at the nearest site boundary (610m) from the containment for the 0-2 hour period is computed from the following equation (including a building wake factor) to be equal to 7.80 x 10-4 sec/m3: 1 X/Q = (3.14SySz + cA)u (2.2-2) where: X = concentration (units/m3) Q = source release rate (unit/sec) Sy = horizontal diffusion parameter (m) Sz = vertical diffusion parameter (m) u = mean wind speed (m/sec)
A = cross-sectional area of containment (1,600 m2) c = building shape factor = 0.5 (dimensionless)
BVPS UFSAR UNIT 1 Rev. 23 2.2-7 For the period 2-24 hours following the start of a release, it is assumed that the wind direction varies over one sector under "F" stability conditions and 0.84 m/sec wind speed. Inasmuch as the longest observed on-site wind direction persistence under stable conditions ("F" stability) was one occurrence for 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br />, this assumption is conservative.
For the period from 24-96 hours, it is assumed that the mean wind direction is varying within the sector of interest 50 percent of the time. During this time, the stability is assumed to be "D" with a 2.0 m/sec wind speed and "F" with a 0.9 m/sec wind speed.
For the period from 4-30 days, meteorological conditions characteristic of the lowest dispersion have been chosen. These conditions, and those for the other time periods, are also presented in Table 2.2-5.
The results of the calculations for the four time periods comprising the 30 day model are shown in Figure 2A.2-12 which presents curves of X/Q versus distance. If an independent evaluation of the above results is desired, see Appendix 2A which provides the pertinent data.
In support of a re-analysis performed on the design basis loss-of-coolant accident (LOCA) in 1983, the X/Q values for the DBA meteorology were re-determined using the guidance and formulae of Regulatory Guide 1.145.(14)(15) The analyses were performed on hourly averaged meteorological data collected during the period from January 1 to December 31, 1982. The data recoverability for this period was 94.3 percent. As a result of these X/Q analyses, the maximum sector 0.5 percent X/Q value was determined to be more limiting than the 5 percent site X/Q value. Table 2.2-11 tabulates the values used in the re-analysis of the design basis LOCA. In 1996, short-term diffusion estimates were re-calculated using the USNRC computer code PAVAN(15). Input data were hourly meteorological observations collected by the onsite meteorological monitoring program between 0000 1/1/86 and 2300 12/31/95. The 0.5% sector dependent and the 5% sector independent values defined in Regulatory Guide 1.145(14) were determined and are tabulated in Tables 2.2-11a and 2.2-11b. Data recoverability during this ten year period was 99.6%. The minimum recoverability for any year in this period was 99%. This re-analysis indicated a maximum 0-2 hour exclusion area boundary 0.5% value of 1.04E-3 sec/m3 (NW sector). This value is 17% more restrictive than the value determined in 1983. As such, the values in Tables 2.2-11a and 2.2-11b will be used for radiological consequence analyses performed subsequent to 1996. 2.2.4.1 Main Control Room Short-Term Diffusion Estimates The original licensing basis control room atmospheric dispersion factor (X/Q) values were calculated for both Units 1 and 2 using the methodology described by Murphy and Campe. Releases were postulated from each of the identified release points. The X/Q values were calculated to encompass 95 percent of the meteorological conditions (i.e., that are exceeded for only 5 percent of the meteorological conditions). Stability class G was assumed for conservatism. Adjustments for occupancy were included.
In 1991, the X/Q values for the control room were re-analyzed using a newer methodology outlined in NUREG/CR-5055. The updated X/Qs did not include adjustments for occupancy.
BVPS UFSAR UNIT 1 Rev. 23 2.2-8 In NUREG/CR-5055, Ramsdell considered the methodology of Murphy-Campe and proposed new methodologies to improve the predictive capabilities of calculations of atmospheric dispersion in the presence of building wakes. NUREG/CR-5055 reported on the results of seven field experiments that showed that the Murphy-Campe methodology accounted for little of the variability in concentrations affected by wakes. An empirical model was proposed that showed a significant improvement in predicting centerline concentrations. The model, using multiple-variable linear regression, rotates downwind distance, building cross-sectional area, wind velocity, and stability class to X/Q. Because circulation in building wakes distributes effluents entering the wake more widely than normal atmospheric diffusion, it was recommended that relatively wide wind-direction sectors (perhaps as wide as 90 degrees) be used in applying the methodology to evaluating concentrations affected by these wakes.
In reports published subsequent to NUREG/CR-5055, Ramsdell generalized the statistical model into one that had comparable accuracy but had its basis in the physical mechanisms of importance. The concentrations near the source were seen to be directly related to wind speed, rather than the inverse relationship of previous models.
For Beaver Valley, Halliburton NUS Environmental Corporation adapted the work of Ramsdell to the site terrain, plant configuration, and site meteorology. As the releases at Beaver Valley are low velocity releases, all releases were treated as ground level releases that are fully entrained in the building wake. For short-term averaging periods of eight hours or less, the methodology assumed that if the wind direction is within 30 degrees to either side of a line (effective centerline width of 60 degrees) between release point and control room intake, the plume centerline passes over the control room intake. For longer term averaging periods (e.g., 8-24, 24-96,96-720 hours) a Gaussian distribution normal to the centerline is assumed.
On-site meteorological data for the 5-year period of 1986-1990 were applied along with the physical parameters appropriate for each release point. Only 1 percent of the individual hourly data contained any missing data. A sensitivity analysis of the input parameters was performed indicating acceptable model performance.(17,18) As part of the plant modifications associated with containment conversion, replacement steam generators and core power uprate, the control room X/Q values were re-calculated using the latest version of the "Atmospheric Relative Concentrations in Building Wakes" (ARCON96) methodology. The control room X/Q values applicable to release points associated with an accident at BVPS-1 or BVPS-2, are presented in Table 2.2-12A and 2.2-12B, respectively. The Emergency Response Facility (ERF) X/Q values for the environmental release paths associated with the Loss-Of-Coolant Accident are also provided. The X/Q values for all of the release-receptor combinations utilized to develop the post-accident control room operator occupancy doses are summarized in Table 2.2-12A. The X/Q values for all of the release-receptor combinations associated with BVPS-2 accidents addressed in Table 2.2-12B are taken into consideration when the dose consequences of the event is established based on an analysis that is bounding for both units. Occupancy factors are not included.
BVPS UFSAR UNIT 1 Rev. 23 2.2-9 Input data consist of hourly on-site meteorological data, release characteristics (e.g., release height and stack flow rate), the cross-sectional building area affecting the release, and receptor information (e.g., distance and direction from the release to the control room air intake and intake height). All input data for the ARCON96 runs were developed in accordance with draft NRC guidance on control room habitability assessments; Draft Regulatory Guide DG-1111, "Atmospheric Relative Concentrations for Control Room Habitability Assessments at Nuclear Power Plants," December 2001.
The ARCON96 methodology has the ability to evaluate ground-level, vent, and elevated stack releases and treats building wake effects and stable plume meander effects when applicable. This methodology is also able to evaluate diffuse and area source releases using the virtual point source technique, wherein initial values of the dispersion coefficients are assigned based on the size of the diffuse or area source. The various averaging period X/Q values are calculated directly from running averages of the hourly X/Q values. A continuous temporally representative 5-year period of hourly average data from the BVPS meteorological tower (i.e., January 1, 1990 through December 31, 1994) is used in this calculation. Each hour of data, at a minimum, must have a validated wind speed and direction at the 10-meter level and a temperature difference between the 45- and 10-meter levels. The BVPS meteorological measurement program meets the requirements of RG 1.23 and Regulatory Position C.1.1 of RG 1.145 and is described in detail in Chapter 2.2.3.
All releases are conservatively treated as ground-level as there are no releases at this site that are high enough to escape the aerodynamic effects of the plant buildings (i.e., 2.5 times Containment Building height). The applicable structure relative to building wake effects on the releases is based on release/receptor orientation. The distances from the Unit 1 containment building edge to the receptors are determined from the closest edge of the containment building.
The release elevations are set equal to the receptor elevations in cases where the releases are not from a clearly defined point, such as the containment edge releases. Where both the release and receptor are not clearly defined points, both elevations are set equal to grade elevation.
Only the containment edge release is considered to be a diffuse source as the release is from the entire containment surface. Diffuse source treatment allows the calculation of initial values of the dispersion coefficients. These values are determined by the height and width of the containment building divided by a factor of six based on the draft NRC guidance on control room habitability assessments. All other releases are conservatively treated as point sources. The ARCON96 default wind direction range of 90, centered on the direction that transports the gaseous effluents from the release points to the receptors, is used in the calculation along with values for surface roughness length (i.e., 0.20 meter) and sector averaging constant (4.3) based on draft NRC guidance.
The control room air intake X/Q values are representative of the worst case X/Q values for control room unfiltered in-leakage purposes since the distances and directions from the release points to these receptors are very similar.
BVPS UFSAR UNIT 1 Rev. 23 2.2-11 The release of normal process gas is from a vent 522 ft (158 m) above the valley floor. Although it is possible that the process gas exit velocity and the buoyant cooling tower plume would cause the process gas plume to become more elevated than the release height, for a conservative estimate of the highest annual average X/Q, no plume rise is assumed. Thus, for a release height of 158 m, the highest annual average X/Q is 1.42 x 10-6 sec/m3 for a receptor located 2,000 m southeast of the containment structure at an elevation 158 m above the valley floor. In addition, a X/Q of approximately the same magnitude (1.3 x 10-6 sec/m3) was calculated for a receptor located 1,300 m southeast of the containment structure at an elevation of 158 m. Table 2.2-7 provides calculated atmospheric dispersion factors (X/Q) for an elevated (158 meters) release at the outer boundary of the low population zone for periods of 0-8 and 8-24 hours, 1-4 days, and 4-30 days and at the exclusion area boundary for a 0-2 hour period. Also Table 2.2-8 provides calculated atmospheric dispersion factors (X/Q) for a ground level release at the outer boundary of the low population zone for periods of 0-8 and 8-24 hours, 1-4 days and 4-30 days.
Table 2.2-9 provides calculated annual average atmospheric diffusion factors (X/Q) for an elevated (158 meters) release for 16 radial sectors out to 50 miles using site meteorological data. Figure 2.2-10 shows the X/Q isopleths (similar to Figure 2A.2-13) for a 158 meter release. Table 2.2-10 provides calculated annual average atmospheric diffusion factors (X/Q) for a ground level release for 16 radial sectors out to 50 miles using site meteorological data.
Figure 2A.2-13 presents isopleths of ground level annual average X/Q for release from the 158 m vent. WINDVANE computer outputs giving the raw data from which the above calculations are made are provided in Appendix 2A.2.
BVPS UFSAR UNIT 1 Rev. 23 2.2-12 References for Section 2.2 1. D. H. Pack, C. R. Hosler, and T. B. Harris, A Meteorological Survey of the PWR Site at Shippingport, Pennsylvania, Office of Meteorological Research, U. S. Weather Bureau, Washington, D.C. (December 1957). 2. D. H. Pack, et. al., An Investigation of the Three Dimensional Wind Structure Near Shippingport, Pennsylvania, Office of Meteorological Research, U. S. Weather Bureau, Washington, D. C. (August 1956).
- 3. Local Climatological Data and Summaries for Pittsburgh and Pennsylvania, U. S. Weather Bureau Publications.
- 4. H. C. S. Thom, New Distribution of Extreme Winds in the United States, ASCE Environmental Engineering Conference, Dallas, Texas (February 1967).
- 5. P. O. Huss, "Relation Between Gusts and Average Wind Speeds", DGAI Report No. 140 (1946).
- 6. G. W. Cry, Tropical Cyclones of the North Atlantic Ocean, Technical Paper No. 55, U. S. Weather Bureau (1965).
- 7. Storm Data, National Weather Records Center, Asheville, North Carolina.
- 8. H. C. S. Thom, "Tornado Probabilities", Monthly Weather Review, pp. 730-736 (October-December 1963).
- 9. L. V. Wolford, Tornado Occurrences in the United States, Technical Paper No. 20, U. S. Weather Bureau, Washington, D. C. (Rev. 1960).
- 10. E. M. Brooks, "Tornadoes and Related Phenomena", Compendium of Meteorology, Boston, Massachusetts (1951).
- 11. C. R. Hosler, D. H. Pack, and T. B. Harris, Meteorological Investigations of Diffusion in a Valley at Shippingport, Pennsylvania, Office of Meteorological Research, U. S. Weather Bureau, Washington, D. C. (April 1959).
- 12. D. H. Slade, Meteorology and Atomic Energy, pp. 408-409.
- 13. NRC Regulatory Guide 1.23, "Onsite Meteorological Programs", Nuclear Regulatory Commission (February 17, 1972).
- 14. Regulatory Guide 1.145, "Atmospheric Dispersion Models for Potential Accident Consequence Assessments at Nuclear Power Plants", Nuclear Regulatory Commission (November 1982).
- 15. USNRC NUREG/CR-2858, "PAVAN: An Atmospheric Dispersion Program for Evaluating Design Basis Accidental Releases of Radioactive Materials from Nuclear Power Stations",
Pacific Northwest Laboratory (November 1982).
- 16. Deleted by Revision 23 BVPS UFSAR UNIT 1 Rev. 23 2.2-13 References for Section 2.2 (CONT'D) 17. Halliburton NUS Environmental Corporation, Control Room X/Q Values for the Beaver Valley Power Station (1991).
- 18. J. V. Ramsdell, Atmospheric Diffusion for Control Room Habitability Assessments, NUREG/CR-5055 (1988). 19. Deleted by Revision 23
- 20. Deleted by Revision 23
- 21. Ramsdell, J. V., Jr. and C. A. Simonen, "Atmospheric Relative Concentrations in Building Wakes." Prepared by Pacific Northwest Laboratory for the U.S. Nuclear Regulatory Commission, PNL-10521, NUREG/CR-6331, Rev. 1, May 1997.
- 22. U.S. Nuclear Regulatory Commission, Office of Nuclear Regulatory Research, Draft Regulatory Guide DG-1111, "Atmospheric Relative Concentrations for Control Room Habitability Assessments at Nuclear Power Plants," December 2001. 23. Deleted by Revision 23 BVPS UFSAR UNIT 1 Rev. 19 2.3-1 2.3 HYDROLOGY 2.3.1 Surface Water Hydrology The BVPS-1 is located on the Ohio River at mile 34.8; that is, 3.1 miles downstream from Montgomery Lock and Dam and 19.6 miles upstream from New Cumberland Lock and Dam.
The drainage area above the site is 23,000 sq miles. 2.3.1.1 River Flow The river flow is regulated by several reservoirs on the Allegheny and Monongahela Rivers and their tributaries. Among these, the Allegheny and Conemaugh Reservoirs are the most important. The flow frequency information is based on a January, 1970 study made by the Pittsburgh District of the U.S. Army Corps of Engineers aimed at determining the effects of the reservoirs as if they had been in operation over the period of record. As a result of that study, a drought frequency curve was developed by the Corps of Engineers showing the percent of time any river discharge would be equalled or exceeded. This curve is shown in Figure 2.3-1. 2.3.1.2 River Stage The river stage at the power station site is not determined by river flow only, since the operating rules of the New Cumberland Dam gates are such that the stage is maintained at El. 664.5 for a river flow range up to about 20,000 cfs, as shown in the flow-stage relationship curve of Figure 2.3-2.
Flood stage profiles have been developed by the Corps of Engineers for the Ohio River reach between Montgomery and New Cumberland Dams, including the effects of all the flood control reservoirs upstream from the site. The following tabulation indicates the characteristic flood stages at the BVPS-1 site, as defined by the Corps of Engineers:
- 1. Ordinary High Water El. 678.5 2. Standard Project Flood El. 705.0
- 3. Probable Maximum Flood El. 730.0 2.3.2 Groundwater Hydrology 2.3.2.1 Description and Onsite Conditions 2.3.2.1.1 Aquifers The regional and local groundwater conditions and geology are discussed in Appendix 2B, Geological Considerations Influencing the Proposed Beaver Valley Power Station (Rand, J.R.
and Mayrose, P.J., 1968). These general studies have been supplemented by additional data which were obtained from observation during excavation, well measurements, soil and rock seep localities, and survey of groundwater users. The site is located within the Allegheny Mountains section of the Appalachian Plateaus physiographic province which is characterized by relatively flat upland plateaus with deeply dissected river valleys.
BVPS UFSAR UNIT 1 Rev. 19 2.3-2 The general geology of the area is described in Section 2.4 and Appendix 2B. Briefly, the power station site is located within the bedrock valley of the Ohio River on an alluvial terrace along the south side of the channel. Bedrock under the site consists of horizontally bedded shales, with occasional sandstone and a few small coal seams, all of Pennsylvania age. One thin limestone member, the Vanport limestone, crops out in the valley wall above the elevation of bedrock under the station. The power station is located approximately 600 ft north of the south bedrock wall of the valley. At the power station site, bedrock is at approximately El. 630 ft and drops only slightly toward the north where is underlies the river. It is overlain by a terrace of granular material which extends to approximately El. 735 ft at the power station site. The northerly portion of this terrace was eroded subsequent to its placement and replaced by recent deposits of the river in two low level terraces. These younger terraces are silts and clays overlying the sands and gravels which in turn rest directly on the bedrock. The sands and gravels of the terrace form the only significant aquifers of the area.
The Ohio River at this location is controlled by a system of locks and dams for navigation purposes. The navigation pool at the site is normally held at El. 664.5 ft.
The upland surface, in the vicinity of the BVPS-1 is above El. 1,100 ft. The groundwater in the bedrock underlying the upland surface occurs in joints and occasional permeable sandstone beds. Migration takes place along bedding and nearly vertical joint planes and along weathered zones. Water well records indicate that normal groundwater flow potential in these rocks ranges from less than 1 to about 10 gallons per minute for each well with 2 to 4 gallons per minute as average. Sixteen seeps were observed to originate from bedrock along the rock wall of the valley above the terrace during a survey undertaken June 13 to June 16, 1972; all but one seep was less than 1 to 2 gallons per minute. The remaining seep at El. 900 ft, 4,000 ft southeast of the station, flowed at 4 to 5 gallons per minute along shale joints overlying a confined sandstone bed.
The regional groundwater map Figure 2.3-3 indicates the groundwater occurs under hydrostatic conditions with the phreatic surface having a contour approximating the land surface, but of subdued relief. The topographic divides along the ridge crests also mark the local groundwater basin divides. Groundwater levels under the upland surface lie at depths of 10 to 50 ft below surface, averaging 30 ft. The phreatic surface has a gradient of 50 percent on steep hillsides, 25-30 percent on gentler hillsides, and 15 percent or less along tributary streams. In all areas, the groundwater flows downslope and eventually enters the terrace upstream of the plant site or enters the river, downstream of the site. Groundwater migration in the bedrock appears to be constant and slow. Because of the low permeability of the rocks, recharge from rock to the terrace gravels is negligible. There are no known aquifers in the bedrock under the site. 2.3.2.1.2 Site Condition The station is located on a system of terraces along the south side of the river. The terrace on which the station is located is about 4,000 ft long and 1,800 ft wide at its widest point. Downstream of the station, the terrace pinches out against the steep bedrock valley wall. To the northeast, it is limited by a buried bedrock spur which extends northwesterly almost to the river's edge at a point about 2,500 ft upstream of the station.
BVPS UFSAR UNIT 1 Rev. 19 2.3-3 The soils of the terrace are predominantly sands and gravels except for the younger deposits near the river. The permeable gravels crop out in the river. Groundwater under the terrace is interconnected with the river. Observations during construction showed that groundwater level elevations are very close to river level at normal pool and respond very quickly with changes in river level as the river rises in flood.
Recharge to the groundwaters of the terrace in the site area is primarily from precipitation on the immediate area. Assuming an infiltration of about 35 percent which would be expected for these soils, topography, and climatic conditions, this would amount to an average infiltration of about 12 inches of water per year which is about 900 gallons per day per acre. Additional recharge occurs during periods of rising river level as the groundwater rises. This again is discharged as the river falls. Under normal river conditions, the groundwater levels under the terrace on which the station is located slope very gently towards the northwest as shown by the groundwater contours on Figure 2.3-3. 2.3.2.2 Usage Two wells, in the terrace gravels, were drilled to supply cooling water (and augment water supplies) to the Shippingport Atomic Power Station (now decommissioned). They are located relatively close to the river as shown on Figure 2.3-3. A temporary well was drilled to provide water for sanitary uses and construction uses during the construction of the BVPS-1.
Production is less than 50 gpm. This will be retained in service for similar purposes for BVPS-
- 2. An additional temporary well will be installed about 1,000 ft upstream of the station to supply water to a concrete mixing plant during construction of BVPS-2. There are no municipal groundwater supplies located in this terrace. Two wells were drilled for the Bruce Mansfield Fossil Fuel Power Plant about 6,000 ft upstream of the station at the location shown on Figure 2.3-3. These wells are close to the river. As indicated, they are upstream of the buried bedrock nose. Consequently, they are effectively isolated from the groundwaters under the station and probably will be recharged largely by infiltration from the river.
There are approximately 48 domestic wells located upstream of the station as shown in Figure 2.3-3. All but three of these are located on or upstream of the buried bedrock nose and are thus isolated from the groundwaters under the station. The nearest domestic well is approximately 2,300 ft upstream of the plant. Groundwater level in this well was found at El. 681 ft, 15 ft above groundwater level in the station area at the time of observation.
Bedrock wells in the upland area all serve domestic purposes. Yield of all of these is very low and all terminate at elevations well above yard elevation at the station site.
There are no known plans for other future developments upstream of the station. Accordingly, maintenance of existing groundwater gradient is anticipated.
The hydraulic gradient in the terrace gravels along a northwest- southeast line along the cooling tower centerline varies from 8.6 percent near the toe of the bedrock scarp to about 0.1 to 0.2 percent in the power station and cooling tower foundation area. The coefficient of permeability is 0.2 to 0.46 ft per minute based on pumping tests from two wells developed for the Shippingport Atomic Power Station. For these gradients and coefficients of permeability, the velocity towards the river would be about 0.3 to 1.5 ft per day at the station. Groundwater incursion, caused by excessive pumping on site, would not affect any domestic or industrial supplies because they all lie upstream and upgradient of the station site. Use of groundwater on the site is not expected to deplete regional or local supplies because of the alluvium which is part of the Ohio River groundwater regimen, which recharges the system.
BVPS UFSAR UNIT 1 Rev. 23 2.3-4 2.3.2.3 Accidental Effects As previously discussed, all groundwater passing under the power station site moves into the Ohio River, which acts as a natural barrier to the migration of groundwater contaminants. Groundwater migration is effectively blocked to the southwest where the alluvium pinches out against a bedrock cut scarp covered by relatively impervious colluvium just above river grade.
The vent and drain system collects potentially radioactive fluids that could accidentally spill from various systems as described in UFSAR Section 9.7. Even if it were postulated that a spill to ground could occur, the volume of water and low flow rates in the alluvium below the plant site indicate that should liquid waste enter the groundwater, it would be diluted and slowly transported into the river. The time required to reach the river after a pollutant spill at the reactor probably would be between 620 days and 3,000 days, based on a range of gradients of 0.1 to 0.2 ft per 100 ft and a permeability coefficient range of 0.2 to 0.46 ft per minute. This migration rate of 1.7 to 8.2 years assumes steady conditions and an unchanged phreatic surface. Actually, one or more floods could be expected in this period; however, since the alluvium below the site is part of the Ohio River regimen, rising groundwater levels would correspond to rising river level. Therefore, the flood waters would tend to dilute any spilled pollutants and the diluted materials would then be discharged into the river as the river level fell.
Migration of contaminants upstream to domestic water supplies could not occur since such wells are upgradient from the station area. 2.3.2.4 Monitoring The vent and drain system collects potentially radioactive fluids that could accidentally spill from various systems as described in UFSAR Section 9.7. Accordingly, there is no hazard of a spill to groundwater. Under these circumstances, monitoring of groundwater to protect users is not considered necessary and will not be provided. 2.3.3 Floods and Dam Failure Upstream The station has the ability to achieve a safe shutdown condition, through the use of design features and procedural controls, before the maximum level of the Ohio River Probable Maximum Flood occurs. All Category I structures are designed for the buoyancy and hydrostatic pressures associated with this flood level. These flood conditions are discussed in the report dated January, 1970 from the Corps of Engineers. The Corps of Engineers concludes that the most critical conditions believed possible would result from the Probable Maximum Flood (PMF). The development of the PMF is not detailed here. A general outline of its development is given in Attachment 2.3A. Information pertaining to further details of river hydrology may be obtainable from the U.S. Army Corps of Engineers, Pittsburgh District Office.
Coincident wind wave activity is discussed in Section 2.3.8. The PMF developed by the Corps is considered by them to be a one in a geologic era event and, as such, is extremely conservative without wave activity.
Potential dam failures are also discussed in general terms in Attachment 2.3A. Further details may be obtainable from the Corps.
BVPS UFSAR UNIT 1 Rev. 24 2.3-5 Ice is not believed to be of concern here because lock and dam control systems have opened this part of the river to heavy amounts of ship and barge traffic year round. The Corps of Engineers initially set a level of 707.2 ft for the Standard Project Flood. This level was used for initial station design. Subsequently, the analysis by the Corps of Engineers in 1970 revised the Standard Project Flood level downward to 705 ft. No portion of the station has been redesigned just to take advantage of this reduced level. However, portions of the station designed after the latter date, or which required a redesign for other reasons after that date, are designed for a Standard Project Flood of 705 ft. The emergency diesel generators are located at El. 735.5 ft. The containment is waterproofed generally to El. 730.0 ft, and is unaffected by the Probable Maximum Flood. The basement of the service building is at El. 713.5 ft; however, the structure is waterproofed and reinforced so that it is unaffected by floods to El. 730.0 ft. The duration of the Probable Maximum Flood above El. 728.0 ft is about 18 hr, which is insufficient time for soil permeability to provide hydraulic uplift above El. 728.0 ft. The service building is therefore designed for an uplift equivalent to a flood reaching El. 728.0 ft, but to prevent entry of water up to El. 730.0 ft. The turbine building, which contains no equipment or piping credited in accident analyses or meeting the definition of Category I in UFSAR Appendix A.1 (although some equipment may have been procured to that standard), is allowed to flood at water levels above the Standard Project Flood in order to reduce the weight of concrete slab which otherwise would be required to prevent flotation. The portion of the auxiliary building basement which houses safety-related equipment required for safe shutdown (charging pumps) is protected against flooding to El. 730.0 ft. The remainder of the basement is allowed to flood in order to eliminate hydraulic uplift. The portion of the screenwell which houses the safety-related river water pumps and engine-driven fire pump is designed to accommodate a flood to El. 730.0 ft, and operation of the pumps is unaffected by the flood. New fuel is stored in racks in the fuel storage building well above the Probable Maximum Flood level. The bottom of the spent fuel storage basin is at El. 727.3 ft, but the structure is designed so as to be unaffected by the flood. The recurrence frequency of the Standard Project Flood is estimated by the Corps of Engineers to be once in 1,000 to 2,000 yr. The Corps of Engineers considers the Probable Maximum Flood to be so far beyond reasonable projection limits that it might be termed a geologic era event. However, the unit will be able to achieve a safe shutdown condition prior to such a flood affecting any safety-related equipment. 2.3.4 Failure of Downstream Dam Gates and Low Flow The Pittsburgh District of the Corps of Engineers indicates (Attachments 2.3B and 2.3C) that for catastrophic failure of the New Cumberland Dam coincident with minimum flow in the river, the river would revert to an open channel flow condition and the water surface at the intake for the BVPS-1 would therefore drop to a minimum of El. 648.6 ft. The pit floor of the Beaver Valley screenwell is at El. 640.0 ft so that a water depth of 8.6 ft in the screenwell is ensured even for this water extreme condition. This is adequate to supply the required emergency river water flow to meet station safety related system requirements. The limiting credible dam failure is the loss of a single lock gate or tainter gate as described in Attachments 2.3B and 2.3C.
Channel diversions are not discussed. Information on river cutoffs and subsidence may be obtainable from the Corps.
Information on future probable minimum flow conditions may be obtainable from the Corps.
BVPS UFSAR UNIT 1 Rev. 19 2.3-6 2.3.5 Environmental Acceptance of Effluents Under normal operating conditions the expected radioactive releases are far below the standards specified in 10CFR20. The effects of these releases are discussed in Section 3.1.7 of the Environmental Report for BVPS-1 and Appendix 11B of the Updated FSAR. The design bases for effluent facilities are described in Sections 2.2.4 and 11.2. Sections 2.1.3 and 2.1.4 discuss surface and groundwater use. A discussion of accidents and their associated radioactive discharges takes place in Section 6 of the Environmental Report for BVPS-2. The BVPS-2 report discusses the total effect of both stations and is therefore, conservative when considering BVPS-1 alone. 2.3.6 Factors Affecting PMF Analysis The Technical Report, Attachment 2.3A, discusses the results of the analysis for determining the standard project and probable maximum flood waters at the BVPS-1 site. This analysis requires establishing three key parameters; the drainage area, rainfall estimate and roughness coefficients for the runoff analyses.
Drainage Area Figure 2.3-4 depicts the drainage area subdivisions for which hydrographs have been prepared. Each numbered area represents an uncontrolled area and each shaded area is controlled by a dam, as named. All the dams with the exception of Meander and Chautauqua are operated by the Corps of Engineers. The different routing reaches used in the PMF analysis are indicated by letters. A tabulation of the drainage values is included in Table 2.3-1. Table 2.3-2 provides a tabulation of the hourly unit hydrographic values and Muskingum routing coefficients for the identified drainage areas of Figure 2.3-4. Rainfall The rainfall used in estimating the PMF is discussed in Attachment 2.3A.
Since the PMF is a summer type storm it would be most likely to occur during a period when rainfall is normal or below, antecedent stream flow would also be low and infiltration loss to runoff high. The infiltration rates computed for the high intensity storm of August 3, 1964, which occurred over the French Creek basin, were used in the Probable Maximum Precipitation (PMP) computations. This storm possessed typical antecedent characteristics under which the PMP storm is generated. These infiltration rates were applied to several high intensity summer storms that occurred in or near the Stonewall Jackson Lake area, and the losses were found to be in close agreement to the actual losses. The infiltration rates used for the PMF are shown in Figure 2.3-15.
Curves for rainfall-excess plotted against precipitation for six- hour periods, contained in "Interim Report on Storms in the Kansas City District", Appendix C, U. S. Army Corps of Engineers, Kansas City Engineer District, May-June 1951, were considered suitable for use in the Standard Project Flood study. These curves, shown in Figure 2.3-16, take into account the probable variation in rainfall over a six-hour period.
BVPS UFSAR UNIT 1 Rev. 19 2.3-16 The usual analytical practice has been to assume overland sustained wind speeds of approximately 40 miles an hour from the critical direction with respect to safety-related plant facilities which may be affected, in lieu of estimates of worst historical sustained overland wind speeds at the plant site.
Analytical techniques for such a wave analysis as are discussed in Corps of Engineers Engineer Technical Letter (ETL) 1110-2-8, dated August 1, 1966, and U.S. Army Coastal Engineering Research Center Technical Report No. 4, Shore Protection, Planning and Design, Third Edition, 1966, are generally employed to make estimates of "significant and maximum" wave heights and static and dynamic effects therefrom.
The analysis includes estimates of wave heights and periods, estimates of the static and dynamic consequences of such wave action, and provides assurance of the ability of safety-related structures, systems and components necessary for safe plant shutdown to resist such effects.
Extensive studies have established the relationships among meteorological factors, wind velocities at the air-water interface, and wave generation together with the limits on wave growth as they apply to the open ocean(8). Rigorous mathematical development of wave generation theories for open water exist(9)(10). A more limited body of work has established that, for practical purposes, most of the relations which obtain for the ocean apply with suitable restrictions to smaller bodies of water such as bays, lakes, and rivers(11)(12). Waves generated on flowing streams are modified, but the mechanism of their generation is not essentially different from that of waves generated on statistically still water. The modifications have been investigated theoretically(13). For application of the body of our knowledge of wave generation to rivers, it is necessary to consider a number of circumstances that are not pertinent to the ocean.
They include the configuration of the river and its surrounding topography together with the roughness and the effects these may have on the wind field. The geometry of the river with its bends and varying depths must also be taken into account since they may dissipate the wave energy concentrations by absorption or by refraction. 2.3.8.1 Characteristics of Waves on a River The Wave Spectrum It is customary to characterize a wind-generated wave field by its energy spectrum. The energy spectrum is associated with the square of the heights of the waves. In general, the wave spectrum is broad-band, but not "white". The broader the band, the more irregular and "confused" are the wave heights, lengths, and periods. At the other extreme, the waves corresponding to a pure line spectrum - the narrowest conceivable narrow-band spectrum - would have the regularity of a pure sinusoid. The wave spectrum for a river is similar to that for the open ocean after certain filters have been applied.
- 1. Significant wave height (Hs): The significant wave height is the arithmetic mean of the heights of the one-third highest waves in a train of waves. It is thus a statistical description of the wave heights which concentrates on the higher waves. 2. Maximum wave height (Hmax): As usually used, "maximum" in this sense is also a statistic, one which concentrates even more on unusually high waves. It is defined as the arithmetic mean of the heights of the highest one percent of the waves present. Hmax is approximately 1.67 Hs.
BVPS UFSAR UNIT 1 Rev. 19 2.3-17 3. Wave period corresponding to Hs (Ts): The period for the significant waves is also a statistic. It is the average time interval between passage of the wave crests whose heights were used to construct the average, Hs. 4. Wave length (L): Wave length is generally estimated from wave period. In deep water, where the water depth is greater than one-half the wave length, one uses the approximation: L = 5.12 T2 (2.3-5) where: T = seconds L = feet.
- 5. Wave steepness (H/L): The wave steepness is defined as the ratio of the wave height to the wave length. Waves for which H/L > 1/17 are theoretically unstable and will break. Thus H/L = 0.143 is an upper bound on wave height for any given length. In reality, with heavy storm conditions, waves will break much sooner and wave steepness as great as the theoretical maximum are for the longer (and higher) waves. Wind Velocity, Duration, and Wave Height If the wind velocity over a given fetch were to remain constant for a sufficiently long time, the waves would grow until their energy content and distribution by wave-number and frequency reached a statistically steady-state limit. This is the wave spectrum corresponding to the fully aroused sea. For deep water the spectral form and its relation to fetch, wind speed, and wind direction with its consequent implications for wave heights and periods may be considered as well established(8)(9)(14). For rivers, with their universal meanders, it is always the limited fetch which imposes the most stringent limitation on the full development of the fully aroused spectrum. The effect is that of a high-pass filter with an extremely sharp cut-off. Long waves, those which can attain the greatest heights before becoming unstable, cannot be excited in the limited distances available. When this is considered together with the functional form of the spectrum at high frequencies (an f to the -5 power dependence) it is easy to see that most of the energy in the wave system is concentrated at frequencies just above the cut-off. In rivers one has, in effect, a very narrow-band spectrum. Thus, the waves which appear on rivers are far lower, shorter, and more regular than those which would be generated in the open sea by winds of the same force. They will show much less variability than the corresponding ocean waves.
The Effective Fetch Since the river is not straight, but rather a series of reaches connected by bends, and since the width of the river is always small compared with the lengths of its reaches, a severe limitation is placed on wave heights which can be generated. A method for evaluating the effect of a narrow channel has been proposed by Saville(15) and used successfully in a number of studies(8)(11).
BVPS UFSAR UNIT 1 Rev. 19 2.3-18 The Effect of Meanders Where the Direction Between Reaches Alters by Less Than 45 Degrees In general, surface winds follow river valleys. However, the waves they generate in a reach run directly before the wind and do not follow the bends. Thus, at each bend the waves tend to run ashore, a tendency reinforced by refraction over the shallow water along the banks. Waves which go ashore are in part broken up and their energy absorbed, and in part, they are reflected. For these reasons, only a part of the wave energy makes it around the bend and is available to the wind for further growth. In a sense, the wind must begin building the wave energy anew at the head of each reach, although not from the zero levels appropriate to undisturbed water. An over estimate of the wave conditions can be found by considering each reach separately and assuming that no substantial energy loss occurs at the bends. Once an estimate of the wave energy, E (ft2), is made for a point of interest, the significant wave height may be found from Hs = 2.83 E.
The Effects of River Currents The river current may be either following (in the same direction as the wind) or opposed (in the opposite direction from the wind). A following current increases the wave lengths and decreases the wave heights (and the steepnesses) while an opposed current decreases the wave lengths and increases the wave heights (and the steepnesses). In either case, the wave periods are unaltered. The size of these modifications is a function of the ratio of the speed of the current (U) to the wave celerity in still water (c). Bigelow and Edmondson(13) studies the effects of following and opposed currents. A summary of their results is shown in Table 2.3-7. 2.3.8.2 Computation of Wave Parameters for the River Wind Velocity and Duration Over land, maximum sustained wind speeds of 40 mph may be taken. The two critical wind directions for the point of interest are east and north. For an east wind, the current would be following, while for a north wind it would be opposed. Of the two, only winds from the east need be considered seriously since the fetch available to a north wind is severely limited. With wind speeds of this magnitude, a duration of about two hours would be enough to bring the waves to their maximum development in the limited fetches available. It has been assumed that these winds will coincide with the worst flood level to be expected at the power station site. Water Depth and Effective Fetch For the flood stage assumed that the power station site would be at El. 730.0 ft. This is 65 ft above normal water level. The mean depth and width of the river under these conditions would be approximately 80 ft and 0.5 mi, respectively. The anticipated river current would be in excess of 6 ft per second. The fetch for an east wind would be the 10 mile section of the river between the Monaca-Rochester Bridge and Shippingport. This section of the river consists of four straight reaches separated by more or less gentle bends as shown in Figure 2.3-22. On the average, each reach is 2.5 miles long. For a narrow channel, the wind cannot generate waves over the full range of direction available to it as in open water, in other words, the width of the fetch places restrictions on the total amount of energy transferred from wind to water until the fetch width exceeds twice the fetch length. For a conservative estimation, the effective fetch in each reach of the river is computed by assuming the wind transfer energy to the water surface in the direction of the wind and in all directions within 20 degrees on either side of the wind direction. The definition sketch of the effective fetch computation is also shown in Figure 2.3-23.
BVPS UFSAR UNIT 1 Rev. 19 2.3-19 Feff = Xi cos / cos = 1.5 mi (2.3-6) Total Energy and Significant Wave Height From the established relations for significant wave height for a 40 mph wind and a fetch of 1.5 mile Hs = 2.1 ft. This corresponds to a total energy, E = 0.55 sq. ft and the two are related by:
Hs2.83E (2.3-7) The wind would transfer energy in wave form to the water surface proportional to 0.55 sq ft within each 2.5 mile reach. The wave energy developed within each reach would be partially lost at each bend, only part being transmitted to the next reach. If we make the extreme assumption that only 10% of the wave energy is lost at bends and by refraction over the entire 10 mile section of the river, then the E-value at the power station site would be 2.0 sq ft and the corresponding significant wave height would be 4.0 ft. From the Fetch Graph by Pierson, Neuman, and James shown in Figure 2.3-23, the appropriate corresponding wave period is 4.0 second. The wave length from L = 5.12 T2 is 82 ft. Thus, with an average water depth of 80 ft, over most of the river the waves will be in deep water.
The Effect of River Currents The celerity of a four-second wave in still water is:
c = 5.12 T = 20.5 ft/second (2.3-8) From Table 2.3-7, a following current greater than 5 ft/sec (U/c = 5/20.5 = 0.25) would give a wave height ratio (RH) of 0.76 and a wave length ratio (RL) of 1.43. Applying these modifications, one has for the east wind:
Hs = (RH)H = 0.76 x 4 = 3.0 ft and L = (RL)L = 1.43 x 82 = 120 ft with T = 4.0 sec.
The maximum wave height in this case is:
Hmax = 5.0 ft.
A north wind results in a less serious case. The reach to the north of the power plant site is roughly 2.5 miles long and is terminated by a bend of nearly 90 degrees. Thus, the E-value to be expected from north winds is 0.55 sq ft and the corresponding significant height, were there no opposing current, would be:
Hs2.83E2.1ft. (2.3-9) Waves from the north will be much shorter than those from the east, 2 second and 40 ft. The celerity would be c = 20 ft/second. With U = 5, U/c = -5/20 = -0.25 and, from Table 2.3-7, RH =
2.35 and RL = 0.43. Thus:
BVPS UFSAR UNIT 1 Rev. 19 2.3-20 HS = (RH)H = 2.35 x 2.1 = 4.9 ft and L = (RL)L = 0.43 x 40 = 17.2 ft The corresponding steepness would be:
H/L = 4.9/17.2 = 0.285, (2.3-10)
a value far in excess of the maximum possible steepness of 0.143. As a result, these waves never arrive at the power plant site. With the north wind and the opposing current the entire downstream reach would be a smother of torn water and foam, but compared with the east wind and following current, little wave action would reach the site. 2.3.8.3 Computation of Wave Forces on a Vertical Wall Using a wave height of 5 ft (Hmax) and an unbroken wave since the water depth at the structure is greater than one and a half times the values of Hmax, the Sainflow method(8) for the determination of pressure due to unbroken waves was used. We have:
ho = (3.14 H2/L) coth [2 (3.14) d/L] (2.3-11) and P1 = WH/cosh [2 (3.14) d/L] (2.3-12) where: d = depth from stillwater level
H = height of original free wave
L = length of wave W = weight per cu ft of water
P1 = pressure the Clapotis adds to the stillwater pressure ho = height of orbital center (or mean level) above still water level The maximum over-pressure due to wave action is thus 360 lbs/sq ft at the still water level. 2.3.8.4 Evaluation An evaluation of the static and dynamic consequences of wave action has shown that there will be no loss of ability to maintain a safe shutdown condition, with coincident wave action with the PMF. The forces involved will not cause failure of the safety-related portions of the intake structure. The ventilation air intakes on the intake structure are located at El. 737 ft to allow for the 6.7 ft runup above the standing water level of 730 ft associated with the 5 ft maximum wave.
Portable ventilation exhaust chimneys will be available for attachment to the ventilating exhaust slots inside the intake structure to protect against the 5 ft wave and associated runup. All safety-related structures and equipment are protected to El. 730 ft. The intake structure is the only safety-related structure which will be subjected to the effects of coincident waves and associated run up.
BVPS UFSAR UNIT 1 Rev. 20 2.3-21 The safety-related facilities at the intake structure, including the portable ventilation exhaust chimneys and the ventilation air intakes, are designed for the static and dynamic effects of postulated wave action, including waterborne missiles and wave splash. In addition to the static equivalent loading resulting from wave and splash loading, the ventilation exhaust stacks can withstand a postulated waterborne missile consisting of a 4 inch x 12 inch by 12 ft long wood plank, weighing 200 lb, or a 55 gallon drum weighing 512 lb, striking at a velocity of 36 fps within a range of 20 deg to the direction of the river flow. No benefit from the surrounding steel superstructure and siding was considered in the evaluation of the ventilation exhaust chimneys. Permanent safety related structures are protected against tornado generated missiles which are more limiting than the postulated waterbound missile. 2.3.9 Potential Ice Jam Flooding or Blockage Formation of ice jams on the Ohio River is an almost unknown phenomenon. A significant occurrence of memory in the plant vicinity was in 1936, and that was under circumstances which would not be repeated today. Additional information from the Corps of Engineers is presented in Attachment 2.3F. At that time, all of the nonadjustable wicket-type gates on an old navigation dam were dropped for fear they would be taken out by a large ice flow coming down from the Monongahela River. This resulted in a very low pool with ice grounding on a sand bar and the formation of an ice jam about six miles above Shippingport. All of the old dams in this reach of the river have been removed, and the New Cumberland Dam now regulates the pool in the plant vicinity. This new dam is equipped with tainter gates, some of which are lowered to pass ice runs and then raised to maintain the normal navigation pool.
Normally, ice jams form at obstructions and irregularities such as bridge piers, islands, sharp bends, and at the upstream edge of a reach of solid ice. None of these conditions exist right at the intake structure, and there is no reason to believe that the intake would ever be blocked by an ice jam.
The Shippingport Bridge is located about 1000 ft upstream of the intake. The three pointed piers in the river supporting this structure do not form a significant channel obstruction, hence there is no reason to conclude that an ice jam would form there.
In general, the worst type of ice jam is a dry one which is formed by ice blocks completely plugging the river section down to the channel bottom. The water level behind the jam increases rapidly until the head and/or more ice flow destroys the plug.
The case of dry ice jam formation behind a solid ice sheet has been investigated by Mathieu and Michel(16). They have concluded that the size of ice block for this situation must equal or exceed three-quarters the channel depth. For this case, with channel depths which range from 20 to 30 ft, ice blocks of 15 to 23 ft across would be required to start a dry jam. According to observations made by operating personnel at the Shippingport Station, ice flows of 6 to 8 hours9.259259e-5 days <br />0.00222 hours <br />1.322751e-5 weeks <br />3.044e-6 months <br /> duration have occurred every few years at the site, and the maximum block size is about 8 to 10 feet across by 1 foot thick, i.e., about half the minimum size required for starting a dry jam.
Other factors which tend to rule out the possibility of ice jam formation in this area are the heavy barge traffic which keeps the river open year-round and the mitigating effect of warm water discharges from industry upstream.
BVPS UFSAR UNIT 1 Rev. 19 2.3-22 Blockage of the intake by accumulation of floating ice on the racks and screens is not expected to occur since the intake openings are protection from ice and trash by a curtain wall extending 5 feet below normal pool elevation of 664.5 ft. Ice cover on the Ohio River generally does not present a great hazard to river structures or navigation. Although freezing will occur during protracted periods having temperature below 20 F, an appreciable ice cover will not develop until occurrence of several days with a minimum temperature of 10 F or less. 2.3.10 Storm Drainage Section 2.2.2.3, Climatological Averages, and Section 2.2.2.4, Climatological Extremes, (Tables 2.2-1 and 2.2-2, respectively) show both the 97 year average monthly precipitation figures and the 97 year maximum daily and monthly precipitation figures. From Table 2.2-2, the maximum 24 hr precipitation between 1870 and 1967 was 4.08 inches. From Table 2.2-1, the highest monthly average amount of precipitation between the same 97 years was 3.91 inches.
The roof and yard storm drainage systems are designed for a rainfall intensity as shown in Figure 2.3-24 which is extracted from Technical Paper No. 25, Rainfall Intensity - Duration - Frequency Curves, U.S. Department of Commerce, Weather Bureau. The design rainfall used to calculate drainage capacity has an intensity of 4 inches per hr for a statistical duration of ten minutes and a frequency of five years. Figure 2.3-24 shows that rainfall intensities higher than 4 inches per hr may be obtained at longer frequencies with longer or shorter duration. This increase in rainfall intensity over the design intensity produces a buildup of water level on areas being drained. Conservatively assuming that the capacity of the drainage system does not increase with water level buildup, Figure 2.3-24 shows that even for rainfall intensities greater than design, the water buildup is less than 1 inch.
The Probable Maximum Precipitation (PMP) as described in Reference 17, is less than the designed roof drainage capacity. There are a minimum of two roof drains for every roof and as many as 6 roof drains for large roofs. All drains are fitted with screens to prevent clogging of drain lines. The roof screens are inspected periodically and no buildup of water is expected.
All structures containing safety-related systems are protected against tornado winds and missiles and are constructed with two feet thick heavily reinforced concrete roof slabs capable of storing water to the height of their parapets.
Those structures such as the service building and intake structure, which have steel superstructure above the missile protected areas, have roofs constructed of 20 gage, 1 1/2 inch steel decking supported on steel framing. These roofs are capable of holding the full weight of the Probable Maximum Precipitation, as shown by Reference 17, as 13 inches of rainfall in 72 hr, assuming all drains completely plugged, utilizing design stresses of the decking and framing to 0.9 yield.
Prior to full buildup of the water, water would leak through roof openings. Critical equipment located below these areas are set on pads raised above the floor surface. The volume of water that may find its way below the roof is small and the dispersion area great, thereby no buildup above the "housekeeping" pads is probable. During this phenomenon, the plant would be shutting down since this precipitation is associated with the Probable Maximum Flood.
The roofs can safely store the full quantity of water associated with the worst storm based on a 100 year return period as shown in Figure 2.3-24 without any threat of water leaking below.
BVPS UFSAR UNIT 1 Rev. 19 2.3-23 The roofs of all structures are generally inspected on a routine basis, ensuring that the screened roof drains are clean and in satisfactory condition. Any material on the roofs not secured will be removed or repaired, thereby eliminating the possibility of external plugging. The screening will eliminate the possibility of internal plugging of the lines.
It has been previously stated that all roofs located over Category I components can safely store a minimum of 13 inches of rainfall. In fact, with the exception of a portion of the service building roof, the roofs can safely withstand ponding of water up to their parapet tops. The accumulation incurred by the rainfall given indicates the maximum buildup of water that may be expected would be less than 6 inches.
In the case of the portion of service building roof area over the office and air conditioning rooms, even if it was assumed that only two of the four area roof drains were capable of passing water, the total accumulation would be less than 13 inches. In order for this roof to also provide full storage to the parapets, only a 7.5 percent increase in minimum yield strength of the deck material need be assumed. Even if this roof is assumed to fail, detrimental effects are anticipated since any water deposited in the office and air conditioning areas would run out to the ground level below. In this situation, only minor seepage to the switchgear area would occur through the stairway in the clean shop.
All roof and surface drainage around the site passes on directly to the storm drainage system which slopes northward, as shown in Figure 2.3-25, until it discharges into the Ohio River at the intake structure. The site grade of El. 735 ft essentially forms a plateau surrounded on three sides by lower ground; to the north by the lower plant level at El. 705 ft (north of the turbine building) and thereon sloping to the Ohio River (pool level El. 664 ft); to the east by sloping ground to Peggs Run and to the south by a gully formed by the New Cumberland Pennsylvania Railroad. The west end of the plant borders on the former Shippingport Atomic Station site which has a similar site grade of El. 735 ft and the same topographical features to the north and south as for BVPS-1 and sloping ground to the Ohio River to its west. For rainfall intensities greater than the 4 inches per hr used for the design of the yard drainage some puddling will occur. However, since the site pitches through natural drainage lines, to the Ohio River and Peggs Run, surface drainage will aid the yard storm drainage system in minimizing the buildup of water to less than a few inches. 2.3.11 Low River Flow A low flow frequency curve for the Ohio River at Shippingport is shown in Figure 2.3-1. This curve represents the lowest continuous seven day mean flows that would occur. It is based on a statistical analysis of historical flows during the past 44 years (1929-1973) as modified by the present reservoir system. An instantaneous low flow could be slightly lower, but with the large impoundments behind the locks and dams, the seven day flow could be provided continuously by temporarily drawing on the river storage when needed.
The lowest flow of record occurred during the extreme drought of 1930. A minimum of 1,250 cfs flowed past Shippingport in August of that year. Since that time eight reservoirs with low flow augmentation capabilities have been constructed. The lowest flow that would have occurred in 1930 with the contemporary reservoir system in 4,000 cfs.
BVPS UFSAR UNIT 1 Rev. 22 2.3-24 Several reservoirs in the authorized or planning stages (in 1973) would have a substantial influence on low flows. Included in this group are Stonewall Jackson, Rowlesburg, and St. Petersburg. Collectively, they would increase the minimum flow to approximately 6,000 cfs at Shippingport.
The revised minimum flow of 4,000 cfs, as discussed in Attachment 2.3C, results in a reduction of the minimum water surface elevation at the BVPS-1 site to El. 648.6 ft from the previous El. 649.0 ft. By extrapolating an unregulated low-flow frequency for drought conditions, which may be characterized as the most severe reasonably possible at the plant site, an instantaneous low flow of about 800 cubic feet per second could occur. This condition was analyzed as discussed below. Information on the regulation of the New Cumberland Pool during extreme low flow conditions was requested from the Pittsburgh District, Corps of Engineers (Attachments 2.3D and 2.3E).
At a flow of 800 cfs coincident with lock damage, which could reasonably be expected to occur, the pool would drop 1.8 ft to El. 662.7 ft M.S.L.
The New Cumberland Pool is maintained at El. 664.5 ft through the use of locks, dams, and storage reservoirs in the river basin. Records indicate that this elevation can be maintained at flows up to 20,000 cfs.
Normal plant operation can be continued at river levels between El. 695 ft and El. 654 ft. Actions to protect safety related equipment are initiated at El. 695 ft, as required by the Licensing Requirements Manual. At El. 654 ft, the river water, raw water and fire water pumps still have adequate NPSH to meet design requirements as summarized below:
Minimum Submergence Submergence Pump Required (ft) at El. 654 (ft) River water 4 12.7 Fire 1.6 10.4 Raw water 5 5 Since the raw water pumps minimum NPSH is reached at El. 654 ft, BVPS-1 shutdown will be initiated. The occurrence of river levels below El. 654 ft is highly improbable. Plant operation with river level below 654 ft is prohibited by plant Technical Specifications.
BVPS UFSAR UNIT 1 Rev. 22 2.3-25 For safe shutdown, the ultimate heat sink (Ohio River) must supply only the river water system.
The river water pump suction minimum submergence is discussed in Section 9.9. At the minimum possible river elevation (648.6 ft), the river flow assumes open channel flow characteristics at the rate of 800 fps or 360,000 gpm. The river water system flow requirement to maintain safe shutdown is a maximum of 7500 gpm or 2.1 percent of flow available. Therefore, the Ohio River can easily meet the cooling water requirements of BVPS-1. Further, assuming that BVPS-2 requires the same amount of cooling water, less than 5 percent of flow available would be required to maintain safe shutdown of both nuclear power stations.
BVPS UFSAR UNIT 1 Rev. 19 2.3-26 References for Section 2.3 1. P. J. Barosh, "Use of Seismic Intensity Data to Predict Effects of Earthquakes and Underground Nuclear Explosions in Various Geologic Settings", U.S. Geologic Survey Bulletin 1279, U.S. Government Printing Office, pp 12 (1969).
- 2. H. M. Westergaard, "Water Pressures on Dams During Earthquakes", Transactions of the American Society of Civil Engineers Vol. 98, pp 418-433.
- 3. N. N Ambraseys, and S. K. Sarma, "The Response of Earth Dams to Strong Earthquakes", Geotechnique Vol. 17, pp 181-213 (1967).
- 4. H. B. Speed, and I. M. Idriss, "Soil Moduli and Damping Factors for Dynamic Response Analysis", Report No. EERC 70-10, College of Engineering, University of California, Berkeley, California (December 1970).
- 5. A. W. Dawson, "LEASE II - A Computerized System for the Analysis of Slope Stability", Thesis, Department of Civil Engineering, Massachusetts Institute of Technology.
- 6. Stone & Webster Engineering Corporation, "Report on Design and Stability of North Anna Dam", for Virginia Electric and Power Company (1971).
- 7. H. B. Seed, and I. M. Idriss, "A Simplified Procedure for Evaluating Soil Liquefaction Potential", Report EERC-70-9, College of Engineering, University of California, Berkeley (November 1970).
- 8. "Shore Protection Planning and Design: Technical Report No. 4", U.S. Army Corps of Engineers, Engineering Research Center, third edition (1966).
- 9. B. Kinsman, "Wind Waves", Prentice-Hall, Inc. (1965).
- 10. J. J. Stocker, "Water Waves", Interscience Publishers, Inc. (1957).
- 11. "Computation of Freeboard Allowances for Waves in Reservoirs", Engineer Technical Letter ETL 1110-2-8, U.S. Army Corps of Engineers (August 1, 1966).
- 12. "Wave in Inland Reservoirs", Summary Report on CWI Projects CW-164 and CW-165, Technical Memorandum No. 132, Beach Erosion Board, U.S. Army Corps of Engineers (November 1962).
- 13. H. B. Bigelow, and W. T. Edmondson, "Wind Waves at Sea Breakers and Surf", U.S. Navy Hydrographic Office, H. O. Pub. No. 602 (1947).
- 14. W. J. Pierson, G. Newmann, and R. W. James, "Practical Methods for Observing and Forecasting Ocean Waves by Means of Wave Spectra and Statistics", U.S. Navy Hydrographic Office, H.O. Pub. No. 603, (1955, reprinted 1960).
- 15. T. Saville, Jr., "The Effect of Fetch Width on Wave Generation", U.S. Army Corps of Engineers, Beach Erosion Board, Tech. Memo No. 70 (December 1954).
- 16. B. Michel, "Winter Regime of Rivers and Lakes", CRREL, Hanover, H.H., p. 98, U.S. Army Corps of Engineers (April 1971).
BVPS UFSAR UNIT 1 Rev. 19 2.3-27 References for Section 2.3 (CONT'D) 17. "Project Maps and Data Sheets Covering Authorized Project - Volume 2 - Reservoir", U.S. Army Corps of Engineers, Pittsburgh District (June 1972).
- 18. "Standard Format and Content of Safety Analysis Reports for Nuclear Power Plants" (Revision 1) Nuclear Regulatory Commission (October 1972)
.
BVPS UFSAR UNIT 1 Rev. 19 2.3-28 ATTACHMENT 2.3A ANALYSIS OF FLOOD HEIGHTS OHIO RIVER AT SHIPPINGPORT, PA. U.S. ARMY CORPS OF ENGINEERS, PITTSBURGH DISTRICT JANUARY, 1970 SCOPE The proposed Shippingport atomic energy plant site of the Duquesne Light Company is located on the left bank of the Ohio River, 35 miles below the head of the Ohio River at Pittsburgh, Pennsylvania.
The total drainage area of the river at this site is 22,989 square miles. Thirteen Federal reservoirs control flood runoff from 7,648 square miles of this area. The remaining area is 15,341 square miles.
Five additional Federal reservoirs which will control 1,367 square miles or about 9% of the now uncontrolled area should be in operation within about five years.
Runoff from the 15,341 square miles below the existing dams will be virtually unaffected by any other structures during floods of maximum proportions.
The drainage area limits above the site are shown on Plate 1 as are the areas tributary to the 13 completed reservoirs and the five future reservoirs presently under construction or in an active status for near future construction.
ACTUAL FLOODS OF RECORD Actual flood records in the immediate vicinity of Mile 35.0 are only available since 1911. Comparable longer term records, however, have been obtained at Pittsburgh, Pennsylvania, 35 miles upstream and at Wheeling, West Virginia, about 52 miles downstream. The record at Pittsburgh dates back to 1762. Continuous records, however, did not begin until 1854, thus providing 116 years of records available for mathematical frequency analysis, but a record of 208 years for historical analysis.
Continuous records at Wheeling extend from 1838 to 1850 and from 1861 to date with 110 years of uninterrupted data and a historical period of 132 years.
Between 1937 and 1967, the flood control reservoirs were consecutively built and flood heights have been progressively reduced. An adjustment for reservoir reduction was required to place all floods of record in a natural or modified-by-reservoir status. Consequently, computations were made for reservoir storage impoundment and release for all floods since 1935, not only to determine the effect by completed reservoirs, but also to develop a relationship between natural and modified peak flood flow magnitude. The natural and modified peaks were used to compute the frequency of natural flooding and by relationship, the frequency of modified flooding.
BVPS UFSAR UNIT 1 Rev. 19 2.3-29 These computations also showed how effective the reservoir system would have been on the March 1936 flood which was the highest of record. It attained an elevation of 703.1 feet at Mile 35 with a peak flow at 510,000 c.f.s. This flood resulted from average runoff equal to 3.0 inches of precipitation from the whole basin. Maximum precipitation intensity occurred over the Conemaugh River basin in the contiguous areas now predominately controlled by reservoirs. The Conemaugh River is especially well situated near the center of the tributary area above Shippingport so that it was formerly a prime contributor to a great many of the District floods. Because the controlled areas were a source of much of the March 1936 flood runoff, the reduction they could have exerted was above average. The maximum computed reduced flood, therefore, was not the 1936 flood but that of December 1942. This maximum reduced flood flow at Mile 35.0 would be 390,000 c.f.s. having a corresponding elevation 692.9.
HYDRAULIC CHARACTERISTICS Analysis of the 1936 and subsequent floods throughout the basin, stream flow measurements, backwater studies, and detailed topographic maps of the navigable portions of the Allegheny, Monongahela, and Ohio Rivers have provided unit graph and flood routing data for use in determination of actual flood factors and development of theoretical flood hydrographs. Unit hydrographs for 61 drainage areas comprising a separation into significant portions of the total uncontrolled basin, and 13 unit graphs for the reservoir inflows have been developed for flood forecasting and reservoir operation. Flood wave routing coefficients for the Muskingum method have been developed for transposition of the unit graph flows downstream through the basin.
Valley storage curves 30 to 40 feet above the maximum flood of record profile were determined to check routing values and flood storage volumes. The stage discharge relation curve for the Ohio River at Mile 35 and other critical locations used in the flood routing procedures have been developed by projection of the curves beyond the flood of record by use of established channel roughness, measured cross-sections, and slope values based on various elevations and the related valley storage between rating station reaches. The stage discharge relation for the Ohio River at Mile 35.0 is shown as Plate 2. STANDARD PROJECT FLOOD Although the March 1936 flood is indicated to be the maximum for a period as long as 200 years, undoubtedly higher floods can occur. The Ohio River Standard Project Flood was developed to establish a plausible event in excess of the record. It was to be used for design of riverside structures where an extremely high degree of flood safety was advisable. Its storm rainfall values were those of an actual storm, over a further west location in the Ohio River Basin where rainfall intensities are greater due to closer proximity to the Gulf source of moisture. It was assumed that they could possibly have been more closely centered over this area. Total storm intensities used were as great as 10 inches over portions of the basin. All of the existing reservoirs were assumed to be in flood control operation during the storm. As in the 1936 storm, high intensities occurred over the Conemaugh Reservoir basin and this reservoir was filled by the time the flood had crested downstream. Spillway discharge from this reservoir and several others occurred on the flood recession. This flood has a computed peak flow of 630,000 c.f.s. at Shippingport with a maximum stage at elevation 705.0. This flow is about 60%
greater than the maximum reduced flood and would appear to have only a one or two thousand to one change of occurring in any year.
BVPS UFSAR UNIT 1 Rev. 19 2.3-30 DAM STABILITY The chance of augmentation of flood flows by dam failure superimposes an extreme improbability on remote probability. All of the Pittsburgh District Corps of Engineers dams were designed for localized probable maximum storm runoff. They will not fail from overtopping especially from less intense rainfall of more generalized widespread storms such as the Standard Project Flood.
Military personnel also consider it highly improbable to critically breach these dams by sabotage, using conventional means or weapons, because of their mass. The most likely cause of their failure would be from a catastrophic event such as an atomic explosion or an earthquake in the immediate area coincidental with full or near full impoundment. The widespread destruction resulting from an atomic blast, or more significantly from an atomic attack of which it could be a part, could minimize the more local effects that might be caused by dam failure. The Pittsburgh District reservoirs whose failure would most likely have the greatest flooding effect at Shippingport function solely as flood control projects and consequently are usually at minimum storage. The decreased chance of destruction of these reservoirs when full compounds the improbability of flooding from this source.
At the World Conference of Earthquake Engineering in Chile, various charts and discussions indicated the improbability of dam failure from earthquakes in this area. Civil Engineering, October 1969, page 73, shows the seismic risk map presented at the conference. It indicates that this basin lies within a zone-one designation where earthquake damage can be only minor.
Also presented at this conference was a paper that described an earthquake which produced horizontal cracks through a new 300-foot high concrete gravity dam at Koyna, India, in 1967.
The shock was of high magnitude registering 6.5 on the Richter scale. Breaching did not occur (Civil Engineering, March 1969, page 83).
A more local example of the relation between stability of our gravity dams and earth shock was observed on 19 November 1969 at Bluestone Dam located in southeastern West Virginia. A tremor registered at 4.75 on the Richter scale occurred about 40 miles from the dam at 8 p.m. of this day. A thorough investigation at the dam showed no effect. Personnel on duty at the dam were not conscious of the tremor although people in nearby homes were alarmed at the vibration in these less substantial structures.
Even though breaching is believed to be improbable, especially coincidental with the peak of the Standard Project Flood, it was given consideration and a computation was made to show the effect of failure of the critically located Conemaugh Dam. The attendant wave from this failure would have raised the peak flow at Shippingport to 1,280,000 c.f.s. with a peak stage at elevation 725.2.
PROBABLE MAXIMUM FLOOD Despite the extreme magnitude of such theoretical flood conditions, still more critical conditions are conceivable from the Probable Maximum Rainfall. Such a rainfall represents the culmination of combined critical meteorological factors. Meteorologists do not reasonably concur that more critical rainfall can be experienced. The flood runoff resulting from such rainfall, when compared to frequency projections developed by the accepted conventional computation methods, show this maximum event to be in excess of even extreme probability projections, indicating a frequency of once in a geologic age.
BVPS UFSAR UNIT 1 Rev. 19 2.3-31 Although a probable maximum storm had not been previously developed for the tributary area upstream of Shippingport, a study of this type had been made for the Susquehanna River basin which is adjacent to this area and located to the east. This probable maximum precipitation was presented in Weather Bureau Hydrometeorological Report 40. Consultation with the Office of Chief of Engineers and the Weather Bureau Hydrometeorological Section confirmed the assumption that data in this report could be reasonably applied to the Pittsburgh area. This report presented a storm pattern in the form of isohyetal lines (contours of equal precipitation) developed for 24,100 square miles of drainage area in the Susquehanna basin above Harrisburg, Pennsylvania. This area is of about the same size as that above Shippingport. Orientation of the storm pattern over the Pittsburgh District was performed by transposing it 2.5 deg longitude west and 0.8 deg latitude south. This was believed to be not only a logical transposition, but also one conducive to the peak runoff maximization. The isohyetal storm pattern is shown on Plate 1 with the values of intensity and time distribution of the isohyets tabulated on Plate 3. Both the pattern and table were obtained from Report No. 40.
Individual hydrographs for each of the 61 subareas in the basin and for the areas above the 13 reservoirs were developed from the unit graphs and the 6-hour rainfall values, applicable to the particular areas, modified by infiltration losses. These losses have been found applicable to storms of similar characteristics and seasonal occurrence in this area.
The uncontrolled area hydrographs routed to Shippingport resulted in a combined flood hydrograph of 1,430,000 c.f.s.
The reservoir inflow hydrographs were developed in a similar manner with unit graphs and the oriented rainfall values. In no case were these flood flows as great as the spillway design floods which were used to assure the safety of the dam against overtopping and failure. Reservoir storage during the early storm periods was sustained long enough to permit downstream passage of the flood peak before spillway discharge could appreciably add to its magnitude.
Ultimate reservoir storage heights were below structural design levels. Reservoir outflows were subsequently routed downstream through the basin and were combined with the uncontrolled flow hydrographs to form the probable maximum flood as modified by the 13 existing reservoirs.
This flood so developed has a maximum flow magnitude of 1,500,000 c.f.s. and would attain an elevation of 730.0 at Ohio River Mile 35. It is almost 4 times as great as the maximum reduced flood in our 200 years of record. The hydrograph of this flood is shown as Plate 4.
The mean velocity of the peak flood flow is estimated to be ten feet per second or about seven miles per hour. Bank velocities at the proposed structure should not exceed three miles per hour.
DURATION OF INUNDATION These floods would not only cause the river to rise to the high peak stages which have been discussed, but would subject the banks and contiguous structures to protracted durations of inundation.
BVPS UFSAR UNIT 1 Rev. 19 2.3-32 Plate 5 presents stage-duration curves which show the length of time that various elevations would be equalled or exceeded during the Maximum Probable, Standard Project, and maximum actual reduced floods. The short duration of additional flooding caused by breaching of Conemaugh Dam during the Standard Project Flood can be readily observed. RESULTS AND CONCLUSIONS 1. The most critical conditions which we believe possible would result from the Probable Maximum Flood. 2. The Probable Maximum Flood would have a peak flow of 1,500,000 c.f.s. and attain an elevation of 730.0 at Mile 35.0.
- 3. Outflow from the flood control reservoirs would only contribute 70,000 c.f.s. to the flood peak. Reservoirs would operate according to their predetermined schedules and would be in no danger of failure as this flood is not as critical to them as results from their own design criteria.
- 4. Maximum scouring velocities at the structure should not exceed three miles per hour.
- 5. Failure of any of the flood control dams at any time and particularly coincidental with peak flood flow is not believed of practical consideration.
- 6. The probable maximum flow is 400 percent of the comparable maximum reduced flood in the 200-year period of record. Frequency computations which give consideration to the overall pattern of events place this flood as only a 100-year event. The same computations indicate the probable maximum value to be so far beyond reasonable projection limits it might be termed as a geologic era event.
- 7. The Ohio River Standard Project Flood at Mile 35.0 is 630,000 c.f.s. with a maximum elevation of 705.0. This flood has a computed frequency of about once in 1,000 to 2,000 years.
- 8. The Standard Project Flood augmented by breaching of the Conemaugh Dam (an event believed unlikely) is 1,280,000 c.f.s. with an elevation of 725.2 feet. The studies have been of sufficient depth and detail to assure a degree of accuracy commensurate with the reliability of projections made.
BVPS UFSAR UNIT 1 Rev. 19 2.3-33 Plate 1 BVPS UFSAR UNIT 1 Rev. 19 2.3-34 Plate 2 BVPS UFSAR UNIT 1 Rev. 19 2.3-35 Plate 3 BVPS UFSAR UNIT 1 Rev. 19 2.3-36 Plate 4 BVPS UFSAR UNIT 1 Rev. 19 2.3-37 Plate 5 BVPS UFSAR UNIT 1 Rev. 19 2.3-38 ATTACHMENT 2.3B BVPS UFSAR UNIT 1 Rev. 19 2.3-39 ATTACHMENT 2.3C BVPS UFSAR UNIT 1 Rev. 22 2.3-40 ATTACHMENT 2.3D BVPS UFSAR UNIT 1 Rev. 22 2.3-41 BVPS UFSAR UNIT 1 Rev. 22 2.3-42 ATTACHMENT 2.3E BVPS UFSAR UNIT 1 Rev. 22 2.3-43 BVPS UFSAR UNIT 1 Rev. 22 2.3-44 PLATE 1 BVPS Information 654' M.S.L. - Cold Shutdown in 36 hours4.166667e-4 days <br />0.01 hours <br />5.952381e-5 weeks <br />1.3698e-5 months <br /> required by Technical Specifications 648.6' M.S.L. - Minimum Design Basis Level BVPS UFSAR UNIT 1 Rev. 19 2.3-45 ATTACHMENT 2.3F ICE JAM POTENTIAL - INFORMATION FROM THE PITTSBURGH DISTRICT, U.S. ARMY CORPS OF ENGINEERS Cover on the Ohio River generally does not present a great hazard to river structures or navigation. Although freezing will occur during protracted periods having temperature below 20 F, an appreciable ice cover will not develop until occurrence of several days with a minimum temperature of 10 F or less. Ice conditions at Shippingport have changed since construction of New Cumberland Dam in 1959. Prior to 1914 the river at this point flowed in its natural condition and was subject to the many factors which generate ice formation and ice gorging. Between 1914 and 1959, Dam 7 maintained a navigable pool. This was a wicket type dam. The wickets were lowered to the bottom of the river during periods of high river flow, and sometimes if severe ice conditions existed, the wickets would remain down even after flow had receded. At such times open river gorging conditions could develop. The worst gorge known in this reach of the river was of this type. It occurred in mid-February of 1936 when ice from the Monongahela River moved down into the Ohio and grounded on a shallow sand bar about 6 miles upstream of Shippingport. A subsequent general rise in the river system carried this gorge rapidly on downstream with little damage. Re-occurrence of such a gorge is now impossible as New Cumberland Dam maintains a depth of more than 20 feet of water over the restraining sand bar.
Most critical ice conditions since early 1900 occurred during the severe cold spells of January 1918 and January 1940. During these months ice cover persisted for two to three weeks and was reported to be as much as 6 inches to 8 inches thick. This ice deteriorated, was broken by rising river stages and was carried downstream without gorging in the same manner as generally occurred with less freezing.
Ice cover above the present gated dams on the Ohio River spans the river some distance above the gates. If this ice cover persists without thermal deterioration and breakage by river traffic, it will move downriver past the dams coincidental with the breakage and higher velocities created by a rise of about 3 to 6 feet in the upstream end of the pools. No gorging will occur.
Most critical ice conditions result from the passage of the ice running out the upper Allegheny River where annual winter temperatures are lower and ice formation is greater. These ice flows occur when there is flood runoff in the basin and an ice gorge is carried on the rising flood water prior to the flood crest. The most critical ice gorges moving through the Upper Ohio River in recent years occurred in December 1959 and March 1964. Many barges, towboats and other floating equipment broke loose during the 1964 flood and floated downstream, causing extensive impact damage. Critical damage from an ice gorge will result during passage of such gorges, but will not result from static ice conditions in the local area. Although the momentum of the ice pack moving at a velocity of about 8 miles per hour can exert a great horizontal pressure on a river side structure its impact on such structure is less than could be experienced by a floating river vessel.
BVPS UFSAR UNIT 1 Rev. 19 2.4-1 2.4 GEOLOGY Geology of the site and its environs has been investigated by Mr. John R. Rand, Consulting Geologist, and Mr. Paul J. Mayrose, Geologist, Stone & Webster Engineering Corporation. A copy of their report is included as Appendix 2B. Their findings are summarized below.
Bedrock Geology The bedrock of the area consists of sedimentary formations of Pennsylvanian age, composed of shales and sandstone, with a few thin coal members and at least one thin limestone member. They are essentially flat-lying, with regional dips amounting from 15 to 20 ft to the mile. The shales underlying the site are hard and are moderate to thinly bedded. Primary compression wave velocities in this material were measured at 10,000 fps to 12,000 fps, with shear wave velocities of approximately 6,000 fps.
The shale is essentially undeformed and very nearly level in position. There are no known faults under the plant or in its immediate vicinity. The nearest known fault lies approximately 60 miles to the southeast and trends in a northeasterly direction tangentially away from the plant site.
The only commercial coal in the area is the Upper Freeport Seam, which is located about 150 ft above founding level of the power station. There has been no mining of coal beneath the power station site or its immediate area and none is anticipated, as such seams as exist at this location are very thin and discontinuous, and are not considered commercially mineable.
No gas or oil has been produced in the immediate vicinity of the site, nor is such production planned or anticipated. The salt beds of the Salina group of the Cayuga series underlie the area at about a 4,700 ft depth. There has been no mining of salt by any process under or in the vicinity of the station nor is any anticipated, since the beds are relatively thin and very deep, which makes production from them noncompetitive.
Overburden Geology The site lies within the bedrock valley of the Ohio River. This is a flat-bottomed, steep-walled valley constructed by erosion. The power station itself is located upon a terrace of alluvial gravels placed against the south bedrock valley wall, probably during the Pleistocene. This terrace was at one time much more extensive, but a portion of it along its north side was removed by erosion. Subsequent to this erosion, sand and gravels overlain by river clay and silts were placed over the surface of the rock and now form two benches or lower terraces between the high terrace and the river. Thus, the site consists of a high early terrace of granular material having a surface elevation of approximately El. 730 to El. 740 ft and to lower terraces consisting of recent river silts and clays underlain by sands and gravels.
The material of the older terrace on which the station is founded consists principally of sands and gravels with some cobbles and rock fragments and with some silt and clay intermingled. Distributed irregularly throughout the mass are occasional lenses of medium to fine, uniform sand. The upper portion of the terrace is sandier and somewhat looser than the great bulk of the terrace. These looser materials extend to a depth of about 10 to 20 ft below existing ground grade.
BVPS UFSAR UNIT 1 Rev. 19 2.4-2 The nuclear portion of the power station, including the containment structure, auxiliary building, fuel building, and main control area, are founded in the granular materials of the high terrace.
Under most of the turbine room area, the granular materials of the older high terrace had been partially removed by erosion and covered over by more recent silts and clays. Prior to construction the silts and clays were excavated and replaced by compacted granular fill extending from the surface of the granular materials to the foundation level of the structure.
Summary Geologic conditions at the site are relatively simple. The power station is founded upon a gravel terrace having a maximum thickness of about 100 ft. This terrace, in turn, rests directly upon Pennsylvanian age shales which form the bedrock of the area. These gravel materials, which are relatively dense and incompressible soils, form an adequate foundation for the power station. The bedrock is horizontally bedded shale of Pennsylvanian age. It is essentially undeformed, with regional dips of only 15 to 20 ft per mile. There has been no mining of coal, oil, gas or salt from beneath the area nor is any anticipated, since deposits of these materials that exist are not commercially mineable. There are no known faults under or near the site and none are anticipated. The nearest known fault lies approximately 60 miles to the southeast and has a course tangentially away from the power station.
BVPS UFSAR UNIT 1 Rev. 19 2.5-1 2.5 SEISMOLOGY Historical seismicity of the site area was investigated by Weston Geophysical Research Incorporated of Weston, Massachusetts, Reverend Daniel Linehan, Consultant. A copy of their report is included as Appendix 2C. Also, a detailed study was made of amplification of earthquake motion from the bedrock through the overburden to the foundations of the structures by Dr. R. V. Whitman of Massachusetts Institute of Technology. His report is included as Appendix 2D. 2.5.1 Seismicity The area is quiet seismically. Historically, no earthquake of epicentral Intensity V, or greater, Modified Mercalli, has occurred within 80 miles of the site. The nearest earthquake of epicentral Intensity V, or greater, took place on June 27, 1906 at Fairport, Ohio (near Cleveland), 80 miles northwest of the site. Only one earthquake having an epicenter within 60 miles of the site has been reported. This earthquake reportedly took place at Sharon, Pennsylvania, approximately 40 miles north of the site, on August 17, 1873. Details are limited, but it is estimated that it had an epicentral intensity of Modified Mercalli III and certainly no more than IV.
The site has experienced vibratory ground motion as a result of distant earthquakes, most notably the 1812 earthquake at New Madrid, Missouri, and the 1886 earthquake at Charleston, South Carolina. It is estimated that the latter earthquake may have caused ground motions in the vicinity of the site with an intensity of Modified Mercalli IV in the upland areas and possibly as high as V along some of the river banks, where the structures were located on alluvial soils of relatively recent age. Probably the New Madrid, Missouri, earthquakes resulted in much the same level of motion at Pittsburgh and Shippingport areas. Data are fragmentary and uncertain. It is known, however, that the nearest significant damage from the New Madrid earthquakes was at Cincinnati, Ohio, approximately 330 miles from the epicenter and about 250 miles closer to the epicenter than the site. The Attica, New York area, 180 miles northeast of the site, experienced an earthquake of epicentral Intensity VIII Modified Mercalli on August 12, 1929, and two earthquakes of epicentral Intensity VI have also occurred in this Attica area. An earthquake of epicentral Intensity VII to VIII occurred near Anna, Ohio, on March 8, 1937, and three earthquakes of epicentral Intensity VII have occurred in this same area. Anna, Ohio, is approximately 200 miles west of the site. Earthquakes which occurred in the Attica, New York area and the Anna, Ohio area apparently were not perceptible at the site. 2.5.2 Amplification Through Overburden Qualitatively, it has been realized for some time that earthquake motions in the bedrock are modified and frequently amplified in being transmitted through the overburden to structures. For example, in the Mexico City earthquake of 1957, structures within the city founded on deep soft alluvials were damaged, whereas structures located closer to the epicenter, but founded on rock, were left undamaged. In addition, selectivity of damage in relation to the character of the overburden deposit and the character of the structures has been noted. Thus, short, rigid structures have been observed to be more susceptible to damage if founded upon shallow soils or upon firm materials, whereas, long period, high structures are more susceptible to damage if founded upon softer, deeper deposits.
BVPS UFSAR UNIT 1 Rev. 19 2.5-2 These latter conditions were especially notable in the Caracas earthquake of 1967, where damage was highly selective. Detailed analyses have indicated that, in all probability, damage was limited to structures where natural periods of the damaged structures coincided rather closely to natural periods of shear vibration in the overburden above the rock.
Quantitative procedures have only recently become available for analyzing the effects of the overburden material on amplification and on modification of the frequency distribution or spectral content of the earthquake waves transmitted from the rock. Basically, two different procedures have been developed: a continuous wave reflection and refraction procedure which has been developed by Matthiesen(1) and others at U.C.L.A.; and a model procedure in which the soil mass is assumed to be a system of discrete lumps separated by springs and dashpots to account for stiffness and damping, by Seed and Idriss(2) at the University of California. If the number of elements in the model procedure is taken very large, the expressions of the two approaches become identical, assuming that proper cognizance is taken of radiational losses at the rock-soil interface due to differential dynamic impedances between the two materials(3). Assuming that the earthquake motion on rock exposed at the surface or very close to the surface can be defined, using these procedures the amplification within the soil or overburden column can be computed.
The amplification ratio expresses the ratio between the bedrock motion and the motion within the overburden; it can be computed readily using the continuous procedure for a steady state wave input. Earthquakes, however, are transient, rapidly varying events rather than steady state phenomena. Detailed analysis has indicated that amplification ratios based on the steady state conditions tend to be high at the fundamental period of the vibration of the soil column and at the second, third, and fourth modes of vibration of the soil column and slightly low between these modal points and at periods longer than the fundamental period of the soil column.
The transient effects can be investigated using the time-history records of actual individual earthquakes. Using these procedures, the structural response spectra for structures founded on overburden may be computed for a specific earthquake input to the base of the overburden using the modal technique, cognizance being taken of the effects of the differences in dynamic impedances between the soil and the overburden at the soil-rock interface. By making this analysis for several different earthquakes and for a reasonable range of soil conditions, it is possible to determine the envelope of response spectra for various structural periods. This has been done for the BVPS-1 site by Dr. R. V. Whitman. His report is included as Appendix 2D.
Analysis of the records of a number of strong earthquakes shows that the number of cycles of intense motion are quite limited. For example, the number of cycles in which the acceleration equaled or exceeded one-half the peak acceleration for several large earthquakes is as follows:
- 1. Taff S69E 9 2. 1952 N21E 8
- 3. El Centro NS 10
- 4. 1940 EW 12
- 5. Olympia 3
- 9. Helena NS 5 Accordingly, the number of cycles of strong shaking to which structures may be subjected is conservatively estimated at 10. Subsystems which are lightly damped may be excited by the earth- quake and continue to vibrate thus being exposed to several times this number of cycles of motion. Stress levels in subsystems were kept at or below elastic limits, and for the low numbers of cycles of motion expected fatigue would not control.
Earthquakes used for input were digitalized records of El Centro, Taft, and Golden Gate earthquakes, and an artificial earthquake generated by statistical techniques. For convenience, the response spectrum at two percent structural damping and five percent structural damping are determined for each earthquake and compared with the response spectrum for that earthquake at the corresponding damping as if the structure was founded upon bedrock. Ratios of acceleration response spectra at bedrock and on the overburden may properly be considered the amplification ratio by which structural response spectra for earthquake motion in the rock should be multiplied to obtain suitable and usable spectra for structures founded upon the overburden. Values obtained in these analyses are shown in Figures 2D-7, 2D-8, 2D-9, 2D-10, and 2D-11.
It is noted that the envelope for the several earthquakes analyzed reaches a maximum ratio of about 3.5 between periods of approximately 0.3 seconds and 0.6 seconds, falling very rapidly to values slightly in excess of one for periods less than 0.3 seconds and to values of approximately 1.8 at 0.7 seconds and 1.0 at 1.5 seconds. This illustrates rather clearly the peaking of the amplification ratio in the vicinity of the fundamental period of the soil column. 2.5.3 Seismic Design As previously indicated, the maximum historic earthquake in this area on firm ground on the uplands had an intensity of approximately Modified Mercalli IV. This was for a very distant earthquake for which the longer periods might well be expected to be dominant in the spectrum. The nearest area where earthquakes have occurred of epicentral Modified Mercalli V or greater is in the Cleveland area where four earthquakes of epicentral Modified Mercalli V intensity are recorded. Assuming for the Design Basis Earthquake (DBE) on bedrock, an Intensity of V or, at the most, low VI would seem to be extremely conservative for this site. Based on published correlations, as shown in Appendix 2C, between intensity and maximum ground acceleration, and from experience on other sites, it has been concluded that this intensity would correspond to a maximum acceleration on bedrock of approximately 0.035 g. Using an amplification ratio through the overburden of 3.5, this maximum acceleration would correspond to a maximum surface acceleration at the site of about 0.125 g for the DBE. The analysis thus indicates reasonable agreement with recommendations by Weston Geophysical Research.
BVPS UFSAR UNIT 1 Rev. 19 2.5-4 Accordingly, the design is based on a DBE normalized to 0.125 g and for the Operational Basis Earthquake (OBE) normalized to 0.06 g. Analysis and design are based on response spectra as shown in Figure 2.5-1 and 2.5-2 for the DBE and OBE, respectively. Dynamic amplification factors used for these spectra are such as to give a maximum spectral acceleration of 0.44 g for two percent damping for the DBE with appropriate relative values for other amounts of damping.
The spectra are flat from 2 to 5 Hz (0.2 to 0.5 second period) and reduce to an amplification ratio of unity for frequency exceeding 20 Hz. Seismic Category I structures, systems, and components which are designed to resist seismic forces are listed in Table B.1-1 of Appendix B.
Vertical accelerations are taken as two-thirds of horizontal acceleration. The response spectra shown in Figure 2.5-1 and 2.5-2 were the basis for the design of all ground supported structures, equipment, and piping prior to 1979.
As part of the reanalysis of Seismic Category I piping systems, the response spectra shown in Figures 2.5-4 and 2.5-5 were developed using Soil Structure Interaction Methodology. The licensee now considers that the SSI-ARS forms the present and future design basis of the plant. Amplified response spectra are used for the design of equipment, piping, and instrumentation supported from structures (See Appendix B). The structures, systems and components designated Seismic Category I as defined in Appendix B are designed for seismic loading as represented by the seismic response spectra. Horizontal and vertical loadings are applied simultaneously. The methods employed to obtain the shear moduli, G, at very small strains, of the soils supporting the structures of the station are determined primarily from direct field measurements of shear wave velocities (Appendix 2G). Under earthquake motion, shear moduli are reduced in accordance with the discussion and appropriate figures of Appendix 2D. Figure 2.5-3 shows values of G for structures founded on or in the upper terrace considering earthquake strains. Shown also in this figure are shear moduli computed from observations of settlement of the turbine room, Shippingport Power Station, for a period of two years. Observation of tests has shown the dynamic or very short time modulus to be about 1.5 to 2.0 times the static modulus. The range of these values are shown and agree very well with the data from seismic shear wave measurements. Average reduced shear moduli considering strains under seismic conditions for the structures at the site are as follows:
- 1. Containment Structure G = 22,000 psi
- 2. Fuel Building, Auxiliary Building, G = 17,000 psi and Other Near Surface Buildings
- 3. Intake Structure G = 17,000 psi Shear moduli are incorporated in dynamic analyses using the Bycroft solution for dynamic response of a rigid cylindrical base supported on an elastic half space. In using this solution for a specific problem, consideration must be given to the effects of geometry and assumptions implicit in the solution which affect computation of the spring constants, virtual mass of soil moving with the base and scatter in experimental data.
BVPS UFSAR UNIT 1 Rev. 19 2.5-5 2.5.3.1 Factors Affecting Spring Constant and Mass Factors affecting spring constant and mass include embedment, effects of limited depth of elastic stratum and effects of actual contact pressure on the base of a structure as compared with distribution assumed in the Bycroft solution. Certain of these factors increase the stiffness and thus, increase the spring-mass ratio while others decrease it. Present technology does not afford definitive solutions.
However, the approximate range effect of each has been established. The elastic half space of the Bycroft solution is weightless and thus, the mass of the soil moving with the structure is ignored. For the containment structure, the virtual mass of soil is estimated not to exceed about 30 percent of the total rotary inertia for rocking and about 18 percent for swaying and may be somewhat less. Since the range of each factor and the effect on the spring-mass ratio are known, it is convenient in estimating the overall range of uncertainty to adjust each spring constant or mass by half the range for the selected factor and then add an uncertainty plus or minus to give the full range. This leads to the following:
Range of Effect Equivalent Embedment 0 to +20% 1.1*(k1, k2-) 10% Limited Depth Swaying 0 to +20% 1.1*(k1, k2-) 10% Rocking 0 to +10% 1.05*(k1, k2-) 5% Contact Pressure Distribution Swaying 0 to -15% 0.92*(k1, k2-) 8% Rocking 0 to -30% 0.85*(k1, k2-) 15% Virtual Mass (For Reactor Containment) Swaying +10 to +18% 1.14*(M) 4% Rocking +15 to +30% 1.22*(I) 8% Rocking determines the fundamental and dominant mode of the containment structure.
Accordingly, for this mode:
k/I = 1.1*1.05*0.85*(k1, k2-)/(1.22*I)20% (2.5-1) = 0.8*(k1, k2-)/I 20% where k1, k2- are spring constants from the Bycroft solution. Since G (shear modulus) is linear in this solution, a G-equivalent may be computed and used directly in the Bycroft solution.
Then for the containment structure: G-equivalent = (0.8) (22,000) psi 20% (2.5-2)
BVPS UFSAR UNIT 1 Rev. 19 2.5-6 = 17,000 psi 20% Use G = 18,000 psi 20% For the fuel building, auxiliary building, and intake structure, similar factors may be applied, although the effect of limited soil depth is somewhat less and virtual mass effect somewhat larger. 2.5.3.2 Factors Affecting Observed Data Factors affecting observed data include scatter in measurement of seismic velocities and in the strain reduction factor used in estimating the effects of seismic strains.
Seismic velocity records were reviewed and showed:
Elev. Cs Avg, Range in Cs Range in (ft) (Ft/Second) (Ft/Second) (From Avg) Shear Modulus 700-665 1,050 1,000 to 1,100 5% 11% 665-625 1,300 1,250 to 1,400 +7%, -4% +16%, -8%
Scatter in the strain reduction factors is estimated to be 20 percent. Combining the random variations by the root mean square gives a range of variation of 31 percent. For conservatism, a range of 1/3 in the value of G is used. Accordingly the following values of G-equivalent are used in analysis using the Bycroft solution: 1. Containment Structure 18,000 psi 33% 2. Other Seismic Category I Structures 16,000 psi 33%
BVPS UFSAR UNIT 1 Rev. 19 2.5-7 References for Section 2.5 1. R. B. Matthieson, and C. M. Duke, "Earthquake Amplification Spectra Obtained from Site Characteristics", American Society of Civil Engineers. 2. H. B. Seed, and I. M. Idriss, "Influence of Soil Conditions on Ground Motion During Earthquakes", American Society of Civil Engineers.
- 3. R. V. Whitman, and J. M. Roesset, "Report No. 5, Effect of Local Soil Conditions Upon Earthquake Damage; Theoretical Background for Amplification Studies," Massachusetts Institute of Technology, Research Report R 69-15, Soils Publication No. 231.
BVPS UFSAR UNIT 1 Rev. 19 2.6-1 2.6 SOIL MECHANICS 2.6.1 Site Conditions The site is located approximately 550 ft east, that is, upstream of the former Shippingport Power Station. The general site area was investigated for foundation conditions in 1954 for foundations for the Shippingport Power Station. The site occupies three terraces along the south side of the Ohio River. The southernmost terrace is the highest at about El. 735 ft and is composed of granular soils. This is also the oldest terrace. Its northerly position was removed either partially or possibly completely to bedrock prior to emplacement of the intermediate and low terraces, the low terrace being the most recent. These lower terraces have cohesive soils near surface overlying granular soils.
Thirty-five dry sample borings were made for the Shippingport Power Station at locations as shown in Figure 2.6-1, under the direction of Stone & Webster Engineering Corporation, and detailed records of the borings and investigations were available for review. These original, rather widely spaced borings have been supplemented by 30 additional borings made specifically for the purpose of the Beaver Valley Power Station. These included 10 dry sample borings on the high terrace, in three of which attempts were made to obtain undisturbed samples with a Denison sampler. The remaining borings were located in the intermediate and low terrace materials, from which undisturbed samples of surface clays and silts were obtained for physical testing. The locations of these various borings are shown on Figure 2.6-1. A log for boring 101, which is typical of the containment structure, is shown in Figure 2.6-2. The Report on Foundations for the Shippingport Power Station, dated August 9, 1954, is included as Appendix 2E. Logs of all borings and results of soil tests made in these investigations are included in Appendixes 2F and 2H. 2.6.2 Subsurface Conditions 2.6.2.1 High Terrace Ground surface in the area of the proposed station location is at approximately El. 735 ft. The ground underlying this portion of the site is an old, high level terrace of the Ohio River. It is composed of granular material, sands, and sands and gravels, containing variable amounts of cobbles and rock fragments. Some of the material has a silt or clay binder. However, no lenses of silt or clay were encountered in the boring operations and the granular soils extend to bedrock. In general, the materials of the terrace are pervious. There was a continuous loss of drilling water or drilling mud during the drilling operations. Blow counts in the standard penetration test indicated the upper 15 ft approximately of the terrace was looser than the deeper lying material and of somewhat finer grain size. Beginning at about the south side of the turbine building, this old terrace was either partially or completely removed by erosion in times past and two lower terraces consisting of silt and clay in their upper portions and sands and gravels below about El. 655 to 660 were emplaced by the river. These are in part overlain by granular fills placed for roads and railroads for construction access during construction of Shippingport Power Station.
BVPS UFSAR UNIT 1 Rev. 19 2.6-2 Bedrock is horizontally bedded shale which was encountered at approximately El. 635 ft. The surface of the bedrock under the station site and out under the river is nearly horizontal.
Approximately 1,000 ft south of the station site is the true valley wall where the bedrock surface rises steeply to approximately El. 1,000 ft. A typical subsurface profile section through the station site along an approximately north-south axis looking west is shown in Figure 2.6-3.
Similar foundation conditions exist under the Shippingport Power Station site. This station was founded directly upon the gravels of the high level terrace using mat type foundations.
Settlements have been nominal and well within acceptable tolerances. Profile drawings of all seismic Category I structures and buried river water lines showing subsurface materials to bedrock are included as Figure 2.6-15, 2.6-16, 2.6-17 and 2.6-18.
Attempts made in the investigation to secure undisturbed samples of the soils under the site by using 4 inch diameter Denison samplers were unsuccessful, probably because of difficulties with gravel and rock fragments contained throughout the gravel mass. Accordingly, all conclusions are based on behavior of the existing station and on the results of standard penetration tests made during these and the previous investigations. Plotted in Figure 2.6-4 are the results of standard penetration tests made for the borings located in the high terrace, both for these and for the previous investigations. In general, from the ground surface of the high terrace down to water level, increasing resistance values are shown ranging from approximately 15 near the surface, where the soils were somewhat looser, to approximately 20 at about El. 715 ft and then in a generally increasing trend to the groundwater level at El. 666 ft, where the median blow count is about 57. Approximately at the groundwater table there was a sudden reduction in driving resistance and then a gradual increase in resistance until bedrock was reached. The reason for this marked difference in driving resistance is not known.
There is no significant change in character of material above and below the groundwater table.
A possible explanation is the fact that many of the soils contain a greater or lesser amount of silt and clay binder and, above the groundwater table, this material was in partially dry state and therefore, more resistant to deformation and to shear than if it were completely submerged. Ground water table at the time of these investigations was El. 666 ft, approximately 1 ft above river level. In general, the lower blow counts both above and below the groundwater table occurred in lenses of uniform, medium sands and the higher blow counts in the more gravelly materials. 2.6.2.2 Intermediate Terrace The intermediate terrace ground surface, about El. 685 to 700 ft, is intermediate in age between the low and high terraces. The upper soils consist of medium clays which extend to about El. 660 ft. This terrace is overlain in part by fill placed in connection with construction of the Shippingport Power Station. It is underlain by sands and gravels which extend to bedrock.
BVPS UFSAR UNIT 1 Rev. 19 2.6-3 The clay of this terrace north of the turbine building was sampled using 3 inch diameter thin wall samplers (Reference Borings 108 through 113). Quick shear tests made on essentially undisturbed samples of these clays showed shear strengths varying from about 800 to 1,250 psf, with some samples showing shear strengths in excess of 2,000 psf and one sample a shear strength of 500 psf. Stress strain curves from unconfined compression tests are included in Appendix 2F. For several of the samples, the soils were thoroughly remolded at constant water content, formed into cylinders and tested in unconfined compression. Quick shear strengths in the remolded state were about half that of the undisturbed state showing these soils to be of low sensitivity, having a sensitivity ratio of about 2. They are therefore, not susceptible to flow slides under dynamic loadings. 2.6.2.3 Low Terrace The low terrace, ground level about El. 675 ft, is the most recent. Near surface soils consist of soft clays and clayey silts, many showing some organic contents. Soil test data for these soils are shown in Appendix 2H for borings 304 through 310. Included are both unconfined compression tests and consolidated undrained triaxial tests. Quick shearing strengths of the cohesive members of these soils are quite low, ranging from 160 psf to 440 psf and averaging about 250 psf. These recent river silts and clays extend down to about El. 655 ft where they are underlain by sands and gravels which extend to bedrock at about El. 625 ft. 2.6.3 Foundation Design 2.6.3.1 Foundations Approximate founding elevations of the more important structures of the station are shown in relation to the soil structure on Figure 2.6-3. The reactor containment structure is founded on a 10 ft thick reinforced concrete mat at approximately El. 681. ft. This structure has a dead load weight of approximately 7,300 psf over the area of its mat. Relief of load due to excavation of material from the present ground grade of El. 735 ft to El. 681 ft amounts to approximately 6,500 psf. Thus the net added dead load of this structure over its area is only approximately 800 psf. The fuel building, auxiliary building and main control area in the service building are founded upon reinforced concrete mats at about El. 720 ft. As previously indicated, the upper portion of the high level terrace is somewhat lower in density than the remainder. These looser soils, where encountered below founding level, were removed and replaced to founding grade with select compacted granular fill. The dead load of the control area and auxiliary building is approximately 800 to 1,000 psf in excess of the weight of material excavated. These structures therefore, impose small additional loads upon the soil. The average load under the fuel building is approximately 4,000 psf and accordingly it imposes an added load on the soil of approximately 2,000 psf.
BVPS UFSAR UNIT 1 Rev. 19 2.6-4 As indicated on the section, the surface of the old terrace gravels slopes downward under the turbine building. Surface soils are recent deposits of clay and silt and some fill which has been placed in this area. These were removed to the surface of the stable gravels and replaced with select compacted granular fill under the turbine room and transformers as shown in Figure 2.6-3. This fill material was compacted using heavy vibratory compactors to a minimum density of 95 percent of Modified Proctor, ASTM D1557. Maximum soil pressures for static loadings are 8,000 psf for foundations on granular soils at depths of 8 ft or more below surrounding grades. Under lateral loadings such as from wind and earthquake, toe pressure under combined dead loads and lateral loads is limited to 12,000 psf. These are conservative and safe values for granular materials of this character.
The Shippingport Power Station site and the Beaver Valley Power Station are both located on the same large continuous terrace on the left (south) bank of the Ohio River. The boring program for Shippingport, which was made under the direction of S&W, extended well upstream and downstream of the site and thus bracketed borings for the Beaver Valley Power Station. Soil types and penetration resistances were consistent between the two sets of borings (Refer to Figure 2.6-4 where data from both the Shippingport borings and Beaver Valley borings are plotted). This terrace is a single, continuous structure a11 of the same age and made of deposition. Since it is of fluvial origin, stratification and cross-bedding are to be anticipated and are indicated by the boring records. Thus while variations in character may occur in a few inches vertically and a few feet horizontally, it is statistically uniform over depths and lateral dimensions significant to the foundations of the structures. Maximum bearing values for foundations in the sand and gravel below El. 715 ft at Shippingport and subject to groundwater levels were established at 8,000 psf for footings 8 ft or deeper below surrounding grade.
Settlements have been small and performance completely satisfactory. The natural draft cooling tower is located on the northeast corner of the site along the edge of the river. It is founded on well compacted granular fill placed to El. 700 ft. The soft, compressible silts, organic silts and clays were removed in this area to approximately El. 655 ft and/or the top of the lower gravels, prior to the placement of the structural fill under the tower. These precautions insured against any settlements or failure in the poorer soils. The structural fill for this purpose was compacted to 97 percent of a Standard Proctor Density Test, ASTM D698. In some areas surrounding the site, a nonstructural fill was used to fill in the recessed areas. These materials were compacted to 93 percent of a Standard Proctor Density Test. The embankment slope of this fill, exposed to the river, was provided with a concrete slope wall protection to El. 700 ft as a precaution against possible erosion by flooding in this area. 2.6.3.2 Settlement of Structures The procedure for estimating settlements under the various structures is based on techniques developed in studies of the Alternating Gradient Synchrotron (AGS) at Brookhaven National Laboratory (BNL). Basically, the procedure is analogous to estimating displacements at the surface of an elastic mass due to an applied surface loading. Briefly, the additional stress of any element within the soil mass from the applied load is computed. The compression then of each such an element is equal to the increased stress times the height of the element divided by the modulus of deformation. The sum of the deformation of the elements from the bedrock surface to the founding level gives the total settlement at that point. Essentially, thus the modulus used corresponds to the modulus of elasticity in elastic analysis. Since, however, soils are not truly elastic, we prefer to call it a modulus of deformation and designate it by the symbol M. It is not a coefficient of subgrade reaction. The observed settlements of the turbine room of the Shippingport Power Station, which is founded upon the same soils and at approximately the BVPS UFSAR UNIT 1 Rev. 19 2.6-5 same elevation as the containment structure and turbine building of the BVPS-1, provide an excellent large scale load test for determining the deformation modulus. Settlement plates were set under the Shippingport turbine room mat before starting to pour it. Extending up from each settlement plate was a rod which was isolated from the mat by a pipe sleeve. Initial settlement records were taken before the start of pouring the mat which began in September of 1955 and observations were continued on a more or less regular basis until August of 1957, approximately a year after all loads had been placed. Figure 2.6-5 shows the location of the settlement observation points under the Shippingport turbine room, mat and the observed settlements in December 1956, approximately 15 months after start of construction and in August of 1957, approximately 23 months after the start of construction of the mat. Very little settlement occurred between December, 1956 and August, 1957, indicating that both primary and secondary settlements were essentially complete at the time of the last settlement observation. Observations at the Brookhaven National Laboratory on the AGS and other structures and at Shippingport have indicated there is an immediate primary settlement followed by a secondary settlement of some duration even for sand soils.
It has been known for some time that the modulus of deformation of granular soils varies with the effective stress. The studies at BNL showed that approximately:
MKZA (2.6-1) where: Z = depth below surface (position down) K = a constant depending on soil properties
A = a constant whose value is such that the resulting value of M is approximately 1.5 to 2.0 x 10(6) kips per sq ft at the surface
Using the observed long-term settlements at Shippingport, it is possible to compute the modulus of deformation "M" of the soils at Beaver Valley for long-term loadings. This is shown in Figure 2.6-6. Observations made during construction of the conjunction section at the AGS and observations on large scale loading tests at BNL on areas approximately 30 ft square shows that the modulus of deformation for a reloading cycle is approximately twice that of the initial loading. Further, the modulus for primary settlement, that is the settlement under very short time loadings as for dynamic loadings is approximately 1.5 to 2.0 times the modulus for long-term loadings.
Using these moduli and relations, average long-term settlements of the principal structures under static loadings have been computed as follows: 1. Containment Structure - 0.5 inches 2. Auxiliary Building - 0.25 inches
- 3. Fuel Building - 0.25 inches
- 4. Main Control Area - 0.2 inches BVPS UFSAR UNIT 1 Rev. 19 2.6-6 The granular soils as indicated by the grading curves contain some silt and clay binder. Such binder material provides a slight cohesive strength which greatly reduces the tendency of individual grains to shift under vibration. It may be noted that the generally higher "N" values in the penetration tests above the groundwater level have also been attributed to such slight cohesive bonds. Further above the water table, surface tension on small water films at points of contact provide additional bonds between grains, an additional factor in preventing densification under small vibrational motions. These effects have been clearly shown in laboratory tests of densification of somewhat silty sands by vibration(6). Considering these factors, it is concluded that settlements due to soil densification under the very small and short duration vibrations of the DBE will be negligible.
In addition to the static settlements, the containment structure would rock and vibrate up and down under earthquake loadings. Such motions under the DBE are estimated to be: Vertical translation + 0.12 inches Rocking at edge of mat + 0.25 inches Total + 0.37 inches 2.6.3.3 Bearing Values Foundations for all major structures are continuous mats of reinforced concrete founded on the denser undisturbed gravels or compacted granular fill. The containment structure is founded at El. 680.9 ft on undisturbed gravel with excavation below El. 715 ft made within a circular sheet piling cofferdam. The turbine building mat with bottom at approximate El. 684 ft is located in part on undisturbed gravel and in part on compacted granular fill.
The other major structures and equipment are founded on the compacted granular fill as shown in Figure 2.7-1. The allowable design bearing load for footings 8 ft or more below adjoining grade and mats under static loads only is 8 ksf. The total maximum allowable design load for combined static loads and dynamic loads resulting from wind, tornado or earthquake is 12 ksf.
Factors of safety for these bearing values for the reactor containment were computed in accordance with Terzaghi's procedures for shallow footings, since the containment diameter of 150 ft is large in relation to the depth of 54 ft of the founding level relative to surrounding grade.
Computations were based on an estimated unit density above the water table of 120 pcf and below the water table of 65 pcf and angle of internal friction of 32. These values are reasonable and conservative. Factors of safety were computed on the conservative assumptions that local yielding could develop in the soil(12). Indicated factors of safety are as follows:
- 1. Groundwater Level (GWL) at EL. 666 ft (normal groundwater level)
- a. Static loading 10 b. Dynamic loading 10 BVPS UFSAR UNIT 1 Rev. 19 2.6-7 2. Groundwater Level (GWL) at El. 707 ft (Standard Project Flood used) a. Static loading 10
- b. Dynamic loading 9+
The method of computation and assumptions used are conservative, especially since the founding grade is only about 60 ft above the rock surface and friction at the rock-gravel interface results in additional lateral resistance to displacement of the soil under the mat in a bearing type failure. 2.6.4 Effects of Dynamic Loadings 2.6.4.1 General The effects of dynamic loadings on structures of nuclear power stations resulting from earthquake are particularly significant and interesting. Among the factors which must be considered are the effects of vibration on shear strength of granular soil, lateral loadings on buried structures under earthquake conditions, and relative displacement between structures for the design of piping and to ensure that adequate rattle space is provided between structures.
Shear moduli for the soils underlying the site for small displacements were determined by refraction seismic surveys by Weston Geophysical Engineers, Inc. Their results have been analyzed and detailed by Dr. Whitman (see Appendix 2D) who developed, as a portion of his analysis of the dynamic characteristics of the soils of the site, values for the shear moduli of these soils under strains expected in earthquakes of moderate intensity. These shear moduli related to depth are shown in Figure 2.6-7. Also in the investigations, Dr. Whitman developed curves showing shear stress at various depths in the soil mass under earthquake for the average of the larger peaks and for the maximum pulse in the earthquake record.
The seismic studies by Weston Geophysical were made by crosshole, uphole, and downhole measurements in five drillholes located in the reactor area. P and S wave velocities were measured from direct arrival times. A copy of this report is included as Appendix 2G. 2.6.4.2 Liquefaction Potential When subjected to cyclic shearing stresses or to vibration, granular soils tend to reduce in volume. The magnitude and rate of reduction in volume are dependent upon the looseness of the deposit (its density), the magnitude of the cyclic shearing forces, and the grading of the soil, especially the presence of clay or other cohesive materials. This reduction in volume can occur only as fast as fluids contained in the pore spaces between particles can be expelled from the soil mass. If the soil is totally saturated with an essentially incompressible fluid such as water, as is the case below the groundwater table, there is a temporary increase in pressure within the pore water and a decrease in the portion of the total load imposed upon the soil which is carried by the soil's structure, that is, by contact forces between individual grains. If a number of cycles of shearing load are applied relatively quickly compared with the time required for drainage to occur, the increase in pore water pressure may become a significant fraction of, approach, or become equal to the external loads on the soil mass with a corresponding decrease in intergranular pressures or forces. The shearing strength of granular soils is proportional to the contact between grains. Thus, the decrease in contact forces accompanying such a phenomenon results in a decrease of shearing strength of the soil mass. The number of cycles BVPS UFSAR UNIT 1 Rev. 19 2.6-8 of load required to result in a significant decrease in shearing strength of a given soil is dependent upon the magnitude of the shearing stresses in relation to the initial contact pressure between grains, which is termed the effective stress, and upon the relative density of the soil at the start of the loading.
In very loose granular soils (relative densities of the order of 30 percent) only a few cycles of loading may be required to cause a complete transfer of external loads from the soil structure to increased pressures in the pore water. In such loose soils, heavy vibrations or repeated cyclic shear loading may cause the individual soil grains to become completely separated from each other by films of water and the soil mass to behave as a dense liquid. This is true liquefaction.
Liquefaction as defined above cannot occur in soils of the medium dense to dense condition.
After a number of cycles in such soils, shear loading results in an increase in pore water pressure which varies cyclically during the load cycle. If cyclic shear loads are continued for a sufficient length of time, pore water pressures will reach peak value momentarily during each cycle equal to the external loads on the soil. The number of cycles necessary for this to occur is dependent upon the relative intensity of the shearing stresses as compared with the initial effective stresses in the soil mass and upon the relative density of the soils. The point when pore water pressure first reaches equality with external loads on the soil mass has been termed by Seed(4) "initial liquefaction." As indicated above, pore water pressure does not remain constant throughout each cycle of loading, but reaches a momentary peak, and during the remainder of the cycle reduces to substantially lower values. During this momentary period of high excess pore pressure, there is a significant reduction in shearing strength. If the soil is under significant shearing stress, appreciable shear deformations may accumulate over a number of cycles of loading, however, as the soil distorts in shear, medium dense or dense granular soils dilate. This dilation causes an immediate reduction in pore water pressures(5). True liquefaction in which the soil behaves as a heavy fluid with great deformations, however, cannot occur in medium dense or denser sands.
Accumulative deformations, as discussed above, are of particular interest in the area immediately below the founding level for structures, since this usually is a zone of relatively high shearing stress, and moderate deformations from place to place at such locations possibly would result in significant differential settlements within the structure. Momentary losses of shearing strength in localized zones or lenses in soil of somewhat less than average density located deep within the soil mass beneath the foundations of a structure would be of little significance, since shearing stresses in such zones are modest and only small deformations could occur, even in a number of cycles of loading.
Since the power station and its nuclear units are founded in granular soils, it is pertinent to study the safety against liquefaction of these soils beneath the station. Procedures for such analyses have been developed by Seed(3). They require evaluating quantitatively: 1. The magnitude of the shearing stresses which may occur at varying depths in the soils beneath the proposed station due to earthquake. 2. The resistance of these granular soils to liquefaction, which may be expressed as the ratio of the cyclic shearing necessary to cause either initial liquefaction or a specific amount of deformation in the number of cycles estimated to occur in an earthquake of the intensity selected. For convenience, the cyclic shearing stress may be expressed as the ratio of actual shearing stress to effective stress in the soil mass.
BVPS UFSAR UNIT 1 Rev. 19 2.6-9 The shearing stresses which may be expected under earthquakes may be computed from two different approaches. The first approach is to compute shears and distortions in the soil mass using a modal analysis technique from appropriate time-histories as shown in Appendix 2D. This is referred to as the DYALS program. Values for shearing stresses in the soil at Beaver Valley computed from this analysis for the high terrace for the DBE are shown in Figure 2.6-7.
The resistance to liquefaction is expressed in terms of the ratio of shearing stresses to vertical effective stress, t/Sv, at the elevation of interest. This ratio, for the soil only, is very close to the ratio for soil plus building loads where the weight of the structure equals or exceeds by a modest amount the weight of soil displaced by the structure. These conditions hold for the structures on the high terrace and t/Sv computed from Figure 2.6-7 may be used as one method of evaluating safety of structures in the high terrace against liquefaction.
The second approach is to compute the shear stress at any point as the shear at the base of a soil column necessary to accelerate the mass of soil and any superimposed structure to the average acceleration developed in the column during the earthquake considered. Factors of safety given later are based on this procedure since this method of analysis results in higher shearing stresses in the soil than the results from the DYALS program.
Thus the shear stress of any depth Z is computed from the relation:
t = (ALPHA) (M) (a) (2.6-2)
where: M = total mass above point considered including any superimposed structures a = maximum ground acceleration, single pulse peak ALPHA = ratio which gives average acceleration of mass above elevation considering the number of cycles of vibration to be expected and the reduction of acceleration with depth below surface, since at the soil rock interface the soil acceleration must be equal to the rock acceleration. The number of cycles of significant motion in a number of earthquake records has been analyzed. Observation indicates maximum acceleration occurs as a single peak(13) (never appears more than once). Table 2.6-1 shows the number of cycles of motion in which an acceleration of half the peak was equalled or exceeded for a number of earthquake records. These were taken from accelerograms of the earthquakes listed. A decrease in acceleration to one-half the peak value corresponds approximately to a decrease of one order of intensity on the Modified Mercelli scale and, as a result, conservatively defines the number of cycles of significant motion.
For this site, the OBE is most probably characterized as a short local earthquake of Intensity IV or less. As indicated in Table 2.6-1, small sharp earthquakes or even greater intensity than anticipated here, such as Golden Gate '57 or Hollister, showed only a few cycles of significant motion. For the DBE, longer duration as well as large accelerations would be expected. Since even for great earthquakes such as El Centro '40 and Taft '52, which were much more intense than anticipated for the Design Basis Earthquake, there are only about 10 cycles of significant motion. Eight cycles for the DBE is reasonable and conservative and is used for the analysis of the hazards of liquefaction.
BVPS UFSAR UNIT 1 Rev. 19 2.6-10 An ALPHA value of 1.0 assumes eight complete cycles of loading at the maximum surface ground acceleration throughout the entire depth of the overburden. As previously indicated, records show that maximum ground acceleration occurs only in a single pulse. All other peaks of acceleration are smaller and thus the average for eight complete cycles of loading must be less than 1.0. Further, the thickness of the overburden in the high level terrace, for which the dynamic analysis was made, is such that significant amplification of bedrock motion would be expected within the soil column. Acceleration immediately above the bedrock must be the same as that of the rock. Accordingly, accelerations in the soil column reduce with depth below the surface. Figure 2.6-8 shows the ratio of the average acceleration of the mass above the point considered for the single maximum peak to the surface maximum acceleration plotted against the depth below surface. This is from the dynamic analysis of soil amplification made for this site.
Evaluation of the vertical effective stress requires determination of the groundwater levels for various conditions. The soils beneath the site are pervious and groundwater levels in them are directly related to river level stages (Section 2.3.3). These may be summarized as follows: 1. Normal river level El. 664.5 ft (controlled by downstream dam)
- 2. Ordinary high water level El. 678.5 ft (recurrence frequence approximately 2 yr)
- 3. Standard Project Flood El. 705 ft (1,000 to 2,000 yr occurrence)
- 4. Probable Maximum Flood El. 730 ft (may be termed as a geologic era event) The hydrograph of the Standard Project Flood is quite sharp, El. 705 ft being exceeded for only 3 days. The recurrence frequency of the DBE is estimated to be 10,000 yr. The probability of simultaneous occurrence of the DBE and a flood exceeding El. 705 ft is estimated to be less than 1 x 10-9. The probability of simultaneous occurrence of the DBE and Probable Maximum Flood is so small as not to warrant evaluation of liquefaction potential under this assumed combination of circumstances.
Attempts to obtain undisturbed samples of the soils underlying the site suitable for dynamic triaxial tests were unsuccessful. Seed(3) has presented results of dynamic triaxial tests upon a sand considered extremely susceptible to liquefaction phenomenon. Figure 2.6-9 shows the relation between shearing stresses, expressed as a ratio of shear stress to effective stress, to the number of cycles necessary to cause initial liquefaction for this sand at various relative densities. These curves have been used for computing the factor of safety against initial liquefaction of the soils underlying the several structures which is taken as the cycle where the pore pressures first become equal to the test chamber pressure. This approach is conservative. The sand selected and tested by Seed was especially susceptible to liquefaction, whereas the materials underlying the site are much better graded. As indicated by the grading curves in Appendixes 2F and 2H, these soils contain a significant proportion of clay and silt binders which reduce their susceptibility to liquefaction. The effects of grading and silt and clay binders have been shown in studies by Lee(1). The factors of safety have been computed for "initial liquefaction," whereas a number of additional cycles of loading would be required before significant distortion or deformations developed in the soil mass. In the computation, the factor BVPS UFSAR UNIT 1 Rev. 19 2.6-11 of safety is defined as the ratio of the shearing stress at a given effective stress necessary to cause "initial liquefaction" in eight cycles as compared to the shearing stress developed by the earthquake under the structure. This again is a conservative method of expression. Relative densities for computations have been based on the median value of relative density for the soils as determined from the results of the standard penetration tests using the Gibbs and Holts(2) "average curve" for penetration resistance vs. relative density for the effective stresses existing at the time of these investigations. Effective stresses under the structures on the high terrace, reactor containment, fuel building, and office building in the soil at the depths of interest are substantially higher than effective stresses in the Gibbs and Holts tests. From experience, it is believed that for these large effective stresses, actual relative densities for the deeper soils of the high terrace are higher than values shown.
Relative densities as determined from the Standard Penetration Tests for the high terrace, intermediate terrace and low terrace are shown in Figure 2.6-10, 2.6-11 and 2.6-12, respectively. The penetration values indicate relative densities in the upper soils of the high level terrace (above El. 675 ft) of about 80 percent. Seven insitu samples were taken of these soils for field density measurement during excavation for the reactor and auxiliary building.
Results are shown in Table 2.6-2. They indicate insitu densities of 80 percent to 90 percent, which compares favorably with the penetration test results.
These plots indicate median densities for the lower sands and gravels in the high terrace of about 60 percent relative density. During site excavating three small elongated lenses of fine sand were noted in the sands and gravels of the high terrace. These were small, 5 ft to 8 ft wide and 2 ft to 3 ft thick. They appeared to be small stream-cut channels which had filled with fine sand and a fine silt top. Because of their very limited extent, they are considered to not be significant as regards liquefaction hazard.
Relatively low blow counts were recorded in some locations under the intermediate and low terraces and accordingly a study was made to determine whether these indicated merely random and erratic variations, in which case the median values of density could be properly used for evaluation of liquefaction potential, or whether they represented continuous strata of loose materials which must be considered separately.
Comparison of "N" values in adjoining borings indicated no continuous loose stratum of significant extent. Thus boring 110 shows relatively low "N" values at about El. 655 ft and 640 ft. Boring 20 shows low values at El. 645 ft and El. 632 ft. Boring 310 which is located between them shows no low values. Again, borings 112 and 111 show low values at about El. 655 ft, but boring 8, between them shows appreciably higher "N" values at the same elevations.
Accordingly, it was concluded that relative density would be defined by average values of penetration resistance. A detailed analysis of liquefaction potential is given in Appendix 2H, computed for values of ALPHA = 0.72, 0.9, and 1.0. As previously indicated, an average value of ALPHA = 0.6 is correct for eight cycles of loading. Minimum factors of safety, assuming ALPHA = 1.0, are as follows:
BVPS UFSAR UNIT 1 Rev. 19 2.6-12 GWL at El. 705 ft Standard Project GWL at El. 675 ft Design Flood Containment Structure 2.1 1.7
Auxiliary Building 2.1 1.5
Fuel Building 2.1 1.8 Turbine Building 1.7 1.25
Transformer Area 1.7 1.25 (Intermediate Terrace) The indicated factors of safety are considered to be adequate to ensure a satisfactory level of safety for the following reasons. The probability of simultaneous occurrence of the peak or near-peak of the Standard Project Flood and the DBE is extremely small. These studies indicate no hazard of liquefaction under the containment structure, auxiliary building, fuel building, turbine building, or transformer area, especially considering the fact that the lowest factors of safety computed are about 1.25 for the turbine building for the very conservative assumptions of ALPHA = 1.0 and for simultaneous occurrence of the peak of the Standard Project Design Flood and the DBE.
The intake structure for the river water system (Section 9.9) is located along the edge of the river. The river water lines extend from the intake across the low level bench up over the stiff clays of the intermediate bench up to the station. Along the length of these lines all soft, compressible silts, organic silts and clays were removed to the top of the lower gravels.
Vibroflotation was then used to compact the lower gravels, the density of these lower gravels after compaction as determined from the Standard Penetration Test is shown in Figure 2.6-13. As shown, the median relative density of these gravels after compaction was approximately 80 percent. These precautions ensure there can be no liquefaction in this area even when flooded.
The river water pipes are founded in compacted select granular fill placed over the densified natural soils. Select fill for this purpose was compacted to 95 percent of Modified Proctor density ASTM 1557.
The vibroflotation compaction of the lower gravels underlying the river water intake pipe line was contracted to the Vibroflotation Foundation Company, Pittsburgh, Pennsylvania. Compaction to a minimum relative density of 75 percent was specified and achieved. The depth of penetration was to a minimum El. 630 ft and deeper as necessary to provide the required minimum density.
Maximum penetration was to El. 620 ft or bedrock surface, whichever was shallower. Onsite inspection ensured penetration and compaction to the proper depths. The compaction pattern layout consisted of 121 penetrations spaced 7 ft center-to-center.
The general contractor cleared the site of top soil, trees, brush, and all other obstructions above and below grade before the start of vibroflotation. The area was excavated to granular material at approximately El. 655 ft. The area was then backfilled with select granular fill to establish a working grade at El. 659 ft. This fill material between working grade El. 659 ft and finish grade at El. 655 ft was used as backfill for the vibroflotation compaction work. The select granular fill consisted of well-graded sand and gravel with no more than 5 percent passing the No. 200 sieve and maximum particle size of 2 inches.
BVPS UFSAR UNIT 1 Rev. 19 2.6-13 The vibroflot machine compacts by simultaneous vibration and saturation. The compactor vibrates granular soil with 10 ton (T) of centrifugal force. The vibrator itself weighs 2 T, is 17 inches in diameter, and 6 ft long. A follow-up pipe, which varies in length depending on compaction depth, is attached to the upper end of the vibrator. The compaction sequence has four basic steps:
- 1. The vibroflot is positioned over the spot to be compacted and its lower jet is opened full 2. Water is pumped in faster than it can drain away into the subsoil, which creates a momentary quick condition beneath the jet to permit the vibroflot to settle of its own weight and vibration
- 3. Water is switched from the lower to the top jets and the pressure is reduced enough to allow water to be returned to the surface, eliminating any arching of backfill material and facilitating the continuous feed of backfill
- 4. Compaction takes place during the 1 fpm lifts, which return the vibroflot to the surface. First the vibrator is allowed to operate at the bottom of the crater. As the granular soil particles densify, they assume their most compact form. By raising the vibrator step-by-step and simultaneously backfilling, the entire depth of soil is compacted into a hard core. As the granular particles vibrate into a dense mass, the excess water floats the finest particles to the surface and washes them away. The surface was then compacted by a vibratory roller over which select granular fill was placed and compacted by vibration.
In coordination with the compaction program, relative densities of the materials were checked using standard penetration tests resulting from test borings. An earthboring contractor was employed to conduct standard penetration tests according to ASTM D1586, "Standard Methods for Penetration Tests and Split Barrel Sampling of Soils." This testing was done under the supervision of Stone & Webster engineers, who determined relative densities from these standard penetration tests by correlation with the Gibbs and Holtz plots. The results of these tests showed that the minimum relative density requirement of 75 percent was achieved throughout the compaction area. 2.6.4.3 Relative Displacements Relative displacements between structures for determination of rattle space and for piping design have been estimated by computing the translation at the foundation of each structure using shear moduli under earthquake conditions as developed by Dr. Whitman in Appendix 2D, and then adding to these base translations additional translations or vertical motions, as appropriate, for the structural position of interest, resulting from flexure and rocking of the structure. Relative displacements were taken as the RMS of the displacements so computed plus orbital displacements due either to compression or shear waves as appropriate for the earthquake ground motion using a half-wavelength equal to the distance between centroids of the two structures. This approach is considered conservative. For the containment structure, which is the heaviest and has the largest rotations, the indicated values of vertical displacement at the outside edge of the mat from rotation are of the order of 1/4 inch for the DBE. Residual settlements from the DBE would be negligible. Relative displacements of structures due to BVPS UFSAR UNIT 1 Rev. 19 2.6-14 orbital ground motion from the DBE are shown in Figure 2.6-14. Values for the OBE may be taken as half of the values shown. 2.6.4.4 Lateral Soil Loads on Structures Below Grade In order to describe the procedures used for analyzing the lateral soil loads on basement walls of Seismic Category I structures from earthquake, the procedure used for the containment structure is explained in detail.
Lateral loading on the containment structure was determined by computing the lateral resistance developed on the soil as the structure responds in flexure, translation, and rocking. In this analysis, the translational restraining force, which determines translational vibrational motion of the structure, has two components, a shear across the base of the structure and lateral soil pressures on the side wall of the containment structure developed by its displacement relative to its static state position. The "spring constraint," that is, force per unit of lateral displacement by shear, for a circular rigid base on an elastic half space is given by Bycroft(14) as: kx = 32 (1-) Gro (2.6-3) (7-8) where: G = shear modulus ro = radius of base
= Poisson's ratio For usual values of , this reduces approximately to: kx = 5 Gro (2.6-4)
In addition to the direct translational motion, the structure rocks and flexes. Since these several motions are coupled, the arithmetic sum of the maximum motion of translation, rotation, and flexure at any elevation above the base is taken as the displacement at that location of the structure from its static state position. Further, the soil adjoining is undergoing orbital particle motion. Relative orbital motion between structure and soil is a maximum for a ground frequency having a half-wavelength equal to the diameter of the structure and is then equal to the orbital displacement. Using this frequency, this maximum orbital ground displacement may be obtained from the ground motion spectrum. To compute the appropriate frequency, the shear wave velocity is used since the S wave displacements normally exceed P wave displacements. For the soil conditions at BVPS-1 and for the containment structure, the indicated orbital particle displacement is about 0.15 inch.
BVPS UFSAR UNIT 1 Rev. 19 2.6-15 Total relative motion at any level is then taken as the RMS sum of the orbital motion plus the vibratory motion of the structure, considering translation, rotation, and flexure. The horizontal pressure on the side wall of the structure for a given relative displacement can be evaluated from the theories of horizontal subgrade reaction. From Terzaghi(15) the relation between horizontal deflection and pressure at any point is given by: kh = p (2.6-5) Yh where: p = horizontal pressure at soil structure interface
Yh = horizontal deflection of soil at interface kh = coefficient of horizontal subgrade reaction further: kh = Nh Z/B (2.6-6) where: Nh = coefficient dependent upon physical properties of the soil
Z = depth below free surface of soil
B = width of loaded area, which may be taken as diameter of containment structure For purposes of this analysis a value of Nh = 40 tons per cu ft was selected from tables presented by Terzaghi. This value is appropriate to dense sand above the groundwater table.
It is a conservative value since the higher the coefficient the stiffer the soil and the greater the loads imposed upon the side walls of the structure. In determining these pressures, the side wall of the structure was assumed to be rigid radially, since radial deflection of the side wall would reduce relative soil-structure deflections and thus the soil forces acting.
It should be noted that these forces, if included in the seismic loadings on the structure, would reduce the base shear and vertical bending stresses in the shell.
Accordingly, they are not included when computing such stresses in the shell and thereby, contribute to the conservatism of the design. 2.6.4.5 Slope Stability Analyses Embankments have been constructed for the transformer area and adjacent to the intake piping for use as a construction laydown area, railroad approach, and access road to the site. The slopes have been analyzed under a number of conditions including the occurrence of a Design Basis Earthquake (0.125 g) after rapid drawdown from the Standard Projected Flood Water El.
705 ft. The analyses were first performed using a computer analysis where the failure surfaces are assumed to be arcs of circles, and the factor of safety is defined as the ratio of the moment of the available shearing forces on the trial failure surface to the net moment of the driving forces. The methods of analyses used were from both Bishop(7) and Fellenius(8). In addition, noncircular slide surfaces have been analyzed using Morgenstern's procedures.(9)
BVPS UFSAR UNIT 1 Rev. 19 2.6-16 The results of the analyses are indicated in Table 2.6-3, the location of sections analyzed being shown in Figure 2.6-1. Soil parameters used in these analyses were based on tests made on essentially undisturbed samples using unconfined compression and triaxials testing procedures as given in Appendix 2E and 2H.
As indicated in Table 2.6-3, factors of safety are adequate for the various conditions analyzed to ensure safety of the critical structures of the station. Even for the extremely unlikely coincidence of the DBE and simultaneous instantaneous drawdown from the standard project design flood, the computed single instantaneous peak factor of safety is 0.8. According to Newmarks(10) analysis, this would result in some very minor slumping. This condition, however, is for the construction laydown area and slumping or movement along this area would not affect safety of the station or river water system and therefore, is of no concern. 2.6.5 Placement of Structural Fills All structural fills are required to be of granular materials placed to minimum densities of 95 percent of the maximum density obtained in the Modified Proctor Compaction test, ASTM-D1557-66. To ensure proper quality control, fill placement was done strictly in accord with Stone & Webster Quality Control Standards. A soils laboratory was set up at the site and staffed with experienced technicians. Field inspectors were assigned to the work to ensure that specified requirements for lift thickness, passes of compactors and types of compactors were met; that compaction was thorough and uniform over all areas; and that segregation was prevented. Control tests were run as necessary to verify compliance of material with specifications, and in place density tests run, as necessary, to verify compliance with compaction requirements. All records were thoroughly documented. In addition to the above an experienced soils engineer from the headquarters office visited the site at intervals to review procedures, tests results and records.
All tests were run in accordance with applicable ASTM procedures. In place density tests were run on the basis of a minimum of two tests per day and at a variable rate relative to the total quantity placed varying from about 1 test per 500 yd of material placed at the start of work to about 1 test per 1,500 yd of material placed after procedures had been established and personnel became experienced in behavior and characteristics of the material. The average was about 1 test per 1,200 yd of material placed. 2.6.6 Summary The site of the station is underlain by approximately 100 ft of medium to dense sands and gravels laid in a high level terrace of the Ohio River. These are stable, relatively incompressible soils which provide a safe and adequate foundation for the power station. Settlements during construction were minor and settlements following operation will be negligible. The surface soils of the terrace are slightly looser than the deeper lying soils and these near surface soils were removed beneath the structures and replaced with densely compacted granular fill. The surface of the terrace has been eroded within the limits of the turbine building to below desired foundation grade. Clay soils in this region were removed and replaced under the turbine building and the transformers with densely compacted granular fill to afford a safe and adequate foundation for these structures. There is no hazard of liquefaction for the soils underlying the station under earthquake conditions.
BVPS UFSAR UNIT 1 Rev. 19 2.6-17 Properties of the soil under dynamic loadings have been evaluated and proper cognizance taken of relative displacements between structures for piping design; the effects of earthquake loadings on lateral soil pressures on the containment structure and other earth retaining structures; and stability of slopes under earthquake and fluctuating water levels.
BVPS UFSAR UNIT 1 Rev. 19 2.6-18 References for Section 2.6 1. K. L. Lee, "Special Session on Soil Dynamics," VII International Conference on Soil Mechanics, Mexico City, (May, 1969). 2. H. J. Gibbs, and W. G. Holtz, "Research on Determining the Density of Sands by Spoon Penetration Testing," Fourth International Conference on Soil Mechanics and Foundation Engineering, Vol. I, Butterworths, London (1957).
- 3. H. B. Seed, and I. M. Idriss, "Niigata Earthquake Soil Liquefaction," Journal Soil Mechanics and Foundation, American Society of Civil Engineers (May 1967).
- 4. H. B. Seed, and L. K. Lee, "Liquefaction of Sands During Cyclic Loading," Journal Soil Mechanics and Foundation, American Society of Civil Engineers (November 1966).
- 5. G. Castro, "Liquefaction of Sands" Harvard Soil Mechanics Series No. 81 Pierce Hall, Harvard University, (January 1969).
- 6. B. B. Broms, "Proceedings Specialty Conference on Soil Dynamics," VII International Conference on Soil Mechanics, Mexico City (August 1969).
- 7. A. W. Bishop, "The Use of The Slip Circle in The Stability Analysis of Slopes," Geotechnique, Volume V (1955).
- 8. W. Fellenius, "Calculations of the Stability of Earth Dams," Trans. 2nd Congress on Large Dams (Washington) Volume 4, p. 445 (1936).
- 9. N. R. Morganstern, and V. E. Price, "The Analysis of the Stability of General Slip Surfaces." Geotechnique, Volume XV.
- 10. N. M. Newmark, "Effects of Earthquakes on Dams and Enbankments," Volume 15, pp. 139-160, Fifth Rankie Lecture (1964).
- 11. D. Taylor, Fundamentals of Soil Mechanics, T. Wiley (1948).
- 12. K. Terzaghi, Theoretical Soil Mechanics, John Wiley and Sons, N.Y. (1943).
- 13. N. H. Ambraseys, and S. K. Sarma, "Response of Dams to Strong Earthquakes," Geotechnique (September 1962).
- 14. G. N. Bycroft, "Forced Vibrations of a Rigid Circular Plate on Semi-infinite Elastic Space and on an Elastic Stratum," Philosophical Transaction, Royal Society, London Serie A, Vol. 248, pp. 327-368.
- 15. K. Terzaghi, "Evaluation of Coefficients of Subgrade Reaction" Geotechnique, Vol. 5, pp. 293-326 (1955).
BVPS UFSAR UNIT 1 Rev. 19 2.7-1 2.7 SITE DESIGN DATA 2.7.1 Wind Loading 2.7.1.1 Seismic Category I Structures The extreme mile wind at the site for the 100-year recurrent interval is predicted to be 84 mph in Table 2.2-3 of Section 2.2.2.5. Based on a gust factor of 1.3, the highest gust velocity for that wind is 110 mph. As noted in Section 2.2.2.5, the wind velocity values are conservative, due to the sheltered location of BVPS-1 site. From Figure 1(b) of Reference 2 the extreme mile wind velocity based on the 100 year recurrence interval is 80 mph, as determined from the isotach for the station location. As this value agrees essentially with the prediction in Section 2.2.2.5, the American Society of Civil Engineers (ASCE) paper is selected as the wind design basis. The maximum normal wind loading for Seismic Category I structures, based on this paper, the 100-year recurrence interval, and a shape factor of 1.3 (0.8 pressure + 0.5 vacuum) for typical rectangular buildings is as follows: Maximum Normal Wind Height Zone Loading on Building Walls (ft) (psf) 0 - 50 21 51 - 150 30
151 - 400 40 Gust coefficients selected on the basis of structure widths are multiplied by the maximum normal wind loading to determine the design wind pressure. As gust factors apply to wind velocity, gust coefficients which apply to the wind loading vary as the square of the applicable gust factor. The gust factors determined from Reference 2 and the resultant gust coefficients are as follows: Width of Structure (ft) Gust Factor Gust Coefficient 0 - 50 1.3 1.7 51 - 100 1.2 1.4 101 - 150 1.1 1.2
Greater than 150 1.0 1.0 Wind loads are reviewed to determine the effect of the pressure and vacuum effects. Average wind pressures on the windward wall are considered to be 0.8 and on the leeward wall -0.5 of the total wind force (1.3) on the rectangular buildings. Since wind forces normally load structures from either direction, the break- down of loads into pressure and vacuum components has very little significance on the design of the structure.
BVPS UFSAR UNIT 1 Rev. 19 2.7-2 Where wind pressures on other than typical building walls are considered, the maximum normal wind loading is adjusted for the appropriate shape or drag factor given in Reference 2 provides the design wind pressure. Roofs are designed for a negative pressure of 1.25, the horizontal wind pressure of the height.
Design wind pressures are combined with live and dead loads and other special loadings related to the structure. Wind and earthquake loadings are not considered to apply at the same time. Structures designed for tornadoes are not checked for maximum wind pressures, as the tornado design causes maximum stress conditions. 2.7.1.2 Other Structures Structures, other than Seismic Category I structures listed in Table B.1-1 in Appendix B and those designed for tornadoes listed in Section 2.7.2.2, are designed for wind loading based on Figure 1(a) of Reference 2 for the 50-year recurrence interval. The maximum normal wind pressures for various height zones above the ground, for other than Seismic Category I structures, based on the ASCE Paper and a shape factor of 1.3 are:
Maximum Normal Wind Height Zone Loading on Building Walls (ft) (psf) 0 - 50 19
51 - 150 27 151 - 400 33 401 - 700 44
Gust coefficients, given in Section 2.7.1.1, are applied to the normal wind loading to provide the design wind pressure. When wind loadings on other than typical building walls are considered, the maximum normal wind loading is adjusted for the appropriate shape or drag factor.
Design of the structures other than the reactor containment is on a working stress basis. When wind is combined with dead, live and other related loads, the allowable design values are increased by 33 percent, provided the resultant section of the member is not less than that required for the combined dead and live loads alone. 2.7.2 Tornado Model In Section 2.2, the probability of tornado occurrence at the site was determined to be once in 2,100 years, as a maximum. Tornado design, therefore, is necessary only for structures and systems required for safe and orderly shutdown of the reactor. These structures and systems are listed in Section 2.7.2.2.
BVPS UFSAR UNIT 1 Rev. 19 2.7-3 The tornado model used for design has the following characteristics:
- 1. Rotational velocity 300 mph (30 ft above ground) 2. Translational velocity 60 mph
- 3. Pressure drop 3 psi in 3 seconds
The velocity profile of a typical tornado has wind speeds that vary throughout the tornado's radius relative to the height from the ground at the point considered. It is assumed, as a matter of simplicity, however, that the average wind speed of the design tornado model is the sum of the rotational and translational velocities, totaling 360 mph.
The most critical missile that might be associated with a tornado, is assumed to be a 35 ft long utility pole, 14 inches in diameter, weighing 50 lb per cu ft, and moving with a velocity of 150 mph. 2.7.2.1 Design Loading The average wind velocity for the tornado model of 360 mph is converted to 330 psf by the formula p = 0.00256v2 (2.7-1) where: p = resulting pressure (psf) v = wind velocity (mph).
This pressure is multiplied by applicable shape factors and drag coefficients,(2)(3) and applied to the silhouette of the structure.
The tornado wind loading on structures is taken as the loading combination of three factors:
- 1. Rotational velocity
- 2. Translational velocity
- 3. Atmospheric pressure drop.
The effects of the rotational velocity and atmospheric pressure drop loading factors are interrelated relative to the distance from the tornado center, as noted in Figure 2.7-2 and 2.7-3, according to the relationship: 1/2rprgV][ (2.7-2)
BVPS UFSAR UNIT 1 Rev. 19 2.7-4 Where: V = wind speed - rotational r = distance from tornado center g = gravitational acceleration
p = atmospheric pressure
= air density For analysis purposes, structures are assumed to be 350 ft from the tornado center. At this distance, the maximum rotational wind velocity of 300 mph will impact the structure. The corresponding pressure drop at the structure for this distance from the tornado center is seen to be 0.118 atmospheres (1.75 psi). The translational velocity of 60 mph, which is independent of the relationship to the tornado center, is added to the above loading conditions to provide the net effect on the structure from all three factors earlier described.
These results are considered conservative in that the force vectors of the rotational wind speed (300 mph) and the translational wind speed (60 mph) are considered to be additive. The combined dynamic pressure is multiplied by the shape coefficient applicable to the structure (generally 1.3). The combined pressure consists of 0.8 wind pressure on the windward side, 0.5 wind suction on the leeward wall and 0.7 wind suction on the side walls for the general case.
These pressure contributions are then added algebraically to the pressure drop effect on the structure to obtain design loads. The method used to combine the pressure differential and tornado wind forces on roofs and walls has been taken by superimposing the loads from Figures 2.7-2 and 2.7-4. This design mode is based on the pressure pattern shown in Reference 4. The Dallas tornado pressure pattern(4) was modified to fit the 3 psi requirement of the design tornado (Figure 2.7-3). The resultant cyclostrophic winds are shown in Figure 2.7-3. These winds were modified to fit the 300 mph maximum requirement of the design tornado (Figure 2.7-4).
The uplift on the roofs of the critical structures is based on a negative pressure differential of 3 psi less the dead load of the roof. A reduction of the full negative pressure differential is made when venting of the structures occurs during the time of the external pressure drop. The amount of reduction depends on the area of venting.
Two feet of reinforced concrete is generally provided to prevent perforation by the utility pole missile. When less thickness is required, the minimum depth of reinforced concrete is determined by the Modified Petry Formula(1).
For the tornado wind pressure and vacuum loading, the allowable design stresses are allowed to reach 90 percent of the minimum yield point stress for reinforcing steel. The allowable design stresses for concrete with ultimate strength design are allowed to reach 75 percent of the ultimate stresses. For concrete with working stress design, the allowable design stresses are increased 66.7 percent over the allowable concrete compressive strength used for working stress design. Loading combinations, including those for tornadoes, are given in Section B.1.4.
BVPS UFSAR UNIT 1 Rev. 22 2.7-5 2.7.2.2 Structures and Systems Requiring Protection The following structures and systems are designed for wind pressure resulting from a hypothetical tornado and for the associated missile described in Section 2.7.2:
- 1. Structures
- a. Reactor containment concrete structure, including access hatches and penetrations b. Cable vault and cable tunnel
- c. Pipe tunnel to containment from auxiliary building
- d. Main steam valve area
- e. Pump room below main steam valve area
- g. Auxiliary building concrete structure below El. 752 ft-6 inches and for the protection of the following components above El. 752 ft-6 inches: Boric Acid Tanks, Volume Control Tanks, Boric Acid Transfer Pumps, Degasifier Vent Chillers, Component Cooling Surge Tank.
- h. Fuel pool concrete structure (for horizontal missiles only)
- i. Structure containing primary plant demineralized water storage tank
- j. Control room
- k. Emergency switchgear and relay room, including battery rooms
- l. Air conditioning equipment room under control room
- m. Diesel generator building
- n. River water pumps and engine-driven fire pump portion of intake structure
- o. Waste gas storage area
- p. Seismic Category I components above El. 752 ft-6 inches.
- 2. Systems a. Piping from main steam lines to turbine-driven steam generator auxiliary feedpump b. Main steam piping from steam generators inside containment to the main steam trip and nonreturn valves outside the containment BVPS UFSAR UNIT 1 Rev. 27 2.7-6 c. River water piping for equipment required to cool down the station
- d. Carbon dioxide fire protection system for engineered safety features equipment
- e. Piping, valves, and supports from primary plant demineralized water storage tank to steam generator auxiliary feedpumps
- f. Fuel oil piping, valves and supports for emergency diesel generators
- g. Electrical systems for fuel oil transfer pumps. The fuel building, decontamination building, and turbine building superstructures are designed so that the steel framing will not collapse and endanger the structures or systems listed above. The uppermost, heavily reinforced, concrete slabs of the auxiliary building, intake structure, and service building have been checked to accommodate a collapse of the light steel framed structures that exist above them and thereby, do not detrimentally affect the integrity of the Seismic Category I portions below. The layout of these structures are such that the collapse of this framing cannot detrimentally affect adjacent Seismic Category I structures. Non-tornado designed structures are so positioned, both in relative location and stature, so that a collapse of one will not affect the functionability of safety-related equipment or structures to function.
The following systems and components are not protected by missile barriers:
- 1. Safety Injection System
- a. Low head safety injection pumps and piping, valves
- b. Supports within the safeguard area.
- 2. Containment Depressurization System a. Refueling water storage tank
- b. Chemical addition tank (retired in place)
- c. All piping, valves, and supports associated with and connecting above components
- d. Outside recirculation spray pumps, and piping, valves, and supports within the safeguards area. 3. Fuel Pool Cooling System - Complete System
- 4. River Water System - where discharge enters turbine building.
- 5. Fuel Handling System BVPS UFSAR UNIT 1 Rev. 25 2.7-7a. Movable platform with hoist in fuel building b. Fuel handling trolley in fuel building
- c. Fuel transfer tube with blind flange. 6. Ventilation and Air Conditioning a. Supplementary Leak Collection and Release System
- b. Ventilation vent stack. 7. Fuel Building Ventilation Exhaust Monitors. 8. Turbine Driven Aux Feedwater Pump steam exhaust stack above elevation 790 ft. Missile protection is necessary for equipment and systems required for safe and orderly shutdown and maintaining safe shutdown. With the exception of the river water system, the systems or portions of systems listed above are not considered necessary to attain and maintain a cold safe shutdown condition and therefore, are not protected from tornado generated missiles. Missile protection is not required for the river water system from where the discharge structure enters the turbine building for the reasons discussed in Section 9.9.3. Portions of the service building where equipment essential to attaining and maintaining safe shutdown (with the exception of the main control room) are located below El. 735 ft in a watertight and missile-proof concrete structure, capable of withstanding the collapse of the non-Category I portion of the service building structure (shop and lab area) above. The main control room, which is located above El. 735 ft and over the east portion of the emergency switchgear and air-conditioning areas, is similarly protected by a missile-proof concrete structure designed for the collapse of the non-Category I portion of the service building structure (office area) above it. Any missile generated by the "breakup" of a "nontornado" structure is not as severe as the most critical missile stated previously. Therefore, such a missile would be less of a hazard to the integrity of the tornado designed structures and protected equipment and systems. Typical details of removable slabs, hatch covers, and wall plates used in Category I structures are shown in Figure 2.7-5. Removable slabs or plugs protecting missile shielded enclosures are clamped or bolted back to the structure. These anchorages are capable of resisting suction loads as defined in Section 2.7.2.1. Block walls are designed to remain in place by transferring shear either horizontally or vertically depending on height and width ratio of wall. Typical details of block partitions are shown in Figure 2.7-6.The turbine driven auxiliary feedwater pump (TDAFWP) exhaust stacks above elevation 790 feet are not enclosed by a tornado missile resistant structure. The exhaust stacks need not be protected from tornado missiles since the TDAFWP is not required for design basis accidents or other plant transients initiated by a tornado. BVPS-1 has been engineered consistent with its PSAR commitments to provide tornado missile protection to only those engineered safety features necessary to effect and maintain a cold safe shutdown. The justification for this design is as follows. Tornado missile protection was provided where necessary to prevent the missile from causing a design basis accident; however, a tornado was not assumed to occur subsequent to a design basis accident.
BVPS UFSAR UNIT 1 Rev. 19 2.7-8 2.7.2.3 Tornado Missile Barriers The tornado generated telephone pole missile has a 14-inch diameter, 35 ft length, 50 lb per cu ft density, and a 150 mph velocity. The barrier thickness that is required to prevent perforation as calculated by utilizing the modified Petry Formula(1) is 13.0 inches. The Modified Petry Formula assumes an infinitely thick slab.
The Modified Petry Formula cannot be used to determine barrier thickness required to stop the missile and prevent spalling. This thickness is determined as follows:
- 1. Determine penetration into an infinite barrier by Equations 4.1.14 and 4.1.15 from Reference 5. 2. Determine thickness of concrete to prevent spalling by Equation 31 from Reference 6. The thickness calculated to stop the missile and prevent spalling from the above steps is 35.6 inches.
References 5 and 6 can also be used to determine the thickness required to just prevent perforation. This thickness, 20.7 inches, is calculated as follows:
- 1. Determine penetration into an infinite barrier by Equations 4.1.14 and 4.1.15 from Reference 5. 2. Determine thickness of concrete for the missile to just perforate by Equation 30 from Reference 6. All the tornado missile barriers provided are at least 2 ft of concrete and therefore, are adequate to protect systems and components necessary for safe shutdown. 2.7.3 Flood-Water Loading 2.7.3.1 General As concluded in Section 2.3, the following flood stages are possible at the Beaver Valley Power Station site:
- 1. Ordinary high water El. 678.5
- 2. Standard Project Flood El. 705.0
- 3. Probable Maximum Flood El. 730.0 As discussed in Section 2.3.3, portions of the station designed prior to January 23, 1970 are designed for a Standard Project Flood of El. 707.2 ft. Portions of the station designed or redesigned for other reasons after this date are designed for the 705 ft level given above.
BVPS UFSAR UNIT 1 Rev. 19 2.7-9 All major buildings and structures except the turbine building, the intake structure, and the reactor containment structure are so located, or so constructed, as to be unaffected by the Standard Project Flood or lower flood stages. The turbine building, founded at approximately El. 683 ft, is designed to withstand buoyancy and water pressure of the Standard Project Flood. It is likewise designed to be watertight and operative for that condition. The intake structure is also designed for the water pressure and buoyancy of the Standard Project Flood, assuming that one well is dry at that time. That portion of the Intake Structure housing the river water pumps and allowing for continuous operation of the river water system is designed for the water pressure, buoyant forces, and wave action associated with the PMF. The containment structure is not only designed to be watertight against, and to withstand the buoyancy and water pressure of, the Standard Project Flood, but is also so designed for the Probable Maximum Flood. The emergency switchgear, relay, and battery rooms located in the service building and founded at approximately El. 710 ft and the river water pump and engine driven fire pump cubicles in the intake structure, being essential for orderly shutdown of the reactor, are designed to be sound and operative during the Probable Maximum Flood stage.
The turbine building is designed to be flooded when the water stage exceeds the Standard Project Flood level. 2.7.3.2 Structures and Systems Designed Against Flood Water Effects All structures listed in Table B.1-1 and the equipment within these structures essential to attain a safe shutdown are designed against any adverse effects from the Standard Project Flood (SPF - El. 705 ft) and the Probable Maximum Flood (PMF - El. 730 ft). 2.7.3.2.1 Reactor Containment The reactor containment is the only structure with a mat elevation below the Standard Project Flood - El. 705 ft. The reactor containment is protected from the SPF by a waterproof membrane, as explained in Section 5.2.7.3. 2.7.3.2.2 Intake Structure The intake structure and the equipment housed within the intake structure incorporates various design considerations to withstand the adverse effects of flooding.
All equipment operating within the intake structure is protected from the SPF by placing the equipment on the operating floor located at El. 705 ft. Equipment required for a safe shutdown, such as the river water pumps, is protected by watertight concrete cubicle enclosures extending above the PMF elevation.
The design features of the sump pit, sump pump controls and power supply provided in the intake structure include a 12 inch by 12 inch by 12 inch deep sump pit, a 15 gpm 35 ft head sump pump controlled automatically from an integral float switch and connected to the emergency power source. The pumps discharge through check and gate valves to an elevation above 730 ft.
There are seven types of penetrations into the intake structure, all of which are sealed against water leakage during a PMF as described below:
BVPS UFSAR UNIT 1 Rev. 20 2.7-10 1. VENTILATION OPENINGS: Air enters the compartments through concrete openings in the roof of the compartments. These openings extend to El. 737 ft with no penetrations below that level to prevent water entrance due to wave action coincident with the PMF. Air exits the compartments through an opening in the roof of the compartment at El. 730 ft. Gasketed seal plates are installed over half of the vent area, and 7 ft high steel box structures are installed over the other half. These are bolted to angles embedded in the concrete around the exit openings. This arrangement provides cubicle flood protection while maintaining air recirculation. 2. PUMP COLUMNS AND SHAFTS: All pump columns penetrate the compartment floor with a gasketed or 0-ring sealed double base plate assembly. The assembly consists of a pump base plate which is bolted onto a soleplate, grouted into the floor. A gasket or 0-ring prevents leakage between the two plates. All pumps have shaft seals where the shafts penetrate the pump column. The seals are designed for and normally operate at pressures in excess of that which will be experienced during a PMF; therefore, no inleakage will occur during a PMF.
- 3. PIPES: All pipes that penetrate the compartment floor or compartment walls are either fitted with a water stop or are sealed against inleakage.
- 4. VALVE STUFFING BOX FLOOR PENETRATIONS: There are two stuffing box/curb box assemblies which penetrate the compartment floor in B and C safety related pump cubicles. They were installed for possible future use as valve stem extensions but are unlikely to ever be used for such purpose. Closures are installed to prevent inleakage during times of high river flood level conditions. Removal of the closures at any time is controlled in accordance with Site programs for flood seals. 5. SLIDING STEEL CUBICLE FLOOD DOORS: These doors are 1 inch thick steel plate doors, sliding in an enclosed steel frame, which is embedded in the concrete opening, and supported by a track mounted above the door.
Positive sealing is provided by inflating a seal against ground metal contact surfaces by means of a charging air tank mounted on the wall inside the protected compartment.
This tank is sized to provide a complete seal fill in addition to makeup for small leakages while in use during the PMF. Figures 2.7-7 and 2.7-8 provide locations and details of the flood door assembly. The flood doors have been shop tested to leak less than 100 cc/hr and will be field tested to leak less than 0.5 cu ft per hr (0.063 gpm). All electrical panels are a minimum of 10 inches above the cubicle floor. Even if the inleakage exceeded ten times the maximum test rate, the water level in a 18.25 ft by 30.61 ft cubicle would be well below the ten inches elevation for the 70 hr duration of the PMF. 6. METAL SIDING: The metal siding used on the intake is similar to that used throughout the plant. The siding is box-rib sheet supported by subgirts attached to L2 liner panels. The liner panels are fastened to the structural girt framing system. The metal insulated siding of the intake structure is not required to protect safe shutdown equipment in the pump cubicles from flood.
BVPS UFSAR UNIT 1 Rev. 20 2.7-11 7. ELECTRICAL CABLES: Electrical cables enter the compartments through the floor and wall sleeves. The sleeves are cast in the concrete with water stops or seals to prevent inleakage around the sleeves. Flood seal techniques and materials used for the pipe and electrical cable intake structure penetrations shall be qualification tested as described on Figure 2.7-19 to resist the static head of water due to the probable maximum flood.
The Probable Maximum Flood waters cannot enter the cubicles protecting the river water pumps. Normal entrances to the four cubicles at El. 705 ft are closed off by the sliding steel flood doors. Pipe and electrical penetrations in cubicle floors and walls are sealed. All hatches in the cubicle roof at El. 730 ft are sealed to preclude water from postulated waves from entering through the hatch joints.
Egress from the intake structure pump cubicles after pressurization of the flood door seals will be through the roof hatches which will be removed and replaced before flood water exceeds El.
705 ft. During a flood condition above El. 705 ft (maximum duration of about 100 hours0.00116 days <br />0.0278 hours <br />1.653439e-4 weeks <br />3.805e-5 months <br />) there will not be any access to the cubicles.
The air supply to the flood door seals is more than adequate to supply the seals for the duration of the PMF. In addition, sump pumps have been provided in each cubicle to remove small amounts of leakage into the pump cubicles. Finally, a single failure of any flood door during the flood will only affect one cubicle, and therefore adequate river water pump capability remains for plant cooling. For these reasons, no access to the intake structure is required during the PMF. 2.7.3.2.3 Turbine Building Flooding of the turbine building will allow water to enter into the pipe tunnel and elevator and stair shafts (see Figure 2.7-9). The service building area below El. 730 ft is isolated from these flooded areas by the perimeter concrete walls of the service building. All construction joints below El. 730 ft are water stopped and all through electrical penetrations are sealed.
Flooding of the pipe tunnel will result in flooding of the pipe tunnel area of the main steam-cable vault structure, the northern portion of the safeguards structure, and the primary auxiliary building (excepting the charging pump cubicles).
Water cannot enter the cable tunnel since this area is isolated from the rest of the main steam-cable vault area below El. 735 ft by concrete walls and is accessible only from the cable vault area at El. 735 ft. 2.7.3.2.4 Electrical Cable Protection The cable tunnel is that portion of the service building allowing for transfer of cable from the cable vault structure to the cable tray area within the service building and is seismically designed as indicated in Table B.1-1.
The means for routing cable from the main portions of the plant to the intake structure is through cable ductlines extending from the high level terrace (El. 735 ft) to the lower level terrace (El. 675 ft) which is the ground elevation at the intake structure.
BVPS UFSAR UNIT 1 Rev. 26 2.7-12 Figures 2.7-10, 2.7-11 and 2.7-12 show the cable duct from the plant to the intake structure including all manholes. The manholes are below PMF level and are allowed to flood. However, during normal river conditions, the manholes are dewatered to minimize cable exposure to significant moisture. See Table 16-1, item 11. The protective measures to prevent flooding in areas where essential equipment for cold shutdown is located, will be duct or sleeve sealed. This sealing will be required where ductlines enter the intake structure and on the south end of the ductline at the service building.
The water barrier, where the cable tunnel, which is an extension of the ductline from the intake structure to the plant, interfaces with the service building, is shown in Section 1-1 of Figure 2.7-13.
All cables for 4 kV service, 480 V service, control and instrumentation for both primary and secondary plant use are of the same high quality construction. Each type of cable has been specified for use in wet and dry locations and will operate satisfactorily if submerged as proven by factory testing. The 4 kV power cable was submerged for a period of 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> before testing at the supplier's factory.
Where cables or conduits pass through penetrations into an area where safety-related equipment is located, and where these penetrations are below PMF level, sealing methods are implemented. These sealing procedures will make the penetrations leak resistant and will use materials which have been employed in the past, or newly developed methods.
The 5 kV cables installed in underground ductlines from the service building to the diesel generator building and to the intake structure are adequate for the intended service when these cables are operating under wet or dry conditions. The same qualification covers any splices.
Wet conditions include immersion under water. The cable referred to above has an insulation thickness greater than that required by the Insulated Power Cable Engineers' Association(7). Duquesne Light Company has had several occasions whereby 5 kV cable raceways have been flooded with water and no failure has resulted. This was experienced at the Cheswick Power Station. The Brunot Island Station also has had high voltage cables completely submerged on several occasions, including the 1936 flood, without failures. The cable as selected is suitable for operation in a ductline under wet or dry conditions; wet conditions are considered with cables immersed in water. Cables will be proof-tested prior to initial energization, and no further periodic testing is contemplated unless the cable has been exposed to an abnormal condition. 2.7.3.2.5 Other Plant Areas and Equipment Water from the PMF could enter a 4 inch shake space between the service building and the turbine building. The openings through the service building north wall have wall sleeves as shown in Figure 2.7-14. Details of closures are shown in Figures 2.7-15 and 2.7-16. Closures plates are shown in Figure 2.7-15 with sleeve details shown in Section "A-A". The seals for the 4 kV cable bus, Figure 2.7-16, are Nelson "Multi-Cable Transits" which are watertight.
Flood protected areas have been indicated on Figures 2.7-17, 2.7-18, and 2.7-19. Floors and walls within these areas are constructed with concrete. Penetrations, such as pipes, which enter these areas and are embedded in concrete, utilize water stops to prevent inleakage. All BVPS UFSAR UNIT 1 Rev. 20 2.7-13 penetrations which enter through the openings in the concrete are sealed after installation of the item. Where banks of wall sleeves for electrical cables enter protected areas, the sleeves are O-ring sealed to a galvanized steel plate. The plate is bolted and gasketed to the wall as shown on Figure 2.7-18. The cables are sealed within the sleeve. Flood seal techniques and materials used for the pipe and electrical cable penetrations shall be qualification tested as described on Figure 2.7-19 to resist the static head of water due to the probable maximum flood. With the exception of pump shaft seals, all water barriers are in a static condition, do not contact rotating parts of equipment, and are not located in a hostile environment. Selected seal materials have a long life under these conditions, and degradation over the life of the plant, which would reduce their adequacy as a water barrier, is not expected. Pump shaft seals which are subject to wear will be replaced as required by operation or testing of these seals.
Flood penetration sealing methods that utilize high density cellular concrete as shown on Figure 2.7-19, were preoperationally tested to ensure that the techniques used are adequate. This was accomplished by simulating actual seal configurations and subjecting one side of the seal to a hydrostatic pressure of 125 percent of the PMF conditions. A leakage rate of 0.04 gpm was considered acceptable. This leak rate is based on the worst case which is the service building north wall containing approximately 200 penetrations. This ensures that the sump pump has a capacity with a minimum safety factor of 2 to 1.
All pumps in the intake structure are preoperationally and periodically operated during which their seals are checked for seal water leakage. Any abnormal seal water leakage would be noted during testing of the pumps and the seals would be repaired or replaced.
All flood protected areas have sumps or 12 inch high curbs along walls containing sealed penetrations. Any inleakage which would occur during a PMF would be collected in these areas. All sumps and curbs contain either a float-actuated sump pump or a level switch and transmitter with a control room alarm. Portable sump pumps are provided which can be used, wherever needed. Emergency power supply connections are located at each wall curb, and each permanent sump pump is connected to the emergency power supply.
The control room air conditioning room is protected from flooding by a manually-operated gate valve in series with a check valve in the six-inch drain line from the control room air conditioning room. The gate valve, labeled back water valve VGF-12D, is located in the turbine building at El. 698 ft-6 inch. This valve will be closed when river level reaches El. 695 ft. Since the turbine building does not begin flooding until the river reaches El. 707 ft-6 inch, there is adequate time to operate this valve prior to turbine building flooding when this valve would become inaccessible. During the PMF condition, this valve will not be operated, but will only be opened following the flooding event. Internal flood protection of the control room air conditioning room with the drain line gate valve closed is discussed in Section 9.7.2. Each penetration with a flood seal shall receive a periodic visual inspection. The charging pump cubicles are designed against ingress of water during a PMF. Any penetrations below El. 730 ft are sealed. The ventilation duct enters the charging pump cubicles with the bottom of the duct at El. 731 ft 9 inches. There is also a horizontal slot in the north wall of the charging pump cubicles through which piping passes. The bottom of the slot is at El. 730 ft 6 inches.
BVPS UFSAR UNIT 1 Rev. 20 2.7-14 The charging pumps, Figures 2.7-20 and 2.7-21 (circled), are enclosed by walls that are missile-proof and are extended to El. 730 ft-6 inches, which is 6 inches above the PMF level. 2.7.4 Soils Design Loading The looser granular material above El. 715 ft in the containment structure area and the silty sands and clays in the turbine building area were removed and replaced by compacted granular material (Section 2.6). The compacted granular fill is composed of selected sands and gravels and compacted in 6 inch layers to a minimum density of 95 percent as determined by modified compaction tests performed in accordance with ASTM D1557. Foundations for all major structures are continuous mats of reinforced concrete founded on the denser undisturbed gravels or compacted granular fill. The containment structure is founded at El. 681 ft on undisturbed gravel and compacted granular material, with excavation below El. 715 ft made within a circular sheet piling cofferdam. The turbine building mat with bottom at approximately El. 683 ft is located in part on undisturbed, inplace gravel and in part on compacted granular fill.
The other major structures and equipment are founded on the inplace soil or compacted granular fill as shown in Figure 2.7-1. The allowable design bearing load for footings and mats under static loads only is 8 ksf. The total maximum allowable design load for combined static loads and dynamic loads resulting from tornado or earthquake is 12 ksf.
As shown in Table 2.7-1, the removal of earth for structures founded below the original ground level substantially reduced the additive load on the soil. The additional building load placed on the soil for each structure, considering relief of load from excavation, is relatively small compared with the allowable static design load of 8 ksf. Settlement of the structure is expected to be similarly low. The relief of load is based on soil density of 120 pcf.
Tests shown in Table 2.6-2 indicate the density of in-place soils below El. 715 ft to vary with depth from approximately 130 to 140 pcf. The nominal density of compacted granular fill is 140 pcf.
The angle of friction and cohesive values of the in-place soil and compacted granular fill are as follows: Angle of Internal Cohesion Friction, Coefficient, C (degrees) (ksf) Sand and gravel (in-place) 34 0
Silty clay (in-place) 0 0.4 Compacted granular fill 38 0 BVPS UFSAR UNIT 1 Rev. 24 2.7-15 2.7.5 Site Design Considerations for Essential Lines Plot plans of the facility indicating and identifying all essential lines (cooling, power sensing and control) that pass between seismic Category I structures are shown in Figures 2.7-22, 2.7-23, 2.7-24 and 2.7-25. Essential cooling lines are shown in Figure 2.7-23. Leak collection ducting is shown in Figure 2.7-23. Instrument sensing lines are shown in Figure 2.7-24. Electrical cables are shown in Figure 2.7-25. Various measures have been taken to prevent the loss of those lines required to attain and maintain a safe shutdown due to seismic events, missiles from rotating equipment and tornadoes, fires, floods and the collapse of non-seismic Category I structures.
All essential lines shown between buildings have been seismically designed, which includes analysis for adverse building movement.
With the exception of (1) river water lines between the intake structure and the auxiliary building, (2) the demineralized water supply to the auxiliary feedwater pumps, (3) the refueling water storage tank supply to the quench spray and low head safety injection pumps, and (4) the diesel generator-switchgear cable ducts, essential lines pass directly from one seismic Category I structure to another seismic Category I structure, through, at most a 4-inch shake space. As such, these lines are not susceptible to loss due to seismic events, missiles from rotating equipment, tornadoes and the collapse of non-seismic Category I structures.
The measures taken to prevent the loss of the refueling water storage tank and associated lines are discussed in Section 6.4.2. The demineralized water supply lines are protected from missiles from rotating equipment, tornadoes and the collapse of non-seismic Category I structures as they are buried 5.5 ft below grade between the seismic Category I protected demineralized water storage tank and the cable vault area pipe tunnel. The river water lines between the intake structure and the auxiliary building are buried a minimum of 6 ft below grade, thereby protecting them from the aforementioned hazards. Similarly, the underground diesel generator-switchgear cable ducts are protected by burial a minimum of 5 ft below grade and concrete encased.
BVPS UFSAR UNIT 1 Rev. 19 2.7-16 References for Section 2.7 1. A. Amirikian, "Design of Protective Structures," NavDocks P-51, Bureau of Yards and Docks, Department of the Navy (August 1950).
- 2. "Wind Forces on Structures", American Society of Civil Engineers Transactions, Vol. 126, Part II, Paper No. 3269 (1961).
- 3. T. W. Singell, "Forces on Enclosed Structures", Journal of the Structural Division, American Society of Civil Engineers, (July 1958).
- 4. W. E. Hoecker "Three - Dimensional Pressure Pattern of the Dallas Tornado and Some Resultant Indications", Monthly Weather Review (December 1961). 5. Amman and Whitney, "Industrial Engineering Study to Establish Safety Design Criteria for Use in Engineering of Explosive Facilities and Operations - Wall Response" (April 1963).
- 6. R. Gwaltney, "Missle Generation in Light Water - Cooled Power Reactor Plants", ORNL-NSIC-22 (September 1968).
- 7. Interim Standard No. 1 to JPCEA Publication No. S-68-516 (March 1971).
BVPS UFSAR UNIT 1 Rev. 19 2.8-1 2.8 ENVIRONMENTAL RADIOLOGICAL MONITORING PROGRAM 2.8.1 Technical Discussion The objectives of the environmental radiological monitoring program at the Beaver Valley Power Station are twofold: first, to establish the preoperational levels of radioactivity and radiation in the site environment against which potential operational contributions can be measured; and second, to verify the adequate control of the station's radioactive material releases.
The factors that have been considered in the development of the environmental radiological monitoring program include a review of the station environment, a review of the facility's radioactive waste processing systems, an evaluation of the radionuclides anticipated in the normal discharges, and those environmental media that could transport radioactivity.
Environmental surveillance involves sampling and determining the radioactivity concentrations in environmental media that could transport radioactivity from its source, both before and after station startup.
The analysis and data interpretation required in the environmental radiological monitoring program includes various statistical procedures used in the laboratory and statistical techniques needed in the interpretation of data. Alpha and beta measurements are obtained using a low background proportional counter.
Specific gamma emitting radionuclides are determined by sodium iodide or gamma spectrometry detection systems.
In the interpretation of the data, various procedures are followed. Data are averaged and reported giving the average and range of the observed values. Where appropriate, the data are compiled according to a number of parameters to show any trends or relationships.
Preoperational data will constitute the baseline to which operational data will be compared.
In the operational phase, data is compared to the baseline data to determine the influence of the plant on the environment and the resultant doses to the habitants of the area. 2.8.2 Preoperational Surveillance The preoperational monitoring program (initiated in January of 1971) was conducted prior to station startup. The program documents seasonal variations in radioactivity as well as possible annual changes. The preoperational program was terminated prior to fuel load and replaced with the operational program.
The media sampled included air, river water, groundwater, drinking water, bottom sediments from the station intake, soil from the station periphery, milk, wildlife, and ambient radiation levels. Species of aquatic organisms that are eaten by man, specifically fish, were also sampled. Algae and other lower forms of aquatic organisms that are not directly a part of man's food chain or exposure route were not sampled, except as their reconcentration effectiveness that was reflected in edible fish of whose diet they may be a part.
BVPS UFSAR UNIT 1 Rev. 19 2.8-2 The locations, sampling frequencies, and analyses are listed in Table 2.8-1. The number and location of samples was determined by considering the expected spatial distribution of station effluents and points where concentrations of effluents in the environment were expected to be greatest, site meteorological conditions, population distribution, and ease of access to the sampling station. During the preoperational program, the sampling frequency for each type of sample was fixed and was established on the basis of providing enough samples to yield statistically valid results and on the expected frequency of the operational phase of the environmental surveillance program. 2.8.3 Operational Surveillance The operational program was implemented prior to fuel loading. During operation of the station, the contributions of radioactive material to the environment from the station are due to controlled releases of radioactive gases, airborne particulates and liquids. Measurements of radioactivity in the air and water, therefore, serves as one of the earliest means of detecting changes in environmental radioactivity levels. The evaluation of appropriate environmental media and pathways by which radioactivity is transported through the environment take place in this program. The program is periodically reviewed to determine any changes that may be desirable in its content. Therefore, the extent of sampling may be adjusted if warranted. The current environmental radiological monitoring program (REMP) requirements are documented in the Offsite Dose Calculation Manual (ODCM). The ODCM contains the site number, sector, distance, sample point, description, sampling and collection frequency, analysis, and analysis frequency for various exposure pathways in the vicinity of the Beaver Valley Power Station (BVPS). These are the minimum requirements for the REMP program and may be supplemented with additional samples, increased collection frequency, and increased analysis requirements. Environmental sampling and analyses include air, water, milk, vegetation, river sediments, fish, soil, and ambient radiation levels in areas surrounding the site.
The results of the REMP program are documented and submitted to the NRC each year in the Annual Radiological Environmental Operating Report.
BVPS UFSAR UNIT 1 TABLES FOR SECTION 2 BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.1-1 DISTANCE AND DIRECTION FROM REACTOR TO POPULATION CENTERS HAVING MORE THAN ABOUT 20,000 INHABITANTS AND LOCATED WITHIN 50 MILES OF THE SITE(2)(3)(4) Community Distance(1) and Direction From the Site (Miles) Population (1970 Census) East Liverpool, Ohio 4.7 WNW 20,020 Aliquippa, Pa. 7.6 ESE 22,277 Weirton, West Va. 15.2 SSW 27,131 Steubenville, Ohio 19.4 SSW 30,771 Pittsburgh, Pa. 22.1 SE 520,117 New Castle, Pa. 24.8 NNE 38,559 Youngstown, Ohio 29.0 NNW 139,788 West Mifflin, Pa. 32.0 SE 28,070 Wilkinsburg, Pa. 32.0 ESE 26,780 McKeesport, Pa. 35.4 SE 37,977 Monroeville, Pa. 39.0 ESE 29,011 Wheeling, West Va. 39.5 SSW 48,188 Alliance, Ohio 39.2 NW 26,547 Sharon, Pa. 41.0 N 22,653 Warren, Ohio 44.5 NNW 63,494 Canton, Ohio 49.2 WNW 110,053 (1) Distance to nearest boundary, in miles.
(2) "Description of the Shippingport Atomic Power Station Site and Surrounding Area", WAPD-SC-547, Westinghouse Electric Corporation, (June, 1957).
(3) "1970 Census of Population, Pennsylvania", Bureau of Census, Advance Report PC(VI)-40, U.S. Department of Commerce, (January, 1971).
(4) "1970 Census of Population, Ohio", Bureau of Census, Advance Report PC(VI)-37, U.S. Department of Commerce, (January 1971).
BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.1-2 LOCAL POPULATION DISTRIBUTION Radial Distance From Reactor, Miles Total Estimated Population (1970 Estimates) 0-1 592 1-2 5,772 2-3 3,598
3-4 4,506 4-5 3,644
0-1 592 0-2 6,364 0-3 9,962
0-4 14,468 0-5 18,112 BVPS UFSAR UNIT 1 Rev. 19 1 of 3 TABLE 2.1-3 PUBLIC FACILITIES AND INSTITUTIONS IN THE VICINITY OF BEAVER VALLEY POWER STATION From BVPS Average Facility Location Miles Direction Population Hospitals East Liverpool City Hospital East Liverpool, Ohio 7 W 176 patients Osteopathic Hospital East Liverpool, Ohio 7 W 40 Aliquippa Hospital Aliquippa, Pa. 7 3/4 E 160 Rochester General Hospital Rochester, Pa. 10 NE 235 Prisons and Jails Midland Jail Midland, Pa. 2 NW <10 County Prison System Beaver, Pa. 8 NE app. 40 Juvenille Detention Home Brighton Township 8 1/2 NE 6 Schools Midland School District Combined - Elementary Jr. - Sr. High School 1 2/3 1 1/3 NW NW 1,000 combined BVPS UFSAR UNIT 1 Rev. 19 2 of 3 TABLE 2.1-3 (CONT'D) PUBLIC FACILITIES AND INSTITUTIONS IN THE VICINITY OF BEAVER VALLEY POWER STATION From BVPS Average Facility Location Miles Direction Population Western Beaver School District Fairview Elementary Snyder Elementary Login Elementary (Ohioview)
Jr. - Sr. High School (Snyder) 5 3 1/3 3 1/3
3 1/3 NNW N NE
N 492 309 117
928 Green Turnpike School District Hookstown Elem.
Hookstown Kinder.
Southside High School 3 3/4 3 3/4 3 3/4 S S
S 645 95 610 Potter Township School District Potter Township School 2 1/4 NNE 210 Raccoon Township School District Raccoon Township School (Elementary) 3 2/3 ESE 327 East Liverpool City School District Elementary Schools (4 buildings)
Junior High School (2 buildings)
High School
7
W 2,809
1,362
1,219 Beaver Local School District Elementary Schools (2 buildings)
Junior High School High School
10
NW
951 888 BVPS UFSAR UNIT 1 Rev. 19 3 of 3 TABLE 2.1-3 (CONT'D) PUBLIC FACILITIES AND INSTITUTIONS IN THE VICINITY OF BEAVER VALLEY POWER STATION From BVPS Average Facility Location Miles Direction Population Institutions Beaver County Hospital (old age home) Brighton Township 8 1/2 NE 550 Parks Raccoon Creek St. Park Hanover Township 8 S State Game Land No. 17 Ohioville Township 4 N Brady's Run Cty. Park Brighton Township 9 1/2 NE Beaver Creek St. Park Columbiana County 6 1/2 NNE Tomlinson Run St. Park West Virginia 9 SW BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.1-4 MAJOR EMPLOYERS IN THE VICINITY OF THE BEAVER VALLEY POWER STATION Miles and Number of(1) Product Direction Employees Type Company Location From Site 1960 1969 Steel Jones & Laughlin Steel Company Aliquippa 11 ESE 13,147 11,751 Steel Crucible Steel Company Midland 1 NW 6,492 5,745 Steel Babcock and Wilcox Company West Mayfield 13 NNE 4,078 5,480 Electrical Westinghouse Electric Corporation Borough Township 8 NE 1,960 2,920 Steel U. S. Steel Corporation Ambridge 12 ESE 2,670 2,569 Steel Pipe Armco Steel Corporation Ambridge 12 ESE 1,982 2,111 Zinc St. Joseph Minerals Corporation Potter Township 6 NE 1,151 1,442 Pottery Homer Laughlin China Company Newell, W. Va. 8 W 1,500 1,000(2) Plastics Sinclair - Koppers Company Potter Township 5 NE 1,087 991 Steel E. W. Bliss Company Midland 1 NW 300 352 (1)Source: Pennsylvania Department of Commerce (2)East Liverpool Chamber of Commerce Estimate BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.1-5 STATISTICS FOR MANUFACTURING INDUSTRIES BEAVER COUNTY, 1969 Money Figures in Thousands of Dollars
Manufacturing Industries Number of Establishments Capital Expenditures Employment Wages and Salaries Value of Production Primary metal 23 $58,090 29,233 $261,353 $1,082,924 Fabricated metal 25 1,694 4,761 37,954 137,919 Machinery 23 391 663 5,136 17,263 Electrical machinery 3 1,141 3,562 27,224 107,001 Stone, clay, glass 25 662 1,889 12,912 32,984 Chemicals 8 4,498 1,333 10,982 91,292
Food products 34 295 593 3,915 15,295 Printing products 19 106 342 2,230 5,278 Total all industries(1) 180 $67,157 43,330 $336,823 $1,513,549
(1) Total includes minor industries which are not shown in table Source: Pennsylvania Department of Commerce BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.1-6 SOUTHWESTERN PENNSYLVANIA PROVISIONAL EMPLOYMENT FORECAST (Thousands of Employed Persons)
Industry Group 1970 2000 Percent Change 1970-2000 MANUFACTURING 342.4 305.1 -11 Selected manufacturing groups Primary metals 138.4 98.1 -29 Fabricated metals & machinery 103.2 116.0 12 Stone, clay and glass 20.6 13.0 -37 Transportation equipment 13.3 20.0 50 Chemicals 9.7 10.0 3 NONMANUFACTURING 643.3 1089.9 69 Selected nonmanufacturing groups Services 196.5 446.0 127 Trade 190.5 295.0 55 Government 79.3 179.0 126 Construction 50.0 42.0 -16 Mining 10.7 3.0 -72 Agriculture 8.6 6.0 -30 TOTAL EMPLOYMENT 985.7 1395.0 +42
SOURCE: Provisional Employment and Population Forecasts, prepared by Southwestern Pennsylvania Regional Planning Commission June, 1968.
BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.1-7 AIRPORTS IN VICINITY OF BEAVER VALLEY POWER STATION Airport Distance (Miles) From Beaver Valley Direction From Beaver Valley Aliquippa Hopewell (c) 7.5 ESE Herrom (c) 8.5 SSW Beaver Co. (c) 10.5 NNE Black Rock (c) (p) 11.0 NE Johnston (c) (nf) (p) 12.0 W Columbiana (c) (nf) 12.0 WNW Greater Pittsburgh Inter- national Airport (c) (m) 15.0 SE
Key to abbreviations c = Civil airport
p = Private airport nf = No facilities m = Military airport
SOURCE: Sectional Aeronautical Chart, U. S. Coast and Goedetic Survey
BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.1-8 BEAVER COUNTY AGRICULTURAL DATA 1965 1969 Estimated Number of Farms 878 750 Acres Harvested Field and forage crops 25,900 29,600 Vegetable crops 180 150 Livestock and Poultry on Farms All Cattle 13,200 12,500 Hogs 1,800 1,700 Sheep 2,700 1,800 All chickens 116,000 115,000 Average number of cows milked 4,800 4,300 Cash Receipts for Sale of Agricultural Crops Field crops $ 153,000 $ 374,000 Vegetables 63,000 107,000 Forest products 19,000 54,000 Fruits 127,000 88,000 Horticulture specialties 308,000 415,000 Total$ 607,000 $1,038,000 Cash Receipts from Sale of Livestock Products Meat animals $ 694,000 $ 577,000 Dairy products 1,752,000 2,157,000 Poultry products 606,000 637,000 Total$3,052,000 $3,371,000 Government payments 95,000 111,000 Total cash receipts and payments $3,817,000 $4,520,000 Average cash receipts per farm $ 4,347 $ 6,027
SOURCE: Pennsylvania Department of Agriculture
BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.1-9a PRINCIPAL AGRICULTURAL PRODUCTS IN 1969 Products Acreage Harvested Yield(1) Total Production(1) Field Crops Corn, grain 3,800 78B 296,400B Corn, sileage 2,400 14.5T 34,800T Wheat 1,500 32B 48,000B Oats 3,400 54B 184,000B Barley 1,500 49B 73,000B Grass sileage 1,400 57T 8,000T Hay 16,400 20T 32,300T Potato 40 200 cwt 8,000 cwt Fruit Crops Apples _______ 44,400 43E Peaches _______ 1,300 42E Tart Cherries _______ 3,000B Total acres harvested = 29,600
Vegetables ) Snap beans ) Cabbage ) Total acres harvested = 150 Corn )
Tomatoes )
(1) Key to Units B = Bushels T = Tons cwt = Hundredweight 42E = 42 pound equivalent
SOURCE: Pennsylvania Department of Agriculture BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.1-9b PRINCIPAL AGRICULTURAL PRODUCTS IN 1969 PRODUCTS
Livestock and Livestock Products Milk Number of cows - 4,300 milk cows Milk yield - 8,900 lb/cow/yr Total milk produced - 38,270,000 lb Livestock Inventory Cows - 5,100, 2 year or older Heifers - 3,600 Beef animals - 3,800 Hogs - 1,700 Sheep - 1,800
Poultry Inventory Hens - 55,000 Pullets - 59,000 Other - 400 Farming chickens and turkeys - 50,000 Broilers - 11,000
Eggs Number of layers - 101,000 Egg yield - 203 eggs/yr Total egg production - 20,500,000 eggs
SOURCE: Pennsylvania Department of Agriculture BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.1-10 FISH POPULATION, OHIO RIVER, AT MONTGOMERY LOCK AND DAM (MILE POINT 31.7) FOR SEPTEMBER 19, 1968 Species Number Weight, lb Gizzard shad 79 13.27 Carp 146 78.79 Emerald shiner 7 0.01 Spotfin shiner 1 0.01 Sand shiner 4 0.01 Mimic shiner 19 0.01 Bluntnose minnow 6 0.01 Black bullhead 3 0.09 Yellow bullhead 117 1.87 Brown bullhead 85 11.24 Channel catfish 150 4.78 Golden redhorse 1 0.80 Pumpkinseed(1) 26 0.76 Bluegill(1) 25 0.28 Green sunfish(1) 21 0.41 Rock bass(1) 3 0.04 Largemouth bass(1) 2 0.90 Black crappie(1) 46 3.03 Walleye(1) 1 0.60 Total - 19 species 742 116.86 (1) Game fish represent 6.02 lb or 5.15 percent of the total sample.
BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.1-11 FISHING AREAS IN VICINITY OF BEAVER VALLEY POWER STATION Name of Fishing Area Distance and Direction from BVPS Fish Species Present(1) Mill Creek 3 SW t, s Brady Run Lake 7-1/2 NE lm, t, sf, b, s, cr, y, c, cc, w, bg Raccoon State Park Lake 8 S lm, w, y, cr, sf, b, s, c, t, bg, sm Traverse Creek 8 S t, s
(1) Species of fish are abbreviated.
The following is the key to the abbreviations: b Bullhead s Sucker bg Bluegill sf Sunfish c Carp t Trout cc Channel catfish w Walleye cr Crappie y Yellow perch lm Largemouth bass SOURCE: Pennsylvania Fish Commission BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.1-12 DOWNSTREAM POTABLE WATER INTAKES Downstream Distance, Miles Town Population(1) 1.3 Midland, Pa. 5,271 5 East Liverpool, Ohio 20,020 7 Chester, West Va. 3,614 12 Wellsville, Ohio 5,891 24 Toronto, Ohio 7,705 27 Weirton, West Va. 27,131 30 Steubenville, Ohio 30,771 36 Mingo Junction, Ohio 5,278 52 Wheeling, West Va. 48,188 54 Martins Ferry, Ohio 10,757 59 Bellaire, Ohio 9,655
(1) Based on the 1970 Census BVPS UFSAR UNIT 1 Rev. 19 1 of 6 TABLE 2.1-13 AREA POPULATION-1970
Direction 0 to 1 Miles 1 to 2Miles 2 to 3Miles 3 to 4Miles 4 to 5Miles 5 to 10 Miles 10 to 20 Miles 20 to 30 Miles 30 to 40 Miles 40 to 50 Miles NNE 0 2802122002327,09345,10318,86913,47722,332NE 148 13640085629620,79526,38413,02017,3229,341 ENE 84 8016420012412,69719,18119,89944,86827,699 E 8 524284881328,08035,54753,100111,34952,407 ESE 32 2001363042767,72651,692585,196469,216109,040SE 4 962441044479212,000225,484145,189101,589SSE 4 1652802527838,09235,37460,08723,398 S 0 202081282484316,9717,1226,9474,568 SSW 12 369218870743132,79556,70940,668105,109 SW 0 484062161564,00419,95420,44212,26310,474WSW 0 818896807,1456,0755,3545,80211,188W 0 1248726023,6518,1324,25414,64519,751 WNW 16 24123105205,7174,4628,86237,052105,073 NW 264 4,4808088005961,7705,35832,69114,08523,297 NNW 20 26488801961,5668,88837,893265,416140,781 N 0 201123842922,3276,41858,79626,02467,644 BVPS UFSAR UNIT 1 Rev. 19 2 of 6 TABLE 2.1-13 (CONT'D) AREA POPULATION ESTIMATE FOR 1980(1)
Direction 0 to 1 Miles 1 to 2Miles 2 to 3Miles 3 to 4Miles 4 to 5Miles 5 to 10 Miles 10 to 20 Miles 20 to 30 Miles 30 to 40 Miles 40 to 50 Miles NNE 0 2762091972296,99645,57919,99914,55623,820 NE 146 13439584429220,51226,50813,94819,10610,276 ENE 83 7916219712212,52419,46821,94849,49030,552 E 8 514224811307,97035,48554,112112,58754,175ESE 32 1971343002727,62152,276594,510476,134108,669SE 4 952411034378212,180228,765147,067101,699 SSE 4 1651792497728,09835,27959,90723,612 S 0 202051262454256,9507,1016,9354,805 SSW 12 369118572742535,95160,58042,119108,301SW 0 474002131544,19621,13921,24612,97210,952WSW 0 818595797,8886,4695,5826,18812,152 W 0 1247715925,3908,7234,53415,60221,847 WNW 16 24123065136,1284,7849,49940,639117,838 NW 260 4,4197977895881,8645,74435,04815,14627,922 NNW 20 26087791931,5549,43640,657288,641164,414N 0 201103792882,2966,46562,29128,37272,537
(1) Projected from 1970 Census data.
BVPS UFSAR UNIT 1 Rev. 19 3 of 6 TABLE 2.1-13 (CONT'D) AREA POPULATION ESTIMATE FOR 1990(1)
Direction 0 to 1 Miles 1 to 2Miles 2 to 3Miles 3 to 4Miles 4 to 5Miles 5 to 10 Miles 10 to 20 Miles 20 to 30 Miles 30 to 40 Miles 40 to 50 Miles NNE 0 2722061952266,90146,11221,19715,72725,412 NE 144 13238983328820,22326,68114,97421,07411,306 ENE 82 7816019512112,35419,80824,20954,58733,699 E 8 514164751287,86235,42955,162113,89256,138ESE 31 1951322962697,51752,874604,004483,156108,302SE 4 932371014377112,363232,094148,975101,821 SSE 4 1651782457628,10435,18459,72723,851 S 0 192021252414196,9307,0806,9235,062 SSW 12 359018374941939,43664,80343,654111,638SW 0 473952101524,40022,41222,08113,72511,462WSW 0 818393788,7086,8925,8206,59913,202 W 0 1247705827,2599,3564,83316,62524,174 WNW 16 23123025066,5705,12810,18144,594132,217 NW 257 4,3597867785801,9666,15737,57616,29533,627 NNW 19 25786781911,54410,02443,624314,207192,016N 0 191093742842,2646,51965,99330,98977,832
(1) Projected from 1970 Census data.
BVPS UFSAR UNIT 1 Rev. 19 4 of 6 TABLE 2.1-13 (CONT'D) AREA POPULATION ESTIMATE FOR 2000(1)
Direction 0 to 1 Miles 1 to 2Miles 2 to 3Miles 3 to 4Miles 4 to 5Miles 5 to 10 Miles 10 to 20 Miles 20 to 30 Miles 30 to 40 Miles 40 to 50 Miles NNE 0 2692031922236,80746,70722,46816,99927,112 NE 142 13138482228419,95826,90616,10923,24512,441 ENE 81 7715719211912,18620,20426,70260,21037,170 E 8 504114681277,75535,38156,252115,26658,319 ESE 31 1921312922657,41553,487613,682490,284107,936SE 4 922341004276112,548235,474150,912101,956SSE 4 1550772427518,11035,08959,54824,118 S 0 192001232384136,9097,0586,9115,342 SSW 12 358818077141343,28569,41545,280115,128 SW 0 463902071504,61623,78122,94914,52612,007WSW 0 818092779,6147,3486,0687,03914,344W 0 1246695829,26610,0355,15217,72126,757 WNW 15 23122984997,0435,49710,91248,954148,432 NW 253 4,3007754685722,0746,60140,28617,54040,693 NNW 19 25384771881,53510,65546,807342,395224,254 N 0 191073692802,2346,58069,91633,91283,569
- 1. Projected from 1970 Census data.
BVPS UFSAR UNIT 1 Rev. 19 5 of 6 TABLE 2.1-13 (CONT'D) AREA POPULATION ESTIMATE FOR 2010(1)
Direction 0 to 1 Miles 1 to 2Miles 2 to 3Miles 3 to 4Miles 4 to 5Miles 5 to 10 Miles 10 to 20 Miles 20 to 30 Miles 30 to 40 Miles 40 to 50 Miles NNE 0 2652011892206,17547,365 23,81518,38028,930 NE 140 12937981028019,68627,188 17,36325,63913,692 ENE 80 7615518911712,02020,662 29,45366,41140,998 E 8 494054621257,64935,340 57,386116,71860,739 ESE 30 1891292882617,31454,115 623,550497,519107,573SE 4 91231984275012,736 238,905152,879102,104SSE 4 1549762397418,117 34,99459,36924,415 S 0 191971212354086,888 7,0376,8995,646 SSW 11 348717879440847,539 74,45847,007118,783 SW 0 453842041484,84725,256 23,85115,37612,590WSW 0 8178917610,6137,838 6,3287,50715,589W 0 1145685731,42210,764 5,49218,89629,627 WNW 15 23112934927,5505,893 11,69553,763166,743 NW 250 4,2417657575642,1927,076 43,19218,89349,472 NNW 19 25083761861,52611,334 50,222373,523261,905 N 0 191063642762,2036,650 74,07337,18389,791
- 1. Projected from 1970 Census data.
BVPS UFSAR UNIT 1 Rev. 19 6 of 6 TABLE 2.1-13 (CONT'D) AREA POPULATION ESTIMATE FOR 2020(1)
Direction 0 to 1 Miles 1 to 2Miles 2 to 3Miles 3 to 4Miles 4 to 5Miles 5 to 10 Miles 10 to 20 Miles 20 to 30 Miles 30 to 40 Miles 40 to 50 Miles NNE 0 2611981872176,62348,09125,24519,88130,874 NE 138 12737479927619,41927,53318,75028,28015,072 ENE 78 7515318711611,85721,18932,48673,25145,221 E 7 494004561237,54535,30658,566118,25363,422 ESE 30 1871272842587,21454,758633,615504,863107,212SE 4 90228974174012,927242,388154,877102,267SSE 4 1549752357318,12534,90159,19124,744 S 0 191941202324026,8677,0166,8885,976 SSW 11 348617681840252,23879,97848,843122,612 SW 0 453792021465,09226,84524,79016,28113,215WSW 0 7176907511,7178,3666,6008,00716,944W 0 1145675633,73811,5475,85520,15532,815 WNW 15 22112894868,0936,31812,53549,070187,451 NW 247 4,1847557475572,3187,58546,30620,36660,418 NNW 19 24782751831,51912,06253,887407,953305,881 N 0 191053592732,1736,72878,47740,85396,552
- 1. Projected from 1970 Census data.
BVPS-1-UPDATED FSAR Rev. 24 1 of 2 Table 2.1-14 STANDARD GAS BASIS Service Operating Pressure (psia) Design Pressure (psia) Max Pressure (psia) Location Total Energy Stored (Btu's) Nitrogen (Plant Heating) 2,490 2,490 4,000 S.E. Corner of Service Building 9.8X103 Propane Storage 189.7 264.7 264.7 South of Warehouse &
North of Turbine Building 11.11X106 11.11X106 189.7 264.7 264.7 75 feet south of the Alternate Intake Structure (4 mo./yr.) 36.64X107 Hydrogen Makeup 2,014.1 4,000 4,000 Storage Pad Adja- cent to South Cool-ant Recovery Tank Cubicle (BR-TK-4B) 3.26X104 Hydrogen for Turbine Generator 2,314.7 2,464.7 2,464.7 North of Turbine Building 3.75X105 BVPS-1-UPDATED FSAR Rev. 19 2 of 2 TABLE 2.1-14 (CONT'D) STANDARD GAS BASIS Service Operating Pressure (psia) Design Pressure (psia) Max Pressure (psia) Location Total Energy Stored (Btu's) Air Storage Diesel Generators 214.7 289.7 289.7 Diesel Generator Building 3.58X104 CO2 Storage 314.7 377.7 371.7 1 Unit East of Turbine Building 4.7X105 1 Unit in Separate Structure Adjacent to Diesel Generator Building 9.4X105 BVPS UFSAR UNIT 1 Rev. 22 1 of 2 TABLE 2.1-15 PIPELINE LEAKAGE DETECTION AND ISOLATION Company1 Ashland Pipeline Co. Buckeye Pipeline Co. Laurel Pipeline Co. Mobil Pipeline Co. National Transit 1. How is leak detected?
(Pressure or level drop or visual indication on ground or in river.) 1. Pressure drop and visual inspection of line on regular basis.
Line is monitored continuously from Ashland, Ky. and East Sparta, Ohio. Volumetric metering also. 1. Pressure drop and routine air patrol. Line is monitored continuously from Macungie, Pa. Main dispatch center also Midland, Pa. & Co. 1. Pressure drop. Line is monitored continuously from Camp Hill, Pa.
and Aliquippa Station, Beaver Co. Pa. Also Volumetric metering. 1. Pressure drop. Volumetric metering and visual inspection (air patrol) line is monitored continuously from Plainfield, N.J. 1. Pressure drop. Line is monitored continuously from Meadowlands, Pa. 2. Who is to be notified to close isolation valves in leaking oil line on either side of the river? Refer to Emergency Preparedness Plan Implementing Procedure 1.1 Refer to Emergency Preparedness Plan Implementing Procedure 1.1 Refer to Emergency Preparedness Plan Implementing Procedure 1.1 Refer to Emergency Preparedness Plan Implementing Procedure 1.1 Refer to Emergency Preparedness Plan Implementing Procedure 1.1 2a.Tanks on Midland side of river? 2a. Mobile Oil & Exxon Tanks supplied by Buckeye. 2a. Mobil Oil Tanks supplied by Mobil Pipeline Co. 3. How are valves closed local or remote? 3. Both manual (local). (Nearest pumping stations for line isolation are Rogers, Ohio, and Freedom, Pa.) 3. Both manual (local). (Nearest pumping stations for line isolation are Midland, Pa. and Coraopolis, Pa.) 3. Both manual (local). (Nearest pumping stations for line isolation are Aliquippa, Pa. and Ellsworth, Ohio.) 3. Valve on B.V. site is manual. Midland valve is remote. (Personnel located at Midland, Pa. and McKees Rocks, Pa.
and Irwin, Pa.) 3. Both manual (local). (Nearest pumping station for line isolation are Meadowlands, Pa.)
BVPS UFSAR UNIT 1 Rev. 22 2 of 2 TABLE 2.1-15 (CONT'D) PIPELINE LEAKAGE DETECTION AND ISOLATION Company1 Ashland Pipeline Co. Buckeye Pipeline Co. Laurel Pipeline Co. Mobil Pipeline Co. National Transit 4. How long will it take to close valves from time of notification? 4. Approx. 1 hour1.157407e-5 days <br />2.777778e-4 hours <br />1.653439e-6 weeks <br />3.805e-7 months <br />.
- 4. Less than an hour. 4. Approx. 1 hour1.157407e-5 days <br />2.777778e-4 hours <br />1.653439e-6 weeks <br />3.805e-7 months <br />. 4. Within an hour.4. Less than an hour. 5. Is oil tank located southeast of bridge approach in use? 5. No. No plans presently for future use.
Note: 1. Pipeline company at time of BVPS-1 licensing.
BVPS UFSAR UNIT 1 Rev. 19 1 of 2 TABLE 2.1-16 MATERIALS UTILIZING CRUDE OIL AS THE DESIGN FLUID Type 304 Stainless Steel(1)
Oil Temperature, F Corrosion Rate (Mils/yr)* West Texas and Michigan Crude 200 to 250 25 Carbon Steel(2)
Oil Temperature, F Corrosion Rate (Mils/yr)*
Pennsylvania Crude 800 79 Naptha 650 79 Light Gas Oils 775 238 Heavy Gas Oils 825 158 Topped Crude 800 79 90-10 Copper Nickel(3) Oil Temperature, F Corrosion Rate (Mils/yr)* West Texas Crude (with 0.1. w/o (Sulfur) 290 to 295 74
- This corrosion rate was magnified since the crude oil pH was maintained at 7 to 8 with ammonia which is known to be deleterious to copper alloys.
Bronze Since bronze would be a poor technical-economic choice for the petroleum industry, data is lacking. However, its corrosion rate would approximate, but not exceed, that of carbon steel.
Neoprene(4) Neoprene is nearly impervious to crude oils. Neoprene hose is standard dockside equipment for unloading ocean- going tankers carrying crude oils. The projected response of neoprene to crude oils is swelling over a 4 to 5 month period. The maximum swelling would be 15 percent in this period. Under the design accident duration of one hour, no measurable effect is to be expected(5).
(1) E. N. Skinner, et al., "High Temperature Corrosion in Refinery and Petrochemical Service," Corrosion, Vol 16, p. 85, (December, 1960). (2) Armstead, Jr., "Safety in Petroleum Refining and Related Industries," John G. Simmonds and Company, Inc., New York, N.Y., first edition, p. 277, (1950).
BVPS UFSAR UNIT 1 Rev. 19 2 of 2 TABLE 2.1-16 MATERIALS UTILIZING CRUDE OIL AS THE DESIGN FLUID (3) F. L. Laque, "Corrosion Resistance of Cupronickel Alloys Containing 10-30 Percent Nickel," Corrosion, Vol 10, p. 396, (November, 1954).
(4) "Dupont Neoprene," E. I. Dupont, Engineering, Report A-33448, (revised November, 1969).
(5) Personal Communication, Dupont Elastomer Chemical Department, 140 Federal Street, Boston, Mass.
BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.1-17 PEAK "SIDE-ON" OVERPRESSURES AND DYNAMIC PRESSURES
Hazard Closest Safety-Related Structure Distance, Ft Peak Dynamic Pressure, Psi Peak Overpressure Psi Railway Explosion Control Room 2,065 .007 .54 Gasoline Barge Explosion Control Room 710 .0022 .29 Highway Explosion Auxiliary Building 1,250 .011 .67
BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.2-1 CLIMATOLOGICAL AVERAGES(1)
Month Temperature (F) Precipitation (Inches) Snowfall (Inches) Average Number Thunderstorms January 28.9 2.97 10.8 <1 February 29.2 2.19 10.5 <1
March 36.8 3.32 9.9 2 April 49.0 3.08 2.0 4 May 59.8 3.91 0.3 5
June 68.4 3.78 0.0 6 July 72.1 3.88 0.0 7
August 70.8 3.31 0.0 6
September 64.2 2.54 0.0 3 October 53.1 2.52 0.2 2
November 40.8 2.24 3.9 <1 December 30.7 2.40 8.4 <1
Annual 50.3 36.14 46.0 35
(1) Based on Pittsburgh data, 1870-1967
BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.2-2 CLIMATOLOGICAL EXTREMES (1870-1967)(1)
Pittsburgh Maximum Temperature, F 103 (July, 1936) Minimum Temperature, F -20 (Feb., 1899) Maximum Monthly Precipitation, inches 10.25 (June, 1951) Maximum 24-Hr Precipitation, inches 4.08 (Sept., 1876) Minimum Monthly Precipitation, inches 0.06 (Oct., 1874) Maximum Monthly Snowfall, inches 36.30 (Dec., 1890) Maximum 24-Hr Snowfall, inches 17.50 (Nov., 1950) Fastest Mile Wind, mph 58 (Feb., 1967)
(1) Local Climatological Data and Summaries for Pittsburgh and Pennsylvania, U. S. Weather Bureau Publications.
BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.2-3 EXTREME MILE WINDS Probability Wind Speed (mph) Extreme Gusts (mph) Recurrence Interval Years 0.50 48 63 2 0.10 62 81 10 0.04 70 91 25 0.02 76 99 50 0.01 84 110 100
BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.2-4 JOINT FREQUENCY DATA 50 ft Level Wind Data 50 and 150 ft Level Temperature Wind Speed Horizontal Stability Vertical Stability X/Q Frequency Cumulative Remarks 1.0 G G 0.05 0.05 1.0 F G 0.21 0.26 1.0 G F 0.08 0.34 2.0 G G 0.0 0.34 1.0 E G 0.73 1.07 1.0 F F 0.17 1.24 1.0 G E 0.04 1.28 1.0 D G 0.69 1.97 3.0 G G 0.0 1.97 2.0 F G 0.59 2.56 2.0 G F 0.02 2.58 1.0 G D 0.0 2.58 2.11x10-3 Using all Bendix calms, effective F and 0.64 1.0 E F 0.27 2.85 4.0 G G 0.0 2.85 1.0 F E 0.35 3.20 1.83x10-3 Using only Bendix nighttime calms, effective F and 0.73 2.0 E G 1.13 4.33 1.0 C G 0.29 4.62 1.62x10-3 Using all P-Bell calms, effective F and 0.84 1.0 D F 3.0 F G 3.0 G F 4.0 G G 2.0 F F 2.0 G E BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.2-5 DESIGN BASIS ACCIDENT AND EXTENDED RELEASE METEOROLOGICAL CONDITIONS
Period Pasquill Class Mean Wind Speed (m/second)
Fi*fi Wind Direction 0-2 hours F 0.84 1.0 Invariant 2-24 hours F 0.84 1.0 Sector Average 24-96 hours D 2.0 0.25 Sector Average F 0.9 0.25 Sector Average 4 days D 1.5 0.020 Sector Average 30 days E 1.0 0.020 Sector Average F 0.9 0.020 Sector Average G 1.4 0.025 Sector Average BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.2-6 AVERAGE MONTHLY RELATIVE HUMIDITY (PERCENT) AND ABSOLUTE HUMIDITY (gm/m3) AT BEAVER VALLEY BASED ON SEPTEMBER 6, 1970 - SEPTEMBER 5, 1972 DATA Month Relative Humidity (Percent) Absolute Humidity (gm/m3) January 89.0 3.1 February 77.3 2.6 March 44.2 2.3 April 56.9 4.7 May 70.4 8.4 June 80.4 14.2 July 76.3 14.6 August 77.7 13.5 September 81.4 13.6 October 78.9 9.2 November 74.5 5.5 December 62.8 3.8 BVPS UFSAR UNIT 1 Rev. 19 1 of 2 TABLE 2.2-7 /Q (SEC/M3) FOR 158 METER RELEASE - BASED ON THE JOINT FREQUENCY OF BENDIX-FRIEZ 150 FOOT WIND DATA AND T (150'-50') TEMPERATURE DATA FOR THE PERIOD SEPTEMBER 5, 1970 - SEPTEMBER 4, 1971 Time Period Exclusion Distance, Unit 1 - 610 meters Exclusion Distance, Unit 2 - 456 meters 0-2 hours worst case 2.2 x 10-4 worst case 2.5 x 10-4 5% probability level 8.4 x 10-7 5% probability level 1.5 x 10-7 50% probability level 8.1 x 10-27 50% probability level 8.7 x 10-40 Outer Boundary of Low Population Zone (3.6 miles - 5,794 meters) 0-8 hours worst case 1.0 x 10-5 5% probability level 1.5 x 10-6 50% probability level 1.3 x 10-7 Outer Boundary of Low Population Zone (3.6 miles - 5,794 meters) 8-24 hours worst case 5.1 x 10-6 5% probability level 7.5 x 10-7 50% probability level 1.1 x 10-7 BVPS UFSAR UNIT 1 Rev. 19 2 of 2 TABLE 2.2-7 (CONT'D) /Q (SEC/M3) FOR 158 METER RELEASE - BASED ON THE JOINT FREQUENCY OF BENDIX-FRIEZ 150 FOOT WIND DATA AND T (150'-50') TEMPERATURE DATA FOR THE PERIOD SEPTEMBER 5, 1970 - SEPTEMBER 4, 1971 Time Period Exclusion Distance, Unit 1 - 610 meters Exclusion Distance, Unit 2 - 456 meters Outer Boundary of Low Population Zone (3.6 miles - 5,794 meters) 1-4 days worst case 1.3 x 10-6 5% probability level 6.3 x 10-7 50% probability level 8.2 x 10-8 Outer Boundary of Low Population Zone (3.6 miles - 5,794 meters) 4-30 days worst case (1) 5% probability level (1) 50% probability level (1)
(1) No consecutive observations of 624 hours0.00722 days <br />0.173 hours <br />0.00103 weeks <br />2.37432e-4 months <br /> (26 days); i.e., there was always a missing wind and/or temperature measurement in any 624 hour0.00722 days <br />0.173 hours <br />0.00103 weeks <br />2.37432e-4 months <br /> period.
BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.2-8 /Q (SEC/M3) AT THE OUTER BOUNDARY OF THE LOW POPULATION ZONE (3.6 MILES - 5,794 METERS) FOR A GROUND LEVEL RELEASE - BASED ON THE JOINT FREQUENCY OF PACKARD BELL 50 FOOT WIND DATA AND T (150'-50') TEMPERATURE DATA FOR THE PERIOD SEPTEMBER 5, 1970 - SEPTEMBER 4, 1971 Time Period 0-8 hours worst case 1.6 x 10-4 5% probability level 2.6 x 10-5 50% probability level 4.0 x 10-6 8-24 hours worst case 8.2 x 10-5 5% probability level 2.3 x 10-5 50% probability level 3.9 x 10-6 1-4 days worst case 2.3 x 10-5 5% probability level 1.3 x 10-5 50% probability level 2.8 x 10-6 4-30 days worst case (1) 5% probability level (1) 50% probability level (1) (1) No consecutive observations of 624 hours0.00722 days <br />0.173 hours <br />0.00103 weeks <br />2.37432e-4 months <br /> (26 days); i.e., there was always a missing wind and/or temperature measurement in any 624 hour0.00722 days <br />0.173 hours <br />0.00103 weeks <br />2.37432e-4 months <br /> period.
BVPS UFSAR UNIT 1 Rev. 19 1 of 2 TABLE 2.2-9 ANNUAL AVERAGE ATMOSPHERIC DIFFUSION FACTORS (X/Q) FOR A 158 METER RELEASE FOR 16 RADIAL SECTORS TO 50 MILES (USING SITE METEOROLOGICAL DATA) **** ANNUAL AVERAGE **** BEAVER VALLEY 50 FT WIND DATA - DELTA T - 9/5/70-9/5/71
- CHI/Q FOR RELEASE HEIGHT OF
- 1.5800E+02 METERS * (IN SEC PER CU METER)** DIST,M SSW SW WSW W WNW NW NNW N 2.0000E+02 8.9518E-13 6.8382E-13 4.0407E-13 3.7299E-14 1.9893E-13 1.8650E-13 1.3676E-13 6.9001E-20 4.0000E+02 6.9423E-09 5.2240E-09 3.0997E-09 3.5460E-10 1.5656E-09 1.4963E-09 1.0712E-09 3.1933E-11 6.0000E+02 1.0547E-08 6.5497E-09 4.1118E-09 1.7820E-09 2.9010E-09 3.3799E-09 1.9177E-09 7.5840E-10 8.0000E+02 9.1642E-09 4.4040E-09 3.0096E-09 3.5528E-09 4.0594E-09 5.9757E-09 2.8522E-09 2.6266E-09 1.2000E+03 7.4859E-09 4.4578E-09 2.7954E-09 5.5965E-09 7.2925E-09 1.2386E-08 5.8840E-09 7.0293E-09 1.6000E+03 6.4680E-09 5.2675E-09 3.0314E-09 6.0127E-09 8.8795E-09 1.5296E-08 7.4276E-09 9.0149E-09 2.4000E+03 5.3659E-09 6.0222E-09 3.4648E-09 6.0581E-09 1.0474E-08 1.6812E-08 8.5350E-09 9.7850E-09 3.2000E+03 5.7131E-09 7.1159E-09 4.5023E-09 7.0596E-09 1.2950E-08 1.8685E-08 9.8442E-09 1.0696E-08 4.0000E+03 7.1610E-09 8.6151E-09 6.0982E-09 8.9174E-09 1.5936E-08 2.0889E-08 1.1237E-08 1.2149E-08 4.8000E+03 9.1219E-09 1.0205E-08 7.9056E-09 1.1105E-08 1.8839E-08 2.2869E-08 1.2428E-08 1.3749E-08 5.6000E+03 1.1084E-08 1.1622E-08 9.5946E-09 1.3167E-08 2.1282E-08 2.4371E-08 1.3310E-08 1.5173E-08 6.4000E+03 1.2767E-08 1.2738E-08 1.0986E-08 1.4864E-08 2.3116E-08 2.5339E-08 1.3872E-08 1.6267E-08 7.2000E+03 1.4075E-08 1.3532E-08 1.2032E-08 1.6127E-08 2.4348E-08 2.5823E-08 1.4154E-08 1.7003E-08 8.0000E+03 1.5020E-08 1.4040E-08 1.2755E-08 1.6984E-08 2.5060E-08 2.5911E-08 1.4212E-08 1.7418E-08 8.8000E+03 1.5653E-08 1.4315E-08 1.3206E-08 1.7499E-08 2.5357E-08 2.5700E-08 1.4101E-08 1.7571E-08 9.6000E+03 1.6038E-08 1.4411E-08 1.3442E-08 1.7742E-08 2.5338E-08 2.5272E-08 1.3870E-08 1.7521E-08 1.0400E+04 1.6231E-08 1.4376E-08 1.3514E-08 1.7778E-08 2.5088E-08 2.4695E-08 1.3558E-08 1.7323E-08 1.1200E+04 1.6281E-08 1.4245E-08 1.3463E-08 1.7661E-08 2.4674E-08 2.4022E-08 1.3192E-08 1.7020E-08 1.2000E+04 1.6225E-08 1.4048E-08 1.3323E-08 1.7433E-08 2.4147E-08 2.3290E-08 1.2795E-08 1.6644E-08 1.2800E+04 1.6092E-08 1.3807E-08 1.3120E-08 1.7127E-08 2.3547E-08 2.2529E-08 1.2382E-08 1.6222E-08 1.4400E+04 1.5679E-08 1.3246E-08 1.2599E-08 1.6376E-08 2.2237E-08 2.0994E-08 1.1549E-08 1.5307E-08 1.5200E+04 1.5427E-08 1.2947E-08 1.2305E-08 1.5963E-08 2.1562E-08 2.0244E-08 1.1142E-08 1.4839E-08 1.6000E+04 1.5157E-08 1.2645E-08 1.2003E-08 1.5540E-08 2.0890E-08 1.9515E-08 1.0747E-08 1.4374E-08 1.6800E+04 1.4877E-08 1.2343E-08 1.1696E-08 1.5115E-08 2.0229E-08 1.8811E-08 1.0365E-08 1.3917E-08 1.7600E+04 1.4592E-08 1.2044E-08 1.1389E-08 1.4693E-08 1.9584E-08 1.8135E-08 9.9991E-09 1.3471E-08 1.8400E+04 1.4304E-08 1.1751E-08 1.1086E-08 1.4277E-08 1.8959E-08 1.7489E-08 9.6485E-09 1.3040E-08 1.9200E+04 1.4017E-08 1.1465E-08 1.0789E-08 1.3871E-08 1.8355E-08 1.6871E-08 9.3139E-09 1.2624E-08 2.0000E+04 1.3733E-08 1.1186E-08 1.0499E-08 1.3476E-08 1.7773E-08 1.6283E-08 8.9949E-09 1.2223E-08 2.0800E+04 1.3453E-08 1.0916E-08 1.0217E-08 1.3093E-08 1.7215E-08 1.5723E-08 8.6913E-09 1.1839E-08 2.1600E+04 1.3177E-08 1.0654E-08 9.9435E-09 1.2724E-08 1.6681E-08 1.5191E-08 8.4025E-09 1.1471E-08 2.2400E+04 1.2908E-08 1.0401E-08 9.6795E-09 1.2368E-08 1.6169E-08 1.4685E-08 8.1280E-09 1.1119E-08 2.3200E+04 1.2645E-08 1.0156E-08 9.4248E-09 1.2025E-08 1.5680E-08 1.4204E-08 7.8670E-09 1.0783E-08 2.4000E+04 1.2388E-08 9.9198E-09 9.1793E-09 1.1696E-08 1.5213E-08 1.3747E-08 7.6189E-09 1.0461E-08 5.0000E+04 7.0631E-09 5.3909E-09 4.6866E-09 5.8137E-09 7.2415E-09 6.2755E-09 3.5289E-09 4.9821E-09 1.0000E+05 3.6104E-09 2.7118E-09 2.3273E-09 2.8635E-09 3.5021E-09 2.9750E-09 1.6804E-09 2.4105E-09 BVPS UFSAR UNIT 1 Rev. 19 2 of 2 TABLE 2.2-9 (CONT'D) ANNUAL AVERAGE ATMOSPHERIC DIFFUSION FACTORS (X/Q) FOR A 158 METER RELEASE FOR 16 RADIAL SECTORS TO 50 MILES (USING SITE METEOROLOGICAL DATA) **** ANNUAL AVERAGE **** BEAVER VALLEY 50 FT WIND DATA - DELTA T - 9/5/70-9/5/71
- CHI/Q FOR RELEASE HEIGHT OF
- 1.5800E+02 METERS * (IN SEC PER CU METER)** DIST,M NNE NE ENE E ESE SE SSE S 2.0000E+02 4.6624E-14 1.2433E-13 4.9732E-13 3.1083E-13 3.7299E-14 7.4598E-13 6.2165E-14 7.5841E-13 4.0000E+02 4.3094E-10 9.4988E-10 3.8222E-09 2.3746E-09 2.9517E-10 5.7498E-09 4.7497E-10 5.7939E-09 6.0000E+02 1.9807E-09 1.2558E-09 5.2408E-09 3.0240E-09 6.0098E-10 8.0839E-09 6.7214E-10 7.2293E-09 8.0000E+02 3.9089E-09 1.4766E-09 4.3795E-09 2.4889E-09 1.0915E-09 6.1487E-09 1.1986E-09 4.5216E-09 1.2000E+03 6.2659E-09 3.5975E-09 5.3566E-09 4.0372E-09 2.5425E-09 4.3303E-09 3.6907E-09 3.4556E-09 1.6000E+03 6.7599E-09 4.8710E-09 6.1880E-09 5.2443E-09 3.3068E-09 3.7093E-09 5.0254E-09 3.8441E-09 2.4000E+03 6.4382E-09 5.6266E-09 6.6114E-09 6.2513E-09 4.1644E-09 3.7281E-09 5.4307E-09 5.1007E-09 3.2000E+03 6.5724E-09 6.2353E-09 7.2414E-09 7.4556E-09 5.7487E-09 5.3044E-09 6.1866E-09 7.4698E-09 4.0000E+03 7.0587E-09 6.8415E-09 8.0722E-09 8.9303E-09 8.1635E-09 8.1862E-09 8.1167E-09 1.0747E-08 4.8000E+03 7.6161E-09 7.3283E-09 8.8733E-09 1.0396E-08 1.0921E-08 1.1670E-08 1.0725E-08 1.4323E-08 5.6000E+03 8.0914E-09 7.6557E-09 9.5165E-09 1.1646E-08 1.3518E-08 1.5047E-08 1.3368E-08 1.7616E-08 6.4000E+03 8.4249E-09 7.8281E-09 9.9585E-09 1.2589E-08 1.5674E-08 1.7914E-08 1.5659E-08 2.0321E-08 7.2000E+03 8.6112E-09 7.8699E-09 1.0207E-08 1.3221E-08 1.7308E-08 2.0138E-08 1.7458E-08 2.2362E-08 8.0000E+03 8.6694E-09 7.8109E-09 1.0294E-08 1.3582E-08 1.8451E-08 2.1744E-08 1.8766E-08 2.3795E-08 8.8000E+03 8.6262E-09 7.6789E-09 1.0254E-08 1.3725E-08 1.9177E-08 2.2819E-08 1.9647E-08 2.4722E-08 9.6000E+03 8.5076E-09 7.4970E-09 1.0122E-08 1.3703E-08 1.9571E-08 2.3467E-08 2.0181E-08 2.5252E-08 1.0400E+04 8.3356E-09 7.2830E-09 9.9238E-09 1.3558E-08 1.9709E-08 2.3783E-08 2.0445E-08 2.5480E-08 1.1200E+04 8.1277E-09 7.0502E-09 9.6822E-09 1.3326E-08 1.9656E-08 2.3849E-08 2.0504E-08 2.5485E-08 1.2000E+04 7.8972E-09 6.8083E-09 9.4132E-09 1.3036E-08 1.9464E-08 2.3729E-08 2.0411E-08 2.5326E-08 1.2800E+04 7.6540E-09 6.5640E-09 9.1287E-09 1.2707E-08 1.9171E-08 2.3475E-08 2.0207E-08 2.5051E-08 1.4400E+04 7.1566E-09 6.0857E-09 8.5456E-09 1.1991E-08 1.8401E-08 2.2707E-08 1.9587E-08 2.4282E-08 1.5200E+04 6.9110E-09 5.8568E-09 8.2575E-09 1.1623E-08 1.7963E-08 2.2245E-08 1.9211E-08 2.3833E-08 1.6000E+04 6.6712E-09 5.6367E-09 7.9760E-09 1.1258E-08 1.7509E-08 2.1756E-08 1.8813E-08 2.3361E-08 1.6800E+04 6.4388E-09 5.4260E-09 7.7031E-09 1.0898E-08 1.7048E-08 2.1250E-08 1.8400E-08 2.2877E-08 1.7600E+04 6.2148E-09 5.2250E-09 7.4400E-09 1.0548E-08 1.6587E-08 2.0738E-08 1.7981E-08 2.2388E-08 1.8400E+04 5.9997E-09 5.0338E-09 7.1873E-09 1.0208E-08 1.6130E-08 2.0227E-08 1.7562E-08 2.1899E-08 1.9200E+04 5.7939E-09 4.8521E-09 6.9453E-09 9.8802E-09 1.5682E-08 1.9720E-08 1.7145E-08 2.1416E-08 2.0000E+04 5.5972E-09 4.6797E-09 6.7140E-09 9.5648E-09 1.5244E-08 1.9222E-08 1.6735E-08 2.0940E-08 2.0800E+04 5.4097E-09 4.5163E-09 6.4934E-09 9.2623E-09 1.4819E-08 1.8734E-08 1.6333E-08 2.0474E-08 2.1600E+04 5.2311E-09 4.3613E-09 6.2831E-09 8.9725E-09 1.4408E-08 1.8259E-08 1.5941E-08 2.0018E-08 2.2400E+04 5.0611E-09 4.2144E-09 6.0828E-09 8.6953E-09 1.4010E-08 1.7798E-08 1.5559E-08 1.9574E-08 2.3200E+04 4.8992E-09 4.0752E-09 5.8921E-09 8.4304E-09 1.3626E-08 1.7352E-08 1.5188E-08 1.9143E-08 2.4000E+04 4.7452E-09 3.9432E-09 5.7105E-09 8.1774E-09 1.3257E-08 1.6920E-08 1.4829E-08 1.8724E-08 5.0000E+04 2.1955E-09 1.8013E-09 2.6790E-09 8.8750E-09 6.6111E-09 8.8011E-09 7.9118E-09 1.0379E-08 1.0000E+05 1.0479E-09 8.5105E-10 1.2841E-09 1.8716E-09 3.2649E-09 4.4041E-09 3.9855E-09 5.2641E-09 BVPS UFSAR UNIT 1 Rev. 19 1 of 2 TABLE 2.2-10 ANNUAL AVERAGE ATMOSPHERIC DIFFUSION FACTORS (X/Q) FOR A GROUND-LEVEL RELEASE FOR 16 RADIAL SECTORS TO 50 MILES (USING SITE METEOROLOGICAL DATA) **** ANNUAL AVERAGE **** BEAVER VALLEY 50 FT WIND DATA - DELTA T - 9/5/70-9/5/71
- CHI/Q FOR RELEASE HEIGHT OF
- 0. METERS * (IN SEC PER CU METER)** DIST,M NNE NE ENE E ESE SE SSE S 2.0000E+02 2.8208E-05 2.4146E-05 3.6584E-05 5.4822E-05 1.0961E-04 1.4967E-04 1.6045E-04 2.8848E-04 4.0000E+02 7.5850E-06 6.5078E-06 9.8500E-06 1.4778E-05 2.9626E-05 4.0457E-05 4.3496E-05 7.8513E-05 6.0000E+02 3.6260E-06 3.1193E-06 4.7192E-06 7.0892E-06 1.4270E-05 1.9504E-05 2.1047E-05 3.8181E-05 8.0000E+02 2.1942E-06 1.8929E-06 2.8635E-06 4.3068E-06 8.7093E-06 1.1919E-05 1.2913E-05 2.3552E-05 1.2000E+03 1.1243E-06 9.7350E-07 1.4741E-06 2.2234E-06 4.5341E-06 6.2179E-06 6.7779E-06 1.2465E-05 1.6000E+03 7.0618E-07 6.1221E-07 9.2831E-07 1.4036E-06 2.8776E-06 3.9490E-06 4.3182E-06 7.9749E-06 2.4000E+03 3.6746E-07 3.1912E-07 4.8489E-07 7.3570E-07 1.5195E-06 2.0873E-06 2.2927E-06 4.2596E-06 3.2000E+03 2.3164E-07 2.0142E-07 3.0651E-07 4.6619E-07 9.6801E-07 1.3305E-06 1.4662E-06 2.7359E-06 4.0000E+03 1.6219E-07 1.4116E-07 2.1508E-07 3.2776E-07 6.8343E-07 9.3979E-07 1.0382E-06 1.9440E-06 4.8000E+03 1.2137E-07 1.0571E-07 1.6123E-07 2.4609E-07 5.1491E-07 7.0828E-07 7.8411E-07 1.4724E-06 5.6000E+03 9.5079E-08 8.2857E-08 1.2649E-07 1.9333E-07 4.0573E-07 5.5823E-07 6.1913E-07 1.1654E-06 6.4000E+03 7.7023E-08 6.7154E-08 1.0260E-07 1.5701E-07 3.3037E-07 4.5462E-07 5.0503E-07 9.5269E-07 7.2000E+03 6.4014E-08 5.5834E-08 8.5362E-08 1.3078E-07 2.7583E-07 3.7961E-07 4.2232E-07 7.9822E-07 8.0000E+03 5.4288E-08 4.7366E-08 7.2463E-08 1.1114E-07 2.3490E-07 3.2330E-07 3.6015E-07 6.8191E-07 8.8000E+03 4.6797E-08 4.0842E-08 6.2520E-08 9.5980E-08 2.0326E-07 2.7977E-07 3.1203E-07 5.9178E-07 9.6000E+03 4.0887E-08 3.5693E-08 5.4669E-08 8.4003E-08 1.7822E-07 2.4531E-07 2.7391E-07 5.2027E-07 1.0400E+04 3.6130E-08 3.1548E-08 4.8345E-08 7.4350E-08 1.5801E-07 2.1749E-07 2.4311E-07 4.6241E-07 1.1200E+04 3.2236E-08 2.8153E-08 4.3164E-08 6.6436E-08 1.4142E-07 1.9465E-07 2.1779E-07 4.1481E-07 1.2000E+04 2.9001E-08 2.5333E-08 3.8858E-08 5.9856E-08 1.2760E-07 1.7563E-07 1.9670E-07 3.7511E-07 1.2800E+04 2.6280E-08 2.2960E-08 3.5234E-08 5.4314E-08 1.1595E-07 1.5959E-07 1.7890E-07 3.4157E-07 1.4400E+04 2.1980E-08 1.9208E-08 2.9502E-08 4.5542E-08 9.7487E-08 1.3416E-07 1.5064E-07 2.8827E-07 1.5200E+04 2.0259E-08 1.7707E-08 2.7206E-08 4.2028E-08 9.0076E-08 1.2395E-07 1.3929E-07 2.6683E-07 1.6000E+04 1.8757E-08 1.6396E-08 2.5202E-08 3.8958E-08 8.3597E-08 1.1502E-07 1.2936E-07 2.4806E-07 1.6800E+04 1.7438E-08 1.5245E-08 2.3440E-08 3.6257E-08 7.7893E-08 1.0717E-07 1.2061E-07 2.3152E-07 1.7600E+04 1.6271E-08 1.4226E-08 2.1881E-08 3.3868E-08 7.2841E-08 1.0020E-07 1.1286E-07 2.1684E-07 1.8400E+04 1.5233E-08 1.3320E-08 2.0495E-08 3.1741E-08 6.8341E-08 9.4004E-08 1.0595E-07 2.0376E-07 1.9200E+04 1.4305E-08 1.2510E-08 1.9254E-08 2.9838E-08 6.4312E-08 8.8452E-08 9.9763E-08 1.9203E-07 2.0000E+04 1.3471E-08 1.1782E-08 1.8140E-08 2.8128E-08 6.0689E-08 8.3458E-08 9.4193E-08 1.8147E-07 2.0800E+04 1.2720E-08 1.1125E-08 1.7135E-08 2.6585E-08 5.7415E-08 7.8947E-08 8.9159E-08 1.7192E-07 2.1600E+04 1.2038E-08 1.0531E-08 1.6223E-08 2.5185E-08 5.4446E-08 7.4855E-08 8.4592E-08 1.6325E-07 2.2400E+04 1.1419E-08 9.9897E-09 1.5395E-08 2.3913E-08 5.1744E-08 7.1130E-08 8.0432E-08 1.5535E-07 2.3200E+04 1.0854E-08 9.4963E-09 1.4639E-08 2.2751E-08 4.9275E-08 6.7727E-08 7.6632E-08 1.4812E-07 2.4000E+04 1.0338E-08 9.0447E-09 1.3946E-08 2.1687E-08 4.7013E-08 6.4609E-08 7.3147E-08 1.4150E-07 5.0000E+04 3.8458E-09 3.3701E-09 5.2337E-09 8.2663E-09 1.8337E-08 2.5054E-08 2.8817E-08 5.6914E-08 1.0000E+05 1.8501E-09 1.6249E-09 2.5464E-09 4.1266E-09 9.4466E-09 1.2729E-08 1.4995E-08 3.0538E-08 BVPS UFSAR UNIT 1 Rev. 19 2 of 2 TABLE 2.2-10 (CONT'D) ANNUAL AVERAGE ATMOSPHERIC DIFFUSION FACTORS (X/Q) FOR A GROUND-LEVEL RELEASE FOR 16 RADIAL SECTORS TO 50 MILES (USING SITE METEOROLOGICAL DATA) **** ANNUAL AVERAGE **** BEAVER VALLEY 50 FT WIND DATA - DELTA T - 9/5/70-9/5/71
- CHI/Q FOR RELEASE HEIGHT OF
- 0. METERS * (IN SEC PER CU METER)** DIST,M SSW SW WSW W WNW NW NNW N 2.0000E+02 3.0612E-04 2.0734E-04 8.5251E-05 8.2270E-05 9.2738E-05 7.8633E-05 4.6946E-05 6.3337E-05 4.0000E+02 8.3571E-05 5.6574E-05 2.3073E-05 2.2171E-05 2.4959E-05 2.1156E-05 1.2651E-05 1.7037E-05 6.0000E+02 4.0789E-05 2.7588E-05 1.1137E-05 1.0640E-05 1.1948E-05 1.0115E-05 6.0633E-06 8.1500E-06 8.0000E+02 2.5258E-05 1.7066E-05 6.8147E-06 6.4686E-06 7.2407E-06 6.1210E-06 3.6791E-06 4.9358E-06 1.2000E+03 1.3451E-05 9.0731E-06 3.5615E-06 3.3449E-06 3.7221E-06 3.1352E-06 1.8930E-06 2.5343E-06 1.6000E+03 8.6388E-06 5.8208E-06 2.2640E-06 2.1138E-06 2.3435E-06 1.9684E-06 1.1913E-06 1.5945E-06 2.4000E+03 4.6396E-06 3.1215E-06 1.1983E-06 1.1093E-06 1.2234E-06 1.0236E-06 6.2155E-07 8.3152E-07 8.2000E+03 2.9919E-06 2.0108E-06 7.6467E-07 7.0347E-07 7.7290E-07 6.4492E-07 3.9254E-07 5.2493E-07 4.0000E+03 2.1327E-06 1.4322E-06 5.4057E-07 4.9486E-07 5.4206E-07 4.5136E-07 2.7525E-07 3.6794E-07 4.8000E+03 1.6197E-06 1.0869E-06 4.0772E-07 3.7169E-07 4.0613E-07 3.3761E-07 2.0620E-07 2.7555E-07 5.6000E+03 1.2851E-06 8.6188E-07 3.2156E-07 2.9210E-07 3.1848E-07 2.6437E-07 1.6168E-07 2.1599E-07 6.4000E+03 1.0527E-06 7.0569E-07 2.6204E-07 2.3728E-07 2.5821E-07 2.1409E-07 1.3108E-07 1.7506E-07 7.2000E+03 8.8372E-07 5.9213E-07 2.1893E-07 1.9768E-07 2.1476E-07 1.7787E-07 1.0901E-07 1.4555E-07 8.0000E+03 7.5629E-07 5.0653E-07 1.8655E-07 1.6801E-07 1.8224E-07 1.5079E-07 9.2500E-08 1.2348E-07 8.8000E+03 6.5740E-07 4.4014E-07 1.6152E-07 1.4511E-07 1.5717E-07 1.2994E-07 7.9777E-08 1.0647E-07 9.6000E+03 5.7885E-07 3.8741E-07 1.4169E-07 1.2702E-07 1.3739E-07 1.1350E-07 6.9734E-08 9.3045E-08 1.0400E+04 5.1522E-07 3.4472E-07 1.2568E-07 1.1243E-07 1.2146E-07 1.0027E-07 6.1647E-08 8.2237E-08 1.1200E+04 4.6283E-07 3.0957E-07 1.1253E-07 1.0046E-07 1.0841E-07 8.9434E-08 5.5024E-08 7.3386E-08 1.2000E+04 4.1908E-07 2.8023E-07 1.0158E-07 9.0514E-08 9.7566E-08 8.0438E-08 4.9520E-08 6.6032E-08 1.2800E+04 3.8210E-07 2.5543E-07 9.2338E-08 8.2134E-08 8.8441E-08 7.2874E-08 4.4889E-08 5.9846E-08 1.4400E+04 3.2324E-07 2.1598E-07 7.7684E-08 6.8866E-08 7.4011E-08 6.0920E-08 3.7565E-08 5.0064E-08 1.5200E+04 2.9954E-07 2.0009E-07 7.1801E-08 6.3549E-08 6.8235E-08 5.6138E-08 3.4634E-08 4.6149E-08 1.6000E+04 2.7878E-07 1.8618E-07 6.6655E-08 5.8904E-08 6.3192E-08 5.1966E-08 3.2075E-08 4.2732E-08 1.6800E+04 2.6046E-07 1.7391E-07 6.2124E-08 5.4818E-08 5.8759E-08 4.8300E-08 2.9825E-08 3.9728E-08 1.7600E+04 2.4421E-07 1.6302E-07 5.8110E-08 5.1201E-08 5.4838E-08 4.5058E-08 2.7836E-08 3.7071E-08 1.8400E+04 2.2970E-07 1.5331E-07 5.4533E-08 4.7982E-08 5.1350E-08 4.2176E-08 2.6066E-08 3.4709E-08 1.9200E+04 2.1669E-07 1.4460E-07 5.1331E-08 4.5102E-08 4.8231E-08 3.9599E-08 2.4483E-08 3.2596E-08 2.0000E+04 2.0498E-07 1.3675E-07 4.8449E-08 4.2514E-08 4.5429E-08 3.7285E-08 2.3061E-08 3.0698E-08 2.0800E+04 1.9437E-07 1.2966E-07 4.5846E-08 4.0176E-08 4.2901E-08 3.5198E-08 2.1779E-08 2.8986E-08 2.1600E+04 1.8474E-07 1.2321E-07 4.3484E-08 3.8058E-08 4.0611E-08 3.3308E-08 2.0616E-08 2.7435E-08 2.2400E+04 1.7596E-07 1.1734E-07 4.1334E-08 3.6131E-08 3.8528E-08 3.1589E-08 1.9560E-08 2.6024E-08 2.3200E+04 1.6793E-07 1.1196E-07 3.9369E-08 3.4371E-08 3.6627E-08 3.0022E-08 1.8595E-08 2.4737E-08 2.4000E+04 1.6057E-07 1.0703E-07 3.7569E-08 3.2760E-08 3.4888E-08 2.8587E-08 1.7713E-08 2.3560E-08 5.0000E+04 6.6152E-08 4.3921E-08 1.4708E-08 1.2415E-08 1.3008E-08 1.0593E-08 6.6148E-09 8.7552E-09 1.0000E+05 3.6797E-08 2.4312E-08 7.6013E-09 6.1002E-09 6.2529E-09 5.0719E-09 3.1966E-09 4.1852E-09 BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.2-11 Design Basis LOCA X/Q Values (sec/m3)
Exclusion Area Boundary Low Population Zone 610 meters 3.6 miles 0.5% 50% 0.5% 50%
0-2 hours 8.9 x 10-4 6.3 x 10-4 9.5 x 10-5 7.9 x 10-5 0-8 hours - - 4.2 x 10-5 3.6 x 10-5 0-24 hours - - 2.7 x 10-5 2.4 x 10-5 0-31 days - - 6.8 x 10-6 6.6 x 10-6
Note: Appendix 2A and Table 2.2-11 values were used for analyses performed prior to 1996. The values in Tables 2.2-11a and 2.2-11b will be used for radiological consequence analyses performed subsequent to 1996.
BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.2-11a 0.5% Accident Analysis 0- to 2-Hour X/Q Values at the Exclusion Area Boundary (1/1/86 - 12/31/95) Downwind Sector Downwind Distance (m) Sector X/Q (sec/m3 ) N 610 5.41E-4 NNE 610 3.31E-4 NE 610 2.11E-4 ENE 610 1.84E-4 E 610 1.85E-4 ESE 610 2.01E-4 SE 610 1.86E-4 SSE 610 1.92E-4 S 610 2.08E-4 SSW 610 2.36E-4 SW 610 3.17E-4 WSW 610 3.93E-4 W 610 5.67E-4 WNW 610 8.00E-4 NW 610 1.04E-3 NNW 610 7.35E-4 Maximum Value (NW) 1.04E-3 5% Site Value 6.09E-4
Notes:
- 1. The data above were generated in 1996. Appendix 2A and Table 2.2-11 values were used for analyses performed prior to 1996.
- 2. Ref: ERS-SFL-96-021 r0, 1996
BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.2-11b 0.5% Accident Analysis X/Q Values for Various Time Periods at the Low Population Zone Boundary (1/1/86 - 12/31/95) Downwind Sector Distance (m) 0-2 Hrs 0-8 Hrs sec/m3 8-24 Hrs 1-4 days 4-30 days N 5794 5.22E-5 2.42E-5 1.64E-5 7.12E-6 2.14E-6 NNE 5794 2.79E-5 1.33E-5 9.16E-6 4.09E-6 1.29E-6 NE 5794 1.66E-5 8.16E-6 5.72E-6 2.65E-6 8.76E-7 ENE 5794 1.40E-5 7.50E-6 5.49E-6 2.80E-6 1.06E-6 E 5794 1.32E-5 6.52E-6 4.59E-6 2.14E-6 7.17E-7 ESE 5794 1.28E-5 6.16E-6 4.27E-6 1.93E-6 6.19E-7 SE 5794 1.45E-5 6.95E-6 4.81E-6 2.17E-6 6.92E-7 SSE 5794 1.47E-5 6.80E-6 4.62E-6 2.00E-6 5.99E-7 S 5794 1.64E-5 7.51E-6 5.09E-6 2.18E-6 6.48E-7 SSW 5794 1.88E-5 8.68E-6 5.90E-6 2.55E-6 7.65E-7 SW 5794 2.80E-5 1.30E-5 8.83E-6 3.83E-6 1.15E-6 WSW 5794 4.22E-5 1.99E-5 1.37E-5 6.08E-6 1.89E-6 W 5794 6.41E-5 3.00E-5 2.06E-5 9.03E-6 2.77E-6 WNW 5794 9.06E-5 4.58E-5 3.26E-5 1.56E-5 5.38E-6 NW 5794 1.18E-4 6.04E-5 4.33E-5 2.10E-5 7.44E-6 NNW 5794 8.32E-5 3.94E-5 2.71E-5 1.21E-5 3.78E-6 Max. Value (NW) 1.18E-4 6.04E-5 4.33E-5 2.10E-5 7.44E-6 5% Site Value 6.68E-5 3.77E-5 2.83E-5 1.52E-5 6.23E-6 Notes: 1. The data above were generated in 1996. Appendix 2A and Table 2.2-11 values were used for analyses performed prior to 1996. 2. Ref: ERS-SFL-96-021 r0, 1996 BVPS UFSAR UNIT 1 Rev. 23 1 of 2 TABLE 2.2-12A BVPS-1 ON-SITE ATMOSPHERIC DISPERSION FACTORS (SEC/M3) - ARCON96 Methodology Release Receptor 0-2 hr 2-8 hr 8-24 hr 1-4 d 4-30 d U1 Containment Edge BVPS-1 CR Intake 7.48E-04 5.77E-04 2.53E-04 2.00E-04 1.78E-04 U1 Containment Top BVPS-1 CR Intake 8.16E-04 5.78E-04 2.27E-04 1.71E-04 1.47E-04 U1 Ventilation Vent BVPS-1 CR Intake 4.75E-03 3.66E-03 1.43E-03 1.02E-03 8.84E-04 U1 RWST Vent BVPS-1 CR Intake 7.34E-04 6.17E-04 2.54E-04 1.96E-04 1.57E-04 U1 MS Relief Valves BVPS-1 CR Intake 1.24E-03 9.94E-04 4.08E-04 3.03E-04 2.51E-04 U1 MSL (break)/AEJ BVPS-1 CR Intake 1.05E-02 7.72E-03 3.01E-03 2.14E-03 2.00E-03 U1 Gaseous Waste Storage Vault BVPS-1 CR Intake 1.40E-03 8.78E-04 3.16E-04 2.93E-04 2.62E-04 U1 Containment Equipment Hatch BVPS-1 CR Intake 6.25E-04 4.23E-04 1.76E-04 1.27E-04 1.11E-04 U1 Cooling Tower BVPS-1 CR Intake 1.19E-04 8.79E-05 3.41E-05 2.76E-05 2.09E-05 U1 Containment Edge BVPS-2 CR Intake 4.88E-04 4.07E-04 1.79E-04 1.41E-04 1.22E-04 U1 Containment Top BVPS-2 CR Intake 5.93E-04 4.63E-04 1.84E-04 1.34E-04 1.16E-04 U1 Ventilation Vent BVPS-2 CR Intake 2.00E-03 1.62E-03 6.76E-04 5.05E-04 4.06E-04 U1 RWST Vent BVPS-2 CR Intake 4.76E-04 4.10E-04 1.70E-04 1.33E-04 1.07E-04 U1 MS Relief Valves BVPS-2 CR Intake 7.46E-04 6.31E-04 2.62E-04 1.98E-04 1.62E-04 U1 MSL (break)/AEJ BVPS-2 CR Intake 4.24E-03 3.87E-03 1.69E-03 1.18E-03 1.06E-03 U1 Gaseous Waste Storage Vault BVPS-2 CR Intake 1.42E-03 8.19E-04 3.38E-04 2.78E-04 2.49E-04 U1 Containment Equipment Hatch BVPS-2 CR Intake 4.48E-04 3.33E-04 1.36E-04 1.02E-04 8.70E-05 U1 Cooling Tower BVPS-2 CR Intake 1.33E-04 9.49E-05 3.61E-05 2.87E-05 2.25E-05 U1 Containment Edge BVPS-2 Aux. Bldg. NW Corner 3.34E-04 2.85E-04 1.23E-04 9.62E-05 8.37E-05 U1 Containment Top BVPS-2 Aux. Bldg. NW Corner 4.37E-04 3.41E-04 1.39E-04 1.02E-04 8.79E-05 U1 RWST Vent BVPS-2 Aux. Bldg. NW Corner 3.23E-04 2.83E-04 1.18E-04 9.32E-05 7.52E-05 U1 Cooling Tower BVPS-2 Aux. Bldg. NW Corner 1.57E-04 1.12E-04 4.13E-05 3.35E-05 2.60E-05 U1 Containment Edge BVPS-1 Service Bldg. 1.90E-03 1.57E-03 4.54E-04 5.08E-04 4.55E-04 U1 Containment Top BVPS-1 Service Bldg. 1.64E-03 8.59E-04 3.35E-04 2.71E-04 2.29E-04 U1 RWST Vent BVPS-1 Service Bldg. 2.37E-03 1.88E-03 7.58E-04 5.71E-04 4.48E-04 BVPS UFSAR UNIT 1 Rev. 23 2 of 2 TABLE 2.2-12A (CONT'D) BVPS-1 ON-SITE ATMOSPHERIC DISPERSION FACTORS (SEC/M3) - ARCON96 Methodology Release Receptor 0-2 hr 2-8 hr 8-24 hr 1-4 d 4-30 d U1 Cooling Tower BVPS-1 Service Bldg. 1.09E-04 8.10E-05 3.28E-05 2.65E-05 1.92E-05 U1 Containment Edge ERF Intake 4.53E-05 2.97E-05 1.41E-05 1.23E-05 1.09E-05 U1 Containment Top ERF Intake 4.57E-05 3.74E-05 1.50E-05 1.44E-05 1.23E-05 U1 RWST Vent ERF Intake 4.53E-05 2.87E-05 1.39E-05 1.21E-05 1.05E-05 U1 Cooling Tower ERF Intake 5.75E-05 4.97E-05 2.31E-05 1.80E-05 1.66E-05 U1 Containment Edge ERF Edge Closest to Cont. 4.70E-05 3.16E-05 1.54E-05 1.32E-05 1.14E-05 U1 Containment Top ERF Edge Closest to Cont. 5.00E-05 3.94E-05 1.62E-05 1.52E-05 1.30E-05 U1 RWST Vent ERF Edge Closest to Cont. 4.54E-05 3.14E-05 1.50E-05 1.29E-05 1.13E-05 U1 Cooling Tower ERF Edge Closest to Cont. 7.67E-05 6.28E-05 3.10E-05 2.36E-05 2.17E-05 Notes: 1. Table 2.2-12 provides the main control room X/Q information for the Waste Gas System Rupture and the Fuel Handling Accident 2. Table 2.2-12B provides the main control room X/Q information for all of the release-receptor combinations associated with BVPS-2 accidents. The BVPS-2 accident X/Q values are taken into consideration when the dose consequences of the event are established based on an analysis that is bounding for both units. 3. Occupancy factors are not addressed in these values. 4. The Control Room In-leakage X/Q values can be represented by the Control Room air intake X/Q values. The higher values from among the Unit 1 and Unit 2 Control Room Intake X/Qs are conservatively used for this purpose.
BVPS UFSAR UNIT 1 Rev. 23 1 of 2 TABLE 2.2-12B BVPS-2 ON-SITE ATMOSPHERIC DISPERSION FACTORS (SEC/M3) - ARCON96 Methodology Release Receptor 0-2 hr 2-8 hr 8-24 hr 1-4 d 4-30 d U1 Containment Edge BVPS-1 CR Intake 3.19E-04 2.38E-04 1.06E-04 8.08E-05 6.19E-05 U 2 Containment Top BVPS-1 CR Intake 3.83E-04 3.10E-04 1.34E-04 9.83E-05 6.65E-05 U 2 Ventilation Vent BVPS-1 CR Intake 5.32E-04 3.89E-04 1.75E-04 1.30E-04 9.02E-05 U 2 RWST Vent BVPS-1 CR Intake 1.70E-04 1.30E-04 5.56E-05 4.40E-05 3.31E-05 U 2 MS Relief Valves BVPS-1 CR Intake 3.33E-04 2.38E-04 1.09E-04 7.88E-05 5.66E-05 U 2 MSL (break)/AEJ BVPS-1 CR Intake 6.21E-04 4.87E-04 2.30E-04 1.65E-04 1.10E-04 U 2 Gaseous Waste Storage Vault BVPS-1 CR Intake 7.71E-04 4.90E-04 2.26E-04 1.76E-04 1.31E-04 U 2 Containment Equipment Hatch BVPS-1 CR Intake 2.47E-04 1.69E-04 7.94E-05 6.05E-05 4.56E-05 U 2 Contain. Edge BVPS-2 CR Intake 4.82E-04 3.59E-04 1.55E-04 1.21E-04 9.18E-05 U 2 Containment Top BVPS-2 CR Intake 5.56E-04 4.45E-04 1.91E-04 1.39E-04 9.35E-05 U 2 Ventilation Vent BVPS-2 CR Intake 9.39E-04 6.69E-04 3.08E-04 2.23E-04 1.54E-04 U 2 RWST Vent BVPS-2 CR Intake 2.18E-04 1.58E-04 7.31E-05 5.53E-05 4.12E-05 U 2 MS Relief Valves BVPS-2 CR Intake 5.01E-04 3.58E-04 1.61E-04 1.19E-04 8.32E-05 U 2 MSL (break)/AEJ BVPS-2 CR Intake 1.03E-03 7.84E-04 3.57E-04 2.64E-04 1.86E-04 U 2 Gaseous Waste Storage Vault BVPS-2 CR Intake 1.55E-03 9.04E-04 4.08E-04 3.30E-04 2.45E-04 U 2 Containment Equipment Hatch BVPS-2 CR Intake 3.45E-04 2.23E-04 1.06E-04 8.29E-05 6.14E-05 U 2 Contain. Edge BVPS-2 Aux. Bldg. NW Corner 9.12E-04 7.13E-04 3.05E-04 2.35E-04 1.79E-04 U 2 Containment Top BVPS-2 Aux. Bldg. NW Corner 1.14E-03 8.87E-04 3.83E-04 2.74E-04 1.83E-04 U 2 RWST Vent BVPS-2 Aux. Bldg. NW Corner 3.19E-04 2.25E-04 1.06E-04 7.95E-05 5.84E-05 U 2 Contain. Edge BVPS-1 Service Bldg. 1.96E-04 1.54E-04 6.37E-05 5.05E-05 3.89E-05 U 2 Containment Top BVPS-1 Service Bldg. 2.46E-04 2.07E-04 8.84E-05 6.56E-05 4.49E-05 U 2 RWST Vent BVPS-1 Service Bldg. 1.24E-04 9.81E-05 4.10E-05 3.24E-05 2.51E-05 BVPS UFSAR UNIT 1 Rev. 23 2 of 2 TABLE 2.2-12B (CONT'D) BVPS-2 ON-SITE ATMOSPHERIC DISPERSION FACTORS (SEC/M3) - ARCON96 Methodology Release Receptor 0-2 hr 2-8 hr 8-24 hr 1-4 d 4-30 d U 2 Contain. Edge ERF Intake 6.02E-05 4.67E-05 2.22E-05 1.78E-05 1.59E-05 U 2 Containment Top ERF Intake 6.16E-05 5.36E-05 2.42E-05 2.08E-05 1.81E-05 U 2 RWST Vent ERF Intake 7.28E-05 6.58E-05 3.01E-05 2.31E-05 2.08E-05 U 2 Contain. Edge ERF Edge Closest to Containment 6.72E-05 5.69E-05 2.65E-05 2.13E-05 1.89E-05 U 2 Containment Top ERF Edge Closest to Containment 7.22E-05 6.43E-05 2.96E-05 2.48E-05 2.15E-05 U 2 RWST Vent ERF Edge Closest to Containment 9.42E-05 8.37E-05 3.81E-05 2.97E-05 2.58E-05 Notes: 1. The X/Q values presented above are for all of the release-receptor combinations associated with BVPS-2 accidents. These X/Q values are taken into consideration when the dose consequences of the event are established based on an analysis that is bounding for both units. 2. Occupancy factors are not addressed in these values. 3. The Control Room In-leakage X/Q values can be represented by the Control Room air intake X/Q values. The higher values from among the Unit 1 and Unit 2 Control Room Intake X/Qs are conservatively used for this purpose.
BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.3-1 DRAINAGE AREA VALUES(1) Unit Drainage Area Area In Square Miles Unit Drainage Area Area In Square Miles
Dam Area In Square Miles 1 290 35 119 Berlin 249 2 332 36 180 Chautauqua 194 3 136 37 74 Conemaugh 1,351 4 321 38 458 Crooked Creek 277 5 205 39 382 East Branch 72.4 6 222 40 121 Kinzua 2,180 7 576 41 94 Kirwin 80.5 8 230 42 295 Loyalhanna 290 9 166 43 389 Mahoning 340 10 303 44 145 Meander 84 11 350 45 267 Milton 27 12 234 46 257 Mosquito 97.4 13 501 47 504 Shenango 589 14 144 48 242 Tionesta 478 15 738 49 120 Tygart 1,184 16 329 50 203 Youghogheny 434 17 199 51 239 18 443 52 304 19 137 53 398 20 184 54 356 21 498 55 118 22 384 56 178 23 121 57 505 24 125 58 149 25 129 59 409 26 116 60 124 27 330 61 667 28 214 29 504 30 254 31 200 32 241 33 227 34 354
(1) Refer to Figure 2.3-4 for map of unit drainage areas.
BVPS UFSAR UNIT 1 Rev. 19 1 of 22 TABLE 2.3-2 HOURLY UNIT HYDROGRAHIC VALUES AND MUSKINGUM ROUTING COEFFICIENTS REC 1, LN 80 00 50 100 160 240 300 390 480 600 730 870 1090 1300 1510 1650 1770 REC 2, LN 80 1840 1900 1940 1980 2010 2030 2060 2070 2080 2090 2100 2110 2120 2130 2140 2150 REC 3, LN 80 2150 2160 2160 2170 2170 2170 2175 2175 2180 2180 2185 2185 2185 2185 2180 2180 REC 4, LN 80 AREA 2175 2170 2165 2160 2150 2140 2130 2120 2110 2095 2080 2065 2050 2030 2010 1990 REC 5, LN 80 1 1970 1945 1920 1895 1870 1845 1820 1795 1770 1745 1720 1690 1660 1625 1590 1555 HOURLY UNIT REC 6, LN 80 1520 1485 1450 1420 1390 1360 1330 1295 1260 1230 1200 1170 1140 1110 1080 1050 HYDROGRAPH VALUES REC 7, LN 80 1020 990 960 930 900 870 840 815 790 765 740 715 690 665 640 615 REC 8, LN 80 590 565 540 520 500 475 450 430 410 390 370 355 340 320 300 285 REC 9, LN 80 270 255 240 225 210 195 180 165 150 140 130 120 110 100 90 80 REC 10, LN 80 70 60 50 45 40 35 30 25 20 15 10 05 00 REC 11, LN 80 k = 6.0 x = 0.0 6 MUSKINGUM ROUTING COEFFICIENTS (K IS IN HRS) REC 12, LN 80 REACH: AREA 1 TO STA. AA 140 2 2 PLUS NUMBER OF ITERATIONS PER REACH REC 13, LN 80 00 20 50 110 140 240 330 610 1100 1720 2430 3080 3480 3630 3680 3690 REC 14, LN 80 3700 3690 3680 3670 3660 3650 3630 3610 3580 3550 3510 3480 3440 3390 3340 3290 REC 15, LN 80 3240 3170 3110 3040 2970 2890 2820 2750 2680 2600 2530 2460 2390 2310 2240 2180 REC 16, LN 80 AREA 2120 2060 2000 1950 1900 1860 1820 1785 1750 1720 1690 1665 1640 1615 1590 1570 REC 17, LN 80 2 1550 1530 1510 1485 1460 1440 1420 1405 1390 1375 1360 1345 1330 1320 1310 1200 REC 18, LN 80 1290 1285 1280 1270 1260 1245 1230 1215 1200 1185 1170 1145 1120 1095 1070 1040 REC 19, LN 80 1010 980 950 915 880 845 810 775 740 710 680 650 620 590 560 525 REC 20, LN 80 500 475 450 425 400 375 350 325 300 280 260 240 220 200 180 160 REC 21, LN 80 140 125 110 95 80 70 60 45 30 20 10 00 REC 22, LN 80 RUSSELL REC 23, LN 80 2.0 0.1 REACH: STA. AA TO STA. AB REC 24, LN 80 95 2 2 REC 25, LN 80 00 40 90 190 320 530 1180 2170 3650 4620 5280 5610 5730 5730 5360 5270 REC 26, LN 80 AREA 3 4550 2960 2490 2040 1750 1520 1380 1220 1110 1040 970 905 840 810 780 750 REC 27, LN 80 720 700 680 660 640 625 610 595 580 560 540 525 510 500 490 475 REC 28, LN 80 BVPS UFSAR UNIT 1 Rev. 19 2 of 22 TABLE 2.3-2 (CONT'D) HOURLY UNIT HYDROGRAHIC VALUES AND MUSKINGUM ROUTING COEFFICIENTS 460 440 420 410 400 390 380 365 350 335 320 305 290 280 270 260 REC 29, LN 80 250 240 230 220 210 200 190 180 170 160 150 140 130 120 110 105 REC 30, LN 80 100 95 90 85 80 70 60 50 40 30 20 15 10 05 00 REC 31, LN 80 WARREN, PA. REC 32, LN 80 6.0 0.2 - REACH: STA. AB TO STA. AC REC 33, LN 80 152 REC 34, LN 80 00 240 480 1020 2520 4040 4760 5400 5820 6090 6110 5820 5500 5210 5000 4810 REC 35, LN 80 4640 4480 4290 4030 3760 3440 3140 2990 2810 2690 2580 2460 2380 2350 2360 2370 REC 36, LN 80 2390 2410 2430 2450 2460 2470 2470 2460 2440 2410 2380 2330 2280 2220 2160 2100 REC 37, LN 80 2040 1980 1920 1860 1800 1745 1690 1635 1580 1530 1480 1430 1380 1335 1290 1240 REC 38, LN 80 AREA 1190 1145 1100 1055 1010 965 920 890 860 825 790 755 720 695 670 640 REC 39, LN 80 4 610 590 570 545 520 500 480 460 440 420 400 385 370 355 340 325 REC 40, LN 80 310 300 290 280 270 260 250 240 230 220 210 205 200 190 180 170 REC 41, LN 80 160 150 140 130 125 120 115 110 105 100 95 90 90 90 85 80 REC 42, LN 80 75 70 65 60 60 60 55 50 45 40 35 30 30 30 25 20 REC 43, LN 80 20 20 15 10 10 10 05 00 REC 44, LN 80 6.0 0.4 - REACH: AREA 4 TO STA. AC REC 45, LN 80 94 3 2 REC 46, LN 80 00 20 120 320 740 1670 3150 5500 6750 7950 8850 9650 9810 9810 9500 7900 REC 47, LN 80 AREA 6350 4600 3700 3130 2750 2410 2080 1830 1620 1500 1350 1240 1110 990 910 820 REC 48, LN 80 5 730 670 610 560 530 490 460 420 400 390 380 360 340 320 310 300 RED 49, LN 80 300 295 290 280 270 260 250 235 220 215 210 205 200 195 190 185 REC 50, LN 80 180 165 150 140 130 120 110 105 100 95 90 85 80 75 70 65 REC 51, LN 80 60 55 50 45 40 35 30 25 20 15 10 05 05 00 REC 52, LN 80 WEST HICKORY REC 53, LN 80 8.0 0.2 - REACH: STA AC TO STA. AF REC 54, LN 80 97 REC 55, LN 80 00 360 710 1070 1490 1890 2160 2330 2500 2620 2720 2810 2880 2940 3000 3050 REC 56, LN 80 BVPS UFSAR UNIT 1 Rev. 19 3 of 22 TABLE 2.3-2 (CONT'D) HOURLY UNIT HYDROGRAHIC VALUES AND MUSKINGUM ROUTING COEFFICIENTS 3110 3170 3220 3300 3370 3420 3490 3520 3570 3580 3570 3510 3430 3310 3220 3100 REC 57, LN 80 2990 2830 2700 2570 2460 2330 2220 2090 1980 1880 1780 1680 1580 1500 1420 1340 REC 58, LN 80 1260 1190 1120 1060 1000 950 900 850 800 760 720 680 640 605 570 540 REC 59, LN 80 AREA 6 510 485 460 430 400 380 360 340 320 305 290 275 260 240 220 205 REC 60, LN 80 190 175 160 145 130 120 110 100 90 80 70 55 40 30 10 05 REC 61, LN 80 00 REC 62, LN 80 5.0 0.1 NO. OF ITERATIONS REC 63, LN 80 5.8 0.0 2 REC 64, LN 80 5.5 0.0 2 REACHES: AREA 6 TO STA. AD REC 65, LN 80 5.0 0.2 REC 66, LN 80 3.0 0.4 REC 67, LN 80 164 2 2 REC 68, LN 80 00 20 60 100 120 190 280 400 700 1290 1920 2440 3050 3750 4450 5070 REC 69, LN 80 5460 5860 6160 6310 6390 6400 6350 6210 6080 5930 5840 5780 5710 5700 5690 5680 REC 70, LN 80 AREA 5690 5670 5640 5610 5590 5520 5490 5390 5290 5210 5120 5020 4920 4830 4720 4610 REC 71, LN 80 7 4510 4410 4320 4210 4110 4020 3940 3860 3790 3710 3640 3600 3530 3490 3420 3390 REC 72, LN 80 3340 3300 3250 3200 3180 3120 3100 3060 3020 2990 2910 2880 2800 2710 2640 2590 REC 73, LN 80 2500 2410 2320 2270 2190 2100 2010 1930 1850 1780 1690 1600 1510 1450 1380 1200 REC 74, LN 80 1230 1170 1100 1040 1000 930 900 840 800 770 730 700 650 610 590 560 REC 75, LN 80 530 500 490 450 420 400 390 360 330 310 300 290 280 260 250 230 REC 76, LN 80 210 205 200 195 190 180 160 150 145 140 130 120 110 105 100 95 REC 77, LN 80 95 90 85 80 75 70 60 50 45 40 35 30 25 20 15 10 REC 78, LN 80 05 05 05 00 REC 79, LN 80 MEADVILLE NO. OF ITERATIONS REC 80, LN 80 7.0 0.0 2 REC 81, LN 80 6.0 0.1 REACHES: STA. AD TO STA. AE REC 82, LN 80 123 2 REC 83, LN 80 00 05 10 20 30 40 70 130 230 480 820 1360 1900 2620 3210 3830 REC 84, LN 80 BVPS UFSAR UNIT 1 Rev. 19 4 of 22 TABLE 2.3-2 (CONT'D) HOURLY UNIT HYDROGRAHIC VALUES AND MUSKINGUM ROUTING COEFFICIENTS 4280 4710 4900 5080 5170 5220 5230 5210 5160 5020 4900 4730 4580 4360 4180 3890 REC 85, LN 80 3620 3230 2840 2550 2220 2010 1850 1700 1570 1440 1370 1290 1210 1150 1090 1045 REC 86, LN 80 AREA 1000 955 910 880 850 820 790 765 740 715 690 665 640 615 590 570 REC 87, LN 80 8 550 535 520 500 480 455 430 415 400 385 370 355 340 330 320 310 REC 88, LN 80 300 290 280 270 260 250 240 230 220 210 200 190 180 170 160 150 REC 89, LN 80 140 135 130 125 120 115 110 105 100 95 90 85 80 75 70 65 REC 90, LN 80 60 50 40 35 30 25 20 15 10 05 00 REC 91, LN 80 4.0 0.2 - REACH: STA. AE TO STA. AF REC 92, LN 80 121 REC 93, LN 80 00 90 240 550 1380 2270 2880 3460 3770 4180 4710 5370 5380 4940 4560 4070 REC 94, LN 80 3460 2910 2410 2140 1960 1770 1650 1560 1480 1400 1320 1255 1190 1115 1060 1015 REC 95, LN 80 AREA 970 930 890 855 820 790 760 730 700 680 660 640 620 600 580 565 REC 96, LN 80 9 550 535 520 510 500 490 480 465 450 435 420 405 390 380 370 360 REC 97, LN 80 350 340 330 320 310 305 300 295 290 285 280 270 260 250 240 230 REC 98, LN 80 220 215 210 205 200 195 190 185 180 170 160 150 140 135 130 125 REC 99, LN 80 120 115 110 105 100 95 90 85 80 75 70 65 60 55 50 45 REC 100, LN 80 40 35 30 25 20 15 10 05 00 REC 101, LN 80 4.0 0.4 - REACH: AREA 9 TO STA. AF REC 102, LN 80 161 REC 103, LN 80 00 430 910 1570 2270 3120 3890 4290 4520 4870 5350 6350 6940 7390 7450 7240 REC 104, LN 80 6600 6050 5610 5150 4660 4330 4260 4190 4130 4050 3970 3830 3700 3520 3350 3160 REC 105, LN 80 2970 2770 2600 2415 2230 2070 1910 1770 1630 1515 1400 1300 1200 1115 1030 915 REC 106, LN 80 800 755 710 675 640 615 590 570 550 530 510 495 480 465 450 435 REC 107, LN 80 AREA 420 405 390 380 370 360 350 335 320 310 300 295 290 280 270 260 REC 108, LN 80 10 250 240 230 220 210 205 200 195 190 185 180 175 170 160 150 145 REC 109, LN 80 140 135 130 125 120 115 110 105 100 95 90 90 90 90 90 85 REC 110, LN 80 80 80 80 80 80 75 70 70 70 70 70 65 60 60 60 60 REC 111, LN 80 60 55 50 50 50 50 50 45 40 40 40 40 40 35 30 30 REC 112, LN 80 BVPS UFSAR UNIT 1 Rev. 19 5 of 22 TABLE 2.3-2 (CONT'D) HOURLY UNIT HYDROGRAHIC VALUES AND MUSKINGUM ROUTING COEFFICIENTS 30 30 30 25 20 20 20 20 20 15 10 10 10 10 10 05 REC 113, LN 80 00 REC 114, LN 80 1.0 0.2 - REACH: AREA 10 TO STA. AF REC 115, LN 80 193 5 2 REC 116, LN 80 00 10 70 180 290 530 900 1470 2220 3340 5950 8720 9060 9090 9020 8880 REC 117, LN 80 8600 8280 7950 7530 7200 6810 6390 6000 5590 5280 4840 4460 4130 3810 3500 3220 REC 118, LN 80 2960 2670 2450 2270 2110 1960 1810 1680 1570 1440 1370 1290 1210 1150 1090 1050 REC 119, LN 80 1010 970 930 900 870 840 810 780 750 725 700 680 660 640 620 605 REC 120, LN 80 AREA 590 575 560 545 530 515 500 490 480 475 470 465 460 455 450 445 REC 121, LN 80 11 440 435 430 425 420 415 410 405 400 395 390 385 380 375 370 365 REC 112, LN 80 360 355 350 345 340 334 330 325 320 315 310 310 310 305 300 300 REC 123, LN 80 300 295 290 285 280 275 270 265 260 255 250 245 240 235 230 225 REC 124, LN 80 220 215 210 205 200 200 200 195 190 190 190 185 180 180 180 175 REC 125, LN 80 170 165 160 155 150 145 140 135 130 125 120 120 120 115 110 110 REC 126, LN 80 110 105 100 100 100 100 100 100 100 95 90 90 90 85 80 80 REC 127, LN 80 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 05 REC 128, LN 80 00 REC 129, LN 80 FRANKLIN REC 130, LN 80 6.0 0.4 - REACH: STA. AF TO STA. AI REC 131, LN 80 133 REC 132, LN 80 00 380 710 1270 1650 2260 2930 3830 4600 5290 6020 6430 6470 6210 5570 4940 REC 133, LN 80 4480 4060 3790 3480 3250 3020 2870 2690 2560 2410 2290 2180 2080 1995 1910 1840 REC 134, LN 80 1770 1705 1640 1595 1550 1495 1440 1395 1350 1305 1260 1220 1180 1140 1100 1060 REC 135, LN 80 AREA 1020 975 970 935 900 870 840 815 790 765 740 715 690 665 640 615 REC 136, LN 80 12 590 570 550 530 510 495 480 465 450 435 420 410 400 390 380 370 REC 137, LN 80 360 350 340 330 320 310 300 290 280 270 260 250 240 230 220 210 REC 138, LN 80 200 195 190 185 180 175 170 160 150 140 130 125 120 115 110 105 REC 139, LN 80 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 REC 140, LN 80 BVPS UFSAR UNIT 1 Rev. 19 6 of 22 TABLE 2.3-2 (CONT'D) HOURLY UNIT HYDROGRAHIC VALUES AND MUSKINGUM ROUTING COEFFICIENTS 20 15 10 05 00 REC 141, LN 80 4.0 0.4 NO. OF ITERATIONS 2 REACH: AREA 12 TO STA. AG REC 142, LN 80 170 2 REC 143, LN 80 00 90 150 260 360 540 770 1250 2130 3170 4130 5260 6200 6960 7490 7950 REC 144, LN 80 8310 8620 8800 8890 8870 8700 8430 7960 7600 7210 6910 6520 6160 5710 5430 5100 REC 145,LN 80 4860 4520 4310 4040 3840 3620 3460 3250 3110 2940 2820 2690 2600 2490 2400 2300 REC 146, LN 80 2220 2160 2110 2040 2000 1960 1940 1900 1860 1810 1800 1760 1730 1700 1670 1630 REC 147, LN 80 1600 1580 1540 1520 1500 1480 1440 1420 1400 1380 1360 1330 1310 1290 1280 1260 REC 148, LN 80 AREA 13 1240 1220 1200 1190 1180 1160 1140 1130 1110 1100 1090 1050 1030 1010 990 980 REC 149, LN 80 950 940 930 900 890 880 860 840 830 800 790 780 770 750 730 710 REC 150, LN 80 700 690 680 670 650 630 610 600 590 580 560 540 525 510 505 500 REC 151, LN 80 485 470 455 440 425 410 405 400 390 380 360 340 330 320 310 300 REC 152, LN 80 290 280 270 260 245 230 215 200 195 190 175 160 145 130 120 110 REC 153, LN 80 100 95 80 70 55 40 30 20 10 00 REC 154, LN 80 4.0 0.4 - REACH: STA. AG TO STA. AH REC 155, LN 80 137 2 REC 156, LN 80 00 20 90 180 290 410 620 880 1240 1850 3040 5260 5990 5730 5270 4560 REC 157, LN 80 4000 3430 2990 2680 2420 2210 2010 1840 1700 1560 1450 1330 1260 1175 1090 1010 REC 158, LN 80 930 870 810 755 700 660 620 590 560 535 510 490 470 450 430 415 REC 159, LN 80 AREA 400 390 380 365 350 340 330 320 310 305 300 295 290 280 270 260 REC 160, LN 80 14 250 245 240 235 230 225 220 215 210 205 200 200 200 195 190 190 REC 161, LN 80 190 185 180 180 180 175 170 165 160 155 150 145 140 135 130 125 REC 162, LN 80 120 120 120 115 110 110 110 110 110 105 100 100 100 100 100 100 REC 163, LN 80 100 100 100 100 100 95 90 85 80 75 70 65 60 55 50 45 REC 164, LN 80 40 35 30 25 20 15 10 05 00 REC 165, LN 80 5.0 0.4 REC 166, LN 80 186 3 2 - REACH: STA. AH TO STA. AI REC 167, LN 80 00 230 590 1100 1690 2540 4030 6240 9480 14500 17660 20090 20320 20270 19630 17720 REC 168, LN 80 BVPS UFSAR UNIT 1 Rev. 19 7 of 22 TABLE 2.3-2 (CONT'D) HOURLY UNIT HYDROGRAHIC VALUES AND MUSKINGUM ROUTING COEFFICIENTS 16100 14890 13590 12400 11310 0330 9390 8430 7630 6970 6520 6110 5720 5390 5100 4850 REC 169, LN 80 4650 4460 4270 4095 3920 3790 3660 3535 3410 3305 3200 3095 3010 2920 2830 2750 REC 170, LN 80 2670 2590 2510 2445 2380 2310 2240 2185 2130 2075 2020 1970 1920 1870 1820 1775 REC 171, LN 80 AREA 1730 1685 1640 1605 1570 1535 1500 1470 1440 1410 1380 1350 1320 1295 1270 1245 REC 172, LN 80 15 1220 1200 1180 1160 1140 1120 1100 1085 1070 1055 1040 1025 1010 1005 980 960 REC 173, LN 80 940 925 910 895 880 865 850 835 820 805 790 775 760 745 730 715 REC 174, LN 80 700 685 670 655 640 620 610 600 590 580 570 560 550 540 530 520 REC 175, LN 80 510 500 485 470 455 440 430 420 410 400 390 380 370 360 350 340 REC 176, LN 80 330 320 310 300 290 280 270 260 250 240 230 220 215 210 205 200 REC 177, LN 80 195 190 180 170 160 150 140 130 120 110 100 90 80 70 60 50 REC 178, LN 80 45 40 35 30 25 20 15 10 05 00 REC 179, LN 80 PARKER REC 180, LN 80 4.2 0.4 - REACH: STA. AI TO STA. AK REC 181, LN 80 159 REC 182, LN 80 00 180 370 750 1350 2250 3050 4050 4800 5750 6330 6640 6670 6540 6290 5870 REC 183, LN 80 5340 4750 4290 3960 3730 3580 3420 3300 3200 3110 3010 2910 2820 2750 2690 2610 REC 184, LN 80 AREA 2540 2480 2400 2350 2300 2250 2190 2140 2090 2030 1990 1940 1900 1850 1800 1780 REC 185, LN 80 16 1720 1690 1650 1610 1580 1540 1500 1480 1430 1400 1380 1340 1300 1280 1240 1210 REC 186, LN 80 1190 1160 1120 1100 1090 1060 1020 1000 990 970 940 910 900 880 840 820 REC 187, LN 80 800 790 780 760 740 710 700 680 670 650 630 610 600 590 570 550 REC 188, LN 80 520 510 500 490 480 470 460 430 410 400 390 380 370 360 350 340 REC 189, LN 80 320 310 300 290 280 270 260 250 240 230 220 215 210 205 200 195 REC 190, LN 80 190 185 180 170 160 155 150 145 140 130 120 115 110 105 100 95 REC 191, LN 80 90 85 80 70 60 50 40 35 30 25 20 15 10 05 00 REC 192, LN 80 8.0 0.0 REACH: AREA 16 TO STA. AJ REC 193, LN 80 121 2 REC 194, LN 80 00 40 110 200 310 480 690 1080 1490 2090 2750 3940 5060 5760 5860 5600 REC 195, LN 80 5220 4720 4320 3990 3700 3400 3190 2980 2780 2610 2460 2310 2180 2030 1920 1815 REC 196, LN 80 BVPS UFSAR UNIT 1 Rev. 19 8 of 22 TABLE 2.3-2 (CONT'D) HOURLY UNIT HYDROGRAHIC VALUES AND MUSKINGUM ROUTING COEFFICIENTS 1710 1615 1520 1450 1380 1310 1240 1185 1130 1095 1060 1025 990 955 920 895 REC 197, LN 80 870 840 810 790 770 745 720 700 680 660 640 620 600 585 570 555 REC 198, LN 80 540 520 500 490 480 465 450 435 420 405 390 380 370 360 350 335 REC 199, LN 80 AREA 17 320 310 300 290 280 270 260 250 240 230 220 210 200 195 190 185 REC 200, LN 80 180 170 160 150 140 130 120 110 100 95 90 85 80 70 60 50 REC 201, LN 80 40 35 30 25 20 15 10 05 00 REC 202, LN 80 5.0 0.3 REACH: STA. AJ TO AK REC 203, LN 80 175 3 2 REC 204, LN 80 00 1000 1840 2890 3990 5260 6680 8400 9840 11040 12150 12790 12860 12770 11640 9780 REC 205, LN 80 8260 7010 6185 5430 4900 4500 4170 3910 3650 3430 3260 3080 2940 2790 2690 2560 REC 206, LN 80 2450 2340 2235 2140 2040 1975 1910 1830 1755 1700 1640 1590 1540 1495 1450 1410 REC 207, LN 80 AREA 1370 1340 1310 1275 1245 1210 1180 1160 1130 1110 1080 1060 1030 1010 990 970 REC 208, LN 80 18 950 930 910 890 870 850 840 820 810 790 775 760 745 735 720 710 REC 209, LN 80 700 690 680 670 660 650 640 630 620 615 610 605 600 595 590 585 REC 210, LN 80 580 575 570 560 550 540 530 525 520 515 510 505 500 490 480 470 REC 211, LN 80 460 450 440 430 420 410 400 390 380 375 370 365 360 355 350 340 REC 212, LN 80 330 320 310 305 300 295 290 285 280 270 260 255 250 240 230 220 REC 213, LN 80 210 205 200 195 190 185 180 170 160 150 140 130 120 115 110 105 REC 214, LN 80 100 95 90 85 80 75 70 60 50 40 30 25 20 10 0 REC 215, LN 80 LOCK 7,ALLY. REC 216, LN 80 3.3 0.2 REACH: STA. AK TO AL REC 217, LN 80 101 REC 218, LN 80 00 220 430 710 1010 1360 1730 2150 2670 3340 4380 4490 4470 4310 4090 3850 REC 219, LN 80 3590 3320 3080 2810 2560 2290 2050 1790 1590 1410 1290 1190 1090 1025 960 895 REC 220, LN 80 AREA 830 770 710 665 620 585 550 515 480 450 420 395 370 350 330 315 REC 221, LN 80 19 300 290 280 275 270 265 260 250 240 230 220 215 210 205 200 195 REC 222, LN 80 190 180 170 160 150 140 130 120 110 105 100 100 100 95 90 90 REC 223, LN 80 90 85 80 80 80 75 70 65 60 55 50 45 40 35 30 25 REC 224, LN 80 BVPS UFSAR UNIT 1 Rev. 19 9 of 22 TABLE 2.3-2 (CONT'D) HOURLY UNIT HYDROGRAHIC VALUES AND MUSKINGUM ROUTING COEFFICIENTS 20 15 10 05 00 REC 225, LN 80 0.8 0.2 REACH: AREA 19 TO STA. AL REC 226, LN 80 127 REC 227, LN 80 00 220 420 760 1240 1970 2720 3780 5380 5860 6170 6180 5990 5590 5270 4630 REC 228, LN 80 4050 3580 3210 2880 2570 2330 2100 1910 1750 1600 1490 1385 1280 1195 1110 1055 REC 229, LN 80 AREA 1000 960 920 885 850 815 780 745 710 690 670 640 610 585 560 535 REC 230, LN 80 20 510 490 470 450 430 410 390 375 360 345 330 315 300 290 280 270 REC 231, LN 80 260 250 240 230 220 215 210 205 200 195 190 185 180 175 170 165 REC 232, LN 80 160 155 150 145 140 135 130 125 120 115 110 105 100 100 100 100 REC 233, LN 80 100 100 100 100 100 100 100 95 90 85 80 75 70 70 70 65 REC 234, LN 80 60 55 50 50 50 45 40 35 30 25 20 15 10 05 00 REC 235, LN 80 5.3 0.2 REACH: AREA 20 TO STA. AL REC 236, LN 80 155 4 REC 237, LN 80 00 120 350 630 1050 1680 2520 3810 5500 6380 7020 7400 7430 7210 6760 6040 REC 238, LN 80 5330 4570 3910 3270 2850 2400 2020 1710 1500 1320 1210 1110 1020 960 900 845 REC 239, LN 80 AREA 790 740 690 650 610 580 550 525 500 480 460 454 430 415 400 390 REC 240, LN 80 21 380 370 360 350 340 330 320 315 310 305 300 295 290 290 290 285 REC 241, LN 80 280 280 280 275 270 270 270 265 260 260 260 255 250 250 250 245 REC 242, LN 80 240 240 240 235 230 230 230 225 220 220 220 215 210 210 210 205 REC 243, LN 80 200 200 200 195 190 190 190 185 180 180 180 175 170 165 160 155 REC 244, LN 80 150 145 140 135 130 130 130 125 120 120 120 115 110 110 110 105 REC 245, LN 80 100 100 100 95 90 90 90 85 80 80 80 75 70 65 60 55 REC 246, LN 80 50 45 40 35 30 25 20 15 10 05 00 REC 247, LN 80 LOCK 4,ALLY. REC 248, LN 80 6.8 0.1 REACH: STA. AL TO STA. OA REC 249, LN 80 94 REC 250, LN 80 00 140 260 450 610 910 1201 1880 2500 3080 3490 3870 4300 4740 5100 5570 REC 251, LN 80 5950 6380 6610 6830 7000 7370 7400 7520 7560 7550 7520 7430 7300 7150 6850 6630 REC 252, LN 80 BVPS UFSAR UNIT 1 Rev. 19 10 of 22 TABLE 2.3-2 (CONT'D) HOURLY UNIT HYDROGRAHIC VALUES AND MUSKINGUM ROUTING COEFFICIENTS 6350 6140 5830 5580 5340 5060 4770 4520 4220 3990 3670 3380 3090 2740 2520 2290 REC 253, LN 80 2130 1980 1800 1670 1530 1420 1310 1210 1120 1050 960 880 790 710 620 590 REC 254, LN 80 AREA 510 480 410 375 340 310 280 250 220 200 180 160 140 130 120 115 REC 255, LN 80 22 110 105 100 95 90 85 80 70 60 45 30 10 05 00 REC 256, LN 80 CLARKSBURG REC 257, LN 80 5.0 0.4 REACH: AREA 22 TO STA. MA REC 258, LN 80 81 REC 259, LN 80 00 80 130 230 320 470 610 830 1050 1390 1610 1840 2060 2270 2490 2590 REC 260, LN 80 AREA 2670 2710 2710 2700 2640 2600 2520 2440 2350 2260 2150 2030 1920 1820 1730 1620 REC 261, LN 80 23 1560 1480 1390 1310 1220 1140 1070 1000 950 880 810 760 710 660 610 570 REC 262, LN 80 520 490 450 420 390 360 330 315 300 280 260 235 210 205 200 175 REC 263, LN 80 150 135 120 110 100 90 80 65 50 40 30 25 20 15 10 05 REC 264, LN 80 00 REC 265, LN 80 4.5 0.4. REACH: AREA 23 TO STA. MA REC 266, LN 80 62 REC 267, LN 80 00 140 290 480 680 1020 1380 1780 2130 2420 2700 2980 3260 3350 3500 3640 REC 268, LN 80 3780 3900 3930 3900 3780 3600 3460 3270 3040 2800 2600 2360 2160 1900 1680 1430 REC 269, LN 80 AREA 24 1280 1040 910 750 630 560 510 450 410 360 340 310 290 260 230 210 REC 270, LN 80 190 175 160 130 110 100 90 80 60 40 20 10 05 00 REC 271, LN 80 1.5 0.4 REACH: AREA 24 TO STA. MA REC 272, LN 80 85 4 2 REC 273, LN 80 00 50 120 300 900 1720 3000 4000 4450 4850 5100 5140 5000 4760 4440 4000 REC 274, LN 80 3690 3230 2940 2540 2240 1930 1690 1430 1260 1030 970 760 660 590 520 480 REC 275, LN 80 AREA 25 420 400 390 360 350 335 320 315 310 305 300 295 290 275 260 250 REC 276, LN 80 240 235 230 220 210 205 200 195 190 180 170 165 160 150 140 135 REC 277, LN 80 130 120 110 105 100 95 90 85 80 75 70 60 50 20 30 25 REC 278, LN 80 20 15 10 05 00 REC 279, LN 80 ENTERPRISE REC 280, LN 80 BVPS UFSAR UNIT 1 Rev. 19 11 of 22 TABLE 2.3-2 (CONT'D) HOURLY UNIT HYDROGRAHIC VALUES AND MUSKINGUM ROUTING COEFFICIENTS 2.8 0.4 REC 281, LN 80 85 1 REACH: STA. MA. TO STA. MB REC 282, LN 80 00 10 30 90 200 670 1870 2430 2850 3080 3250 3370 3490 3590 3660 3670 REC 283, LN 80 3660 3620 3550 3420 3230 2970 2630 2180 1740 1330 1060 910 800 710 630 560 REC 284, LN 80 AREA 510 470 440 410 380 360 340 320 300 285 270 255 240 230 220 210 REC 285, LN 80 26 200 190 180 170 160 150 140 135 130 125 120 115 110 105 100 95 REC 286, LN 80 90 85 80 75 70 65 60 55 50 45 45 40 40 35 30 25 REC 287, LN 80 20 15 10 05 00 REC 288, LN 80 109 3 2 REC 289, LN 80 00 160 320 540 830 1240 1880 3630 6140 8530 8980 9030 8950 8690 8400 7910 REC 290, LN 80 7450 6820 6170 5680 5350 5080 4920 4780 4600 4410 4250 4030 3830 3620 3460 3280 REC 291, LN 80 3110 2970 2830 2690 2560 2435 2310 2205 2100 2005 1910 1815 1720 1640 1560 1475 REC 292, LN 80 AREA 1390 1310 1230 1160 1090 1035 980 930 880 835 790 750 710 675 640 615 REC 293, LN 80 27 590 565 540 520 500 485 470 455 440 425 410 395 380 365 350 335 REC 294, LN 80 320 310 300 290 280 265 250 235 220 210 200 190 180 170 160 150 REC 295, LN 80 140 130 120 105 90 75 60 50 40 30 20 10 00 REC 296, LN 80 LOCK 15,MON. REC 297, LN 80 6.4 0.2 REC 298, LN 80 148 REACH: STA. MB TO STA. MD REC 299, LN 80 00 280 530 850 1210 1730 2320 3500 4240 4740 4790 4800 4790 4700 4690 4340 REC 300, LN 80 4030 3760 3540 3320 3130 2960 2800 2640 2510 2370 2240 2110 2000 1890 1780 1670 REC 301, LN 80 1580 1500 1420 1340 1270 1210 1160 1105 1050 1015 980 940 900 870 840 815 REC 302, LN 80 790 765 740 720 700 680 660 640 605 590 575 560 550 540 530 520 REC 303, LN 80 AREA 28 505 490 475 460 445 430 420 410 400 390 380 370 360 350 340 330 REC 304, LN 80 320 310 305 300 290 280 270 260 255 250 245 240 230 220 215 210 REC 305, LN 80 205 200 195 190 185 180 175 170 165 160 155 150 145 140 135 130 REC 306, LN 80 125 120 115 110 105 100 100 100 95 90 85 80 75 70 65 60 REC 307, LN 80 60 60 55 50 45 40 40 40 35 30 25 20 20 20 15 10 REC 308, LN 80 BVPS UFSAR UNIT 1 Rev. 19 12 of 22 TABLE 2.3-2 (CONT'D) HOURLY UNIT HYDROGRAHIC VALUES AND MUSKINGUM ROUTING COEFFICIENTS 10 10 05 00 REC 309, LN 80 2.0 0.4 REACH: AREA 28 TO STA. MK REC 310, LN 80 109 2 REC 311, LN 80 00 240 500 880 1340 2270 4650 8730 10700 11530 11570 11480 11090 10600 10140 9650 REC 312, LN 80 9240 8800 8380 7990 7600 7185 6770 6385 6000 5660 5320 5050 4780 4570 4360 4165 REC 313, LN 80 AREA 3970 3815 3660 3545 3430 3345 3260 3190 3120 3060 3000 2940 2880 2820 2760 2700 REC 314, LN 80 29 2640 2580 2520 2460 2400 2345 2290 2235 2180 2125 2070 2015 1960 1910 1860 1810 REC 315, LN 80 1750 1700 1650 1600 1550 1500 1450 1400 1350 1305 1260 1215 1170 1120 1070 1025 REC 316, LN 80 980 935 890 845 800 760 720 675 630 585 540 505 470 430 390 355 REC 317, LN 80 320 285 250 220 190 160 130 110 90 65 40 20 00 REC 318, LN 80 PARSONS REC 319, LN 80 8.0 0.3 REACH: STA. MK TO STA. MC REC 320, LN 80 61 2 REC 321, LN 80 00 110 230 420 600 840 1140 1700 3950 6630 8470 10180 11820 12180 12100 11640 REC 322, LN 80 10710 9290 8000 6830 5960 5160 4440 3700 3150 2640 2240 1870 1590 1310 1160 1020 REC 323, LN 80 AREA 30 930 860 790 730 670 615 560 515 470 430 390 355 320 295 270 245 REC 324, LN 80 220 195 170 145 120 105 90 75 60 45 30 15 00 REC 325, LN 80 ROWLESBURG REC 326, LN 80 5.0 0.4 REACH: STA. MC TO STA. MD REC 327, LN 80 95 REC 328, LN 80 00 40 110 370 800 1430 2240 3510 4690 5360 5810 6000 5970 5820 5680 5460 REC 329, LN 80 5250 4990 4730 4430 4140 3820 3550 3230 2930 2620 2360 2120 1950 1800 1670 1540 REC 330, LN 80 AREA 31 1440 1320 1270 1195 1120 1060 1000 950 900 850 800 760 720 685 650 620 REC 331, LN 80 590 560 530 505 480 460 440 420 400 380 360 340 320 305 290 275 REC 332, LN 80 260 245 230 220 210 200 190 180 170 160 150 140 130 120 110 105 REC 333, LN 80 100 95 90 80 70 60 50 40 30 25 20 15 10 05 00 REC 334, LN 80 2.6 0.4 REACH: AREA 31 TO STA. MD REC 335, LN 80 59 3 REC 336, LN 80 BVPS UFSAR UNIT 1 Rev. 19 13 of 22 TABLE 2.3-2 (CONT'D) HOURLY UNIT HYDROGRAHIC VALUES AND MUSKINGUM ROUTING COEFFICIENTS 00 100 200 330 510 780 1270 2630 4480 7850 12250 12890 12490 11620 10780 9630 REC 337, LN 80 AREA 8780 7940 7160 6400 5690 4920 4210 3590 3000 2460 2000 1550 1200 970 770 610 REC 338, LN 80 32 500 420 360 315 270 240 210 195 180 170 160 150 140 130 120 115 REC 339, LN 80 110 100 90 80 70 55 40 30 20 10 00 REC 340, LN 80 LAKE LYNN REC 341, LN 80 2.0 0.2 REACH: STA. MD TO STA. ME REC 342, LN 80 89 REC 343, LN 80 00 90 200 390 640 1140 1670 2230 2690 3290 3680 4100 4420 4820 5080 5390 REC 344, LN 80 5590 5810 5960 6110 6210 6300 6300 6170 6010 5740 5460 5030 4580 3940 3360 2620 REC 345, LN 80 AREA 33 2060 1730 1510 1320 1180 1050 950 850 790 710 680 620 600 530 500 480 REC 346, LN 80 450 410 390 360 340 310 300 280 270 240 220 210 200 190 180 170 REC 347, LN 80 160 145 130 125 120 115 110 105 100 95 90 80 70 60 50 45 REC 348, LN 80 40 35 30 25 20 15 10 05 00 REC 349, LN 80 1.5 0.2 REACH: AREA 33 TO STA. ME REC 350, LN 80 81 4 2 REC 351, LN 80 00 950 1900 3010 4150 5300 6570 7810 8930 10300 11200 12120 12900 12900 12340 11340 REC 352, LN 80 AREA 10250 9300 8360 7170 6250 5180 4560 4130 3700 3370 3100 2790 2570 2410 2230 2100 REC 353, LN 80 34 2000 1910 1820 1750 1680 1600 1510 1430 1380 1300 1250 1200 1140 1100 1050 1000 REC 354, LN 80 980 940 900 865 830 805 780 740 700 675 650 620 590 550 510 480 REC 355, LN 80 450 425 400 370 340 315 290 245 210 190 170 135 100 70 40 10 REC 356, LN 80 00 REC 357, LN 80 LOCK 7,MON. NO. OF ITERATIONS REC 358, LN 80 4.4 0.2 2 REACH: STA. ME TO STA. MF REC 359, LN 80 62 REC 360, LN 80 00 110 340 780 1170 1770 2280 2720 3060 3370 3700 3980 4090 4130 4100 3950 REC 361, LN 80 AREA 3710 3430 3160 2860 2550 2240 1970 1760 1530 1320 1180 1050 950 870 790 730 REC 362, LN 80 35 670 625 580 545 510 475 440 415 390 365 340 315 290 265 240 220 REC 363, LN 80 200 185 170 150 130 110 90 75 60 45 30 20 10 00 REC 364, LN 80 BVPS UFSAR UNIT 1 Rev. 19 14 of 22 TABLE 2.3-2 (CONT'D) HOURLY UNIT HYDROGRAHIC VALUES AND MUSKINGUM ROUTING COEFFICIENTS 5.0 0.4 REACH: AREA 35 TO STA. MF REC 365, LN 80 84 REC 366, LN 80 00 50 120 750 1450 2250 3200 4200 5500 5825 5990 5960 5890 5780 5680 5550 REC 367, LN 80 AREA 5380 5210 5000 4740 4360 3800 3400 2840 2050 1580 1400 1250 1100 1010 925 850 REC 368, LN 80 36 780 725 670 625 580 550 520 500 475 450 430 410 390 370 350 330 REC 369, LN 80 320 300 280 270 255 240 225 210 200 180 175 165 150 140 130 120 REC 370, LN 80 110 100 90 80 75 70 65 60 50 45 40 35 30 25 20 15 REC 371, LN 80 10 05 05 00 REC 372, LN 80 4.9 0.4 REACH: AREA 36 TO STA. MF REC 373, LN 80 82 REC 374, LN 80 00 90 270 540 810 1130 1450 1850 2240 2370 2390 2380 2340 2290 2240 2170 REC 375, LN 80 2070 1930 1800 1640 1460 1260 1070 880 750 640 580 530 480 450 420 395 REC 376, LN 80 370 350 330 315 300 285 270 260 250 240 230 210 200 190 180 170 REC 377, LN 80 AREA 37 160 150 145 140 130 120 115 110 105 100 95 90 85 80 75 70 REC 378, LN 80 65 60 55 50 50 50 45 40 35 30 25 20 20 20 15 10 REC 379, LN 80 05 00 REC 380, LN 80 2.8 0.4 REACH: AREA 37 TO STA. MF REC 381, LN 80 83 5 2 REC 382, LN 80 00 370 750 1160 1590 2100 2700 3330 3990 5070 6530 8640 10750 12410 13130 13380 REC 383, LN 80 13350 13190 12660 11620 10790 9970 9290 8700 8100 7490 7020 6510 6090 5680 5320 4940 REC 384, LN 80 AREA 38 4660 4350 4060 3810 3590 3330 3140 2935 2730 2555 2380 2240 2100 1975 1850 1750 REC 385, LN 80 1650 1555 1460 1385 1310 1220 1130 1065 990 920 850 775 700 640 580 525 REC 386, LN 80 470 430 390 355 320 280 240 215 190 165 140 115 90 70 50 35 REC 387, LN 80 20 10 00 REC 388, LN 80 LOCK 4.MON. REC 389, LN 80 6.0 0.1 REACH: STA. MF TO STA. MJ REC 390, LN 80 93 REC 391, LN 80 00 130 670 2630 4600 7250 10060 12870 14000 14310 14280 13890 13310 12660 11970 11100 REC 392, LN 80 BVPS UFSAR UNIT 1 Rev. 19 15 of 22 TABLE 2.3-2 (CONT'D) HOURLY UNIT HYDROGRAHIC VALUES AND MUSKINGUM ROUTING COEFFICIENTS 10240 9120 8070 7250 6240 5310 4720 4140 3500 3080 2760 2450 2200 1970 1790 1660 REC 393, LN 80 1520 1400 1310 1210 1130 1070 1010 960 910 865 820 775 730 695 660 625 REC 394, LN 80 AREA 39 590 560 530 505 480 455 430 410 390 370 350 330 310 295 280 265 REC 395, LN 80 250 235 220 205 190 180 170 160 150 140 130 120 110 105 100 95 REC 396, LN 80 90 80 70 60 50 40 30 25 20 15 10 05 00 REC 397, LN 80 4.0 0.4 REACH: AREA 39 TO STA. MG REC 398, LN 80 71 1 REC 399, LN 80 00 180 410 740 1030 1390 1780 2280 2810 3280 3590 3720 3660 3380 3110 2840 REC 400, LN 80 2540 2360 2250 2150 2060 1980 1910 1840 1750 1670 1590 1500 1420 1320 1240 1150 REC 401, LN 80 AREA 40 1060 970 900 840 780 725 670 625 580 540 500 470 440 415 390 365 REC 402, LN 80 340 320 300 285 270 250 230 210 190 175 160 145 130 115 100 85 REC 403, LN 80 70 60 50 40 30 15 00 REC 404, LN 80 36 3 2 REC 405, LN 80 00 70 170 400 880 1600 2380 3340 4070 5170 5960 5980 5160 4160 3460 2910 REC 406, LN 80 AREA 41 2490 2100 1800 1510 1270 1060 850 690 540 410 320 260 200 150 110 80 REC 407, LN 80 50 30 10 00 REC 408, LN 80 CONFLUENCE REC 409, LN 80 3.0 0.2 REACH: STA. MG TO STA. MH REC 410, LN 80 78 2 2 REC 411, LN 80 00 410 640 1190 1780 2600 3370 4790 8150 15700 16600 16200 12500 9600 7850 6300 REC 412, LN 80 AREA 5650 5020 4700 4310 4000 3730 3490 3310 3130 2940 2810 2610 2480 2320 2210 2080 REC 413, LN 80 42 1980 1850 1740 1650 1550 1500 1400 1340 1290 1210 1140 1090 1010 960 900 850 REC 414, LN 80 790 740 700 680 620 590 540 500 480 430 400 390 340 300 280 240 REC 415, LN 80 200 190 180 150 120 100 90 70 50 40 20 10 05 00 REC 416, LN 00 CONNELLSVILLE REC 417, LN 80 7.7 0.3 REACH: STA. MH TO STA. MI REC 418, LN 80 84 2 2 REC 419, LN 80 AREA 43 00 160 400 750 1040 1590 2140 3080 4210 5580 7830 10590 12430 13440 13600 13330 REC 420, LN 80 BVPS UFSAR UNIT 1 Rev. 19 16 of 22 TABLE 2.3-2 (CONT'D) HOURLY UNIT HYDROGRAHIC VALUES AND MUSKINGUM ROUTING COEFFICIENTS 12610 11450 10170 9100 8080 7270 6580 6010 5450 5110 4730 4340 4020 3750 3440 3210 REC 421, LN 80 2980 2810 2600 2460 2320 2190 2060 1970 1880 1810 1740 1670 1600 1535 1470 1410 REC 422, LN 80 1350 1290 1230 1170 1110 1055 1000 955 910 865 820 770 720 670 620 575 REC 423, LN 80 530 495 460 430 400 375 330 300 270 245 220 190 160 135 110 85 REC 424, LN 80 60 35 10 00 REC 425, LN 80 SUTHERSVILLE REC 426, LN 80 4.0 0.1 REACH: STA. MI TO STA. MJ REC 427, LN 80 105 1 REC 428, LN 80 00 330 840 1450 2100 3000 3870 4620 5020 5230 5280 5180 4830 4370 3950 3520 REC 429, LN 80 3030 2640 2320 2060 1810 1610 1450 1310 1220 1130 1070 1000 950 900 850 815 REC 430, LN 80 AREA 44 780 740 700 670 640 615 590 565 540 520 500 485 470 455 440 425 REC 431, LN 80 410 395 380 365 350 335 320 310 300 290 280 265 250 240 230 220 REC 432, LN 80 210 205 200 195 190 185 180 170 160 150 140 135 130 120 110 105 REC 433, LN 80 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 REC 434, LN 80 20 20 20 15 10 10 10 05 00 REC 435, LN 80 83 4 2 REC 436, LN 80 00 530 1280 2250 3320 4570 5970 8030 10510 12600 13920 15190 16000 16100 15720 14810 REC 437, LN 80 13790 12260 11050 9880 8810 7840 6900 6030 5320 4520 3940 3450 2970 2660 2340 2060 REC 438, LN 80 AREA 45 1820 1630 1440 1305 1170 1060 950 870 790 725 660 600 540 495 450 420 REC 439, LN 80 390 355 320 295 270 250 230 220 210 200 190 180 170 160 150 140 REC 440, LN 80 130 120 110 105 100 90 80 70 60 50 40 35 30 25 20 15 REC 441, LN 80 10 05 00 REC 442, LN 80 LOCK 2, MON. REC 443, LN 80 4.0 0.1 REACH: STA. MJ TO STA. OA REC 444, LN 80 97 REC 445, LN 80 00 390 800 1390 2170 2950 3630 4460 5080 5720 6370 7090 7620 7690 7600 7410 REC 446, LN 80 7130 6850 6500 6110 5700 5250 4820 4450 4040 3670 3300 2990 2650 2330 2040 1780 REC 447, LN 80 AREA 46 1530 1380 1220 1110 1010 955 900 855 810 780 750 720 690 660 630 600 REC 448, LN 80 BVPS UFSAR UNIT 1 Rev. 19 17 of 22 TABLE 2.3-2 (CONT'D) HOURLY UNIT HYDROGRAHIC VALUES AND MUSKINGUM ROUTING COEFFICIENTS 570 550 530 510 490 470 450 430 410 395 380 365 350 335 320 305 REC 449, LN 80 290 280 270 260 250 240 230 220 210 205 200 195 190 185 180 175 REC 450, LN 80 170 160 150 140 130 120 110 100 90 80 70 60 50 40 30 15 REC 451, LN 80 00 REC 452, LN 80 2.6 0.1 REACH: AREA 46 TO STA. OA REC 453, LN 80 61 4 2 REC 454, LN 80 00 290 690 1360 2120 3450 5230 8720 11530 14930 18270 21410 24380 26330 26320 22720 REC 455, LN 80 AREA 47 19650 15900 12170 9620 8340 7400 6590 5930 5360 4880 4420 4040 3620 3250 2940 2660 REC 456, LN 80 2380 2130 1880 1710 1540 1380 1220 1075 930 815 700 610 520 455 390 350 REC 457, LN 80 310 270 230 200 170 140 110 90 70 50 30 15 00 REC 458, LN 80 DASHIELDS REC 459, LN 80 3.7 0.1 REACH: STA. OA TO STA. OB REC 460, LN 80 118 2 REC 461, LN 80 00 30 60 100 140 260 350 490 620 790 930 1100 1320 1540 1720 1910 REC 462, LN 80 AREA 48 2100 2350 2510 2750 2940 3140 3290 3470 3540 3620 3700 3740 3790 3800 3810 3830 REC 463, LN 80 3830 3820 3810 3790 3740 3680 3600 3500 3380 3290 3150 3060 2960 2840 2720 2610 REC 464, LN 80 2480 2390 2250 2140 2010 1900 1770 1660 1540 1420 1320 1220 1140 1050 960 890 REC 465, LN 80 810 750 700 650 600 560 510 500 480 450 410 400 380 340 320 310 REC 466, LN 80 300 290 260 240 230 210 200 200 190 180 170 160 150 140 130 125 REC 467, LN 80 120 110 105 100 100 95 90 80 70 65 60 50 40 35 30 25 REC 468, LN 80 20 15 10 05 05 00 REC 469, LN 80 WARREN,OHIO REC 470, LN 80 6.0 0.2 No. OF ITERATIONS 2 REACH: AREA 48 TO STA.BA REC 471, LN 80 97 2 2 REC 472, LN 80 00 180 350 850 1730 3050 3840 4150 4310 4390 4350 4090 3740 3350 2970 2600 REC 473, LN 80 2280 2020 1820 1550 1330 1200 1100 1010 950 900 860 810 790 750 710 690 REC 474, LN 80 AREA 49 640 620 600 590 560 510 500 480 440 420 400 390 370 340 310 300 REC 475, LN 80 290 275 260 240 220 210 200 190 180 165 150 135 120 115 110 100 REC 476, LN 80 BVPS UFSAR UNIT 1 Rev. 19 18 of 22 TABLE 2.3-2 (CONT'D) HOURLY UNIT HYDROGRAHIC VALUES AND MUSKINGUM ROUTING COEFFICIENTS 95 90 85 80 75 70 65 60 55 50 50 50 50 50 45 40 REC 477, LN 80 35 30 25 20 20 20 15 15 15 10 10 10 05 05 05 05 REC 478, LN 80 00 REC 479, LN 80 YOUNGSTOWN REC 480, LN 80 4.0 0.2 NO. OF ITERATIONS 2 REACH: STA. BA TO STA. BB REC 481, LN 80 120 1 REC 482, LN 80 00 160 340 530 720 950 1200 1500 1740 2120 2300 2460 2560 2630 2710 2780 REC 483, LN 80 2790 2810 2820 2830 2830 2810 2810 2790 2740 2700 2680 2610 2560 2500 2460 2400 REC 484, LN 80 AREA 50 2340 2290 2230 2170 2110 2060 2000 1910 1860 1800 1750 1700 1640 1590 1520 1480 REC 485, LN 80 1410 1380 1320 1290 1220 1190 1140 1100 1050 1010 990 940 900 860 820 800 REC 486, LN 80 760 720 700 660 630 600 580 560 530 500 490 480 460 430 410 400 REC 487, LN 80 390 370 350 330 320 310 300 290 270 250 240 230 220 210 200 190 REC 488, LN 80 180 160 140 130 120 110 100 95 90 85 80 70 60 50 40 35 REC 489, LN 80 30 25 20 15 10 10 05 00 REC 490, LN 80 113 2 2 REC 491, LN 80 00 260 520 880 1150 1520 1890 2300 2730 3290 3860 4510 5000 5440 5550 5590 REC 492, LN 80 5580 5380 4900 4590 4360 4100 3810 3560 3320 2680 2480 2320 2160 2020 1890 1790 REC 493, LN 80 AREA 51 1690 1600 1520 1450 1380 1350 1280 1180 1090 1050 1010 970 930 900 870 835 REC 494, LN 80 800 765 730 705 680 655 630 605 580 555 530 510 490 470 450 430 REC 495, LN 80 410 395 380 365 350 335 320 305 290 280 270 260 250 235 220 210 REC 496, LN 80 200 195 190 180 170 160 150 140 130 125 120 115 110 105 100 95 REC 497, LN 80 90 85 80 75 70 60 50 45 40 35 30 25 20 15 10 05 REC 498, LN 80 00 REC 499, LN 80 NEW CASTLE REC 500, LN 80 3.0 0.2 REACH: AREAS 50 AND 51 TO STA. BB REC 501, LN 80 127 3 REC 502, LN 80 00 90 180 300 470 760 1300 2020 2930 4550 5840 6680 7230 7570 7560 7380 REC 503, LN 80 AREA 52 7140 6760 6330 5810 5380 4920 4590 4310 4070 3840 3680 3520 3370 3240 3110 2990 REC 504, LN 80 BVPS UFSAR UNIT 1 Rev. 19 19 of 22 TABLE 2.3-2 (CONT'D) HOURLY UNIT HYDROGRAHIC VALUES AND MUSKINGUM ROUTING COEFFICIENTS 2890 2780 2670 2560 2450 2375 2280 2185 2090 2005 1920 1845 1770 1700 1630 1570 REC 505, LN 80 1510 1450 1390 1335 1280 1230 1180 1130 1080 1035 990 950 910 870 830 795 REC 506, LN 80 760 730 700 670 640 615 590 570 550 530 510 495 480 465 450 435 REC 507, LN 80 420 405 390 375 360 345 330 320 310 300 290 280 270 260 250 240 REC 508, LN 80 230 220 210 205 200 190 180 170 160 150 140 130 120 115 110 105 REC 509, LN 80 100 95 90 85 80 75 70 60 50 40 30 20 10 05 00 REC 510, LN 80 3.0 0.2 REACH: STA. BB TO STA. BC REC 511, LN 80 144 REC 512, LN 80 00 100 200 380 670 1300 2400 3650 3980 4130 4280 4390 4560 4910 5180 5280 REC 513, LN 80 5270 5130 4940 4780 4610 4480 4390 4390 4410 4490 4600 4790 4810 4790 4730 4640 REC 514, LN 80 AREA 4550 4450 4360 4230 4140 4050 3940 3820 3730 3600 3480 3330 3210 3100 2850 2690 REC 515, LN 80 53 2600 2500 2400 2300 2210 2120 2030 1940 1860 1770 1700 1610 1530 1490 1430 1400 REC 516, LN 80 1350 1300 1280 1230 1210 1190 1170 1150 1110 1100 1080 1040 1010 1000 980 960 REC 517, LN 80 930 910 900 870 850 810 800 780 760 730 710 700 690 660 650 620 REC 518, LN 80 610 600 590 570 560 540 520 500 500 480 470 430 420 410 400 390 REC 519, LN 80 370 350 320 300 290 280 260 250 240 230 210 200 190 170 150 140 REC 520, LN 80 130 110 100 100 95 90 80 70 60 50 40 30 20 10 05 00 REC 521, LN 80 3.0 0.4 REACH: AREA 53 TO STA. BC REC 522, LN 80 126 REC 523, LN 80 00 00 100 200 360 520 800 1150 1550 2000 2410 2820 3290 3680 4070 4380 REC 524, LN 80 4690 5000 5300 5520 5710 5830 5930 5990 6000 5980 5900 5800 5680 5550 5410 5270 REC 525, LN 80 AREA 54 5140 5000 4830 4680 4500 4310 4120 3940 3790 3620 3450 3300 3120 2970 2790 2680 REC 526, LN 80 2520 2410 2300 2200 2090 2000 1900 1810 1710 1620 1560 1500 1410 1360 1280 1200 REC 527, LN 80 1150 1100 1020 980 910 880 810 780 730 700 660 620 590 560 520 500 REC 528, LN 80 480 440 410 400 380 340 310 300 290 280 270 240 210 200 200 190 REC 529, LN 80 180 150 140 120 110 105 105 100 95 90 85 80 75 70 65 60 REC 530, LN 80 55 50 45 40 35 30 25 20 15 10 05 05 05 00 REC 531, LN 80 4.0 0.4 REACH: AREA 54 TO STA. BC REC 532, LN 80 BVPS UFSAR UNIT 1 Rev. 19 20 of 22 TABLE 2.3-2 (CONT'D) HOURLY UNIT HYDROGRAHIC VALUES AND MUSKINGUM ROUTING COEFFICIENTS REC 533, LN 80 00 220 430 770 1150 1610 2200 3270 4200 5060 5760 6120 5780 5450 5070 4480 REC 534, LN 80 3910 3100 2640 2220 1900 1600 1390 1190 1010 870 720 620 520 460 400 350 REC 535, LN 80 AREA 55 300 255 210 180 150 120 90 65 40 20 00 REC 536, LN 80 BEAVER FALLS REC 537, LN 80 2.1 0.1 REACH: STA. BC TO STA. OB REC 538, LN 80 71 REC 539, LN 80 00 220 490 810 1210 1670 2150 2680 3140 3650 4200 4770 5310 5870 6190 6320 REC 540, LN 80 6260 6000 5700 5420 5060 4650 4280 3770 3300 2850 2440 2170 1820 1570 1370 1210 REC 541, LN 80 AREA 56 1070 940 830 740 660 600 540 505 470 430 390 355 320 290 260 235 REC 542, LN 80 210 195 180 160 140 125 110 100 90 80 70 60 50 45 40 35 REC 543, LN 80 30 25 20 15 10 05 00 REC 544, LN 80 0.5 0.1 3 REACH: AREA 56 TO STA. OB REC 545, LN 80 4.5 0.0 REC 546, LN 80 135 REC 547, LN 80 00 30 80 170 210 620 970 1440 1930 2530 3220 4250 5730 7000 8260 9580 REC 548, LN 80 10170 10380 10000 9380 8920 8530 8130 7770 7540 7450 7510 7980 8380 8350 7990 7570 REC 549, LN 80 7220 6830 6500 6270 5850 5490 5160 4820 4510 4220 3960 3710 3490 3290 3090 2910 REC 550, LN 80 AREA 57 2760 2600 2450 2310 2180 2040 1960 1870 1790 1710 1650 1590 1540 1490 1440 1400 REC 551, LN 80 1360 1320 1280 1240 1200 1160 1120 1085 1050 1020 990 960 930 900 870 845 REC 552, LN 80 820 795 770 745 720 695 670 645 620 600 580 560 540 520 500 485 REC 553, LN 80 470 455 440 425 410 395 380 365 350 335 320 310 300 290 280 270 REC 554, LN 80 260 245 230 220 210 190 180 170 160 150 140 130 120 110 100 90 REC 555, LN 80 80 65 50 35 20 10 00 REC 556, LN 80 3.8 0.0 REACH: AREA 57 TO STA. OB REC 557, LN 80 105 REC 558, LN 80 00 40 90 140 200 260 320 390 490 690 1120 1670 2130 2500 2770 2990 REC 559, LN 80 AREA 58 3210 3400 3430 3380 3320 3320 3350 3410 3540 3760 3880 3810 3440 2920 2460 2060 REC 560, LN 80 BVPS UFSAR UNIT 1 Rev. 19 21 of 22 TABLE 2.3-2 (CONT'D) HOURLY UNIT HYDROGRAHIC VALUES AND MUSKINGUM ROUTING COEFFICIENTS 1700 1420 1280 1190 1100 1035 970 910 850 800 750 715 680 640 600 570 REC 561, LN 80 540 515 490 470 450 435 420 405 390 375 360 345 330 315 300 290 REC 562, LN 80 280 270 260 245 230 220 210 200 190 180 170 165 160 150 140 130 REC 563, LN 80 120 115 110 105 100 95 90 85 80 75 70 65 60 55 50 45 REC 564, LN 80 40 35 30 25 20 15 10 05 00 REC 565, LN 80 0.5 0.0 REACH: AREA 58 TO STA. OB REC 566, LN 80 62 4 2 REC 567, LN 80 00 910 1720 2870 4050 5500 7090 9000 11100 15200 19140 22980 23150 21000 14100 11050 REC 568, LN 80 9250 7830 7090 6200 5690 5020 4640 4230 3810 3430 3210 2980 2720 2510 2380 2180 REC 569, LN 80 AREA 59 2010 1830 1750 1610 1520 1410 1350 1220 1190 1100 1020 970 900 820 790 710 REC 570, LN 80 670 610 580 470 420 400 380 330 300 260 220 200 180 150 110 100 REC 571, LN 80 80 60 40 30 25 20 10 00 REC 572, LN 80 NEW CUMBERLAND REC 573, LN 80 6.6 0.0 REACH: STA. OB TO STA. OC REC 574, LN 80 93 REC 575, LN 80 00 10 50 90 160 220 290 370 470 590 740 890 1140 1470 1750 2190 REC 576, LN 80 2660 3260 3840 4270 4510 4600 4420 4110 3650 3220 2870 2510 2220 1990 1780 1580 REC 577, LN 80 AREA 1410 1270 1120 1010 900 810 720 655 590 545 500 465 430 410 390 370 REC 578, LN 80 60 350 330 310 285 270 255 240 225 210 200 190 185 180 170 160 155 REC 579, LN 80 150 140 130 125 120 115 110 105 100 95 90 85 80 75 70 65 REC 580, LN 80 60 55 50 45 40 35 30 25 20 15 10 05 00 REC 581, LN 80 2.4 0.1 REACH: AREA 60 TO STA. OC REC 582, LN 80 109 3 2 REC 583, LN 80 00 102 300 520 750 1050 1550 2020 2700 3480 4200 5250 6280 7700 9370 11600 REC 584, LN 80 AREA 13900 17200 20750 23080 24190 24400 24000 21650 19490 17200 15470 13220 11900 10500 9500 8420 REC 585, LN 80 61 7510 6720 6080 5420 4800 4310 3950 3600 3280 3000 2780 2580 2400 2210 2090 1960 REC 586, LN 80 1840 1750 1660 1580 1500 1420 1370 1290 1230 1190 1130 1070 1030 1000 980 920 REC 587, LN 80 870 830 800 790 770 730 700 670 640 610 600 580 550 510 480 450 REC 588, LN 80 BVPS UFSAR UNIT 1 Rev. 19 22 of 22 TABLE 2.3-2 (CONT'D) HOURLY UNIT HYDROGRAHIC VALUES AND MUSKINGUM ROUTING COEFFICIENTS 430 410 400 390 360 335 310 290 270 245 220 210 200 190 180 160 REC 589, LN 80 140 125 110 100 90 75 60 45 30 25 20 10 00 REC 590, LN 80 WHEELING REC 591, LN 80 BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.3-3 DISTANCES FROM SHIPPINGPORT TO DAM SITES
Dam Distance from Shippingport in miles Union City 231 Chautauqua 258.8 Kinzua 233 Tionesta 188.5 East Branch 225.3 Mahoning 112.4 Crooked Creek 82.4 Conemaugh 99.6 Loyalhanna 96.8 Youghiogheny 125.6 Tygart 186.3 Shenango 87.0 Meander Creek 65.3 Mosquito Creek 75.8 Milton 94.4 Kirwin 97.5 BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.3-4 FLOOD FORECAST FOR DASHIELDS BEGINNING ON 10/15/1954 Day Time Increase in Predicted Flow CFS 15 6 47. 12 1,463. 18 22,381.
24 111,396.
16 6 212,113. 12 275,696. 18 317,480.
24 321,660.
17 6 294,720. 12 248,305. 18 198,122.
24 154,732.
18 6 122,149.
12 98,827. 18 81,785. 24 68,974.
BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.3-6 ANALYSIS OF LIQUEFACTION POTENTIAL KINZUA DAM ABUTMENT SECTION Elevation Mass Above, Psf Aavg (Peak) S, Psf = 0.65.M.Aavg , Psf S/ 0.65 Factor of Safety At Center - DBE Plus 25-Yr Flood 1210 22,700 0.15 g 2,200 22,700 0.097 0.21 2.2 1200 24,090 0.15 g 2,350 23,450 0.10 0.21 2.1 1180 26,870 0.14 g 2,440 24,950 0.098 0.21 2.1 1160 29,650 0.13 g 2,520 27,450 0.092 0.21 2.3 1140 32,430 0.12 g 2,530 28,950 0.088 0.21 2.4 1120 35,210 0.11 g 2,520 30,450 0.083 0.21 2.6 At Toe - DBE Plus 25-Yr Flood 1210 4,170 0.11 g 300 4,170 0.072 0.21 2.9 1200 5,560 0.11 g 395 4,920 0.081 0.21 2.6 1180 8,340 0.10 g 540 6,420 0.084 0.21 2.5 1160 11,120 0.09 g 650 7,920 0.082 0.21 2.6 1140 13,900 0.08 g 720 9,420 0.077 0.21 2.7 1120 16,680 0.07 g 760 10,920 0.070 0.21 3.0 At Center - Historic Earthquake Plus Standard Project Flood 1240 18,700 0.04 g 490 18,700 0.026 0.21 8.0 1220 21,580 0.04 g 565 20,200 0.028 0.21 7.5 1200 24,360 0.04 g 630 21,700 0.029 0.21 7.2 1180 27,140 0.035 g 620 23,200 0.027 0.21 7.8 1160 29,920 0.032 g 620 24,700 0.025 0.21 8.4 1140 32,700 0.03 g 640 26,200 0.024 0.21 8.7 1120 35,480 0.0275 g 630 27,700 0.023 0.21 9.1 NOTE: / from triaxial tests by Seed on Sacramento River sand, as shown on Figure 2.6-9, for relative density of 60%. Number of cycles of loading - 10 BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.3-7 RATIOS BETWEEN THE HEIGHTS, LENGTHS AND STEEPNESS OF WAVES AND IN CURRENTS OF DIFFERENT RELATIVE VELOCITIES (Based on a theoretical study made at the Scripps Institution of Oceanography) Ratio Between Current Velocity and Wave Velocity in Still Water Ratio Between Wave Characteristics in Current and in Still Water Contrary Currents Following Currents U/C
-0.25 -0.20 -0.15 -0.10 -0.05 +0.05 +0.10 +0.15 +0.20 +0.25 Height 2.35 1.75 1.39 1.21 1.08 0.93 0.87 0.82 0.79 0.76 Length
.43 .52 .67 .79 .90 1.08 1.19 1.26 1.36 1.43 Steepness 5.49 3.40 2.07 1.53 1.21 .86 .73 .65 .58 .53
BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.6-1 NUMBER OF CYCLES IN WHICH ACCELERATION EQUALS OR EXCEEDS ONE-HALF THE PEAK ACCELERATION FOR DIRECTION RECORDED
Earthquake Record Number of Cycles of Significant Motion Taft '52 S69E 9 Taft '52 N21E 9 El Centro '40 NS 10 El Centro '40 EW 12 Golden Gate '57 NE 3 Golden Gate S80E 5 Olympia '49 S86W 7 Helena '35 NS 5 Helena '35 EW 5 Eureka N79E 4 Eureka NllW 7 Parkfield Site 2 2 Parkfield Site 5 - N5W 1 Parkfield Site 5 - N85E 1 Hollister 3
BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.6-2 RELATIVE DENSITIES AND RELATED SOIL PROPERTIES FOR SOILS UNDERLYING BEAVER VALLEY POWER STATION SITE VIBRATORY COMPACTION TESTS AT 1 PSI FOR 8 MIN Natural Natural Dry Grain Size Analysis, Wet Minimum Maximum Density, Density, Relative Location Test Depth, Elevation, % Passing Density (PCF) Density, PCF PCF Density, North East No. Ft Ft Description of Soils No. 200 Mesh D60/D10 (In-Place) PCF VIB Field*1 (In-Place) % *4 Coordinates Coordinates 1 25.0 710.0 Medium brown coarse sand slightly silty, some gravel 1 50.0 129.0 112.0 136.8 139.3 120.6 87 3710 7500 2 35.0 700.0 Fine to medium brown sand, some coarse sand and gravel, trace of clay and silt 1 42.5 139.8 117.4 134.3 141.4 131.3 92 3799 7550 3 40.0 695.0 Same as Test 2 with large pieces of broken gravel 2 44.0 141.3 115.0 134.9 141.4 132.9 94 3751 7600 4 *2 45.0 690.0 Same as Test 1 2 89.0 131.7 120.0 128.4 141.4 123.7 87.5 3730 7575 5 47.5 687.5 Same as Test 2 1 47.5 138.5 115.4 134.5 141.4 129.6 91 3730 7588 6 49.8 685.2 Same as Test 1 50.0 136.6 116.8 133.9 143.7 130.0 92 3691 7550 7 52.5 682.5 Fine to medium gravel and sand slightly silty, some large gravel 1 29.0 143.9 116.4 134.7 143.7 136.5 95 3782 7550 Maximum densities were obtained both by laboratory (ASTM D2049-64T), and field compaction using a vibratory compactor. *1 Field in-place density tests were performed in area soils during the reactor containment excavation. *2 Test No. 4 was performed using the Bureau of Reclamation Procedure for determining minimum and maximum densities *3 Field compaction tests were not available for this material (soil was excavated and wasted) *4 Relative density was calculated using measured natural (in-place) and field compacted densities BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.6-3 RESULTS OF STABILITY ANALYSES FOR NATURAL AND DESIGN CONDITIONS As-built Conditions with Rapid Drawdown As-built Conditions As-built Conditions with Rapid Drawdown As-built Conditions with Rapid Drawdown Level with DBE = 0.125 As-built Conditions with Project from Project from Project Flood Morgenstern Stability Analyses Plan: As-built Conditions with DBE = 0.125 Flood El. 707' Flood Level Level with DBE = 0.125 Analysis *F **B F B F B F B F B Section as shown on figure Section E 8100 2.136 2.702 1.741 1.777 1.273 1.204 0.974 0.982 0.975 TO N 4825 E 8550 Section N 7550 2.73 2.61 2.36 2.29 1.781 1.701 1.771 1.70 1.431 1.492 1.310 (Proposed fill river side of turbine building) Note: Many circles where analyzed; tabulated values indicate lowest factor of safety obtained for particular section under listed condition. For combined static and earthquake loading indicated factor of safety is instantaneous single peak value. Value of less than 1.0 indicates some distortion might occur at section considered.
- F - Indicates Fellenius Method of Analyses
- B - Indicates Bishops Simplified Method of Analyses (Side forces used in calculations)
BVPS UFSAR UNIT 1 Rev. 19 1 of 1 TABLE 2.7-1 ADDITIVE BUILDING LOADING
Structure Nominal El. Of Base of Founda- tion (ft)
Approximate El. Of Original Ground (ft)
Approximate Structure Dead Wt (ksf)
Removed Soil Load (ksf)
Addi-tional Bldg. Load (ksf)
Containment Structure 681 735 7.3 6.5 0.8 Fuel Building 720 735 4.0 1.8 2.2 Auxiliary Building 714 735 4.0 2.5 1.5 Turbine Building 683 715 4.0 4.2 -0.2
Service Building Switchgear Room 711 732 4.0 2.5 1.5 High Part of Building 730 730 1.0 - 1.0
BVPS UFSAR UNIT 1 Rev. 19 1 of 5 TABLE 2.8-1 PREOPERATIONAL ENVIRONMENTAL RADIOLOGICAL MONITORING PROGRAM FOR THE BEAVER VALLEY STATION(3) SAMPLING DESCRIPTION SAMPLING FREQUENCY Sample Pre-Operational Type of Sample Point Sampling Point Description Program Analysis Remarks Surface Water 49(4) 2 3 4 5 Upstream Side Montgomery Dam Station discharge Shippingport station discharge Midland water plant (raw water) East Liverpool water plant (raw water)
Monthly com- posite of weekly samples Gross beta (suspended and dissolved) tritium Gamma Spectrum when gross beta >10pCi/1,periodic gross alpha Drinking Water 4 5 Midland water plant (treated water)
East Liverpool water plant (treated water) Weekly com-posite of daily samples Gross beta (suspended and dissolved) tritium Gamma Spectrum when gross beta
>10pCi/1,periodic gross alpha Fish (any avail- able species 2 In or near station discharge Quarterly Gross beta Potassium-40 gamma spectrum Sr-90 (bone)
Bottom Sediments 49(4) 2 50 4 Upstream Side Montgomery Dam near mile 31 In or near station discharge Upstream Side New Cumberland Dam near mile 54 Midland Water intake near mile 36 Quarterly Gross beta Potassium-40 gamma spectrum BVPS UFSAR UNIT 1 Rev. 19 2 of 5 TABLE 2.8-1 (CONT'D) PREOPERATIONAL ENVIRONMENTAL RADIOLOGICAL MONITORING PROGRAM FOR THE BEAVER VALLEY STATION(3)(CONT'D) SAMPLING DESCRIPTION SAMPLING FREQUENCY Sample Pre-Operational Type of Sample Point Sampling Point Description Program Analysis Remarks Well Water 6,7 8 9 10,11 12 13 14 15 2 wells near Shippingport discharge Spring southwest of site On-site well 2 wells in Shippingport, Pa Spring in Shippingport, Pa Wells at Meyers Dairy Farm Hookstown, Pa Georgetown, Pa Quarterly Gross beta (suspended and dissolved) tritium Gamma Spectrum when gross beta >10pCi/1,periodic gross alpha Soil 16,17 18,19 20,21 22,23 2 east of site 2 west of site 2 north of site 2 south of site Quarterly Gross beta Potassium-40 gamma spectrum Sr-89 Sr-90 Wildlife (rabbit) 24 On-site Quarterly I-131 in thyroid gamma spectrum on flesh Sr-89,90 in bone Milk 25 26 27 28 Searight Dairy Hobbs Dairy Brunton Dairy Sherman Dairy Monthly(2) (weekly at sample pt.
- 13) I-131 Cs-137 Sr-90 I-131 only on weekly samples BVPS UFSAR UNIT 1 Rev. 19 3 of 5 TABLE 2.8-1 (CONT'D) PREOPERATIONAL ENVIRONMENTAL RADIOLOGICAL MONITORING PROGRAM FOR THE BEAVER VALLEY STATION(3)(CONT'D) SAMPLING DESCRIPTION SAMPLING FREQUENCY Sample Pre-Operational Type of Sample Point Sampling Point Description Program Analysis Remarks Milk (Cont'd) 29 13 Nichols Dairy Meyers Dairy Sr-89 Ba-140 La-140 Elemental Ca Air Particulates 30 31 32 51 46 28 13 29 47 48(4) On-site east(1) On-site west(1) Midland, Pa Aliquippa, Pa Industry, Pa Sherman Dairy Meyers Dairy Nichols Dairy (Beaver) East Liverpool, Ohio Weirton, West Virginia Weekly Gross Beta I-131 on charcoal only Periodic gross alpha, gamma spectrum if gross beta >10pCi/m3 Composited for each station monthly for gamma spectrum analysis Gamma Dosimeters (3 sets each location) 33-44 10 45 30 31 32 14 15 51 46 Site periphery Shippingport, Pa Mount Pleasant Church On-site east On-site west Midland, Pa Hookstown, Pa Georgetown, Pa Aliquippa, Pa Industry, Pa Monthly Quarterly Annual Beta and gamma dose BVPS UFSAR UNIT 1 Rev. 19 4 of 5 TABLE 2.8-1 (CONT'D) PREOPERATIONAL ENVIRONMENTAL RADIOLOGICAL MONITORING PROGRAM FOR THE BEAVER VALLEY STATION(3)(CONT'D) SAMPLING DESCRIPTION SAMPLING FREQUENCY Sample Pre-Operational Type of Sample Point Sampling Point Description Program Analysis Remarks Gamma Dosimeters (3 sets each location) (Cont'd) 28 13 29 47 48(4) Sherman Dairy Meyers Dairy Nichols Dairy (Beaver) East Liverpool, Ohio Weirton, West Virginia Vegetation and Food Crops 25 26 27 28 29 13 -- Searight Dairy Hobbs Dairy Brunton Dairy Sherman Dairy Nichols Dairy Meyers Dairy Fruit and vegetables (within 5 miles of plant if available) Quarterly
Fruit at harvest, vegetables during growing season Beta, Sr-89 Sr-90 gamma spectrum Sr-89, Sr-90 gamma spectrum Vegetation during growing season, silage and supplemental feed
BVPS UFSAR UNIT 1 Rev. 19 5 of 5 TABLE 2.8-1 (CONT'D) PREOPERATIONAL ENVIRONMENTAL RADIOLOGICAL MONITORING PROGRAM FOR THE BEAVER VALLEY STATION(3)(CONT'D) (1) On site stations to be relocated elsewhere on site due to interference with future construction. (2) The weekly sampling will be instituted at all dairies if I-131 is detected in any milk sample orif I-131 is detected in the weekly airborne particulate samples. Sampling will continue at the weekly level until I-131 levels drop below minimum detectable concentrations associated with this program. (3) Revised environmental monitoring program, Beaver Valley Power Station, Unit 1, Final Environmental Statement, App. B. (4) Control point location.
BVPS UFSAR UNIT 1 Rev. 19 2A-1
APPENDIX 2A THE METEOROLOGICAL PROGRAM
Prepared for DUQUESNE LIGHT COMPANY
Prepared by ENVIRONMENTAL SAFEGUARDS DIVISION NUS CORPORATION ROCKVILLE, MARYLAND BVPS UFSAR UNIT 1 Rev. 19 2A-2 Appendix 2A includes the first annual and second annual reports of the meteorological program at the Beaver Valley Power Station which began in September of 1969. The first annual report, Appendix 2A.1, summarizes the meteorological data collected over a year period from September 5, 1969 to September 9, 1970, while the second annual report, Appendix 2A.2, summarizes the meteorological data collected over a year period from September 5, 1970 to September 5, 1971. Both sets of data were analyzed to develop parameters appropriate to dispersion estimates for the design basis accident and for evaluation of the average dispersion conditions which would govern normal gaseous releases from the Beaver Valley Power Station.
The design basis accident meteorological conditions obtained by analysis of the first year of data were Pasquill Type "F" and 0.9 m/sec wind speed while the design basis accident meteorological conditions obtained by analysis of the second year data were Pasquill Type "F" and 0.84 m/sec wind speed. The First and Second Annual Meteorological Reports were retyped/reformatted as part of the update of the FSAR.
Appendix 2A.3 contains the current report for the Meteorological Program.
BVPS UFSAR UNIT 1 Rev. 19 2A.1-1 APPENDIX 2A.1 FIRST ANNUAL REPORT THE METEOROLOGICAL PROGRAM AT THE BEAVER VALLEY POWER STATION September 5, 1969 - September 5, 1970 Report Date: September, 1971
Prepared for DUQUESNE LIGHT COMPANY
Prepared by ENVIRONMENTAL SAFEGUARDS DIVISION NUS CORPORATION ROCKVILLE, MARYLAND BVPS UFSAR UNIT 1 Rev. 19 2A.1-2 TABLE OF CONTENTS Page I. INTRODUCTION AND SUMMARY 2A.1-5 II. SITE METEOROLOGICAL PROGRAM 2A.1-5 III. DATA REDUCTION 2A.1-6 IV. SITE METEOROLOGICAL DATA ANALYSIS 2A.1-7 A. Wind Roses and Speeds 2A.1-7 B. Atmospheric Stability 2A.1-7 C. Lapse Rate Stability Classification 2A.1-9 V. DETERMINATION OF DESIGN BASIS ACCIDENT METEOROLOGICAL CONDITIONS 2A.1-9 VI. ANNUAL AVERAGE RELEASE METEOROLOGY 2A.1-10 REFERENCES 2A.1-12 APPENDIX - STABILITY AND WIND SPEED AND DIRECTION SUMMARIES 2A.1-21 BVPS UFSAR UNIT 1 Rev. 19 2A.1-3 LIST OF TABLES Table Page 2A.1-1 SUMMARY OF DATA COLLECTION September 5, 1969 - September 5, 1970 2A.1-13 2A.1-2 AVERAGE WIND SPEED SUMMARY 2A.1-14 2A.1-3 STABILITY CATEGORIES 2A.1-15 2A.1-4 STABILITY DISTRIBUTION BASED ON WIND VARIANCE 2A.1-16 2A.1-5 OCEAN BREEZE AND DRY GULCH STABILITY CLASSIFICATION 2A.1-17 2A.1-6 NATIONAL REACTOR TESTING STATION STABILITY CLASSIFICATION 2A.1-18 2A.1-7 CLASSIFICATION OF PASQUILL STABILITY CLASS BASED ON LAPSE RATE 2A.1-19 2A.1-8 JOINT FREQUENCY DATA September 5, 1969 - September 5, 1970 2A.1-20 BVPS UFSAR UNIT 1 Rev. 19 2A.1-4 LIST OF FIGURES Figure Title 2A.1-1 SITE PLAN 2A.1-2 GROSS WIND ROSE - SEASON 1 - 50 FOOT LEVEL 2A.1-3 GROSS WIND ROSE - SEASON 2 - 50 FOOT LEVEL 2A.1-4 GROSS WIND ROSE - SEASON 3 - 50 FOOT LEVEL 2A.1-5 GROSS WIND ROSE - SEASON 4 - 50 FOOT LEVEL 2A.1-6 GROSS WIND ROSE - ANNUAL AVERAGE - 50 FOOT LEVEL 2A.1-7 GROSS WIND ROSE - ANNUAL AVERAGE - 150 FOOT LEVEL 2A.1-8 WIND SPEED DISTRIBUTION 2A.1-9 ESTIMATION OF FROM WIND DIRECTION RANGE 2A.1-10 ANNUAL AVERAGE /Qs
BVPS UFSAR UNIT 1 Rev. 19 2A.1-5 I. INTRODUCTION AND SUMMARY This report summarizes meteorological data collected at the Beaver Valley site over a year period extending from September 5, 1969 through September 5, 1970. The data were analyzed to develop parameters appropriate to dispersion estimates for the design basis accident and for evaluation of the average dispersion conditions which would govern normal gaseous releases from the Beaver Valley Power Station. II. SITE METEOROLOGICAL PROGRAM On April 19, 1969, the following equipment was installed on the Beaver Valley meteorological tower:
Bendix-Friez aerovanes with six-bladed propellers at the 50-and 150-foot levels and Bendix-Friez recorders Packard-Bell wind sensors (Model WS-101), at the 50-foot level and Esterline Angus recorders NUS Wind Variance Computer. Due to a delay in vendor deliver, the Bristol temperature system, consisting of resistance temperature bulbs with Packard-Bell aspirated shields at the 50- and 150-foot levels, and multi-point Bristol recorder, was not installed until September 5, 1969. At this time, the Foxboro dew cell was also installed. All meteorological sensors were placed on booms on a tower located approximately 250 meters from the center of the reactor building for the Beaver Valley Station. This location assured good exposure for the wind sensors. Figure 2A.1-1 shows the approximate location of the meteorological tower relative to the containment building, though most of the indicated trees have since been cleared.
The particular Bendix-Friez wind system chosen is rugged, yet has the lowest threshold, approximately two miles-per-hour, of any such equipment. The supplementary Packard-Bell wind system with a threshold of 0.7 miles-per-hour was particularly intended to help analyze wind and temperature statistics under low wind speed conditions.
Due to the delay in installation of temperature sensors, data and analyses are being reported for the time period September 5, 1969 through September 5, 1970. The recovery rate of the site data for these 52 weeks is presented in Table 2A.1-1, and is considered satisfactory for an accurate representation of the site conditions.
BVPS UFSAR UNIT 1 Rev. 19 2A.1-6 Instrument performance was generally satisfactory during the one-year period from September 5, 1969 to September 5, 1970. The only significant instrument problem was the incorrect factory calibration of the Packard-Bell wind speed system. As a result, the Packard-Bell instruments yielded anomalously low wind speeds, when compared with the Bendix-Friez instruments known to be in correct calibration. During the winter, a few days of Packard-Bell data were lost when the sensors "froze". Most of the data loss from the Packard-Bell instruments resulted from short-term "painting" of the wind recorded. Unfortunately, this occurrence is inherent in the Packard-Bell and other sensors which have a significant "dead-band". Operation of the Bendix-Friez instruments was quite good. The only malfunction occurred with the 150-foot recorder, which encountered difficulty with the pen-switching mechanism for a one-week period. Otherwise, the loss of Bendix data occurred solely from short-term inking problems and in transmittal to NUS Corporation from the site. No malfunctions with the Bristol temperature system were observed; the only data loss resulted from occasional inking difficulties.
The Foxboro dew cell was installed to gather data in support of the cooling towers; reduction of the dew cell data has not been completed at this time. III. DATA REDUCTION
Data records from the wind sensors and the temperature and dew cell recorders were forwarded to NUS for reduction and analysis. Wind data were obtained both from the strip charts and the Variance Computer; however, because of greater data availability from the former, as well as possible questions as to interpretation of the latter, primary reliance has been placed in the report upon the strip chart data.
Wind records were examined and hourly data extracted representing wind speed and direction averages and wind direction range. Range was determined from the two second-most extreme gusts. These data were taken for the two levels of Bendix-Friez sensors and the Packard-Bell equipment at the 50-foot level. Temperature measurements for the 50- and the 150-foot levels were recorded hourly, as were dew point data for the 50-foot level.
The data were entered on punched cards and processed to yield the data summaries presented and discussed in a later section.
BVPS UFSAR UNIT 1 Rev. 19 2A.1-7 IV. SITE METEOROLOGICAL DATA ANALYSIS A. Wind Roses and Speeds Based on Bendix-Friez data from the 50-foot level, Figures 2A.1-2, 2A.1-3, 2A.1-4, 2A.1-5, and 2A.1-6 show the distribution of wind directions for four seasons and the annual distribution. It is noted that in spring the winds from the northwest quadrant prevail. In summer, the wind directions from south-southeast to south-southwest predominate, along with a secondary maximum of winds from northwest. A season of transition, autumn, shows relatively high frequencies of winds from the west, west-northwest, and northwest, with a secondary maximum of winds from the south. This pattern of prevailing winds probably reflects both the large-scale wind flow from the meteorological pressure systems and the local channeling effect of the valley. During the winter, winds from the northwest quadrant are dominant; the effect of the valley in channeling is evident in the high frequencies of winds from the north-northwest and northwest. As a result of the seasonal patterns, the annual wind roses exhibit a high frequency of winds from the northwest quadrant and from southerly directions. A similar distribution of wind directions, shown in Figure 2A.1-7, is found with the 150-foot wind sensors.
Table 2A.1-2 shows the seasonal and annual distribution of wind speeds for both the 50-foot and 150-foot levels, based on the Bendix-Friez data. Speeds are determined over 15-minute averaging periods. It is noted that the season of highest wind speed is winter; whereas, the lowest wind speeds occur in summer. The average annual value of 5.5 miles-per-hour at the 50-foot level is higher than the 3-mile-per-hour value found by the Weather Bureau during the two-year site meteorological program conducted in Shippingport from 1955 through 1957. The annual figure of 2.5 percent "calm" found by the Beaver Valley meteorological program compares with 8.5 percent found by the Weather Bureau from 1955 to 1957. About two-thirds of the calms noted by the applicant occurred during the night; thus, if daytime calms are excluded, the overall frequency of calms is only 1.6 percent of all observations. The overall occurrence of calms as measured by the Packard-Bell instrument is only 0.4 percent. It is expected that the frequency of calms would be less as measured by the Packard-Bell than with the Bendix instrument because of the lower threshold and greater sensitivity of the Packard-Bell instrument. For these reasons, it was suspected that the Packard-Bell wind instruments yielded an annual average wind speed of 4.5 miles-per-hour, a value lower than the 5.6 miles-per-hour average found with the Bendix-Friez. During a preventive maintenance and instrument calibration trip, it was found that the Packard-Bell wind sensors and translator has been incorrectly calibrated at the factory, which led to these lower wind speeds. At that time, the Packard-Bell equipment was properly calibrated. The Bendix-Friez instrumentation remained in correct calibration during the complete period. Figure 2A.1-8 shows the wind speed distribution at the Beaver Valley site, based on the Bendix instrument. The median wind speed is noted to be 4.7 miles-per-hour; thus, when the median is compared to the mean wind speed, it is obvious that the distribution of the wind speeds is somewhat skewed toward the lower values.
B. Atmospheric Stability In the context of this report, atmospheric stability refers to the degree of turbulence present in the atmosphere. An "unstable" atmosphere is turbulent and results in good diffusion of waste gases injected into the atmosphere, whereas, a "stable" atmosphere is relatively nonturbulent and results in poor diffusion. "Neutral" stability refers to an intermediate condition.
BVPS UFSAR UNIT 1 Rev. 19 2A.1-8 Two basic methods of inferring atmospheric dispersion capability are generally available; the first is based on wind fluctuations; the second on temperature lapse rate. The first method uses a sensitive wind vane, preferably one which is free to move in both vertical and horizontal directions (a "bivane") to measure fluctuations in wind direction in both planes, thus providing a measure of and , the standard deviations of horizontal and vertical wind direction fluctuations, respectively. However, bivanes are not sufficiently rugged to provide the reliable data recovery over long time periods necessary for long-term diffusion climatology programs. Several systems have been developed which determine the horizontal variance (2) from standard (horizontal only) wind direction sensors, and which can be related to atmospheric stability.
The second method is the classical categorization of atmospheric stability based on vertical temperature structure, from which inferences of vertical diffusivity can be made. This method, of course, does not indicate diffusivity directly, nor does it account for differences in turbulence that may be introduced by surface roughness features.
In view of the availability of both horizontal wind fluctuations, vertical temperature difference data, and the significance of dispersion conditions in the design basis accident considerations, both measures of atmospheric stability were combined to provide the best estimates of horizontal and vertical plume dispersion.
Using the 50-foot level Bendix-Friez data, horizontal stability based on seven classes of was determined, according to the classification scheme in Table 2A.1-3, from the range in horizontal wind direction over a 15-minute time period, based on methods presented by Slade(1) using the "second gust" range described earlier. This procedure is illustrated (in Figure 2A.1-9) for some typical atmospheric conditions (arrows indicate the range of wind direction). If winds are "calm" or "non-steady", then the occurrence is classified as Pasquill B stability during the day, and Pasquill E at night, as suggested by Slade(2). Values of from the Bendix-Friez instrumentation can be questioned as to whether they are representative of the real wind fluctuations. This was tested by comparing values determined by the Bendix-Friez sensor with those from the more sensitive Packard-Bell sensor at the same level. Table 2A.1-4 shows that when using a sampling time of 15 minutes, the distributions of horizontal stability classes estimated from both Bendix-Friez and Packard-Bell data at the 50-foot level agree very closely for all stability categories. Therefore, the horizontal variance data based on Bendix-Friez wind observations are felt to be representative of actual atmospheric conditions.
To determine the joint frequency distribution of vertical temperature difference and horizontal variance, all individual 15-minute time periods for which wind speed, , and temperature difference data were available were processed by the NUS computer code, AMET, which computes the joint frequency of and temperature classes for given wind speed groups and for all wind speeds. Six wind speed groups were enumerated: Class 1 includes all wind speeds greater than or equal to 0.5 miles-per-hour and less than 1.5 miles-per-hour; Classes 2, 3, 4, and 5 are defined analogously for 2, 3, 4, and 5-miles-per-hour mean values; Class 6 includes all wind speeds greater than 5.5 miles-per-hour. Calms are not treated in the AMET code, but, as mentioned previously, occurred only in 2.5 percent of the observations by the Bendix-Friez sensor and 0.4 percent by the Packard-Bell unit. Computer summary pages of this joint frequency distribution listing are attached as an appendix to this report.
BVPS UFSAR UNIT 1 Rev. 19 2A.1-9 C. Lapse Rate Stability Classification In order to determine the dispersion parameters for the two-hour design basis accident, meteorological conditions are chosen for which calculated doses would not be exceeded more than 5 percent of the time. In order to select these based jointly on and lapse rate, vertical dispersion parameters are needed based on temperature difference corresponding to those established using the horizontal variance classification presented above. Seventeen vertical temperature difference classes were arbitrarily defined for the purpose of categorizing these observations.
In order to classify vertical dispersion parameters based on the lapse rate, a number of references in the literature were examined, including the stability classification defined for Cape Kennedy and Vandenberg Air Force Base and presented in Table 2A.1-5(3). The most complete vertical stability classification system found in the literature is that used at the National Reactor Testing Station(4) as presented in Table 2A.1-6. It was noted that none of these classification systems define a "G" stability, however. Therefore, in the lapse rate stability classification system chosen, the "G" interval has been defined in accordance with the range of a "large inversion", as presented by Holland in Meteorology and Atomic Energy(5). The ranges used are presented in Table 2A.1-7.
V. DETERMINATION OF DESIGN BASIS ACCIDENT METEOROLOGICAL CONDITIONS
Using the seven horizontal stability classes (A-G) and seven vertical stability classes (A-G) and the corresponding y and z values, as presented in Meteorology and Atomic Energy(6), a computer code was used to determine the combinations of vertical and horizontal stability classes and wind speeds which result in a calculated /Q value larger than any designated value at the site boundary distance of 610 meters. These 23 possible conditions are shown in Table 2A.1-8 ranked in order from the highest to the lowest values of /Q. These calculations of /Q do not include a building wake effect, since the objective was to find the meteorological conditions of stability and wind speed upon which the building wake correction is normally imposed for the design basis accident.
Due to the somewhat lower wind speeds, the 50-foot wind data are more conservative than those measured at the 150-foot level and the former were, therefore, used with the temperature difference measurements. A conservative analysis also includes the total calms, both daytime and nighttime, as found by the less responsive Bendix-Friez speed sensors to meet the 5 percent criterion. On this basis, the total occurrence of calms is 2.5 percent. If the joint frequency data in Table 2A.1-8 are examined, for a /Q value equalled or exceeded 2.5 percent of the time (5 percent less 2.5 percent calm), a value of 1.5 x 10-3 sec/m3 is obtained. Thus, F and 0.9 m per sec are the appropriate design basis accident meteorological conditions for the period of the accident on this conservative basis.
BVPS UFSAR UNIT 1 Rev. 19 2A.1-10 VI. ANNUAL AVERAGE RELEASE METEOROLOGY The annual average /Q for an elevated release is calculated according to the following equation:
Where:
= distance (m) l/ui = average reciprocal wind speed for sector of interest, sec per m3 Z = vertical diffusion parameter for stability class i (m) i Fi = fraction of time stability class i occurs H = height of stack (m) z = vertical height above valley floor(m)
fi = fraction of time wind direction is in sector of interest for stability class i In calculating /Q, zi has been estimated from Pasquill stability curves(7); (Fi) (fi) is based on the categorization of temperature difference previously discussed and found in Table 2A.1-7. (The value of z for G stability is defined as the z for Class F, divided by (2.5)1/2.
For an elevated release of normal process gases, the highest ground level annual average /Q occurs at a distance of 2500 feet from the reactor centerline, at an elevation of 47 meters above the valley floor. This /Q is equal to 1.0 x 10-5 sec per m3. At the nearest site boundaries, each of which is 610 meters from the reactor containment, the annual average ground level /Qs for an elevated release are as follows: Northeast boundary 1.3 x 10-7 sec/m3 East-northeast boundary 1.1 x 10-7 sec/m3 East-southeast boundary 2.0 x 10-7 sec/m3 WINDVANE computer outputs giving the raw data from which these calculations are made are given in the appendix to this report.
BVPS UFSAR UNIT 1 Rev. 19 2A.1-11 It should be noted that the /Qs at the nearest site boundaries are all less than the /Q at the 2500-foot point. Figure 2A.1-10 contains isopleths of the ground level annual average /Q for an elevated release.
BVPS UFSAR UNIT 1 Rev. 19 2A.1-12 References 1. Slade, D. H., Meteorology and Atomic Energy, United States Atomic Energy Commission, Clearinghouse for Federal Scientific and Technical Information, Springfield, Virginia, 1968, p. 47.
- 2. Slade. D. H., "Dispersion Estimates from Pollutant Releases of a Few Seconds to 8 Hours in Duration", U.S. Weather Bureau, Washington, DC, 1965, p. 15.
- 3. Haugen, D. A. and J. J. Fuquay, The Ocean Breeze and Dry Gulch Diffusion Programs, Vol. I, USAEC Report HW-78435 (Report AFCRL-63-791 (I)), Air Force Cambridge Research Laboratories and Hanford Atomic Products Operation, 1963. 4. Start, George E. and Markee, Earl H., "Relative Dose Factors from Long-Period Point Source Emissions of Atmospheric Pollutants", Proceedings USAEC Meteorological Information Meeting, 1967, p. 63. 5. United States Department of Commerce Weather Bureau, Meteorology and Atomic Energy, 1955, p. 54.
- 6. Slade, D. H., Meteorology and Atomic Energy, pp. 408-409.
- 7. Ibid., p. 409.
BVPS UFSAR UNIT 1 Rev. 19 2A.1-13 TABLES FOR APPENDIX 2A.1 TABLE 2A.1-1 SUMMARY OF DATA COLLECTION September 5, 1969 September 5, 1970 Instrument Level Recovery Rate (%)
BendixFriez 50 feet 85 BendixFriez 150 feet 80 PackardBell 50 feet 75 Bristol Temperature 50 feet 98 Bristol Temperature 150 feet 98 BVPS UFSAR UNIT 1 Rev. 19 2A.1-14 TABLE 2A.1-2 AVERAGE WIND SPEED SUMMARY (mph)
Bendix 50 foot Bendix 150 foot Spring 5.7 6.4 Summer 4.2 4.1* Fall 5.4 6.4 Winter 7.2 7.9 Annual Average 5.6
- It is doubtful that the average wind speed at 150 foot is actually lower than that for the 50 foot level during summer; rather it is believed that, within the accuracy of the calculations, there is no significant difference between the two levels.
BVPS UFSAR UNIT 1 Rev. 19 2A.1-15 TABLE 2A.1-3 STABILITY CATEGORIES
Stability Type Range of Standard Deviation Turbulence Type A = Extremely Unstable 22.5 High Atmospheric Turbulence B = Unstable 22.5 > 17.5 High Atmospheric Turbulence C = Slightly Unstable 17.5 > 12.5 High Atmospheric Turbulence D = Neutral 12.5 > 7.5 Moderate Atmos- pheric Turbulence E = Slightly Stable 7.5 > 3.8 Low Atmospheric Turbulence F = Stable 3.8 > 1.3 Low Atmospheric Turbulence G = Extremely Stable < 1.3 Low Atmospheric Turbulence BVPS UFSAR UNIT 1 Rev. 19 2A.1-16 TABLE 2A.1-4 STABILITY DISTRIBUTION BASED ON WIND VARIANCE Class Instrument Level (ft) A B C D E F G % Of Total Observations BendixFriez 50 13.2 14.5 28.3 30.2 11.7 1.9 0.2 150 9.3 12.5 25.2 36.8 14.0 2.0 0.1 PackardBell 50 12.6 14.6 27.5 34.5 9.8 0.9 0.0
BVPS UFSAR UNIT 1 Rev. 19 2A.1-17 TABLE 2A.1-5 OCEAN BREEZE AND DRY GULCH STABILITY CLASSIFICATION WT = temperature at 54 ft. minus temperature at 6 ft.
Category Range of Vertical Temperature Difference (F)
Very Unstable WT F -3.0 F Moderately Unstable -3.0 F WT F 0.0 F Moderately Stable 0 F WT F 3.0 F Very Stable WT J 3.0 F BVPS UFSAR UNIT 1 Rev. 19 2A.1-18 TABLE 2A.1-6 NATIONAL REACTOR TESTING STATION STABILITY CLASSIFICATION
Category Range of Vertical Temperature Gradient (F/100 Ft) A -1.1 or less B -0.5 to -1.0 C -0.1 to -0.4 D 0.0 to 0.4 E 0.5 to 1.0 F 1.1 or greater BVPS UFSAR UNIT 1 Rev. 19 2A.1-19 TABLE 2A.1-7 CLASSIFICATION OF PASQUILL STABILITY CLASS BASED ON LAPSE RATE
Category Range of Vertical Temperature Gradient (F/1000 ft.) A Very Unstable WT F -16 B Moderately Unstable -16 F WT F -13 C Slightly Unstable -13 F WT F -7 D Neutral -7 F WT F -1 E Slightly Stable -1 F WT F 11 F Moderately Stable 11 F WT F 20 G Very Stable WT J 20 BVPS UFSAR UNIT 1 Rev. 19 2A.1-20 TABLE 2A.1-8 JOINT FREQUENCY DATA Sept. 5, 1969 - Sept. 5, 1970 50 Ft. Level Wind Data 50 & 150 Ft. Level Temp. Site Boundary: 610 Meters Wind Speed (m/sec) Ordered Horiz. Condition Vert. /Q (sec/m3) "Effective F" & Wind Speed (m/sec) Frequency % Cum. Frequency % 0.45 G G 7.5 x 10-3 0.18 .01 .01 0.45 F G .08 .09 0.45 G F .02 .11 0.90 G G .05 .16 0.45 E G .18 .34 0.45 F F .08 .42 0.45 G E .05 .47 0.45 D G 2.5 x 10-3 0.52 .25 .72 1.35 G G 0.00 .72 0.90 F G .18 .90 0.90 G F .03 .93 0.45 G D .00 .93 0.45 E F .18 1.11 1.80 G G .00 1.11 0.45 F E .24 1.35 0.90 E G .67 2.02 0.45 C G .11 2.13 0.45 D F .20 2.33 1.35 F G .07 2.40 1.35 G F .00 2.40 2.25 G G .00 2.40 0.90 F F .21 2.61 0.90 G E 1.5 x 10-3 1.3 x 10-2 0.90 1.00 .00 2.61 BVPS UFSAR UNIT 12A.1-21
APPENDIX - STABILITY AND WIND SPEED AND DIRECTION SUMMARIES
BVPS UFSAR UNIT 1 Rev. 19 2A.1-22 SEASON INDEX=1 13 MO. DATA 1 DUQUESNE - BEAVER VALLEY - (9/5/69 - 9/5/70) REL. HT 150 FT. HOURLY TEMP. LAPSE RATE STABILITY INDEX DISTRIBUTION TOTAL NO. OF OBS = 1848 Hour In Percent of Total OBS In Percent of Hourly OBS Index 1 2 3 4 5 6 7 1 2 3 4 5 6 7 1 0.00 0.00 0.00 .22 2.76.60.70 0.00 0.00 0.00 5.06 64.56 13.92 16.46 2 .05 0.00 0.00 .11 2.81.54.76 1.27 0.00 0.00 2.53 65.82 12.66 17.72 3 0.00 0.00 .05 0.00 3.14.27.81 0.00 0.00 1.27 0.00 73.42 6.33 18.99 4 .05 0.00 .05 0.00 2.81.49.92 1.25 0.00 1.25 0.00 65.00 11.25 21.25 5 .05 0.00 .11 .16 2.76.60.60 1.27 0.00 2.53 3.80 64.56 13.92 13.92 6 0.00 0.00 0.00 .16 2.92.43.76 0.00 0.00 0.00 3.80 68.35 10.13 17.72 7 .11 .05 0.00 .11 3.03.49.38 2.60 1.30 0.00 2.60 72.73 11.69 9.09 8 .11 0.00 .05 .38 3.08.22.32 2.60 0.00 1.30 9.09 74.03 5.19 7.79 9 .05 .22 0.00 .54 2.92.05.22 1.35 5.41 0.00 13.51 72.97 1.35 5.41 10 .05 .05 .05 .54 3.03.05.11 1.39 1.39 1.39 13.89 77.78 1.39 2.78 11 0.00 .05 0.00 .65 3.08.05.11 0.00 1.37 0.00 16.44 78.08 1.37 2.74 12 .05 0.00 .16 .49 3.350.000.00 1.33 0.00 4.00 12.00 82.65 0.00 0.00 13 0.00 .05 .22 .65 3.190.000.00 0.00 1.32 5.26 15.79 77.63 0.00 0.00 14 0.00 0.00 .27 .76 3.140.000.00 0.00 0.00 6.49 18.18 75.32 0.00 0.00 15 .05 .05 .38 .81 2.870.000.00 1.30 1.30 9.09 19.48 68.83 0.00 0.00 16 0.00 .16 .27 .65 3.080.000.00 0.00 3.90 6.49 15.58 74.03 0.00 0.00 17 0.00 0.00 .16 .87 3.140.000.00 0.00 0.00 3.90 20.78 75.32 0.00 0.00 18 0.00 0.00 .22 .54 3.35.050.00 0.00 0.00 5.19 12.99 80.52 1.30 0.00 19 0.00 0.00 0.00 .49 3.570.00.11 0.00 0.00 0.00 11.69 85.71 0.00 2.60 20 0.00 0.00 .11 .27 3.30.27.27 0.00 0.00 2.56 6.41 78.21 6.41 6.41 21 0.00 0.00 .05 .16 2.87.43.70 0.00 0.00 1.28 3.85 67.95 10.26 16.67 22 .05 0.00 0.00 .16 2.60.43.87 1.32 0.00 0.00 3.95 63.16 10.53 21.05 23 .05 0.00 .05 .05 2.81.27.92 1.30 0.00 1.30 1.30 67.53 6.49 22.08 24 0.00 0.00 .05 .05 2.81.43.87 0.00 0.00 1.28 1.28 66.67 10.26 20.51 TEMP. LAPSE RATE STABILITY INDEX DISTRIBUTION (IN PERCENT OF TOTAL OBS.) Index 1 2 3 4 5 6 7 .70 .65 2.27 8.82 72.46 5.68 9.42 AVERAGE WIND SPEED FOR EACH TEMP. LAPSE RATE STABILITY INDEX (IN MPH) Index 1 2 3 4 5 6 7 Speed 4.8 4.8 7.3 6.9 6.3 2.6 2.8 WIND ROSE FOR EACH TEMP. LAPSE RATE STABILITY INDEX (IN PERCENT OF EACH INDEX TOTAL) Index NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N Calm 1 0.00 0.00 23.08 15.38 7.69 7.69 0.007.69 7.697.690.00 7.69 15.38 0.00 0.000.00 0.00 2 0.00 0.00 8.33 0.00 0.00 0.00 16.678.33 0.000.000.00 0.00 0.00 8.33 16.670.00 41.67 3 2.38 0.00 2.38 4.76 7.14 2.38 7.1411.90 11.904.764.76 9.52 4.76 19.05 7.140.00 0.00 4 5.52 2.45 5.52 3.68 4.29 5.52 4.913.68 1.841.232.45 5.52 13.50 21.47 7.9810.43 0.00 5 2.99 3.96 2.91 6.87 7.77 7.77 3.733.96 2.692.693.21 5.83 14.56 14.56 5.458.36 2.69 6 .95 0.00 0.00 .95 5.71 13.33 11.4314.29 18.1014.295.71 7.62 2.86 2.86 0.001.90 0.00 7 1.15 0.00 .57 1.15 6.90 8.62 5.1716.67 20.6918.395.75 5.75 4.02 2.30 .572.30 0.00 BVPS UFSAR UNIT 1 Rev. 19 2A.1-23 SEASON INDEX=1 13 MO. DATA 1 DUQUESNE - BEAVER VALLEY - (9/5/69 - 9/5/70) REL. HT 150 FT. TOTAL NO. OF OBS = 1848 GROSS WIND ROSE (IN PERCENT OF TOTAL (OBS) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N Calm 2.87 3.08 2.92 5.68 7.20 7.79 4.555.95 5.414.763.52 5.95 12.50 13.31 4.987.31 2.22 Speed 5.2 5.3 5.4 5.2 5.3 4.6 3.3 3.2 3.0 2.9 3.8 5.0 8.5 9.2 8.6 6.8 0.0 TEMP. LAPSE RATE STABILITY INDEX DISTRIBUTION FOR EACH WIND DIRECTION (IN PERCENT OF DIRECTION TOTAL) Index NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N Calm 1 0.00 0.00 5.56 1.90 .75 .69 0.00.91 1.001.140.00 .91 .87 0.00 0.000.00 0.00 2 0.00 0.00 1.85 0.00 0.00 0.00 2.38.91 0.000.000.00 0.00 0.00 .41 2.170.00 12.20 3 1.89 0.00 1.85 1.90 2.26 .69 3.574.55 5.002.273.08 3.64 .87 3.25 3.260.00 0.00 4 16.98 7.02 16.67 5.71 5.26 6.25 9.525.45 3.002.276.15 8.18 9.52 14.23 14.1312.59 0.00 5 75.47 92.98 72.22 87.62 78.20 72.22 59.5248.18 36.0040.9166.15 70.91 84.42 79.27 79.3582.96 87.80 6 1.89 0.00 0.00 .95 4.51 9.72 14.2913.64 19.0017.059.23 7.27 1.30 1.22 0.001.48 0.00 7 3.77 0.00 1.85 1.90 9.02 10.42 10.7126.36 36.0036.3615.38 9.09 3.03 1.63 1.092.96 0.00 TEMP. LAPSE RATE STABILITY INDEX DISTRIBUTION IN PERCENT OF TOTAL OBS. Index NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N Calm 1 0.00 0.00 .16 .11 .05 .05 0.00 .05 .05 .05 0.00 .05 .11 0.00 0.000.00 0.00 2 0.00 0.00 .05 0.00 0.00 0.00 .11 .05 0.00 0.00 0.00 0.00 0.00 .05 .110.00 .27 3 .05 0.00 .05 .11 .16 .05 .16 .27 .27 .11 .11 .22 .11 .43 .160.00 0.00 4 .49 .22 .49 .32 .38 .49 .43 .32 .16 .11 .22 .49 1.19 1.89 .70.92 0.00 5 2.16 2.87 2.11 4.98 5.63 5.63 2.71 2.87 1.95 1.95 2.33 4.22 10.55 10.55 3.956.06 1.95 6 .05 0.00 0.00 .05 .32 .76 .65 .81 1.03 .81 .32 .43 .16 .16 0.00.11 0.00 7 .11 0.00 .05 .11 .65 .81 .49 1.57 1.95 1.73 .54 .54 .38 .22 .05.22 0.00 AVERAGE WIND SPEED (INVERSE WEIGHTED) BY INDEX AND DIRECTION (IN MPH) Index NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 0.00 0.00 3.16 4.50 5.00 3.00 0.00 4.00 1.00 1.00 0.00 4.00 11.00 0.00 0.000.00 2 0.00 0.00 6.00 0.00 0.00 0.00 5.83 5.00 0.00 0.00 0.00 0.00 0.00 14.00 9.100.00 3 13.00 0.00 9.00 5.00 5.11 10.00 6.90 4.99 3.87 1.33 6.46 4.57 14.48 8.19 7.460.00 4 4.81 4.28 4.97 4.75 5.21 2.99 3.60 5.01 2.67 1.67 3.31 6.44 5.52 7.66 6.176.05 5 3.41 3.83 3.94 4.09 4.22 3.34 2.06 2.33 2.34 2.25 3.01 3.64 6.63 6.89 6.165.05 6 1.00 0.00 0.00 2.00 2.57 2.55 2.18 1.88 1.93 1.91 2.88 2.46 3.00 1.00 0.001.75 7 6.00 0.00 5.00 1.33 1.90 3.35 1.86 2.00 2.37 2.23 1.18 1.58 2.67 1.60 2.001.89 (AVERAGE INVERSE SPEED) 1 0.00 0.00 .32 .22 .20 .33 0.00 .25 1.00 1.00 0.00 .25 .09 0.00 0.000.00 2 0.00 0.00 .17 0.00 0.00 0.00 .17 .20 0.00 0.00 0.00 0.00 0.00 .07 .110.00 3 .08 0.00 .11 .20 .20 .10 .14 .20 .26 .75 .15 .22 .07 .12 .130.00 4 .21 .23 .20 .21 .19 .33 .28 .20 .38 .60 .30 .16 .18 .13 .16.17 5 .29 .26 .25 .24 .24 .30 .49 .43 .43 .44 .33 .27 .15 .15 .16.20 6 1.00 0.00 0.00 .50 .39 .39 .46 .53 .52 .52 .35 .41 .33 1.00 0.00.57 7 .17 0.00 .20 .75 .53 .30 .54 .50 .42 .45 .85 .63 .37 .63 .50.53 BVPS UFSAR UNIT 1 Rev. 19 2A.1-24 SEASON INDEX=2 13 MO. DATA 1 DUQUESNE - BEAVER VALLEY - (9/5/69 - 9/5/70) REL. HT 150 FT. HOURLY TEMP. LAPSE RATE STABILITY INDEX DISTRIBUTION TOTAL NO. OF OBS = 1515 Hour In Percent of Total OBS In Percent of Hourly OBS Index 1 2 3 4 5 6 7 1 2 3 4 5 6 7 1 .07 0.00 0.00 .13 1.52 .92 1.58 1.56 0.00 0.00 3.13 35.94 21.88 37.50 2 0.00 0.00 0.00 .13 1.98 1.12 .99 0.00 0.00 0.00 3.13 46.88 26.56 23.44 3 0.00 0.00 0.00 .07 1.91 1.19 1.06 0.00 0.00 0.00 1.56 45.31 28.13 25.00 4 0.00 0.00 0.00 0.00 1.91 1.52 .79 0.00 0.00 0.00 0.00 45.31 35.94 18.75 5 0.00 0.00 0.00 0.00 2.05 1.58 .59 0.00 0.00 0.00 0.00 48.44 37.50 14.06 6 0.00 0.00 0.00 .07 2.31 1.06 .79 0.00 0.00 0.00 1.56 54.69 25.00 18.75 7 0.00 0.00 0.00 .20 2.51 .92 .59 0.00 0.00 0.00 4.69 59.38 21.88 14.06 8 0.00 0.00 0.00 .53 3.17 .40 .07 0.00 0.00 0.00 12.70 76.19 9.52 1.59 9 0.00 .86 .40 1.25 1.58 0.00 0.00 0.00 20.97 9.68 30.65 38.71 0.00 0.00 10 .07 .33 .73 1.65 1.25 0.00 0.00 1.64 8.20 18.03 40.98 31.15 0.00 0.00 11 0.00 .07 .66 2.18 1.12 .07 0.00 0.00 1.61 16.13 53.23 27.42 1.61 0.00 12 0.00 .20 1.19 1.91 .53 .07 .07 0.00 5.00 30.00 48.32 13.33 1.67 1.67 13 .07 .07 .92 2.05 .92 0.00 0.00 1.64 1.64 22.95 50.82 22.95 0.00 0.00 14 .07 .33 1.32 2.05 .26 0.00 0.00 1.64 8.20 32.79 50.82 6.56 0.00 0.00 15 .07 .20 1.25 1.91 .53 0.00 .07 1.64 4.92 31.15 47.54 13.11 0.00 1.64 16 0.00 .07 1.39 1.98 .79 0.00 0.00 0.00 1.56 32.81 46.88 18.75 0.00 0.00 17 0.00 .07 1.06 2.38 .73 0.00 0.00 0.00 1.56 25.00 56.25 17.19 0.00 0.00 18 0.00 .07 .46 2.38 1.25 .07 0.00 0.00 1.56 10.94 56.25 29.69 1.56 0.00 19 0.00 0.00 .07 1.91 2.24 0.00 0.00 0.00 0.00 1.56 45.31 53.13 0.00 0.00 20 0.00 0.00 0.00 .59 3.04 .26 .33 0.00 0.00 0.00 14.06 71.88 6.25 7.81 21 0.00 0.00 0.00 .26 1.85 .66 1.45 0.00 0.00 0.00 6.25 43.75 15.63 34.38 22 0.00 0.00 0.00 .13 1.91 .73 1.45 0.00 0.00 0.00 3.13 45.31 17.19 34.38 23 0.00 0.00 0.00 0.00 1.65 1.12 1.45 0.00 0.00 0.00 0.00 39.06 26.56 34.38 24 0.00 0.00 0.00 .07 1.72 1.06 1.39 0.00 0.00 0.00 1.56 40.63 25.00 32.81 TEMP. LAPSE RATE STABILITY INDEX DISTRIBUTION (IN PERCENT OF TOTAL OBS.) Index 1 2 3 4 5 6 7 .33 2.24 9.44 23.83 38.75 12.74 12.67 AVERAGE WIND SPEED FOR EACH TEMP. LAPSE RATE STABILITY INDEX (IN MPH) Index 1 2 3 4 5 6 7 Speed 4.4 2.3 5.8 5.3 3.7 3.1 3.1 WIND ROSE FOR EACH TEMP. LAPSE RATE STABILITY INDEX (IN PERCENT OF EACH INDEX TOTAL)
Index NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N Calm 1 0.00 0.00 0.00 0.00 0.00 0.00 20.000.00 20.000.000.00 0.00 20.00 20.00 0.0020.00 0.002 0.00 2.94 11.76 11.76 0.00 0.00 0.000.00 2.940.000.00 2.94 5.88 2.94 5.882.94 50.003 7.69 7.69 13.29 6.29 4.90 5.59 1.403.50 2.802.802.80 2.80 6.29 16.78 12.592.80 0.004 6.37 7.20 3.60 4.71 4.71 5.54 3.053.05 2.775.263.32 7.20 8.31 19.67 6.378.86 0.005 3.58 1.87 1.19 3.07 3.75 8.35 10.5613.97 9.205.285.45 4.60 8.01 8.35 3.413.75 5.626 .52 0.00 0.00 .52 .52 3.63 8.2924.87 34.2018.135.18 2.59 .52 .52 .520.00 0.007 0.00 0.00 0.00 0.00 3.13 3.65 3.1315.63 50.5219.272.60 1.04 0.00 0.00 .52.52 0.00 BVPS UFSAR UNIT 1 Rev. 19 2A.1-25 SEASON INDEX=2 13 MO. DATA 1 DUQUESNE - BEAVER VALLEY - (9/5/69 - 9/5/70) REL. HT 150 FT. TOTAL NO. OF OBS = 1515 GROSS WIND ROSE (IN PERCENT OF TOTAL (OBS) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N Calm 3.70 3.23 2.84 3.23 3.50 6.01 6.4711.62 15.388.324.16 4.29 5.94 9.70 4.294.03 3.30 Speed 5.3 5.0 4.5 3.5 3.4 4.0 3.6 3.1 3.1 2.8 3.0 4.2 5.8 7.0 6.4 5.0 0.0 TEMP. LAPSE RATE STABILITY INDEX DISTRIBUTION FOR EACH WIND DIRECTION (IN PERCENT OF DIRECTION TOTAL) Index NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N Calm 1 0.00 0.00 0.00 0.00 0.000.00 1.020.00 .430.000.00 0.00 1.11 .68 0.001.64 0.00 2 0.00 2.04 9.30 8.16 0.000.00 0.000.00 .430.000.00 1.54 2.22 .68 3.081.64 34.00 3 19.64 22.45 44.19 18.37 13.218.79 2.042.84 1.723.176.35 6.15 10.00 16.33 27.696.56 0.00 4 41.07 53.06 30.23 34.69 32.0821.98 11.226.25 4.2915.0819.05 40.00 33.33 48.30 35.3852.46 0.00 5 37.50 22.45 16.28 36.73 41.5153.85 63.2746.59 23.1824.6050.79 41.54 52.22 33.33 30.7736.07 66.00 6 1.79 0.00 0.00 2.04 1.897.69 16.3327.27 28.3327.7815.87 7.69 1.11 .68 1.540.00 0.00 7 0.00 0.00 0.00 0.00 11.327.69 6.1217.05 41.6329.377.94 3.08 0.00 0.00 1.541.64 0.00 TEMP. LAPSE RATE STABILITY INDEX DISTRIBUTION IN PERCENT OF TOTAL OBS. Index NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N Calm 1 0.00 0.00 0.00 0.00 0.00 0.00 .07 0.00 .07 0.00 0.00 0.00 .07 .07 0.00.07 0.00 2 0.00 .07 .26 .26 0.00 0.00 0.00 0.00 .07 0.00 0.00 .07 .13 .07 .13.07 1.12 3 .73 .73 1.25 .59 .46 .53 .13 .33 .26 .26 .26 .26 .59 1.58 1.19.26 0.00 4 1.52 1.72 .86 1.12 1.12 1.32 .73 .73 .66 1.25 .79 1.72 1.98 4.69 1.522.11 0.00 5 1.39 .73 .46 1.19 1.45 3.23 4.09 5.41 3.56 2.05 2.11 1.78 3.10 3.23 1.321.45 2.18 6 .07 0.00 0.00 .07 .07 .46 1.06 3.17 4.36 2.31 .66 .33 .07 .07 .070.00 0.00 7 0.00 0.00 0.00 0.00 .40 .46 .40 1.98 6.40 2.44 .33 .13 0.00 0.00 .07.07 0.00 AVERAGE WIND SPEED (INVERSE WEIGHTED) BY INDEX AND DIRECTION (IN MPH) Index NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 0.00 0.00 0.00 0.00 0.00 0.00 12.000.00 2.00 0.00 0.00 0.00 3.00 4.00 0.001.00 2 0.00 10.00 4.10 5.51 0.00 0.00 0.000.00 5.00 0.00 0.00 2.00 1.33 4.00 4.202.00 3 5.12 4.26 4.51 3.80 4.02 5.24 3.434.48 4.44 4.00 3.69 5.05 7.32 5.56 4.333.12 4 4.15 4.21 3.48 2.37 2.67 3.57 5.143.24 2.86 2.70 2.75 3.30 5.47 5.81 5.123.99 5 4.20 3.39 2.01 2.17 2.11 2.62 2.422.37 2.54 1.92 2.52 3.49 3.83 4.97 3.183.06 6 2.00 0.00 0.00 2.00 2.00 3.02 2.582.75 2.71 2.19 1.86 2.73 3.00 7.00 15.000.00 7 0.00 0.00 0.00 0.00 2.86 3.50 1.852.74 2.58 2.23 2.86 1.71 0.00 0.00 5.007.00 (AVERAGE INVERSE SPEED) 1 0.00 0.00 0.00 0.00 0.00 0.00 .08 0.00 .50 0.00 0.00 0.00 .33 .25 0.001.00 2 0.00 .10 .24 .18 0.00 0.00 0.00 0.00 .20 0.00 0.00 .50 .75 .25 .24.50 3 .20 .23 .22 .26 .25 .19 .29 .22 .22 .25 .27 .20 .14 .18 .23.32 4 .24 .24 .29 .42 .37 .28 .19 .31 .35 .37 .36 .30 .18 .17 .20.25 5 .24 .29 .50 .46 .47 .38 .41 .42 .39 .52 .40 .29 .26 .20 .31.33 6 .50 0.00 0.00 .50 .50 .33 .39 .36 .37 .46 .54 .37 .33 .14 .070.00 7 0.00 0.00 0.00 0.00 .35 .29 .54 .36 .39 .45 .35 .58 0.00 0.00 .20.14 BVPS UFSAR UNIT 1 Rev. 19 2A.1-26 SEASON INDEX=3 13 MO. DATA 1 DUQUESNE - BEAVER VALLEY - (9/5/69 - 9/5/70) REL. HT 150 FT. HOURLY TEMP. LAPSE RATE STABILITY INDEX DISTRIBUTION TOTAL NO. OF OBS = 1952 Hour In Percent of Total OBS In Percent of Hourly OBS Index 1 2 3 4 5 6 7 1 2 3 4 5 6 7 1 0.00 0.00 0.00 .10 2.61 1.08 .41 0.00 0.00 0.00 2.44 62.20 25.61 9.76 2 0.00 0.00 0.00 .05 2.77 .67 .77 0.00 0.00 0.00 1.20 65.06 15.66 18.07 3 0.00 0.00 0.00 .10 2.77 .87 .51 0.00 0.00 0.00 2.41 65.06 20.48 12.05 4 0.00 0.00 0.00 .10 2.56 1.08 .51 0.00 0.00 0.00 2.41 60.24 25.30 12.05 5 0.00 0.00 0.00 .05 2.72 .77 .67 0.00 0.00 0.00 1.22 64.63 18.29 15.85 6 0.00 0.00 .10 .10 2.92 .61 .46 0.00 0.00 2.44 2.44 69.51 14.63 10.98 7 0.00 0.00 0.00 0.00 2.97 .82 .36 0.00 0.00 0.00 0.00 71.60 19.75 8.64 8 0.00 0.00 .05 .31 2.87 .67 .26 0.00 0.00 1.23 7.41 69.14 16.05 6.17 9 0.00 .41 0.00 .20 3.38 .05 .10 0.00 9.88 0.00 4.94 81.48 1.23 2.47 10 .05 .20 .10 .77 2.77 .05 .05 1.28 5.13 2.56 19.23 69.23 1.28 1.28 11 0.00 .31 .20 .77 2.72 0.00 .10 0.00 7.50 5.00 18.75 66.25 0.00 2.50 12 .05 .10 .10 .87 2.72 0.00 .05 1.32 2.63 2.63 22.37 69.74 0.00 1.32 13 .05 .05 .20 .92 2.77 0.00 0.00 1.28 1.28 5.13 23.08 69.23 0.00 0.00 14 0.00 0.00 .10 1.69 2.36 0.00 0.00 0.00 0.00 2.47 40.74 56.79 0.00 0.00 15 0.00 0.00 .36 1.13 2.56 .10 0.00 0.00 0.00 8.64 27.16 61.73 2.47 0.00 16 .05 .10 .05 1.18 2.77 0.00 0.00 1.23 2.47 1.23 28.40 66.67 0.00 0.00 17 0.00 .26 .10 .92 2.77 .10 0.00 0.00 6.17 2.47 22.22 66.67 2.47 0.00 18 0.00 0.00 .10 .61 2.92 .15 .20 0.00 0.00 2.56 15.38 73.08 3.85 5.13 19 0.00 0.00 0.00 .05 2.77 .41 1.02 0.00 0.00 0.00 1.20 65.06 9.64 24.10 20 0.00 0.00 .05 .10 2.46 .56 1.02 0.00 0.00 1.22 2.44 58.54 13.41 24.39 21 0.00 0.00 0.00 .05 2.61 .51 1.13 0.00 0.00 0.00 1.19 60.71 11.90 26.19 22 0.00 0.00 0.00 .20 2.15 .87 1.02 0.00 0.00 0.00 4.82 50.60 20.48 24.10 23 0.00 .05 0.00 .05 2.51 .61 1.08 0.00 1.19 0.00 1.19 58.32 14.29 25.00 24 0.00 0.00 0.00 .15 2.56 .72 .87 0.00 0.00 0.00 3.57 59.52 16.66 20.24 TEMP. LAPSE RATE STABILITY INDEX DISTRIBUTION (IN PERCENT OF TOTAL OBS.) Index 1 2 3 4 5 6 7 .20 1.49 1.54 10.50 64.96 10.71 10.60 AVERAGE WIND SPEED FOR EACH TEMP. LAPSE RATE STABILITY INDEX (IN MPH) Index 1 2 3 4 5 6 7 Speed 9.8 .3 6.0 7.6 5.8 3.6 3.3 WIND ROSE FOR EACH TEMP. LAPSE RATE STABILITY INDEX (IN PERCENT OF EACH INDEX TOTAL) Index NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N Calm 1 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.000.0025.00 25.00 0.00 25.00 25.000.00 0.002 0.00 0.00 0.00 3.45 0.00 0.00 3.450.00 0.000.003.45 0.00 0.00 0.00 0.000.00 89.663 6.67 13.33 3.33 6.67 6.67 6.67 23.330.00 3.330.003.33 3.33 6.67 3.33 10.003.33 0.004 2.44 2.93 4.39 2.44 6.83 7.80 2.933.41 1.952.443.90 8.78 16.59 17.56 10.245.37 0.005 1.58 1.42 1.34 2.76 4.73 5.99 7.579.15 3.943.235.13 14.27 13.49 8.75 4.817.18 4.656 .96 0.00 .48 3.35 6.70 12.44 16.7522.97 15.316.702.39 5.26 2.87 .96 1.441.44 0.007 .48 .48 1.45 3.38 6.28 6.76 14.9824.15 22.7113.531.93 .97 1.45 .48 .48.48 0.00 BVPS UFSAR UNIT 1 Rev. 19 2A.1-27 SEASON INDEX=3 13 MO. DATA 1 DUQUESNE - BEAVER VALLEY - (9/5/69 - 9/5/70) REL. HT 150 FT. TOTAL NO. OF OBS = 1952 GROSS WIND ROSE (IN PERCENT OF TOTAL (OBS) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N Calm 1.54 1.49 1.59 2.92 5.28 6.86 9.0211.32 6.864.514.35 10.96 11.07 7.79 4.615.48 4.35 Speed 5.1 4.7 4.8 3.8 4.2 4.6 3.7 3.6 3.1 2.9 3.9 6.6 9.0 10.4 8.8 6.4 0.0 TEMP. LAPSE RATE STABILITY INDEX DISTRIBUTION FOR EACH WIND DIRECTION (IN PERCENT OF DIRECTION TOTAL) Index NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N Calm 1 0.00 0.00 0.00 0.00 0.000.00 0.000.00 0.000.001.18 .47 0.00 .66 1.110.00 0.00 2 0.00 0.00 0.00 1.75 0.000.00 .570.00 0.000.001.18 0.00 0.00 0.00 0.000.00 30.59 3 6.67 13.79 3.23 3.51 1.941.49 3.980.00 .750.001.18 .47 .93 .66 3.33.93 0.00 4 16.67 20.69 29.03 8.77 13.5911.94 3.413.17 2.995.689.41 8.41 15.74 23.68 23.3310.28 0.00 5 66.67 62.07 54.84 61.40 58.2556.72 54.5552.49 37.3146.5976.47 84.58 79.17 73.03 67.7885.05 69.41 6 6.67 0.00 3.23 12.28 13.5919.40 19.8921.72 23.8815.915.88 5.14 2.78 1.32 3.332.80 0.00 7 3.33 3.45 9.68 12.28 12.6210.45 17.6122.62 35.0731.824.71 .93 1.39 .66 1.11.93 0.00 TEMP. LAPSE RATE STABILITY INDEX DISTRIBUTION IN PERCENT OF TOTAL OBS. Index NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N Calm 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .05 .05 0.00 .05 .050.00 0.00 2 0.00 0.00 0.00 .05 0.00 0.00 .05 0.00 0.00 0.00 .05 0.00 0.00 0.00 0.000.00 1.33 3 .10 .20 .05 .10 .10 .10 .36 0.00 .05 0.00 .05 .05 .10 .05 .15.05 0.00 4 .26 .31 .46 .26 .72 .82 .31 .36 .20 .26 .41 .92 1.74 1.84 1.08.56 0.00 5 1.02 .92 .87 1.79 3.07 3.89 4.92 5.94 2.56 2.10 3.33 9.27 8.76 5.69 3.134.66 3.02 6 .10 0.00 .05 .36 .72 1.33 1.79 2.46 1.64 .72 .26 .56 .31 .10 .15.15 0.00 7 .05 .05 .15 .36 .67 .72 1.59 2.56 2.41 1.43 .20 .10 .15 .05 .05.05 0.00 AVERAGE WIND SPEED (INVERSE WEIGHTED) BY INDEX AND DIRECTION (IN MPH) Index NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 5.00 12.000.00 6.00 16.000.00 2 0.00 0.00 0.00 6.00 0.00 0.00 2.000.00 0.00 0.00 2.00 0.000.00 0.00 0.000.00 3 3.00 5.33 6.00 3.43 5.09 1.71 4.890.00 7.00 0.00 2.00 4.007.06 14.00 8.187.00 4 3.28 5.14 4.42 4.47 4.95 4.11 5.882.88 5.27 2.94 4.29 5.077.25 9.45 7.574.99 5 2.97 3.26 3.31 2.86 3.14 3.52 2.532.64 2.22 2.29 2.80 4.716.37 7.41 6.734.74 6 3.11 0.00 4.00 3.44 2.85 2.76 3.262.92 2.13 1.89 2.26 3.764.62 9.26 10.003.18 7 8.00 5.00 3.60 3.11 3.25 2.49 2.943.23 2.33 2.17 1.85 5.455.53 7.00 8.002.00 (AVERAGE INVERSE SPEED) 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .20 .08 0.00 .17 .060.00 2 0.00 0.00 0.00 .17 0.00 0.00 .50 0.00 0.00 0.00 .50 0.00 0.00 0.00 0.000.00 3 .33 .19 .17 .29 .20 .58 .20 0.00 .14 0.00 .50 .25 .14 .07 .12.14 4 .31 .19 .23 .22 .20 .24 .17 .35 .19 .34 .23 .20 .14 .11 .13.20 5 .34 .31 .30 .35 .32 .28 .39 .38 .45 .44 .36 .21 .16 .13 .15.21 6 .32 0.00 .25 .29 .35 .36 .31 .34 .47 .53 .44 .27 .22 .11 .10.31 7 .13 .20 .28 .32 .31 .40 .34 .31 .43 .46 .54 .18 .18 .14 .13.50 BVPS UFSAR UNIT 1 Rev. 19 2A.1-28 SEASON INDEX=4 13 MO. DATA 1 DUQUESNE - BEAVER VALLEY - (9/5/69 - 9/5/70) REL. HT 150 FT. HOURLY TEMP. LAPSE RATE STABILITY INDEX DISTRIBUTION TOTAL NO. OF OBS = 1908 Hour In Percent of Total OBS In Percent of Hourly OBS Index 1 2 3 4 5 6 7 1 2 3 4 5 6 7 1 0.00 0.00 0.00 .05 3.35 .52 .31 0.00 0.00 0.00 1.23 79.01 12.35 7.41 2 0.00 0.00 0.00 0.00 3.62 .37 .26 0.00 0.00 0.00 0.00 85.19 8.64 6.17 3 0.00 0.00 0.00 .05 3.41 .26 .47 0.00 0.00 0.00 1.25 81.25 6.25 11.25 4 0.00 0.00 0.00 .10 3.30 .42 .37 0.00 0.00 0.00 2.50 78.75 10.00 8.75 5 0.00 0.00 0.00 .16 3.67 .10 .26 0.00 0.00 0.00 3.75 87.50 2.50 6.25 6 0.00 0.00 0.00 .10 3.25 .58 .21 0.00 0.00 0.00 2.53 78.48 13.92 5.06 7 0.00 0.00 0.00 .10 3.51 .21 .21 0.00 0.00 0.00 2.60 87.01 5.19 5.19 8 0.00 0.00 .05 .16 3.51 .10 .10 0.00 0.00 1.33 4.00 89.33 2.67 2.67 9 0.00 .10 0.00 .16 3.56 .05 .10 0.00 2.63 0.00 3.95 89.47 1.32 2.63 10 .05 0.00 .05 .31 3.35 0.00 .10 1.35 0.00 1.35 8.11 86.49 0.00 2.70 11 .05 0.00 .05 .52 3.35 0.00 0.00 1.32 0.00 1.32 13.16 84.21 0.00 0.00 12 0.00 .05 0.00 .84 3.14 .10 0.00 0.00 1.27 0.00 20.25 75.95 2.53 0.00 13 .05 0.00 0.00 .47 3.56 0.00 .05 1.27 0.00 0.00 11.39 86.08 0.00 1.27 14 0.00 0.00 0.00 .89 3.30 0.00 0.00 0.00 0.00 0.00 21.25 78.75 0.00 0.00 15 0.00 .05 .05 .58 3.56 0.00 0.00 0.00 1.23 1.23 13.58 83.95 0.00 0.00 16 0.00 .05 0.00 .42 3.77 0.00 0.00 0.00 1.23 0.00 9.88 88.89 0.00 0.00 17 0.00 .05 .05 .21 3.88 .05 0.00 0.00 1.23 1.23 4.94 91.36 1.23 0.00 18 0.00 0.00 0.00 .05 3.62 .31 .26 0.00 0.00 0.00 1.23 85.19 7.41 6.17 19 0.00 0.00 0.00 .10 3.25 .42 .47 0.00 0.00 0.00 2.47 76.54 9.88 11.11 20 0.00 0.00 0.00 .16 3.30 .37 .42 0.00 0.00 0.00 3.70 77.78 8.64 9.88 21 .05 0.00 0.00 .05 3.56 .26 .31 1.23 0.00 0.00 1.23 83.95 6.17 7.41 22 0.00 0.00 0.00 .05 3.41 .52 .26 0.00 0.00 0.00 1.23 80.25 12.35 6.17 23 0.00 0.00 0.00 0.00 3.46 .52 .31 0.00 0.00 0.00 0.00 80.49 12.20 7.32 24 0.00 0.00 0.00 .10 3.35 .52 .26 0.00 0.00 0.00 2.47 79.01 12.35 6.17 TEMP. LAPSE RATE STABILITY INDEX DISTRIBUTION (IN PERCENT OF TOTAL OBS.) Index 1 2 3 4 5 6 7 .21 .31 .26 5.66 83.07 5.71 4.77 AVERAGE WIND SPEED FOR EACH TEMP. LAPSE RATE STABILITY INDEX (IN MPH) Index 1 2 3 4 5 6 7 Speed 4.5 2.0 9.0 10.3 7.4 3.5 3.6 WIND ROSE FOR EACH TEMP. LAPSE RATE STABILITY INDEX (IN PERCENT OF EACH INDEX TOTAL) Index NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N Calm 1 0.00 0.00 25.00 0.00 0.00 0.00 25.0025.00 0.000.000.00 0.00 25.00 0.00 0.000.00 0.002 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.000.000.00 0.00 16.67 0.00 0.000.00 83.33 3 20.00 0.00 0.00 0.00 0.00 0.00 0.0020.00 0.0020.0020.00 0.00 0.00 0.00 20.000.00 0.004 .93 .93 4.63 3.70 1.85 3.70 .930.00 0.00.932.78 6.48 21.30 30.56 18.522.78 0.005 1.39 .57 1.58 3.47 6.69 4.29 3.723.72 3.223.094.10 11.29 24.73 17.85 5.055.11 .136 0.00 0.00 .92 1.83 8.26 17.43 15.6028.44 12.845.50.92 3.67 1.83 1.83 .920.00 0.007 1.10 0.00 0.00 7.69 12.09 12.09 16.4815.38 18.683.302.20 3.30 5.49 2.20 0.000.00 0.00 BVPS UFSAR UNIT 1 Rev. 19 2A.1-29 SEASON INDEX=4 13 MO. DATA 1 DUQUESNE - BEAVER VALLEY - (9/5/69 - 9/5/70) REL. HT 150 FT. TOTAL NO. OF OBS = 1908 GROSS WIND ROSE (IN PERCENT OF TOTAL (OBS) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N Calm 1.31 .52 1.68 3.56 6.71 5.35 4.875.56 4.303.143.77 10.12 22.22 16.77 5.354.40 .37 Speed 6.1 5.0 3.8 4.1 5.2 4.2 3.3 3.2 3.4 3.6 4.4 6.0 9.2 11.4 10.9 8.0 0.0 TEMP. LAPSE RATE STABILITY INDEX DISTRIBUTION FOR EACH WIND DIRECTION (IN PERCENT OF DIRECTION TOTAL) Index NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N Calm 1 0.00 0.00 3.13 0.00 0.000.00 1.08.94 0.000.000.00 0.00 .24 0.00 0.000.00 0.00 2 0.00 0.00 0.00 0.00 0.000.00 0.000.00 0.000.000.00 0.00 .24 0.00 0.000.00 71.43 3 4.00 0.00 0.00 0.00 0.000.00 0.00.94 0.001.671.39 0.00 0.00 0.00 .980.00 0.00 4 4.00 10.00 15.63 5.88 1.563.92 1.080.00 0.001.674.17 3.63 5.42 10.31 19.613.57 0.00 5 88.00 90.00 78.13 80.88 82.8166.67 63.4455.66 62.2081.6790.28 92.75 92.45 88.44 78.4396.43 28.57 6 0.00 0.00 3.13 2.94 7.0318.63 18.2829.25 17.0710.001.39 2.07 .47 .62 .980.00 0.00 7 4.00 0.00 0.00 10.29 8.5910.78 16.1313.21 20.735.002.78 1.55 1.18 .62 0.000.00 0.00 TEMP. LAPSE RATE STABILITY INDEX DISTRIBUTION IN PERCENT OF TOTAL OBS. Index NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N Calm 1 0.00 0.00 .05 0.00 0.00 0.00 .05 .05 0.00 0.00 0.00 0.00 .05 0.00 0.000.00 0.00 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .05 0.00 0.000.00 .26 3 .05 0.00 0.00 0.00 0.00 0.00 0.00 .05 0.00 .05 .05 0.00 0.00 0.00 .050.00 0.00 4 .05 .05 .26 .21 .10 .21 .05 0.00 0.00 .05 .16 .37 1.21 1.73 1.05.16 0.00 5 1.15 .47 1.31 2.88 5.56 3.56 3.09 3.09 2.67 2.57 3.41 9.38 20.55 14.83 4.194.25 .10 6 0.00 0.00 .05 .10 .47 1.00 .89 1.62 .73 .31 .05 .21 .10 .10 .050.00 0.00 7 .05 0.00 0.00 .37 .58 .58 .79 .73 .89 .16 .10 .16 .26 .10 0.000.00 0.00 AVERAGE WIND SPEED (INVERSE WEIGHTED) BY INDEX AND DIRECTION (IN MPH) Index NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 0.00 0.00 4.00 0.00 0.00 0.00 6.003.00 0.00 0.00 0.00 0.005.00 0.00 0.000.00 2 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.0012.00 0.00 0.000.00 3 12.00 0.00 0.00 0.00 0.00 0.00 0.004.00 0.00 7.00 8.00 0.000.00 0.00 14.000.00 4 1.00 6.00 3.75 3.12 6.00 7.16 3.000.00 0.00 7.00 5.68 5.5110.16 11.64 9.487.58 5 3.14 4.54 2.67 3.48 3.24 2.78 2.742.83 2.69 2.55 3.59 4.337.27 8.83 8.335.20 6 0.00 0.00 1.00 2.40 2.93 2.86 2.032.34 2.48 2.79 3.00 4.757.50 10.00 13.000.00 7 2.00 0.00 0.00 2.56 4.13 2.66 2.282.60 2.91 1.89 3.75 2.573.70 1.85 0.000.00 (AVERAGE INVERSE SPEED) 1 0.00 0.00 .25 0.00 0.00 0.00 .17 .33 0.00 0.00 0.00 0.00 .20 0.00 0.000.00 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .08 0.00 0.000.00 3 .08 0.00 0.00 0.00 0.00 0.00 0.00 .25 0.00 .14 .13 0.00 0.00 0.00 .070.00 4 1.00 .17 .27 .32 .17 .14 .33 0.00 0.00 .14 .18 .18 .10 .09 .11.13 5 .32 .22 .37 .29 .31 .36 .36 .35 .37 .39 .28 .23 .14 .11 .12.19 6 0.00 0.00 1.00 .42 .34 .35 .49 .43 .40 .36 .33 .21 .13 .10 .080.00 7 .50 0.00 0.00 .39 .24 .38 .44 .38 .34 .53 .27 .39 .27 .54 0.000.00 BVPS UFSAR UNIT 1 Rev. 19 2A.1-30 ANNUAL AVERAGE 13 MO. DATA 1 DUQUESNE - BEAVER VALLEY - (9/5/69 - 9/5/70) REL. HT 150 FT. HOURLY TEMP. LAPSE RATE STABILITY INDEX DISTRIBUTION TOTAL NO. OF OBS = 7223 Hour In Percent of Total OBS In Percent of Hourly OBS Index 1 2 3 4 5 6 7 1 2 3 4 5 6 7 1 .01 0.00 0.00 .12 2.62 .78 .71 .33 0.00 0.00 2.94 61.76 18.30 16.66 2 .01 0.00 0.00 .07 2.84 .65 .68 .33 0.00 0.00 1.63 66.78 15.31 15.96 3 0.00 0.00 .01 .06 2.85 .62 .69 0.00 0.00 .33 1.31 67.32 14.71 16.34 4 .01 0.00 .01 .06 2.69 .84 .64 .33 0.00 .33 1.30 63.19 19.87 14.98 5 .01 0.00 .03 .10 2.84 .72 .53 .33 0.00 .66 2.30 67.21 17.05 12.46 6 0.00 0.00 .03 .11 2.88 .65 .54 0.00 0.00 .66 2.63 68.42 15.46 12.83 7 .03 .01 0.00 .10 3.03 .60 .37 .67 .33 0.00 2.34 73.24 14.38 9.03 8 .03 0.00 .04 .33 3.16 .35 .19 .68 0.00 1.01 8.11 77.03 8.45 4.73 9 .01 .37 .08 .50 2.94 .04 .11 .34 9.22 2.05 12.29 72.35 1.02 2.73 10 .06 .14 .21 .78 2.67 .03 .07 1.40 3.51 5.26 19.65 67.72 .70 1.75 11 .01 .11 .21 .97 2.64 .03 .06 .34 2.75 5.15 24.05 65.64 .69 1.37 12 .03 .08 .32 .98 2.53 .04 .03 .69 2.07 7.93 24.48 63.10 1.03 .69 13 .04 .04 .30 .97 2.70 0.00 .01 1.02 1.02 7.48 23.81 66.33 0.00 .34 14 .01 .07 .37 1.32 2.37 0.00 0.00 .33 1.67 9.03 31.77 57.19 0.00 0.00 15 .03 .07 .47 1.07 2.48 .03 .01 .67 1.67 11.33 25.66 59.66 .67 .33 16 .01 .10 .37 1.01 2.70 0.00 0.00 .33 2.31 8.91 24.09 64.36 0.00 0.00 17 0.00 .10 .30 1.02 2.73 .04 0.00 0.00 2.31 7.26 24.42 65.02 .99 0.00 18 0.00 .01 .18 .82 2.87 .15 .12 0.00 .33 4.33 19.66 69.00 3.67 3.00 19 0.00 0.00 .01 .57 2.99 .22 .43 0.00 0.00 .33 13.44 70.82 5.25 10.16 20 0.00 0.00 .04 .26 3.02 .37 .53 0.00 0.00 .98 6.23 71.48 8.85 12.46 21 .01 0.00 .01 .12 2.77 .46 .87 .33 0.00 .33 2.93 65.15 10.75 20.52 22 .01 0.00 0.00 .14 2.55 .64 .87 .33 0.00 0.00 3.29 60.53 15.13 20.72 23 .01 .01 .01 .03 2.66 .61 .91 .33 .33 .33 .65 62.54 14.33 21.50 24 0.00 0.00 .01 .10 2.66 .66 .82 0.00 0.00 .33 2.28 62.54 15.64 19.22 TEMP. LAPSE RATE STABILITY INDEX DISTRIBUTION (IN PERCENT OF TOTAL OBS.) Index 1 2 3 4 5 6 7 .36 1.12 3.05 11.59 66.16 8.53 9.19 AVERAGE WIND SPEED FOR EACH TEMP. LAPSE RATE STABILITY INDEX (IN MPH) Index 1 2 3 4 5 6 7 Speed 5.5 1.9 6.2 6.8 6.2 3.3 3.2 WIND ROSE FOR EACH TEMP. LAPSE RATE STABILITY INDEX (IN PERCENT OF EACH INDEX TOTAL) Index NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N Calm 1 0.00 0.00 15.38 7.69 3.85 3.85 7.697.69 7.693.853.85 7.69 15.38 7.69 3.853.85 0.00 2 0.00 1.23 6.17 6.17 0.00 0.00 3.701.23 1.230.001.23 1.23 3.70 2.47 4.941.23 65.43 3 6.82 6.82 9.55 5.91 5.45 5.00 5.455.00 4.553.183.64 4.09 5.91 15.00 11.362.27 0.004 4.54 4.42 4.30 3.82 4.78 5.85 3.112.87 2.033.233.23 7.17 13.02 20.91 9.207.53 0.005 2.16 1.90 1.84 4.18 6.11 6.21 5.596.49 4.003.294.29 9.73 16.84 13.35 4.906.40 2.72 6 .65 0.00 .32 1.79 4.87 10.71 12.9923.05 21.2711.363.57 4.55 1.95 1.30 .81.81 0.007 .60 .15 .60 2.41 6.33 7.08 9.1918.52 29.6715.063.16 2.56 2.26 1.05 .45.90 0.00 BVPS UFSAR UNIT 1 Rev. 19 2A.1-31 ANNUAL AVERAGE 13 MO. DATA 1 DUQUESNE - BEAVER VALLEY - (9/5/69 - 9/5/70) REL. HT 150 FT. TOTAL NO. OF OBS = 7223 GROSS WIND ROSE (IN PERCENT OF TOTAL (OBS) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N Calm 2.27 2.01 2.22 3.86 5.77 6.52 6.24 8.49 7.60 5.01 3.95 8.06 13.30 11.98 4.835.36 2.53 Speed 5.4 5.1 4.7 4.3 4.8 4.4 3.5 3.3 3.1 3.0 3.8 5.8 8.7 9.9 8.9 6.7 0.0 TEMP. LAPSE RATE STABILITY INDEX DISTRIBUTION FOR EACH WIND DIRECTION (IN PERCENT OF DIRECTION TOTAL) Index NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N Calm 1 0.00 0.00 2.50 .72 .24.21 .44.33 .36.28.35 .34 .42 .23 .29.26 0.00 2 0.00 .69 3.13 1.79 0.000.00 .67.16 .180.00.35 .17 .31 .23 1.15.26 28.96 3 9.15 10.34 13.12 4.66 2.882.34 2.661.79 1.821.932.81 1.55 1.35 3.82 7.161.29 0.00 4 23.17 25.52 22.50 11.47 9.5910.40 5.763.92 3.107.469.47 10.31 11.34 20.23 22.0616.28 0.00 5 62.80 62.76 55.00 71.68 70.0263.06 59.2050.57 34.7943.3771.93 79.90 83.77 73.76 67.0579.06 71.04 6 2.44 0.00 1.25 3.94 7.1914.01 17.7423.16 23.8619.347.72 4.81 1.25 .92 1.431.29 0.00 7 2.44 .69 2.50 5.73 10.079.98 13.5320.07 35.8827.627.37 2.92 1.56 .81 .861.55 0.00 TEMP. LAPSE RATE STABILITY INDEX DISTRIBUTION IN PERCENT OF TOTAL OBS. Index NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N Calm 1 0.00 0.00 .06 .03 .01 .01 .03 .03 .03 .01 .01 .03 .06 .03 .01.01 0.00 2 0.00 .01 .07 .07 0.00 0.00 .04 .01 .01 0.00 .01 .01 .04 .03 .06.01 .73 3 .21 .21 .29 .18 .17 .15 .17 .15 .14 .10 .11 .12 .18 .46 .35.07 0.00 4 .53 .51 .50 .44 .55 .68 .36 .33 .24 .37 .37 .83 1.51 2.42 1.07.87 0.00 5 1.43 1.26 1.22 2.77 4.04 4.11 3.70 4.29 2.64 2.17 2.84 6.44 11.14 8.83 3.244.24 1.80 6 .06 0.00 .03 .15 .42 .91 1.11 1.97 1.81 .97 .30 .39 .17 .11 .07.07 0.00 7 .06 .01 .06 .22 .58 .65 .84 1.70 2.73 1.38 .29 .24 .21 .10 .04.08 0.00 AVERAGE WIND SPEED (INVERSE WEIGHTED) BY INDEX AND DIRECTION (IN MPH) Index NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 0.00 0.00 3.33 4.50 5.00 3.00 8.00 3.43 1.33 1.00 5.00 6.00 5.59 4.80 16.001.00 2 0.00 10.00 4.38 5.60 0.00 0.00 3.56 5.00 5.00 0.00 2.00 2.00 1.89 6.22 5.752.00 3 5.04 4.50 4.68 3.88 4.41 3.94 4.90 4.64 4.28 2.65 3.96 4.69 7.88 6.15 5.013.51 4 3.82 4.38 4.04 2.95 3.68 3.75 4.55 3.42 3.16 2.68 3.39 4.26 6.64 7.47 6.714.69 5 3.38 3.70 3.16 3.40 3.36 3.10 2.44 2.54 2.44 2.26 3.00 4.27 6.57 7.49 6.364.77 6 1.87 0.00 1.60 2.84 2.77 2.76 2.60 2.57 2.39 2.10 2.20 3.16 4.14 2.25 11.272.40 7 4.17 5.00 3.87 2.47 2.79 2.89 2.42 2.66 2.50 2.20 1.62 1.88 3.32 1.88 3.642.18 (AVERAGE INVERSE SPEED) 1 0.00 0.00 .30 .22 .20 .33 .12 .29 .75 1.00 .20 .17 .18 .21 .061.00 2 0.00 .10 .23 .18 0.00 0.00 .28 .20 .20 0.00 .50 .50 .53 .16 .17.50 3 .20 .22 .21 .26 .23 .25 .20 .22 .23 .38 .25 .21 .13 .16 .20.29 4 .26 .23 .25 .34 .27 .27 .22 .29 .32 .37 .30 .23 .15 .13 .15.21 5 .30 .27 .32 .29 .30 .32 .41 .39 .41 .44 .33 .23 .15 .13 .16.21 6 .54 0.00 .63 .35 .36 .36 .39 .39 .42 .48 .45 .32 .24 .44 .09.42 7 .24 .29 .26 .41 .36 .35 .41 .38 .40 .45 .62 .53 .30 .53 .27.46 BVPS UFSAR UNIT 1 Rev. 19 2A.1-32 ANNUAL AVERAGE 13 MO. DATA 1 DUQUESNE - BEAVER VALLEY - (9/5/69 - 9/5/70) REL. HT 150 FT. CHI/Q FOR RELEASE HEIGHT OF 4.7000E+01 METERS (IN SEC PER CU METER)
DIST, M NNE NE ENE E ESE SE SSE S 2.0000E+02 4.2793E-09 6.0607E-09 6.0743E-08 3.0882E-08 1.0551E-08 1.5073E-08 2.2502E-08 2.5287E-08 4.0000E+02 5.8457E-08 6.3189E-08 1.2081E-07 9.0736E-08 6.0165E-08 6.6807E-08 6.6273E-08 5.9663E-08 6.0000E+02 1.0968E-07 1.0436E-07 1.4372E-07 1.4875E-07 1.4408E-07 1.6246E-07 1.3591E-07 1.4336E-07 8.0000E+02 1.5374E-07 1.3687E-07 1.6823E-07 2.2400E-07 2.6337E-07 2.9622E-07 2.7423E-07 3.0335E-07 1.2000E+03 1.8422E-07 1.5645E-07 1.8150E-07 2.9293E-07 3.8486E-07 4.3294E-07 4.3565E-07 4.9215E-07 1.6000E+03 1.7542E-07 1.4612E-07 1.6749E-07 2.8920E-07 3.9410E-07 4.4658E-07 4.6362E-07 5.3189E-07 2.4000E+03 1.3765E-07 1.1212E-07 1.2832E-07 2.3425E-07 3.3041E-07 3.8166E-07 4.0841E-07 4.8230E-07 3.2000E+03 1.0591E-07 8.4984E-08 9.7661E-08 1.8287E-07 2.6302E-07 3.0914E-07 3.3620E-07 4.0644E-07 4.0000E+03 8.3330E-08 6.6099E-08 7.6324E-08 1.4521E-07 2.1179E-07 2.5237E-07 2.7750E-07 3.4183E-07 4.8000E+03 6.7294E-08 5.2885E-08 6.1352E-08 1.1813E-07 1.7424E-07 2.0984E-07 2.3274E-07 2.9118E-07 5.6000E+03 5.5626E-08 4.3374E-08 5.0542E-08 9.8305E-08 1.4640E-07 1.7775E-07 1.9860E-07 2.5182E-07 6.4000E+03 4.6897E-08 3.6322E-08 4.2502E-08 8.3414E-08 1.2529E-07 1.5307E-07 1.7214E-07 2.2085E-07 7.2000E+03 4.0198E-08 3.0950E-08 3.6358E-08 7.1950E-08 1.0891E-07 1.3371E-07 1.5125E-07 1.9607E-07 8.0000E+03 3.4939E-08 2.6760E-08 3.1552E-08 6.2922E-08 9.5917E-08 1.1821E-07 1.3443E-07 1.7590E-07 8.8000E+03 3.0729E-08 2.3424E-08 2.7715E-08 5.5672E-08 8.5415E-08 1.0558E-07 1.2066E-07 1.5921E-07 9.6000E+03 2.7302E-08 2.0722E-08 2.4599E-08 4.9748E-08 7.6781E-08 9.5129E-08 1.0922E-07 1.4519E-07 1.0400E+04 2.4469E-08 1.8500E-08 2.2028E-08 4.4835E-08 6.9578E-08 8.6366E-08 9.9572E-08 1.3327E-07 1.1200E+04 2.2098E-08 1.6647E-08 1.9879E-08 4.0707E-08 6.3491E-08 7.8929E-08 9.1349E-08 1.2302E-07 1.2000E+04 2.0091E-08 1.5085E-08 1.8063E-08 3.7197E-08 5.8289E-08 7.2550E-08 8.4266E-08 1.1412E-07 1.2800E+04 1.8374E-08 1.3754E-08 1.6511E-08 3.4184E-08 5.3799E-08 6.7028E-08 7.8109E-08 1.0632E-07 1.4400E+04 1.5604E-08 1.1617E-08 1.4010E-08 2.9292E-08 4.6461E-08 5.7969E-08 6.7952E-08 9.3331E-08 1.5200E+04 1.4475E-08 1.0750E-08 1.2992E-08 2.7286E-08 4.3431E-08 5.4217E-08 6.3722E-08 8.7867E-08 1.6000E+04 1.3479E-08 9.9875E-09 1.2095E-08 2.5511E-08 4.0736E-08 5.0875E-08 5.9943E-08 8.2956E-08 1.6800E+04 1.2596E-08 9.3130E-09 1.1300E-08 2.3929E-08 3.8327E-08 4.7884E-08 5.6548E-08 7.8521E-08 1.7600E+04 1.1808E-08 8.7129E-09 1.0591E-08 2.2513E-08 3.6163E-08 4.5192E-08 5.3485E-08 7.4498E-08 1.8400E+04 1.1102E-08 8.1763E-09 9.9558E-09 2.1239E-08 3.4208E-08 4.2759E-08 5.0708E-08 7.0835E-08 1.9200E+04 1.0467E-08 7.6943E-09 9.3841E-09 2.0088E-08 3.2436E-08 4.0551E-08 4.8181E-08 6.7485E-08 2.0000E+04 9.8918E-09 7.2594E-09 8.8673E-09 1.9044E-08 3.0822E-08 3.8540E-08 4.5873E-08 6.4413E-08 2.0800E+04 9.3701E-09 6.8655E-09 8.3984E-09 1.8093E-08 2.9348E-08 3.6701E-08 4.3757E-08 6.1587E-08 2.1600E+04 8.8948E-09 6.5074E-09 7.9714E-09 1.7223E-08 2.7997E-08 3.5015E-08 4.1813E-08 5.8978E-08 2.2400E+04 8.4605E-09 6.1807E-09 7.5813E-09 1.6426E-08 2.6754E-08 3.3463E-08 4.0020E-08 5.6564E-08 2.3200E+04 8.0622E-09 5.8817E-09 7.2237E-09 1.5693E-08 2.5609E-08 3.2032E-08 3.8362E-08 5.4325E-08 2.4000E+04 7.6961E-09 5.6073E-09 6.8949E-09 1.5018E-08 2.4549E-08 3.0708E-08 3.6826E-08 5.2243E-08 5.0000E+04 2.9337E-09 2.0910E-09 2.6241E-09 5.9722E-09 1.0044E-08 1.2558E-08 1.5382E-08 2.2399E-08 1.0000E+05 1.3610E-09 9.6914E-10 1.2134E-09 2.7577E-09 4.6229E-09 5.8092E-09 7.0962E-09 1.0243E-08 BVPS UFSAR UNIT 1 Rev. 19 2A.1-33 ANNUAL AVERAGE 13 MO. DATA 1 DUQUESNE - BEAVER VALLEY - (9/5/69 - 9/5/70) REL. HT 150 FT. CHI/Q FOR RELEASE HEIGHT OF 4.7000E+01 METERS (IN SEC PER CU METER)
DIST, M SSW SW WSW W WNW NW NNW N 2.0000E+02 5.5631E-08 3.6960E-08 1.5877E-08 2.0158E-08 4.6173E-08 2.5611E-08 1.8083E-08 4.1553E-08 4.0000E+02 7.0732E-08 7.0347E-08 5.5429E-08 6.6166E-08 9.4125E-08 1.2751E-07 1.0491E-07 6.8222E-08 6.0000E+02 1.1481E-07 1.3367E-07 1.1485E-07 1.6964E-07 2.0138E-07 2.5035E-07 1.5705E-07 1.3843E-07 8.0000E+02 2.1204E-07 2.2716E-07 2.0577E-07 3.2198E-07 3.6891E-07 3.7406E-07 2.0121E-07 2.3066E-07 1.2000E+03 3.3066E-07 3.2518E-07 3.0038E-07 4.7718E-07 5.3890E-07 4.7159E-07 2.2887E-07 3.1501E-07 1.6000E+03 3.5978E-07 3.3847E-07 3.0836E-07 4.8888E-07 5.4822E-07 4.5682E-07 2.1409E-07 3.1345E-07 2.4000E+03 3.3618E-07 2.9850E-07 2.5985E-07 4.0767E-07 4.5163E-07 3.6248E-07 1.6493E-07 2.5386E-07 3.2000E+03 2.9153E-07 2.4923E-07 2.0771E-07 3.2239E-07 3.5347E-07 2.7965E-07 1.2540E-07 1.9740E-07 4.0000E+03 2.5165E-07 2.0918E-07 1.6781E-07 2.5788E-07 2.8025E-07 2.2014E-07 9.7786E-08 1.5601E-07 4.8000E+03 2.1978E-07 1.7858E-07 1.3845E-07 2.1076E-07 2.2725E-07 1.7777E-07 7.8409E-08 1.2629E-07 5.6000E+03 1.9472E-07 1.5518E-07 1.1661E-07 1.7590E-07 1.8833E-07 1.4693E-07 6.4437E-08 1.0455E-07 6.4000E+03 1.7479E-07 1.3697E-07 1.0002E-07 1.4953E-07 1.5907E-07 1.2388E-07 5.4061E-08 8.8242E-08 7.2000E+03 1.5864E-07 1.2248E-07 8.7106E-08 1.2912E-07 1.3654E-07 1.0619E-07 4.6146E-08 7.5712E-08 8.0000E+03 1.4528E-07 1.1070E-07 7.6849E-08 1.1298E-07 1.1882E-07 9.2318E-08 3.9965E-08 6.5867E-08 8.8000E+03 1.3402E-07 1.0095E-07 6.8541E-08 9.9988E-08 1.0461E-07 8.1217E-08 3.5039E-08 5.7982E-08 9.6000E+03 1.2438E-07 9.2733E-08 6.1700E-08 8.9348E-08 9.3032E-08 7.2182E-08 3.1043E-08 5.1559E-08 1.0400E+04 1.1602E-07 8.5713E-08 5.5984E-08 8.0509E-08 8.3456E-08 6.4718E-08 2.7753E-08 4.6249E-08 1.1200E+04 1.0868E-07 7.9643E-08 5.1146E-08 7.3074E-08 7.5433E-08 5.8472E-08 2.5007E-08 4.1801E-08 1.2000E+04 1.0219E-07 7.4338E-08 4.7006E-08 6.6749E-08 6.8637E-08 5.3183E-08 2.2689E-08 3.8035E-08 1.2800E+04 9.6385E-08 6.9661E-08 4.3429E-08 6.1315E-08 6.2821E-08 4.8660E-08 2.0712E-08 3.4812E-08 1.4400E+04 8.6457E-08 6.1789E-08 3.7570E-08 5.2492E-08 5.3429E-08 4.1361E-08 1.7533E-08 2.9608E-08 1.5200E+04 8.2174E-08 5.8445E-08 3.5147E-08 4.8874E-08 4.9598E-08 3.8385E-08 1.6241E-08 2.7486E-08 1.6000E+04 7.8265E-08 5.5420E-08 3.2990E-08 4.5671E-08 4.6218E-08 3.5761E-08 1.5104E-08 2.5613E-08 1.6800E+04 7.4683E-08 5.2671E-08 3.1060E-08 4.2820E-08 4.3219E-08 3.3432E-08 1.4096E-08 2.3951E-08 1.7600E+04 7.1389E-08 5.0163E-08 2.9324E-08 4.0267E-08 4.0542E-08 3.1354E-08 1.3200E-08 2.2468E-08 1.8400E+04 6.8351E-08 4.7866E-08 2.7755E-08 3.7972E-08 3.8141E-08 2.9492E-08 1.2397E-08 2.1138E-08 1.9200E+04 6.5540E-08 4.5754E-08 2.6331E-08 3.5898E-08 3.5979E-08 2.7814E-08 1.1676E-08 1.9940E-08 2.0000E+04 6.2932E-08 4.3807E-08 2.5033E-08 3.4017E-08 3.4023E-08 2.6297E-08 1.1024E-08 1.8856E-08 2.0800E+04 6.0507E-08 4.2007E-08 2.3847E-08 3.2305E-08 3.2247E-08 2.4919E-08 1.0434E-08 1.7872E-08 2.1600E+04 5.8247E-08 4.0338E-08 2.2760E-08 3.0741E-08 3.0629E-08 2.3664E-08 9.8961E-09 1.6975E-08 2.2400E+04 5.6136E-08 3.8786E-08 2.1759E-08 2.9307E-08 2.9149E-08 2.2516E-08 9.4055E-09 1.6154E-08 2.3200E+04 5.4160E-08 3.7341E-08 2.0835E-08 2.7989E-08 2.7792E-08 2.1464E-08 8.9562E-09 1.5402E-08 2.4000E+04 5.2307E-08 3.5991E-08 1.9980E-08 2.6775E-08 2.6543E-08 2.0496E-08 8.5435E-09 1.4710E-08 5.0000E+04 2.3832E-08 1.5941E-08 8.2209E-09 1.0597E-08 1.0244E-08 7.8656E-09 3.2203E-09 5.6684E-09 1.0000E+05 1.0607E-08 7.1459E-09 3.7809E-09 4.9392E-09 4.8080E-09 3.6504E-09 1.4924E-09 2.6437E-09
BVPS UFSAR UNIT 1 Rev. 19 2A.2-1
APPENDIX 2A.2 SECOND ANNUAL REPORT THE METEOROLOGICAL PROGRAM AT THE BEAVER VALLEY POWER STATION September 5, 1970 - September 5, 1971 Report Date: April, 1972
Prepared for DUQUESNE LIGHT COMPANY Prepared by ENVIRONMENTAL SAFEGUARDS DIVISION NUS CORPORATION ROCKVILLE, MARYLAND BVPS UFSAR UNIT 1 Rev. 19 2A.2-2 TABLE OF CONTENTS PAGE I. INTRODUCTION AND SUMMARY 2A.2-5 II. SITE METEOROLOGICAL PROGRAM 2A.2-5 III. DATA REDUCTION 2A.2-6 IV. SITE METEOROLOGICAL DATA ANALYSIS 2A.2-6 A. Wind Roses and Speeds 2A.2-6 B. Dew Point Data 2A.2-8 C. Atmospheric Stability 2A.2-8 D. Lapse Rate Stability Classification 2A-2.9 V. DETERMINATION OF DESIGN BASIS ACCIDENT AND EXTENDED RELEASE METEOROLOGICAL CONDITIONS 2A.2-9 A. Design Basis Accident Meteorology for Unit 1 2A-2.10 B. Design Basis Accident Meteorology for Unit 2 2A.2-12 VI. ANNUAL AVERAGE RELEASE METEOROLOGY 2A.2-12 REFERENCES 2A.2-14 APPENDIX - WINDVANE COMPUTER OUTPUTS 2A.2-26 BVPS UFSAR UNIT 1 Rev. 19 2A.2-3 LIST OF TABLES Table Page 2A.2-1 SUMMARY OF DATA COLLECTION September 5, 1970 - September 5, 1971 2A.2-15 2A.2-2 AVERAGE WIND SPEED SUMMARY 2A.2-16 2A.2-3 GREATER PITTSBURGH AIRPORT WIND SPEEDS 2A.2-17 2A.2-4 WIND SPEEDS VERSUS DIRECTION 2A.2-18 2A.2-5 QUANTITATIVE COMPARATIVE EFFECT OF SITE BUILDING UPON REDUCING WIND SPEEDS AT TWO LEVELS 2A-2.19 2A.2-6 STABILITY CATEGORIES 2A.2-20 2A.2-7 OCEAN BREEZE AND DRY GULCH STABILITY CLASSIFICATION 2A-2.21 2A.2-8 NATIONAL REACTOR TESTING STATION STABILITY CLASSIFICATION 2A.2-22 2A.2-9 CLASSIFICATION OF PASQUILL STABILITY CLASS BASED ON LAPSE TIME 2A.2-23 2A.2-10 JOINT FREQUENCY DATA 2A.2-24 2A.2-11 DESIGN BASIS ACCIDENT AND EXTENDED RELEASE METEOROLOGICAL CONDITIONS 2A.2-25 BVPS UFSAR UNIT 1 Rev. 19 2A.2-4 LIST OF FIGURES Figure Title 2A.2-1 SITE PLAN 2A.2-2 GROSS WIND ROSE - SEASON 1 - 50 FOOT LEVEL 2A.2-3 GROSS WIND ROSE - SEASON 2 - 50 FOOT LEVEL 2A.2-4 GROSS WIND ROSE - SEASON 3 - 50 FOOT LEVEL 2A.2-5 GROSS WIND ROSE - SEASON 4 - 50 FOOT LEVEL 2A.2-6 GROSS WIND ROSE - ANNUAL AVERAGE - 50 FOOT LEVEL 2A.2-7 GROSS WIND ROSE - ANNUAL AVERAGE - 150 FOOT LEVEL 2A.2-8 WIND SPEED DISTRIBUTION 2A.1-9 PERSISTENCE WIND ROSE 2A.2-10 WIND DIRECTIONAL PERSISTENCE PROBABILITY 2A.2-11 ESTIMATION OF S FROM WIND DIRECTION RANGE 2A.2-12 BEAVER VALLEY ACCIDENT AND EXTENDED RELEASE DILUTION FACTORS 2A.2-13 ANNUAL AVERAGE /Qs BVPS UFSAR UNIT 1 Rev. 19 2A.2-5 I. INTRODUCTION AND SUMMARY This second annual report summarizes meteorological data collected at the Beaver Valley site over a year period extending from September 5, 1970 through September 5, 1971. The data was analyzed to develop parameters appropriate to dispersion estimates for the design basis accident, and for evaluation of the average dispersion conditions which would govern normal gaseous releases from the Beaver Valley Power Station.
II. SITE METEOROLOGICAL PROGRAM On April 19, 1969, the following equipment was installed on the Beaver Valley meteorological tower:
Bendix-Friez aerovanes with six-bladed propellers at the 50 and 150 foot levels and Bendix-Friez recorders Packard-Bell wind sensors (Models WS-101), at the 50 foot level and Esterline Angus recorders NUS Wind Variance Computer Due to a delay in vendor delivery, the Bristol temperature system, consisting of resistance temperature bulbs with Packard-Bell aspirated shields at the 50 and 150 foot levels, and multi-point Bristol recorder, was not installed until September 5, 1969. At this time, the Foxboro dew cell was also installed. All meteorological sensors were placed on booms on a tower located approximately 250 meters from the center of the Unit 1 containment structure. Although this location originally assured good exposure for the wind sensors the erection of offices, buildings and warehouses in the vicinity of the tower may have affected the wind speed data during the period September 5, 1970 through the present. An analysis of this question is presented in the section, "Site Meteorological Data Analysis". Figure 2A.1-1 shows the approximate location of the meteorological tower relative to the containment structure, though most of the indicated trees have since been cleared as construction has proceeded.
The particular Bendix-Friez wind system chosen is rugged, yet has the lowest threshold, approximately 2 mph, of any such equipment. The supplementary Packard-Bell wind system with a threshold of 0.7 mph was particularly intended to help analyze wind and temperature statistics under low wind speed conditions.
The recovery rate of the site data for these 52 weeks is presented in Table 2A.2-1, and is considered satisfactory for an accurate representation of the site conditions.
Instrument performance was generally satisfactory during the one year period from September 5, 1970 to September 5, 1971. The primary instrument problems were with wind speed and direction transmitter of the Packard-Bell wind speed system whose respective failures resulted in a considerable amount of down time while replacement components were ordered.
Other data loss from the Packard-Bell instrument resulted from the short-term "painting" of the wind recorder. Unfortunately, this characteristic is inherent in the Packard-Bell and other sensors which have a significant "dead band."
BVPS UFSAR UNIT 1 Rev. 19 2A.2-6 Operation of the Bendix-Friez instruments was quite good. The only malfunction occurred with the 150 foot recorder. Otherwise, the loss of Bendix data occurred solely from short-term inking problems, and in transmittal to NUS Corporation from the site. No malfunctions with the Bristol temperature system were observed; the only data loss resulted from occasional inking difficulties.
The Foxboro dew cell was installed to gather data in support of the cooling towers; reduction of the dew cell data has shown that good dew-point data is available from April 2, 1970 through the remainder of this report period. Prior to April 1970 it appears that the dust from the construction site and corrosion interfered with the proper operation of the lithium chloride solution; the problem was solved by having a local representative of NUS Corporation clean the sensor on a weekly basis.
III. DATA REDUCTION Data records from the wind sensors and the temperature and dew cell recorders were forwarded to NUS for reduction and analysis. Wind data were obtained both from the strip charts and the Variance Computer; however, in order to be consistent with analyses presented in the first annual report,(1) the results presented in this report are based upon the strip chart data.
Wind records were examined and hourly data extracted representing wind speed and direction averages and wind direction range. Range was determined from the two second-most extreme gusts. This data was taken for the two levels of Bendix-Friez sensors and the Packard-Bell equipment at the 50 foot level. Temperature measurements for the 50 and 150 foot levels were recorded hourly, as were dew point data for the 50 foot level.
The data was entered on punched cards and processed to yield the data summaries presented and discussed in the following sections.
IV. SITE METEOROLOGICAL DATA ANALYSIS A. Wind Roses and Speeds Based on Bendix-Friex data from the 50 foot level, Figures 2A.2-2, 2A.2-3, 2A.2-4, 2A.2-5, and 2A.2-6. show the distribution of wind directions for the four seasons (Season 1: March through May, Season 2: June through August, Season 3: September through November, and Season 4: December through February) and the annual distribution. It is noted that in spring the winds from the northwest quadrant prevail. In summer, the wind directions from south-southeast to south-southwest predominate, along with a secondary maximum of winds from west-northwest. A season of transition, autumn, shows relatively high frequencies of winds from the south to southeast with a secondary maximum of winds from northwest. This pattern of prevailing winds probably reflects both the large scale wind flow from meteorological pressure systems. During the winter, winds from the northwest quadrant are dominant; the effect of the valley in channeling is evident in the high frequencies of winds from the north-northwest and northwest.
As a result of the seasonal patterns, the annual wind roses exhibit a high frequency of winds from the northwest quadrant and from southerly directions. The distribution of wind directions at the 150 foot level, shown in Figure 2A.2-7, is somewhat more uniform, though still with prevailing winds from the northwest quadrant.
BVPS UFSAR UNIT 1 Rev. 21 2A.2-7 Table 2A.2-2 shows the seasonal and annual average wind speeds for the 50 foot level based on both the Bendix-Friez and Packard-Bell data and the 150 foot level based on the Bendix data; these values are compared with those found previously. Speeds are determined over 15 minute averaging periods. It is noted that the season of highest wind speed is winter; whereas, the lowest wind speeds occur in summer. The average annual value of 4.7 mph at the 50 foot level is higher than the 3 mph value found by the Weather Bureau during the two-year site meteorological program conducted in Shippingport from 1955-1957 but lower than the annual average wind speed 5.5 mph found by the Bendix instruments during the previous year. The annual figure of 2.4 percent "calm" found by the Beaver Valley meteorological program compares with 8.5 percent found by the Weather Bureau from 1955-1957 and 2.5 percent noted during first year of the Beaver Valley meteorological program. Again, about two-thirds of the calms noted by the applicant occurred during the night; thus, if daytime calms are excluded, the overall frequency of calms is only 1.5 percent of all observations. The overall occurrence of calms as measured by the Packard-Bell instrument is only 2.5 percent. It is expected that the frequency of calms would be less as measured by the Packard-Bell than with the Bendix instrument because of the lower threshold and greater sensitivity of the Packard-Bell instrument.
The somewhat lower average wind speed found at both the 50 and 150 foot levels during the period 1970-1971 compared to the period 1969-1970 was noted and investigated. Inasmuch as there was considerable construction activity upon the site, including 15-20 feet high urrounding the meteorological tower, it was decided to investigate whether or not this reduction in wind speed was likely to be attributable to the construction.
The wind directions which were thought to be potentially affected by the presence of these temporary structures in the vicinity of the meteorological tower were from the north-northwest, northeast, southeast, south, southwest, west-southwest, west, west-northwest, northwest and north-northwest. Before performing a detailed analysis, however, it was decided to ascertain whether the wind speed reduction could be attributed to natural yearly variations of the synoptic meteorology. Thus in Table 2A.2-3 the average monthly wind speeds at Greater Pittsburgh Airport are presented from September 1969 through August 1971. It can be concluded that seasonally, as well as monthly, the gradient wind speeds were not lower during the period September 1970-August 1971 compared to September 1969-August 1970, with the exception of the summer season. However, this season will not be included in subsequent analysis inasmuch as substantial building construction around the meteorological tower during the summer of 1970 and the objective is to compare the seasonal winds before and after this period. Thus in comparing the gradient wind speeds during fall 1969 and fall 1970, and winter 1970 and winter 1971 and spring 1970 and 1971, there was no naturally occurring wind speed reduction during these periods at Greater Pittsburgh Airport.
Thus it would appear that site construction of buildings and alteration of air flows has resulted in somewhat lower site wind speeds. Such an effect would be expected to be more prominent with respect to the 50 foot wind measurements than with respect to the 150 foot wind measurements. This appears to be the case in examining the gross seasonal average wind speeds but is further examined qualitatively at both levels by comparing the number of the ten wind directions (defined above) which have seasonally reduced wind speeds during the period September 1970-August 1971 compared to the period September 1969-August 1970. The seasonal wind speeds for each wind direction for both the 50 and 150 foot levels are presented in Table 2A.2-4 for these time periods. From this data the number of wind directions having higher, lower or similar wind speeds in the year following the building erection is compiled in Table 2A.2-5 for both the 50 and 150 foot levels. It is apparent that the effect is more pronounced at the lower level.
BVPS UFSAR UNIT 1 Rev. 19 2A.2-8 Figure 2A.2-8 shows the wind speed distribution at the Beaver Valley site based on the Bendix instrument at the 50 foot level. The median wind speeds are noted to be 3.7 and 4.7 mph, respectively; thus when the medians are compared to the mean wind speeds, it is obvious that the distribution of wind speeds is somewhat skewed towards the lower values.
The longest observed wind directional persistence was for 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> from the north under slightly stable conditions. A persistence wind rose is presented in Figure 2A.2-9; a persistence probability plot is presented in Figure 2A.2-10.
B. Dew Point Data As mentioned previously, essentially 100 percent dew point data recovery has been obtained since April 1, 1969, through the date of issue of this report, (April 1972). Thus approximately one year of site dew point is available for subsequent cooling tower effects analyses. Throughout the period a considerable amount of quality control was applied to the field data collection; the NUS representative who cleaned the dew cell data on a weekly basis also measured the ambient dew point temperature by using a sling psychrometer and the appropriate psychometric charts; the Foxboro dew cell values on the chart were almost always within 1.0 of the measured psychometric values. A comparison of dew point data taken at Greater Pittsburgh Airport with that taken at the Beaver Valley site shows that the dew points recorded on site are generally about 4 higher than those at the airport.
C. Atmospheric Stability In the context of this report, atmospheric stability refers to the degree of turbulence present in the atmosphere. An "unstable" atmosphere is turbulent and results in good diffusion of waste gases injected into the atmosphere, whereas a "stable" atmosphere is relatively non-turbulent and results in poor diffusion. "Neutral" stability refers to an intermediate condition. Two basic methods of inferring atmospheric dispersion capability are generally available; the first is based on wind fluctuations; the second on temperature lapse rate. The first method uses a sensitive wind vane, preferably one which is free to move in both vertical and horizontal directions (a "bivane") to measure fluctuations in the wind direction in both planes, thus providing a measure of S and S, the standard deviations of horizontal and vertical wind direction fluctuations, respectively. However, bivanes are not sufficiently rugged to provide the reliable data recovery over long time periods necessary for long-term diffusion climatology programs. Several systems have been developed which determine the horizontal variance (S)2 from standard (horizontal only) wind direction sensors, and which can be related to atmospheric stability.
The second method is the classical categorization of atmospheric stability based on vertical temperature structure, from which inferences of vertical diffusivity can be made. This method of course does not indicate diffusivity directly, nor does it account for differences in turbulence that may be introduced by surface roughness features.
In view of the availability of both horizontal wind fluctuations, and vertical temperature difference data, and the significance of dispersion conditions in the design basis accident considerations, both measures of atmospheric stability were combined to provide the best estimates of horizontal and vertical plume dispersion.
BVPS UFSAR UNIT 1 Rev. 19 2A.2-9 Using the 50 foot level Bendix-Friez data, horizontal stability based on seven classes of S was determined, according to the classification scheme in Table 2A.2-6, from the range in horizontal wind direction over a 15 minute time period, based on methods presented by Slade(2) using the "second gust" range described earlier. This procedure is illustrated in Figure 2A.2-11 for some typical atmospheric conditions (arrows indicate the range of wind direction). If winds are "calm" or "non-steady" then the occurrence is classified as Pasquill B stability during the day and Pasquill E at night, as suggested by Slade.(3)
To determine the joint frequency distribution of vertical temperature difference and horizontal variance all individual 15 minute time periods for which wind speed, S, and temperature difference data were available were processed by the NUS computer code AMET which computes the joint frequency of S and temperature classes for given wind speed groups and for all wind speeds. Nine wind speed groups were defined as listed and tabulated in the Appendix. Calms are not treated in the AMET code but as mentioned previously, occurred in 2.4 percent of the observations by the Bendix-Friez sensor and 0.25 percent by the Packard-Bell unit.
D. Lapse Rate Stability Classification In order to determine the dispersion parameters for the 2-hour design basis accident, meteorological conditions are chosen for which calculated doses would not be exceeded more than 5 percent of the time. In order to select these based jointly on S and lapse rate, vertical dispersion parameters are needed based on temperature difference corresponding to those established using the horizontal variance classification presented above. Seventeen vertical temperature difference classes were arbitrarily defined for the purpose of categorizing these observations. In order to classify vertical dispersion parameters based on the lapse rate, a number of references in the literature were examined including the stability classification defined for Cape Kennedy and Vandenberg Air Force Base and presented in Table 2A.2-7(4). The most complete vertical stability classification system found in the literature is that used at the National Reactor Testing Station(5) as presented in Table 2A.2-8. It was noted that none of these classification systems define a "G" stability, however.
Therefore, in the lapse rate stability classification system chosen, the "G" interval has been defined in accordance with the range of a "large inversion," as presented by Holland in Meteorology and Atomic Energy.(6) The ranges used are presented in Table 2A.2-9.
V. DETERMINATION OF DESIGN BASIS ACCIDENT AND EXTENDED RELEASE METEOROLOGICAL CONDITIONS Using the seven horizontal stability classes (A-G) and seven vertical stability classes (A-G) and the corresponding Sy and Sz values as presented in Meteorology and Atomic Energy(7), a computer code was used to determine the combinations of vertical and horizontal stability classes and wind speeds which result in a calculated /Q value such that its frequency when added to the frequency of calms (2.4 percent) would not occur more than 5 percent of the time at the site boundary. These calculations of /Q do not include a building wake effect since the objective was to find the meteorological conditions of stability and wind speed upon which the building wake correction is normally imposed, for the design basis accident. Thus the following equation is used for determination of the ordered values of /Q and the equivalent stability and wind speed conditions:
BVPS UFSAR UNIT 1 Rev. 19 2A.2-10 /Q = l/(3.14*SY*SZ*u) (1) A. Design Basis Accident Meteorology for Unit 1 For unit number one, for the 0-2 hour period following the accident the design basis accident meteorology has been computed for a ground level release at the containment to a receptor at the nearest site boundary, 610 meters. A very conservative analysis includes the total calms, both daytime and nighttime, as found by the less responsive Bendix-Friez speed sensors to meet the 5 percent criterion. On this basis, the total occurrence of calms is 2.4 percent. Thus 5 percent less the 2.4 percent calms yields 2.6 percent, the percentage of time during which the design basis meteorological conditions may be exceeded. Thus from Table 2A.2-10, Joint Frequency Data, it is noted that 2.11 x 10-3 sec/m3 is the /Q exceeded 2.6 percent of the time; thus the equivalent design basis meteorological conditions corresponding to this value at 610 meters are Pasquill stability class "F" and wind speed 0.64 m/sec.
A somewhat less conservative analysis would include only the 1.5 percent nighttime calms measured by the Bendix instrument; on this basis the /Q exceeded 3.5 percent of the time is 1.83 x 10-3 sec/m3; the design basis meteorological conditions are "F" and 0.73 m/sec. Finally, a more realistic analysis would include only the calms found by the more responsive Packard-Bell wind sensors. Whether or not all such calms (20 percent) or only the nighttime calms (.08 percent) are included, the resultant found from Table 2A.2-10 is 1.62 x 10-3 sec/m3; the equivalent design basis meteorological conditions are stability class "F" and 0.84 m/sec. These latter values are included in Table 2A.2-11, Design Basis Accident and Extended Release Meteorological Conditions, as being the recommended choice for the 0-2 hour period with an invariant wind. Now using the meteorological conditions of "F" and wind speed 0.84 m/sec the design basis accident meteorology /Q at the nearest site boundary, 610 m for the 0-2 hour period is computed from the following equation (including a building wake factor) to be equal to 7.8 x 10-4 sec/m3:
/Q = 1/((3.14*Sy*Sz + C*A)*u) (2) where: = concentration (units/m3) Q = source release rate (units/sec) Sy = horizontal diffusion parameter (m)
Sz = vertical diffusion parameter (m) u = mean wind speed (m/sec)
A = cross-sectional area of containment (1600m2)
C = building shape factor = 0.5 (dimensionless)
BVPS UFSAR UNIT 1 Rev. 19 2A.2-11 For the period 2-24 hr following the start of a release, it is assumed that the wind direction varies over one sector under "F" stability and 0.84 m/sec wind speed. Inasmuch as the longest observed onsite persistence under stable conditions ("F" stability) was one occurrence for 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br />, this assumption is conservative.
For the remaining time periods, it is noted that the assumed extended meteorological conditions are the same as presented in the Unit 1 FSAR based upon the 1969-1970 meteorological data.
Thus, for the period from 24 - 96 hours0.00111 days <br />0.0267 hours <br />1.587302e-4 weeks <br />3.6528e-5 months <br />, it is assumed that the mean wind direction is varying within the one sector of interest 50 percent of the time. During this time, the stability is assumed to be "D" with a 2.0 m/sec wind speed and "F" and a 0.9 m/sec wind speed.
For the period from 4 to 30 days, meteorological conditions typical of the worst season have been chosen. These conditions, and those for the other time periods, are also presented in Table 2A.2-11.
In addition to these assumed ground level design basis meteorological conditions, it is necessary to postulate for Unit 1 the design basis accident meteorology for the situation of an elevated release (47 m) from the top of the containment building to a receptor located upon a 47 m hill 760 m to the southeast of the containment. As discussed previously, it is necessary to find the /Q exceeded only five percent of the time. The diffusion equation for the situation in which the receptor is on the plume centerline at the same elevation as the release is as follows:
/Q = [1/(2*3.14*Sy*Sz*u)]*(1+exp(-0.5* ZHSz **2)) (3) where all terms are as previously defined and Z = height above ground of the receptor = H = 47 m.
As the equation stands, it is rather difficult to develop a simple calculational technique to determine the /Q which is exceeded only 5 percent of the time, and the corresponding equivalent design basis meteorological conditions. However, by inspection it will be noted that equation (1) is a good approximation to equation (3). That is, in very unstable conditions, equation (3) becomes equal to equation (1) and under very stable conditions equation (3) overestimates equation (1) by a factor of 2. Therefore, in order to simplify the calculational technique, equation (1) was used to determine the design basis meteorological conditions, exactly as before.
Thus again for a very conservative analysis including total calms, both daytime and nighttime measured by the less responsive instrument, the design basis meteorological conditions are "F" stability and 0.64 m/sec. Similarly, for a somewhat less conservative analysis including only the nighttime calms measured by the Bendix instrument, the design basis meteorological conditions are "F" and 0.73 m/sec. Finally for a more realistic analysis including only the calms found by the more responsive Packard-Bell instrument, the design basis meteorological conditions are stability "F" and 0.84 m/sec.
BVPS UFSAR UNIT 1 Rev. 19 2A.2-12 Using the design basis meteorological conditions stability class "F" and wind speed equal to 0.84 m/sec, the /Q for the elevated release to the elevated receptor is approximated by equation (1) without credit for a building wake effect and is equal to 1.1 x 10-3 sec/m3 at a distance of 760 m southeast of the reactor containment for the 0 - 2 hour2.314815e-5 days <br />5.555556e-4 hours <br />3.306878e-6 weeks <br />7.61e-7 months <br /> period. The design basis accident meteorology for the other time periods is the same as before.
B. Design Basis Accident Meteorology for Unit 2 As was the case for Unit 1, it is necessary to present design basis accident meteorology for Unit 2 by postulating both a ground level release to a ground level receptor at the nearest site boundary 456 m northeast of the site boundary and an elevated release from the top of the containment (47 m) to a receptor at an elevation of 47 m on a hill located 610 m southeast of the Unit 2 containment. Such an analysis is exactly the same as for Unit 1; thus, the design basis meteorological conditions are stability class "F" and wind speed 0.84 m/sec. Therefore, upon using equation (2) to calculate the design basis /Q for the 0 - 2 hour2.314815e-5 days <br />5.555556e-4 hours <br />3.306878e-6 weeks <br />7.61e-7 months <br /> period following the accident for a ground level release to a ground level receptor at the nearest site boundary 456 m from the containment, the /Q is equal to 9.4 x 10-4 sec/m3. Using stability class "F" and 0.84 m/sec, the /Q from an elevated release of 47 m to an elevated receptor of 47 m located 610 m southeast of the containment is approximated by equation (1) and is equal to 1.6 x 10-3 sec/m3. The accident meteorology for both release cases for other time periods is the same as presented for Unit 1. The results of the calculations for the four time periods comprising the 30-day model are shown in Figure 2A.2-12 with curves of /Q versus distance. VI. ANNUAL AVERAGE RELEASE METEOROLOGY The annual average /Q for an elevated release is calculated according to the following equation: /Q = (((2/3.14)**0.5)*8/(3.14*D))*[SUM, i, 1, 7 ((Fi*fi*Ui)/ (Szi)*(EXP((-(Z-h)**2)/(2*Szi**2)) +EXP((-(Z+h)**2)/(2*Szi**2)))]
where:
= distance (m) Ui = average reciprocal wind speed for sector of interest, sec per m3 Szi = vertical diffusion parameter for stability class i (m) Fi = fraction of time stability class i occurs h = height of stack (m) Z = vertical height above valley floor (m) fi = fraction of time wind direction is in sector of interest for stability class i In the calculation of /Q, Szi has been estimated from Pasquill stability curves(17); Fi*fi is based on the categorization of temperature difference previously discussed and found in Table 2A.2-9. (The value of Sz for G stability is defined as the Sz for class F, divided by SQRT (2.5)).
BVPS UFSAR UNIT 1 Rev. 19 2A.2-13 The release of normal process gas is from a vent 522 ft (158 m) above the valley floor. Although it is possible that the process gas exit velocity and the buoyant cooling tower plume would cause the process gas plume to become more elevated than the release height, for a conservative estimate of the highest annual average /Q, no plume rise is assumed. Thus for a release height of 158 m, the highest annual average /Q is 1.42 x 10-6 sec/m3 for a receptor located 2,000 m southeast of the containment structure at an elevation 158 m above the valley floor. In addition, a /Q of approximately the same magnitude (1.3 x 10-6 sec/m3) was calculated for a receptor located 1,300 m southeast of the containment structure at an elevation of 158 m. Figure 2A.2-13 contains isopleths of ground level annual average /Q for release from the 158 m vent. WINDVANE computer outputs giving the raw data from which the above calculations are made are provided in the Appendix.
BVPS UFSAR UNIT 1 Rev. 19 2A.2-14 References 1. Muschett, F. Douglas, "Annual Report - The Meteorological Program at the Beaver Valley Nuclear Power Station Site, September 5, 1969 - September 5, 1970", Prepared for Duquesne Light Company, NUS-737, December, 1970.
- 2. Slade, D. H., Meteorology and Atomic Energy, United States Atomic Energy Commission, Clearinghouse for Federal Scientific and Technical Information, Springfield, Virginia, 1968, p. 47.
- 3. Slade, D. H., "Dispersion Estimates From Pollutant Releases of a Few Seconds to 8 Hours in Duration", U.S. Weather Bureau, Washington, D. C., 1965, p. 15.
- 4. Haugen, D. A. and J. J. Fuquay, The Ocean Breeze and Dry Gulch Diffusion Programs, Vol. I. USAEC Report HW-78435 (Report AFCRL-63-791 (I)), Air Force Cambridge Research Laboratories and Hanford Atomic Products Operation, 1963.
- 5. Start, George E. and Markee, Earl H., "Relative Dose Factors from Long-Period Point Source Emissions of Atmospheric Pollutants", Proceedings USAEC Meteorological Information Meeting, 1967, p. 63.
- 6. United States Department of Commerce Weather Bureau, Meteorology and Atomic Energy, 1955, p. 54.
- 7. Slade, D. H., ed Meteorology and Atomic Energy, pp. 408-409.
- 8. Ibid., p. 409.
- 9. NUS Corporation, "Plume Dispersion Study and Evaluation of Ambient Air Quality Impact of the Cheswick Power Station", NUS-872 (In Preparation).
BVPS UFSAR UNIT 1 Rev. 19 2A.2-15 TABLES FOR APPENDIX 2A.2 TABLE 2A.2-1 SUMMARY OF DATA COLLECTION September 5, 1970 - September 5, 1971 Recovery Rate Instrument Level (percent)
Bendix-Friez 50 ft 94 Bendix-Friez 150 ft 83 Packard-Bell 50 ft 67 Bristol Temperature 50 ft 96 Bristol Temperature 150 ft 99 BVPS UFSAR UNIT 1 Rev. 19 2A.2-16 TABLE 2A.2-2 AVERAGE WIND SPEED SUMMARY (mph)
Bendix 50-foot Bendix 150-foot Packard-Bell 50-foot 1969-1970 1970-1971 1969-1970 1970-1971 1970-1971 Spring 5.7 5.1 6.4 7.4 4.0 Summer 4.2 3.3 4.1* 2.8 2.4
Fall 5.4 4.3 6.4 5.1 4.8 Winter 7.2 6.0 7.9 7.4 6.0
Annual Average 5.6 4.7 6.2 5.7 4.3
- It is doubtful that the average wind speed at 150 feet is actually lower than that for the 50-foot level during summer 1970; rather it is believed that, within the accuracy of the calculations, there is no significant difference between the two levels.
BVPS UFSAR UNIT 1 Rev. 19 2A.2-17 TABLE 2A.2-3 GREATER PITTSBURGH AIRPORT WIND SPEEDS (mph) 1969 1970 1971 September 7.4 8.2 October 9.3 8.3 November 10.5 10.3 December 10.9 11.0
January 10.8 11.9 February 11.5 12.1 March 10.4 12.4 April 10.9 11.2 May 9.3 9.1 June 8.3 7.0 July 7.6 7.0 August 7.2 6.7 BVPS UFSAR UNIT 1 Rev. 19 2A.2-18 TABLE 2A.2-4 WIND SPEEDS VERSUS DIRECTION 50-Foot Level (2111) (1949) (2149) (1898) (1795) (1934) (Number of Observations) Spring 1971 Spring 1970 Winter 1970-71 Winter 1969-70 Fall 1970 Fall 1969 Wind Direction NNE 4.6 5.5 3.6 6.6 4.5 5.0 NE 3.6 5.2 3.3 5.0 3.0 4.8 E 3.7 5.2 3.2 4.1 2.9 3.8 SE 2.8 4.6 3.2 4.5 3.6 4.6 S 2.3 3.2 2.4 3.3 2.9 3.7 SW 2.2 2.9 2.8 3.7 2.9 3.0 WSW 2.9 3.8 2.5 4.4 3.2 4.1 W 4.9 5.1 4.5 6.2 4.3 6.6 WNW 6.9 8.5 7.5 9.2 6.2 9.0 NW 8.4 9.0 9.6 11.4 8.4 10.5 NNW 8.8 8.4 10.3 11.0 7.8 8.6 N 6.6 6.8 6.6 8.0 6.1 6.5 150-Foot Level (1763) (1810) (2061) (1843) (1386) (1813) (Number of Observations) Spring 1971 Spring 1970 Winter 1970-71 Winter 1969-70 Fall 1970 Fall 1969 Wind Direction NNE 7.0 5.7 2.8 4.2 7.3 5.5 NE 4.8 5.7 4.4 4.8 5.1 5.0 E 5.0 4.5 4.6 4.6 3.9 4.7 SE 3.9 4.6 3.4 3.7 3.2 4.8 S 3.0 5.0 3.4 5.2 4.6 4.7 SW 5.1 6.4 4.1 6.7 4.1 7.2 WSW 4.8 8.2 4.2 9.3 4.6 8.9 W 5.8 9.8 5.7 11.7 4.2 10.2 WNW 9.6 8.0 9.3 11.8 8.1 9.4 NW 10.3 7.2 12.7 10.9 8.1 8.4 NNW 11.5 7.0 10.7 8.5 7.9 6.2 N 9.2 5.0 6.1 5.4 7.1 6.0 BVPS UFSAR UNIT 1 Rev. 19 2A.2-19 TABLE 2A.2-5 QUANTITATIVE COMPARATIVE EFFECT OF SITE BUILDING UPON REDUCING WIND SPEEDS AT THE TWO LEVELS No. Higher* in Following Year No. Lower in Following Year No. Equal in Following Year 50' 0 9 1 Fall 150' 2 6 2 50' 0 10 0 Winter 150' 3 6 1 50' 1 8 1 Spring 150' 5 5 0
- Number of wind directions with higher winds for given season after building erection compared to before. Number of wind directions with lower average speeds for given season after building erection compared to before.
Number of wind directions with equal average wind speeds for given season after building erection compared to before.
BVPS UFSAR UNIT 1 Rev. 19 2A.2-20 TABLE 2A.2-6 STABILITY CATEGORIES
Stability Type Range of Standard Deviation Turbulence Type A = Extremely Unstable 22.5 High Atmospheric Turbulence B = Unstable 22.5 17.5 High Atmospheric Turbulence C = Slightly Unstable 17.5 12.5 High Atmospheric Turbulence D = Neutral 12.5 7.5 Moderate Atmospheric Turbulence E = Slightly Stable 7.5 3.8 Low Atmospheric Turbulence F = Stable 3.8 1.3 Low Atmospheric Turbulence G = Extremely Stable 1.3 Low Atmospheric Turbulence
BVPS UFSAR UNIT 1 Rev. 19 2A.2-21 TABLE 2A.2-7 OCEAN BREEZE AND DRY GULCH STABILITY CLASSIFICATION(4)
T = temperature at 54 ft minus temperature at 6 ft
Category Range of Vertical Temperature Difference (-F) Very Unstable T -3.0 F Moderately Unstable -3.0 < T 0.0 F Moderately Stable 0 < T 3.0 F Very Stable T > 3.0 F BVPS UFSAR UNIT 1 Rev. 19 2A.2-22 TABLE 2A.2-8 NATIONAL REACTOR TESTING STATION STABILITY CLASSIFICATION
Range of Vertical Temperature Category Gradient (F/100 Ft) A -1.1 or less B -0.5 to -1.0 C -0.1 to -0.4 D 0.0 to 0.4 E 0.5 to 1.0 F 1.1 or greater
BVPS UFSAR UNIT 1 Rev. 19 2A.2-23 TABLE 2A.2-9 CLASSIFICATION OF PASQUILL STABILITY CLASS BASED ON LAPSE RATE
Range of Vertical Temperature Category Gradient (F/1000 ft) A - Very Unstable T -16 B - Moderately Unstable -16 T < -13 C - Slightly Unstable -13 T < -7 D - Neutral - 7 T < -1 E - Slightly Stable - 1 T < 11 F - Moderately Stable 11 T < 20 G - Very Stable T 20 BVPS UFSAR UNIT 1 Rev. 19 2A.2-24 TABLE 2A.2-10 JOINT FREQUENCY DATA
Ordered Condition Wind Speed Horiz. Stability Vert. Stability Unit 1 /Q Freq. Cumulative 1 1.0 G G .05 .05 2 1.0 F G .21 .26 3 1.0 G F .08 .34 4 2.0 G G 0 .34 5 1.0 E G .73 1.07 6 1.0 F F .17 1.24 7 1.0 G E .04 1.28 8 1.0 D G .69 1.97 9 3.0 G G 0 1.97 10 2.0 F G .59 2.56 11 2.0 G F .02 2.58 12 1.0 G D 0 2.58 *2.11 x 10-3 13 1.0 E F .27 2.85 14 4.0 G G 0 2.85 15 1.0 F E .35 3.20 **1.83 x 103 16 2.0 E G 1.13 4.33 17 1.0 C G .29 4.62 ***1.62 x 103 18 1.0 D F 19 3.0 F G 20 3.0 G F 21 4.0 G G 22 2.0 F F 23 2.0 G E
- using all Bendix calms; effective F and 0.64 **using only Bendix nighttime calms; effective F and 0.73
Period Pasquill Class Mean Wind Speed (m/sec) Fi*fi Wind Direction 0 - 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> F 0.9 1.0 Invariant 2 - 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> F 0.9 1.0 Sector Average 24 - 96 hours0.00111 days <br />0.0267 hours <br />1.587302e-4 weeks <br />3.6528e-5 months <br /> D 2.0 0.25 Sector Average F 0.9 0.25 Sector Average 4 days D 1.5 0.020 Sector Average 30 days E 1.0 0.020 Sector Average F 0.9 0.020 Sector Average G 1.4 0.025 Sector Average BVPS UFSAR UNIT 1 Rev. 19 2A.2-26
APPENDIX - WINDVANE COMPUTER OUTPUTS
BVPS UFSAR UNIT 1 Rev. 19 2A.2-27 24 HOUR SUMMARY OF WIND SPEED DISTRIBUTION DUQUESNE, BEAVER VALLEY, 50 FT. BENDIX, 9/5/70-9/5/71 TOTAL NUMBER OF READINGS 8.183E + 03 TOTAL NUMBER OF READINGS WITHOUT CALMS 7.989E + 03 WIND SPEED DISTRIBUTION, PERCENT CALM 1 TO 2 3 TO 4 5 TO 6 7 TO 8 9 TO 11 12 TO 14 15 TO 18 19 TO 23 GT 23 2.37 33.07 25.65 14.73 9.96 8.05 4.02 1.58 .40 .17 SUMMED OVER ALL DIRECTIONS WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G CALM 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 TO 2 .18 .09 .66 2.45 17.70 6.40 6.40 3 TO 4 .11 .13 1.06 3.48 14.27 2.85 4.37 5 TO 6 .11 .16 1.13 3.15 9.60 .45 .48 7 TO 8 .01 .03 .61 3.05 6.22 .11 .16 9 TO 11 .03 .04 .36 2.34 5.28 .09 .11 12 TO 14 0.00 0.00 .14 1.40 2.53 .04 .01 15 TO 18 0.00 .01 .06 .51 1.03 0.00 0.00 19 TO 23 0.00 0.00 0.00 .16 .25 0.00 0.00 GT 23 0.00 0.00 .01 .05 .11 0.00 0.00 SUMMED OVER ALL TEMP. LAPSE RATE STABILITIES WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N CALM 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 TO 2 .65 .63 .90 1.30 2.17 3.23 3.54 5.65 5.18 3.62 1.85 1.48 .96 .81 .75 1.15 3 TO 4 .61 .56 .68 1.15 2.04 2.14 1.50 2.74 3.33 1.46 1.33 2.05 2.58 1.78 1.05 1.26 5 TO 6 .45 .39 .50 .69 1.28 .99 .31 .51 .23 .46 .49 1.41 2.99 2.17 .69 1.53 7 TO 8 .36 .15 .16 .18 .41 .43 .26 .09 .09 .19 .14 .53 2.45 2.47 .89 1.41 9 TO 11 .18 .04 .01 .03 .08 .10 .18 .05 0.00 .04 .01 .30 1.56 3.19 1.45 1.04 12 TO 14 .04 0.00 0.00 0.00 .03 .03 .04 0.00 0.00 0.00 0.00 .06 .55 1.68 1.26 .44 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .04 .21 .79 .53 .05 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .11 .19 .11 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .04 .13 .01 0.00 BVPS UFSAR UNIT 1 Rev. 19 2A.2-28 DUQUESNE, BEAVER VALLEY, 50 FT. BENDIX, 9/5/70-9/5/71 TEMP. LAPSE RATE STABILITY CLASS A WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 0.00 0.00 .03 .01 0.00 .03 0.00 .03 .04 .03 .01 0.00 0.00 .01 0.00 0.00 3 TO 4 0.00 0.00 .01 .01 0.00 0.00 0.00 .01 .03 .01 .03 0.00 .01 0.00 0.00 0.00 5 TO 6 0.00 .03 0.00 0.00 0.00 0.00 .01 .01 .03 0.00 0.00 0.00 .01 0.00 .03 0.00 7 TO 8 .01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9 TO 11 0.00 0.00 0.00 0.00 .01 0.00 0.00 0.00 0.00 0.00 0.00 .01 0.00 0.00 0.00 0.00 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TEMP. LAPSE RATE STABILITY CLASS B WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 .01 0.00 0.00 0.00 0.00 .03 0.00 0.00 .03 0.00 0.00 0.00 .01 0.00 0.00 .01 3 TO 4 .03 0.00 .01 0.00 0.00 0.00 0.00 0.00 .01 0.00 .01 .04 0.00 .01 .01 0.00 5 TO 6 .01 0.00 .01 0.00 .01 0.00 0.00 0.00 .01 0.00 0.00 .03 .03 .05 .01 0.00 7 TO 8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .01 0.00 .01 9 TO 11 .01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .01 .01 0.00 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .01 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TEMP. LAPSE RATE STABILITY CLASS C WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 .04 .05 .06 .05 .01 .01 .08 .04 .06 .05 .03 .04 .01 .05 .03 .06 3 TO 4 .05 .05 .03 .04 .05 .01 .05 .05 .04 .04 .04 .06 .11 .19 .15 .11 5 TO 6 .05 .06 .04 .08 .06 .03 .03 .01 0.00 .09 .04 .05 .21 .23 .09 .08 7 TO 8 .05 .01 .04 .03 .04 .04 .01 0.00 0.00 .04 .03 0.00 .09 .15 .05 .05 9 TO 11 .03 .03 0.00 0.00 0.00 .01 0.00 .01 0.00 0.00 0.00 0.00 .04 .15 .04 .06 12 TO 14 .01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .04 .04 .03 .03 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .03 .01 .03 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .01 0.00 0.00 0.00 TEMP. LAPSE RATE STABILITY CLASS D WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 .15 .21 .18 .23 .16 .15 .09 .30 .16 .16 .09 .11 .05 .15 .11 .15 3 TO 4 .10 .11 .23 .15 .16 .11 .11 .19 .05 .25 .20 .19 .59 .48 .34 .23 5 TO 6 .13 .11 .19 .19 .09 .06 .03 .14 .06 .15 .14 .31 .55 .54 .21 .26 7 TO 8 .15 .09 .05 .08 .13 .09 .08 .01 .01 .05 .05 .08 .80 .79 .25 .36 9 TO 11 .06 .01 .01 .01 .03 .01 .03 0.00 0.00 0.00 .01 .08 .36 .95 .45 .33 12 TO 14 0.00 0.00 0.00 0.00 0.00 .03 0.00 0.00 0.00 0.00 0.00 .04 .16 .54 .49 .15 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .08 .30 .14 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .03 .08 .06 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .03 .01 .01 0.00 BVPS UFSAR UNIT 1 Rev. 19 2A.2-29 DUQUESNE, BEAVER VALLEY, 50 FT. BENDIX, 9/5/70-9/5/71 TEMP. LAPSE RATE STABILITY CLASS E WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 .43 .30 .55 .88 1.51 2.04 2.05 2.38 1.68 1.18 1.14 1.01 .70 .53 .51 .81 3 TO 4 .40 .39 .35 .85 1.36 1.49 .75 .89 .50 .58 .95 1.59 1.80 1.05 .45 .86 5 TO 6 .19 .15 .24 .33 1.04 .83 .24 .26 .05 .21 .26 .93 2.07 1.33 .33 1.16 7 TO 8 .15 .05 .08 .08 .25 .30 .16 .06 .04 .08 .06 .43 1.54 1.46 .55 .94 9 TO 11 .08 0.00 0.00 .01 .04 .06 .13 .03 0.00 .04 0.00 .20 1.14 2.05 .90 .61 12 TO 14 .03 0.00 0.00 0.00 .03 0.00 .03 0.00 0.00 0.00 0.00 .03 .33 1.09 .75 .26 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .04 .11 .46 .36 .05 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .09 .11 .05 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .11 0.00 0.00 TEMP. LAPSE RATE STABILITY CLASS F WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 .01 .04 .06 .04 .23 .66 .79 1.59 1.30 .81 .35 .23 .14 .01 .05 .09 3 TO 4 .01 .01 .01 .08 .21 .31 .38 .66 .64 .14 .08 .11 .06 .04 .08 .04 5 TO 6 .03 .01 .03 .05 .01 .05 .01 .04 .01 0.00 .03 .08 .05 .01 .03 .03 7 TO 8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .01 0.00 .03 .03 .05 9 TO 11 0.00 0.00 0.00 0.00 0.00 .01 .01 0.00 0.00 0.00 0.00 .01 .01 0.00 .03 .01 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 .01 0.00 0.00 0.00 0.00 0.00 .01 .01 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TEMP. LAPSE RATE STABILITY CLASS G WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 .01 .03 .03 .10 .25 .31 .54 1.31 1.92 1.39 .24 .09 .05 .06 .05 .03 3 TO 4 .03 0.00 .04 .03 .25 .21 .21 .94 2.07 .45 .03 .06 0.00 .01 .03 .03 5 TO 6 .05 .03 0.00 .05 .06 .03 0.00 .05 .06 .01 .03 .03 .08 .01 0.00 0.00 7 TO 8 0.00 0.00 0.00 0.00 0.00 0.00 .01 .01 .04 .03 0.00 .01 .03 .03 .01 0.00 9 TO 11 0.00 0.00 0.00 0.00 0.00 0.00 .01 .01 0.00 0.00 0.00 0.00 .01 .03 .03 .03 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .01 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 BVPS UFSAR UNIT 1 Rev. 19 2A.2-30 DUQUESNE, BEAVER VALLEY, 50 FT. BENDIX, 9/5/70-9/5/71 DIRECTION NNE WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G CALM 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 TO 2 0.00 .01 .04 .15 .43 .01 .01 3 TO 4 0.00 .03 .05 .10 .40 .01 .03 5 TO 6 0.00 .01 .05 .13 .19 .03 .05 7 TO 8 .01 0.00 .05 .15 .15 0.00 0.00 9 TO 11 0.00 .01 .03 .06 .08 0.00 0.00 12 TO 14 0.00 0.00 .01 0.00 .03 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION NE WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G CALM 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 TO 2 0.00 0.00 .05 .21 .30 .04 .03 3 TO 4 0.00 0.00 .05 .11 .39 .01 0.00 5 TO 6 .03 0.00 .06 .11 .15 .01 .03 7 TO 8 0.00 0.00 .01 .09 .05 0.00 0.00 9 TO 11 0.00 0.00 .03 .01 0.00 0.00 0.00 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION ENE WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G CALM 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 TO 2 .03 0.00 .06 .18 .55 .06 .03 3 TO 4 .01 .01 .03 .23 .35 .01 .04 5 TO 6 0.00 .01 .04 .19 .24 .03 0.00 7 TO 8 0.00 0.00 .04 .05 .08 0.00 0.00 9 TO 11 0.00 0.00 0.00 .01 0.00 0.00 0.00 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION E WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G CALM 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 TO 2 .01 0.00 .05 .23 .88 .04 .10 3 TO 4 .01 0.00 .04 .15 .85 .08 .03 5 TO 6 0.00 0.00 .08 .19 .33 .05 .05 7 TO 8 0.00 0.00 .03 .08 .08 0.00 0.00 9 TO 11 0.00 0.00 0.00 .01 .01 0.00 0.00 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 BVPS UFSAR UNIT 1 Rev. 19 2A.2-31 DUQUESNE, BEAVER VALLEY, 50 FT. BENDIX, 9/5/70-9/5/71 DIRECTION ESE WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G CALM 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 TO 2 0.00 0.00 .01 .16 1.51 .23 .25 3 TO 4 0.00 0.00 .05 .16 1.36 .21 .25 5 TO 6 0.00 .01 .06 .09 1.04 .01 .06 7 TO 8 0.00 0.00 .04 .13 .25 0.00 0.00 9 TO 11 .01 0.00 0.00 .03 .04 0.00 0.00 12 TO 14 0.00 0.00 0.00 0.00 .03 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION SE WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G CALM 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 TO 2 .03 .03 .01 .15 2.04 .66 .31 3 TO 4 0.00 0.00 .01 .11 1.49 .31 .21 5 TO 6 0.00 0.00 .03 .06 .83 .05 .03 7 TO 8 0.00 0.00 .04 .09 .30 0.00 0.00 9 TO 11 0.00 0.00 .01 .01 .06 .01 0.00 12 TO 14 0.00 0.00 0.00 .03 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION SSE WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G CALM 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 TO 2 0.00 0.00 .08 .09 2.05 .79 .54 3 TO 4 0.00 0.00 .05 .11 .75 .38 .21 5 TO 6 .01 0.00 .03 .03 .24 .01 0.00 7 TO 8 0.00 0.00 .01 .08 .16 0.00 .01 9 TO 11 0.00 0.00 0.00 .03 .13 .01 .01 12 TO 14 0.00 0.00 0.00 0.00 .03 .01 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION S WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G CALM 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 TO 2 .03 0.00 .04 .30 2.38 1.59 1.31 3 TO 4 .01 0.00 .05 .19 .89 .65 .94 5 TO 6 .01 0.00 .01 .14 .26 .04 .05 7 TO 8 0.00 0.00 0.00 .01 .06 0.00 .01 9 TO 11 0.00 0.00 .01 0.00 .03 0.00 .01 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 BVPS UFSAR UNIT 1 Rev. 19 2A.2-32 DUQUESNE, BEAVER VALLEY, 50 FT. BENDIX, 9/5/70-9/5/71 DIRECTION SSW WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G CALM 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 TO 2 .04 .03 .06 .16 1.68 1.30 1.92 3 TO 4 .03 .01 .04 .05 .50 .64 2.07 5 TO 6 .03 .01 0.00 .06 .05 .01 .06 7 TO 8 0.00 0.00 0.00 .01 .04 0.00 .04 9 TO 11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION SW WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G CALM 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 TO 2 .03 0.00 .05 .16 1.18 .81 1.39 3 TO 4 .01 0.00 .04 .25 .58 .14 .45 5 TO 6 0.00 0.00 .09 .15 .21 0.00 .01 7 TO 8 0.00 0.00 .04 .05 .08 0.00 .03 9 TO 11 0.00 0.00 0.00 0.00 .04 0.00 0.00 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION WSW WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G CALM 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 TO 2 .01 0.00 .03 .09 1.14 .35 .24 3 TO 4 .03 .01 .04 .20 .95 .08 .03 5 TO 6 0.00 0.00 .04 .14 .26 .03 .03 7 TO 8 0.00 0.00 .03 .05 .06 0.00 0.00 9 TO 11 0.00 0.00 0.00 .01 0.00 0.00 0.00 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION W WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G CALM 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 TO 2 0.00 0.00 .04 .11 1.01 .23 .09 3 TO 4 0.00 .04 .06 .19 1.59 .11 .06 5 TO 6 0.00 .03 .05 .31 .93 .08 .03 7 TO 8 0.00 0.00 0.00 .08 .43 .01 .01 9 TO 11 .01 0.00 0.00 .08 .20 .01 0.00 12 TO 14 0.00 0.00 0.00 .04 .03 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 .04 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 BVPS UFSAR UNIT 1 Rev. 19 2A.2-33 DUQUESNE, BEAVER VALLEY, 50 FT. BENDIX, 9/5/70-9/5/71 DIRECTION WNW WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G CALM 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 TO 2 0.00 .01 .01 .05 .70 .14 .05 3 TO 4 .01 0.00 .11 .59 1.80 .06 0.00 5 TO 6 .01 .03 .21 .55 2.07 .05 .08 7 TO 8 0.00 0.00 .09 .80 1.54 0.00 .03 9 TO 11 0.00 0.00 .04 .36 1.14 .01 .01 12 TO 14 0.00 0.00 .04 .16 .33 .01 .01 15 TO 18 0.00 0.00 .03 .08 .11 0.00 0.00 19 TO 23 0.00 0.00 0.00 .03 .09 0.00 0.00 GT 23 0.00 0.00 .01 .03 0.00 0.00 0.00 DIRECTION NW WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G CALM 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 TO 2 .01 0.00 .05 .15 .53 .01 .06 3 TO 4 0.00 .01 .19 .48 1.05 .04 .01 5 TO 6 0.00 .05 .23 .54 1.33 .01 .01 7 TO 8 0.00 .01 .15 .79 1.46 .03 .03 9 TO 11 0.00 .01 .15 .95 2.05 0.00 .03 12 TO 14 0.00 0.00 .04 .54 1.09 .01 0.00 15 TO 18 0.00 .01 .01 .30 .46 0.00 0.00 19 TO 23 0.00 0.00 0.00 .08 .11 0.00 0.00 GT 23 0.00 0.00 0.00 .01 .11 0.00 0.00 DIRECTION NNW WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G CALM 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 TO 2 0.00 0.00 .03 .11 .51 .05 .05 3 TO 4 0.00 .01 .15 .34 .45 .08 .03 5 TO 6 .03 .01 .09 .21 .33 .03 0.00 7 TO 8 0.00 0.00 .05 .25 .55 .03 .01 9 TO 11 0.00 .01 .04 .45 .90 .03 .03 12 TO 14 0.00 0.00 .03 .49 .75 0.00 0.00 15 TO 18 0.00 0.00 .03 .14 .36 0.00 0.00 19 TO 23 0.00 0.00 0.00 .06 .05 0.00 0.00 GT 23 0.00 0.00 0.00 .01 0.00 0.00 0.00 DIRECTION N WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G CALM 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 TO 2 0.00 .01 .06 .15 .81 .09 .03 3 TO 4 0.00 0.00 .11 .23 .86 .04 .03 5 TO 6 0.00 0.00 .08 .26 1.16 .03 0.00 7 TO 8 0.00 .01 .05 .36 .94 .05 0.00 9 TO 11 0.00 0.00 .06 .33 .61 .01 .03 12 TO 14 0.00 0.00 .03 .15 .26 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 .05 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DAYTIME (9AM-8PM) SUMMARY OF WIND SPEED DISTRIBUTION BEAVER VALLEY 150 FT WIND DATA - DELTA T - 9/5/70-9/5/71 TOTAL NUMBER OF READINGS 3.522E+43 TOTAL NUMBER OF READINGS WITHOUT CALMS 3.475E+03 BVPS UFSAR UNIT 1 Rev. 19 2A.2-34 WIND SPEED DISTRIBUTION, PERCENT CALM 1 TO 2 3 TO 4 5 TO 6 7 TO 8 9 TO 11 12 TO 14 15 TO 18 19 TO 23 GT 23 1.33 13.86 18.09 18.03 15.02 16.64 8.18 5.54 2.92 .40 SUMMED OVER ALL DIRECTIONS WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G CALM 0.00 0.00 .06 .09 .65 .20 .34 1 TO 2 .09 .09 .62 2.53 7.75 1.28 1.50 3 TO 4 .20 .26 1.11 3.78 11.16 .85 .74 5 TO 6 .17 .23 1.39 5.34 9.97 .48 .45 7 TO 8 .14 .14 1.76 5.14 7.50 .11 .23 9 TO 11 .09 .09 1.76 5.74 8.80 .14 .03 12 TO 14 .03 .09 .34 3.21 4.40 .09 .03 15 TO 18 0.00 0.00 .45 2.70 2.36 .03 0.00 19 TO 23 0.00 .03 .26 1.16 1.48 0.00 0.00 GT 23 0.00 0.00 0.00 .20 .20 0.00 0.00 SUMMED OVER ALL TEMP. LAPSE RATE STABILITIES WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 .68 .40 .74 1.45 .94 .94 .85 .88 .74 .77 .82 1.48 .82 .65 .88 .82 3 TO 4 .57 .45 .62 1.73 1.65 .82 .80 1.02 .80 1.11 1.05 2.27 2.04 1.62 .80 .74 5 TO 6 .68 .97 .91 1.45 1.48 .45 .34 .40 .54 .94 1.50 1.70 2.95 2.07 .85 .80 7 TO 8 .77 .54 .31 .91 .65 .43 .11 .37 .31 .48 .74 2.27 2.73 2.30 .82 1.28 9 TO 11 .74 .43 .43 .51 .60 .40 .11 .28 .51 .45 .71 1.50 3.29 3.61 1.53 1.53 12 TO 14 .54 0.00 .17 0.00 .06 .03 .09 .17 .06 .06 .03 .26 2.02 2.19 1.56 .97 15 TO 18 .20 0.00 0.00 0.00 .06 0.00 .06 0.00 0.00 0.00 .03 .14 1.33 1.79 1.16 .77 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .03 .68 1.28 .77 .17 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .06 .17 .17 0.00 BVPS UFSAR UNIT 1 Rev. 19 2A.2-35 BEAVER VALLEY 150 FT WIND DATA - DELTA T - 9/5/70-9/5/71 TEMP. LAPSE RATE STABILITY CLASS A WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 0.00 0.00 0.00 .06 0.00 .03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 TO 4 0.00 .03 0.00 0.00 .03 .03 .03 0.00 0.00 0.00 0.00 0.00 .06 0.00 .03 0.00 5 TO 6 .03 0.00 0.00 0.00 0.00 .03 0.00 0.00 0.00 .06 .03 .03 0.00 0.00 0.00 0.00 7 TO 8 0.00 .06 0.00 0.00 0.00 0.00 0.00 0.00 .03 0.00 0.00 0.00 0.00 .03 .03 0.00 9 TO 11 0.00 0.00 0.00 0.00 .03 0.00 0.00 0.00 .03 0.00 0.00 0.00 0.00 0.00 .03 0.00 12 TO 14 0.00 0.00 .03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TEMP. LAPSE RATE STABILITY CLASS B WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 0.00 0.00 0.00 0.00 0.00 0.00 .03 0.00 0.00 0.00 0.00 0.00 .03 .03 0.00 0.00 3 TO 4 .03 .03 0.00 0.00 0.00 0.00 0.00 .03 0.00 0.00 0.00 .06 .03 .03 0.00 .06 5 TO 6 0.00 .03 .03 0.00 .03 0.00 0.00 0.00 0.00 0.00 .03 0.00 .03 .03 .06 0.00 7 TO 8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .03 0.00 0.00 0.00 .09 .03 0.00 9 TO 11 0.00 0.00 0.00 .03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .03 0.00 .03 0.00 0.00 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .03 .03 .03 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .03 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TEMP. LAPSE RATE STABILITY CLASS C WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 .11 .06 .06 .09 .03 .03 0.00 0.00 0.00 0.00 0.00 .09 0.00 0.00 .06 .11 3 TO 4 .03 0.00 .09 .09 .11 .06 .03 .03 .09 .03 0.00 .09 .11 .20 .09 .09 5 TO 6 .03 .09 .06 .14 .09 .03 .03 .03 .03 .09 .06 .06 .34 .09 .17 .09 7 TO 8 .09 .09 .06 .11 .06 .14 .03 .03 .03 .06 .11 .09 .28 .37 .11 .11 9 TO 11 .09 .17 .03 .11 0.00 .06 0.00 .03 .03 .09 .11 .06 .37 .28 .11 .23 12 TO 14 .06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .06 .03 .20 0.00 15 TO 18 .06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .03 0.00 .09 .09 .11 .09 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .03 .06 .14 .03 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TEMP. LAPSE RATE STABILITY CLASS D WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 .23 .11 .20 .28 .20 .11 .06 .17 .14 .09 .11 .11 .09 .23 .20 .20 3 TO 4 .20 .20 .11 .28 .26 .20 .09 .11 .20 .17 .17 .20 .40 .62 .37 .20 5 TO 6 .14 .43 .34 .20 .28 .09 .09 .20 .11 .20 .45 .34 .94 .97 .34 .23 7 TO 8 .23 .26 .06 .17 .20 .09 .06 .11 .14 .20 .26 .62 1.05 .97 .34 .40 9 TO 11 .17 .14 .17 .14 .14 .06 0.00 .09 .28 .09 .34 .34 1.22 1.42 .77 .37 12 TO 14 .34 0.00 .09 0.00 .06 0.00 .03 .03 .03 0.00 .03 .06 .68 .82 .57 .48 15 TO 18 .06 0.00 0.00 0.00 .03 0.00 0.00 0.00 0.00 0.00 0.00 .06 .71 .94 .57 .34 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .03 .31 .43 .34 .06 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .06 .03 .11 0.00 BVPS UFSAR UNIT 1 Rev. 19 2A.2-36 BEAVER VALLEY 150 FT WIND DATA - DELTA T - 9/5/70-9/5/71 TEMP. LAPSE RATE STABILITY CLASS E WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 .31 .20 .37 .82 .60 .43 .43 .40 .45 .51 .48 .82 .57 .34 .57 .45 3 TO 4 .31 .17 .40 1.16 1.05 .45 .43 .74 .40 .77 .82 1.79 1.28 .74 .28 .37 5 TO 6 .48 .43 .45 .94 1.05 .28 .14 .14 .31 .51 .85 1.22 1.48 .94 .28 .45 7 TO 8 .45 .14 .20 .54 .40 .17 .03 .20 .11 .11 .34 1.53 1.39 .82 .28 .77 9 TO 11 .48 .11 .23 .20 .43 .28 .09 .17 .17 .26 .26 1.08 1.68 1.85 .62 .91 12 TO 14 .14 0.00 .06 0.00 0.00 .03 .06 .14 .03 .03 0.00 .17 1.28 1.28 .74 .45 15 TO 18 .09 0.00 0.00 0.00 .03 0.00 .06 0.00 0.00 0.00 0.00 .09 .54 .77 .45 .34 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .31 .80 .28 .09 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .14 .06 0.00 TEMP. LAPSE RATE STABILITY CLASS F WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 .03 .03 .09 .14 .06 .17 .11 .14 .06 .03 .11 .17 .06 .03 .03 .03 3 TO 4 0.00 .03 0.00 .14 .14 .09 .11 .03 .03 .06 0.00 .09 .09 .03 .03 0.00 5 TO 6 0.00 0.00 0.00 .11 .03 .03 .06 0.00 0.00 .03 0.00 .03 .14 .03 0.00 .03 7 TO 8 0.00 0.00 0.00 .03 0.00 0.00 0.00 .03 0.00 0.00 0.00 0.00 0.00 .03 .03 0.00 9 TO 11 0.00 0.00 0.00 .03 0.00 0.00 .03 0.00 0.00 0.00 0.00 0.00 .03 .03 0.00 .03 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .03 0.00 .03 .03 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .03 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TEMP. LAPSE RATE STABILITY CLASS G WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 0.00 0.00 .03 .06 .06 .17 .23 .17 .09 .14 .11 .28 .09 .03 .03 .03 3 TO 4 0.00 0.00 .03 .06 .06 0.00 .11 .09 .09 .09 .06 .06 .09 0.00 0.00 .03 5 TO 6 0.00 0.00 .03 .06 0.00 0.00 .03 .03 .09 .06 .09 .03 .03 .03 0.00 0.00 7 TO 8 0.00 0.00 0.00 .06 0.00 .03 0.00 0.00 0.00 .09 .03 .03 0.00 0.00 0.00 0.00 9 TO 11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .03 0.00 0.00 0.00 0.00 0.00 0.00 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .03 0.00 0.00 0.00 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 BVPS UFSAR UNIT 1 Rev. 19 2A.2-37 BEAVER VALLEY 150 FT WIND DATA - DELTA T - 9/5/70-9/5/71 DIRECTION NNE WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 .11 .23 .31 .03 0.00 3 TO 4 0.00 .03 .03 .20 .31 0.00 0.00 5 TO 6 .03 0.00 .03 .14 .48 0.00 0.00 7 TO 8 0.00 0.00 .09 .23 .45 0.00 0.00 9 TO 11 0.00 0.00 .09 .17 .48 0.00 0.00 12 TO 14 0.00 0.00 .06 .34 .14 0.00 0.00 15 TO 18 0.00 0.00 .06 .06 .09 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION NE WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 .06 .11 .20 .03 0.00 3 TO 4 .03 .03 0.00 .20 .17 .03 0.00 5 TO 6 0.00 .03 .09 .43 .43 0.00 0.00 7 TO 8 .06 0.00 .09 .26 .14 0.00 0.00 9 TO 11 0.00 0.00 .17 .14 .11 0.00 0.00 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION ENE WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 .06 .20 .37 .09 .03 3 TO 4 0.00 0.00 .09 .11 .40 0.00 .03 5 TO 6 0.00 .03 .06 .34 .45 0.00 .03 7 TO 8 0.00 0.00 .06 .06 .20 0.00 0.00 9 TO 11 0.00 0.00 .03 .17 .23 0.00 0.00 12 TO 14 .03 0.00 0.00 .09 .06 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION E WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 .06 0.00 .09 .28 .82 .14 .06 3 TO 4 0.00 0.00 .09 .28 1.16 .14 .06 5 TO 6 0.00 0.00 .14 .20 .94 .11 .06 7 TO 8 0.00 0.00 .11 .17 .54 .03 .06 9 TO 11 0.00 .03 .11 .14 .20 .03 0.00 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 BVPS UFSAR UNIT 1 Rev. 19 2A.2-38 BEAVER VALLEY 150 FT WIND DATA - DELTA T - 9/5/70-9/5/71 DIRECTION ESE WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 .03 .20 .60 .06 .06 3 TO 4 .03 0.00 .11 .26 1.05 .14 .06 5 TO 6 0.00 .03 .09 .28 1.05 .03 0.00 7 TO 8 0.00 0.00 .06 .20 .40 0.00 0.00 9 TO 11 .03 0.00 0.00 .14 .43 0.00 0.00 12 TO 14 0.00 0.00 0.00 .06 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 .03 .03 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION SE WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 .03 0.00 .03 .11 .43 .17 .17 3 TO 4 .03 0.00 .06 .20 .45 .09 0.00 5 TO 6 .03 0.00 .03 .09 .28 .03 0.00 7 TO 8 0.00 0.00 .14 .09 .17 0.00 .03 9 TO 11 0.00 0.00 .06 .06 .28 0.00 0.00 12 TO 14 0.00 0.00 0.00 0.00 .03 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION SSE WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 .03 0.00 .06 .43 .11 .23 3 TO 4 .03 0.00 .03 .09 .43 .11 .11 5 TO 6 0.00 0.00 .03 .09 .14 .06 .03 7 TO 8 0.00 0.00 .03 .06 .03 0.00 0.00 9 TO 11 0.00 0.00 0.00 0.00 .09 .03 0.00 12 TO 14 0.00 0.00 0.00 .03 .06 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 .06 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION S WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 0.00 .17 .40 .14 .17 3 TO 4 0.00 .03 .03 .11 .74 .03 .09 5 TO 6 0.00 0.00 .03 .20 .14 0.00 .03 7 TO 8 0.00 0.00 .03 .11 .20 .03 0.00 9 TO 11 0.00 0.00 .03 .09 .17 0.00 0.00 12 TO 14 0.00 0.00 0.00 .03 .14 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 BVPS UFSAR UNIT 1 Rev. 19 2A.2-39 BEAVER VALLEY 150 FT WIND DATA - DELTA T - 9/5/70-9/5/71 DIRECTION SSW WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 0.00 .14 .45 .06 .09 3 TO 4 0.00 0.00 .09 .20 .40 .03 .09 5 TO 6 0.00 0.00 .03 .11 .31 0.00 .09 7 TO 8 .03 0.00 .03 .14 .11 0.00 0.00 9 TO 11 .03 0.00 .03 .28 .17 0.00 0.00 12 TO 14 0.00 0.00 0.00 .03 .03 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION SW WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 0.00 .09 .51 .03 .14 3 TO 4 0.00 0.00 .03 .17 .77 .06 .09 5 TO 6 .06 0.00 .09 .20 .51 .03 .06 7 TO 8 0.00 .03 .06 .20 .11 0.00 .09 9 TO 11 0.00 0.00 .09 .09 .26 0.00 .03 12 TO 14 0.00 0.00 0.00 0.00 .03 0.00 .03 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION WSW WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 0.00 .11 .48 .11 .11 3 TO 4 0.00 0.00 0.00 .17 .82 0.00 .06 5 TO 6 .03 .03 .06 .45 .85 0.00 .09 7 TO 8 0.00 0.00 .11 .26 .34 0.00 .03 9 TO 11 0.00 0.00 .11 .34 .26 0.00 0.00 12 TO 14 0.00 0.00 0.00 .03 0.00 0.00 0.00 15 TO 18 0.00 0.00 .03 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION W WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 .09 .11 .82 .17 .28 3 TO 4 0.00 .06 .09 .20 1.79 .09 .06 5 TO 6 .03 0.00 .06 .34 1.22 .03 .03 7 TO 8 0.00 0.00 .09 .62 1.53 0.00 .03 9 TO 11 0.00 .03 .06 .34 1.08 0.00 0.00 12 TO 14 0.00 0.00 0.00 .06 .17 .03 0.00 15 TO 18 0.00 0.00 0.00 .06 .09 0.00 0.00 19 TO 23 0.00 0.00 0.00 .03 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 BEAVER VALLEY 150 FT WIND DATA - DELTA T - 9/5/70-9/5/71 DIRECTION WNW WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 .03 0.00 .09 .57 .06 .09 3 TO 4 .06 .03 .11 .40 1.28 .09 .09 5 TO 6 0.00 .03 .34 .94 1.48 .14 .03 7 TO 8 0.00 0.00 .28 1.05 1.39 0.00 0.00 9 TO 11 0.00 0.00 .37 1.22 1.68 .03 0.00 12 TO 14 0.00 0.00 .06 .68 1.28 0.00 0.00 15 TO 18 0.00 0.00 .09 .71 .54 0.00 0.00 19 TO 23 0.00 .03 .03 .31 .31 0.00 0.00 GT 23 0.00 0.00 0.00 .06 0.00 0.00 0.00 DIRECTION NW BVPS UFSAR UNIT 1 Rev. 19 2A.2-40 WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 .03 0.00 .23 .34 .03 .03 3 TO 4 0.00 .03 .20 .62 .74 .03 0.00 5 TO 6 0.00 .03 .09 .97 .94 .03 .03 7 TO 8 .03 .09 .37 .97 .82 .03 0.00 9 TO 11 0.00 .03 .28 1.42 1.85 .03 0.00 12 TO 14 0.00 .03 .03 .82 1.28 .03 0.00 15 TO 18 0.00 0.00 .09 .94 .77 0.00 0.00 19 TO 23 0.00 0.00 .06 .43 .80 0.00 0.00 GT 23 0.00 0.00 0.00 .03 .14 0.00 0.00 DIRECTION NNW WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 .06 .20 .57 .03 .03 3 TO 4 .03 0.00 .09 .37 .28 .03 0.00 5 TO 6 0.00 .06 .17 .34 .28 0.00 0.00 7 TO 8 .03 .03 .11 .34 .28 .03 0.00 9 TO 11 .03 0.00 .11 .77 .62 0.00 0.00 12 TO 14 0.00 .03 .20 .57 .74 .03 0.00 15 TO 18 0.00 0.00 .11 .57 .45 .03 0.00 19 TO 23 0.00 0.00 .14 .34 .28 0.00 0.00 GT 23 0.00 0.00 0.00 .11 .06 0.00 0.00 DIRECTION N WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 .11 .20 .45 .03 .03 3 TO 4 0.00 .06 .09 .20 .37 0.00 .03 5 TO 6 0.00 0.00 .09 .23 .45 .03 0.00 7 TO 8 0.00 0.00 .11 .40 .77 0.00 0.00 9 TO 11 0.00 0.00 .23 .37 .91 .03 0.00 12 TO 14 0.00 .03 0.00 .48 .45 0.00 0.00 15 TO 18 0.00 0.00 .09 .34 .34 0.00 0.00 19 TO 23 0.00 0.00 .03 .06 .09 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 BVPS UFSAR UNIT 1 Rev. 19 2A.2-41 TABLE RESPONSE 2.5-1 (CONT'D) NIGHTTIME (9PM-8AM) SUMMARY OF WIND SPEED DISTRIBUTION BEAVER VALLEY 150 FT WIND DATA - DELTA T - 9/5/70-9/5/71 TOTAL NUMBER OF READINGS 3.693E + 03 TOTAL NUMBER OF READINGS WITHOUT CALMS 3.538E + 03 WIND SPEED DISTRIBUTION, PERCENT CALM 1 TO 2 3 TO 4 5 TO 6 7 TO 8 9 TO 11 12 TO 14 15 TO 18 19 TO 23 GT 23 4.20 33.12 23.50 14.05 9.31 6.99 4.20 3.11 1.27 .24 SUMMED OVER ALL DIRECTIONS WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G CALM .03 .03 0.00 .03 .92 .97 2.22 1 TO 2 .08 0.00 .11 .27 12.78 8.56 11.32 3 TO 4 .03 .03 0.00 .27 13.30 5.36 4.52 5 TO 6 0.00 0.00 0.00 .24 10.59 1.81 1.41 7 TO 8 .05 .03 0.00 .22 8.04 .57 .41 9 TO 11 .03 0.00 0.00 .49 6.26 .14 .08 12 TO 14 0.00 0.00 0.00 .51 3.68 0.00 0.00 15 TO 18 0.00 0.00 0.00 .41 2.71 0.00 0.00 19 TO 23 0.00 0.00 0.00 .32 .95 0.00 0.00 GT 23 0.00 0.00 0.00 .08 .16 0.00 0.00 SUMMED OVER ALL TEMP. LAPSE RATE STABILITIES WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 .54 .32 .65 1.68 2.36 3.47 4.20 3.09 1.98 1.90 1.62 4.14 2.17 2.52 1.19 1.30 3 TO 4 .43 .41 .54 2.30 3.44 2.65 2.06 2.25 1.03 .84 1.11 2.17 1.92 .97 .65 .73 5 TO 6 .43 .22 .30 2.52 1.68 .65 .43 .43 .41 .65 .76 1.84 1.79 .51 .43 1.00 7 TO 8 .46 .11 .05 .89 .92 .14 .27 .11 .05 .24 .46 1.25 2.19 .81 .41 .95 9 TO 11 .11 .03 0.00 .16 .14 .05 .08 .05 .08 .08 .08 .76 2.36 1.30 .57 1.14 12 TO 14 .08 0.00 0.00 0.00 .05 0.00 0.00 0.00 0.00 0.00 .03 .11 1.76 1.52 .41 .24 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .03 0.00 1.14 1.44 .35 .16 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .19 .84 .22 .03 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .14 .08 .03 BVPS UFSAR UNIT 1 Rev. 19 2A.2-42 BEAVER VALLEY 150 FT. WIND DATA - DELTA T - 9/5/70-9/5/71 TEMP. LAPSE RATE STABILITY CLASS A WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .03 0.00 0.00 0.00 .05 0.00 0.00 0.00 0.00 3 TO 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 TO 6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7 TO 8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .05 0.00 0.00 0.00 0.00 9 TO 11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .03 0.00 0.00 0.00 0.00 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TEMP. LAPSE RATE STABILITY CLASS B WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 TO 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .03 0.00 0.00 0.00 5 TO 6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7 TO 8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .03 0.00 0.00 0.00 0.00 9 TO 11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TEMP. LAPSE RATE STABILITY CLASS C WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 0.00 0.00 0.00 0.00 .03 .03 .03 0.00 .03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 TO 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 TO 6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7 TO 8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9 TO 11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TEMP. LAPSE RATE STABILITY CLASS D WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 0.00 0.00 0.00 .03 .08 0.00 .03 0.00 .05 0.00 0.00 .03 0.00 0.00 0.00 .05 3 TO 4 .03 0.00 .03 .03 .03 .03 0.00 .03 0.00 .03 0.00 0.00 .05 0.00 0.00 .03 5 TO 6 0.00 0.00 0.00 .05 .05 0.00 0.00 0.00 0.00 0.00 0.00 .05 .03 0.00 .05 0.00 7 TO 8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .08 .03 .03 .08 9 TO 11 0.00 0.00 0.00 .05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .03 .11 .19 .08 .03 12 TO 14 .03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .19 .24 .03 .03 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .08 .24 .05 .03 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .08 .16 .08 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .05 0.00 .03 BVPS UFSAR UNIT 1 Rev. 19 2A.2-43 BEAVER VALLEY 150 FT. WIND DATA - DELTA T - 9/5/70-9/5/71 TEMP. LAPSE RATE STABILITY CLASS E WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 .32 .22 .30 1.03 1.33 1.98 1.52 1.00 .43 .65 .60 1.49 .60 .35 .43 .54 3 TO 4 .35 .32 .49 1.79 2.06 1.52 .81 .41 .46 .32 .62 1.30 1.38 .41 .46 .60 5 TO 6 .41 .16 .30 1.81 1.00 .49 .35 .11 .22 .51 .60 1.41 1.60 .41 .32 .89 7 TO 8 .46 .08 .05 .54 .76 .11 .24 .11 .03 .22 .38 1.03 2.06 .79 .38 .81 9 TO 11 .08 .03 0.00 .11 .14 .05 .08 .05 .08 .08 .08 .57 2.25 1.11 .49 1.06 12 TO 14 .05 0.00 0.00 0.00 .05 0.00 0.00 0.00 0.00 0.00 .03 .11 1.57 1.27 .38 .22 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .03 0.00 1.06 1.19 .30 .14 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .11 .68 .14 .03 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .08 .08 0.00 TEMP. LAPSE RATE STABILITY CLASS F WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 .14 .05 .14 .38 .43 .97 1.41 1.06 .46 .41 .35 .87 .68 .73 .22 .27 3 TO 4 .05 .03 .03 .24 1.06 .70 .51 .73 .30 .24 .22 .49 .30 .30 .08 .08 5 TO 6 0.00 .03 0.00 .38 .54 .05 .03 .11 .05 .08 .08 .24 .03 .08 .03 .08 7 TO 8 0.00 .03 0.00 .16 .08 .03 .03 0.00 .03 0.00 .05 .08 .03 0.00 0.00 .05 9 TO 11 .03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .08 0.00 0.00 0.00 .03 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TEMP. LAPSE RATE STABILITY CLASS G WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 .08 .05 .22 .24 .49 .49 1.22 1.00 1.00 .84 .68 1.71 .89 1.44 .54 .43 3 TO 4 0.00 .05 0.00 .24 .30 .41 .73 1.06 .27 .24 .27 .38 .16 .27 .11 .03 5 TO 6 .03 .03 0.00 .27 .08 .11 .05 .22 .14 .05 .08 .14 .14 .03 .03 .03 7 TO 8 0.00 0.00 0.00 .19 .08 0.00 0.00 0.00 0.00 .03 .03 .05 .03 0.00 0.00 0.00 9 TO 11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .05 0.00 0.00 0.00 .03 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 BVPS UFSAR UNIT 1 Rev. 19 2A.2-44 BEAVER VALLEY 150 FT. WIND DATA - DELTA T - 9/5/70-9/5/71 DIRECTION NNE WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 0.00 0.00 .32 .14 .08 3 TO 4 0.00 0.00 0.00 .03 .35 .05 0.00 5 TO 6 0.00 0.00 0.00 0.00 .41 0.00 .03 7 TO 8 0.00 0.00 0.00 0.00 .46 0.00 0.00 9 TO 11 0.00 0.00 0.00 0.00 .08 .03 0.00 12 TO 14 0.00 0.00 0.00 .03 .05 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION NE WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 0.00 0.00 .22 .05 .05 3 TO 4 0.00 0.00 0.00 0.00 .32 .03 .05 5 TO 6 0.00 0.00 0.00 0.00 .16 .03 .03 7 TO 8 0.00 0.00 0.00 0.00 .08 .03 0.00 9 TO 11 0.00 0.00 0.00 0.00 .03 0.00 0.00 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION ENE WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 0.00 0.00 .30 .14 .22 3 TO 4 0.00 0.00 0.00 .03 .49 .03 0.00 5 TO 6 0.00 0.00 0.00 0.00 .30 0.00 0.00 7 TO 8 0.00 0.00 0.00 0.00 .05 0.00 0.00 9 TO 11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION E WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 0.00 .03 1.03 .38 .24 3 TO 4 0.00 0.00 0.00 .03 1.79 .24 .24 5 TO 6 0.00 0.00 0.00 .05 1.81 .38 .27 7 TO 8 0.00 0.00 0.00 0.00 .54 .16 .19 9 TO 11 0.00 0.00 0.00 .05 .11 0.00 0.00 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 BVPS UFSAR UNIT 1 Rev. 19 2A.2-45 BEAVER VALLEY 150 FT WIND DATA - DELTA T - 9/5/70-9/5/71 DIRECTION ESE WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 .03 .08 1.33 .43 .49 3 TO 4 0.00 0.00 0.00 .03 2.06 1.06 .30 5 TO 6 0.00 0.00 0.00 .05 1.00 .54 .08 7 TO 8 0.00 0.00 0.00 0.00 .76 .08 .08 9 TO 11 0.00 0.00 0.00 0.00 .14 0.00 0.00 12 TO 14 0.00 0.00 0.00 0.00 .05 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION SE WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 .03 0.00 1.98 .97 .49 3 TO 4 0.00 0.00 0.00 .03 1.52 .70 .41 5 TO 6 0.00 0.00 0.00 0.00 .49 .05 .11 7 TO 8 0.00 0.00 0.00 0.00 .11 .03 0.00 9 TO 11 0.00 0.00 0.00 0.00 .05 0.00 0.00 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION SSE WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 .03 .03 1.52 1.41 1.22 3 TO 4 0.00 0.00 0.00 0.00 .81 .51 .73 5 TO 6 0.00 0.00 0.00 0.00 .35 .03 .05 7 TO 8 0.00 0.00 0.00 0.00 .24 .03 0.00 9 TO 11 0.00 0.00 0.00 0.00 .08 0.00 0.00 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION S WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 .03 0.00 0.00 0.00 1.00 1.06 1.00 3 TO 4 .03 0.00 0.00 .03 .41 .73 1.06 5 TO 6 0.00 0.00 0.00 0.00 .11 .11 .22 7 TO 8 0.00 0.00 0.00 0.00 .11 0.00 0.00 9 TO 11 0.00 0.00 0.00 0.00 .05 0.00 0.00 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 BVPS UFSAR UNIT 1 Rev. 19 2A.2-46 BEAVER VALLEY 150 FT WIND DATA - DELTA T - 9/5/70-9/5/71 DIRECTION SSW WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 .03 .05 .43 .46 1.00 3 TO 4 0.00 0.00 0.00 0.00 .46 .30 .27 5 TO 6 0.00 0.00 0.00 0.00 .22 .05 .14 7 TO 8 0.00 0.00 0.00 0.00 .03 .03 0.00 9 TO 11 0.00 0.00 0.00 0.00 .08 0.00 0.00 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION SW WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 0.00 0.00 .65 .41 .84 3 TO 4 0.00 0.00 0.00 .03 .32 .24 .24 5 TO 6 0.00 0.00 0.00 0.00 .51 .08 .05 7 TO 8 0.00 0.00 0.00 0.00 .22 0.00 .03 9 TO 11 0.00 0.00 0.00 0.00 .08 0.00 0.00 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION WSW WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 0.00 0.00 .60 .35 .68 3 TO 4 0.00 0.00 0.00 0.00 .62 .22 .27 5 TO 6 0.00 0.00 0.00 0.00 .60 .08 .08 7 TO 8 0.00 0.00 0.00 0.00 .38 .05 .03 9 TO 11 0.00 0.00 0.00 0.00 .08 0.00 0.00 12 TO 14 0.00 0.00 0.00 0.00 .03 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 .03 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION W WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 .05 0.00 0.00 .03 1.49 .87 1.71 3 TO 4 0.00 0.00 0.00 0.00 1.30 .49 .38 5 TO 6 0.00 0.00 0.00 .05 1.41 .24 .14 7 TO 8 .05 .03 0.00 0.00 1.03 .08 .05 9 TO 11 .03 0.00 0.00 .03 .57 .08 .05 12 TO 14 0.00 0.00 0.00 0.00 .11 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 BEAVER VALLEY 150 FT WIND DATA - DELTA T - 9/5/70-9/5/71 DIRECTION WNW WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 0.00 0.00 .60 .68 .89 3 TO 4 0.00 .03 0.00 .05 1.38 .30 .16 5 TO 6 0.00 0.00 0.00 .03 1.60 .03 .14 7 TO 8 0.00 0.00 0.00 .08 2.06 .03 .03 9 TO 11 0.00 0.00 0.00 .11 2.25 0.00 0.00 12 TO 14 0.00 0.00 0.00 .19 1.57 0.00 0.00 15 TO 18 0.00 0.00 0.00 .08 1.06 0.00 0.00 19 TO 23 0.00 0.00 0.00 .08 .11 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION NW BVPS UFSAR UNIT 1 Rev. 19 2A.2-47 WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 0.00 0.00 .35 .73 1.44 3 TO 4 0.00 0.00 0.00 0.00 .41 .30 .27 5 TO 6 0.00 0.00 0.00 0.00 .41 .08 .03 7 TO 8 0.00 0.00 0.00 .03 .79 0.00 0.00 9 TO 11 0.00 0.00 0.00 .19 1.11 0.00 0.00 12 TO 14 0.00 0.00 0.00 .24 1.27 0.00 0.00 15 TO 18 0.00 0.00 0.00 .24 1.19 0.00 0.00 19 TO 23 0.00 0.00 0.00 .16 .68 0.00 0.00 GT 23 0.00 0.00 0.00 .05 .08 0.00 0.00 DIRECTION NNW WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 0.00 0.00 .43 .22 .54 3 TO 4 0.00 0.00 0.00 0.00 .46 .08 .11 5 TO 6 0.00 0.00 0.00 .05 .32 .03 .03 7 TO 8 0.00 0.00 0.00 .03 .38 0.00 0.00 9 TO 11 0.00 0.00 0.00 .08 .49 0.00 0.00 12 TO 14 0.00 0.00 0.00 .03 .38 0.00 0.00 15 TO 18 0.00 0.00 0.00 .05 .30 0.00 0.00 19 TO 23 0.00 0.00 0.00 .08 .14 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 .08 0.00 0.00 DIRECTION N WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 0.00 .05 .54 .27 .43 3 TO 4 0.00 0.00 0.00 .03 .60 .08 .03 5 TO 6 0.00 0.00 0.00 0.00 .89 .08 .03 7 TO 8 0.00 0.00 0.00 .08 .81 .05 0.00 9 TO 11 0.00 0.00 0.00 .03 1.06 .03 .03 12 TO 14 0.00 0.00 0.00 .03 .22 0.00 0.00 15 TO 18 0.00 0.00 0.00 .03 .14 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 .03 0.00 0.00 GT 23 0.00 0.00 0.00 .03 0.00 0.00 0.00 24 HOUR SUMMARY OF WIND SPEED DISTRIBUTION BEAVER VALLEY 150 FT WIND DATA - DELTA T - 9/5/70-9/5/71 TOTAL NUMBER OF READINGS 7.215E + 03 TOTAL NUMBER OF READINGS WITHOUT CALMS 7.013E + 03 WIND SPEED DISTRIBUTION, PERCENT CALM 1 TO 2 3 TO 4 5 TO 6 7 TO 8 9 TO 11 12 TO 14 15 TO 18 19 TO 23 GT 23 2.80 23.71 20.86 15.99 12.10 11.70 6.14 4.30 2.08 .32 SUMMED OVER ALL DIRECTIONS WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G CALM .01 .01 .03 .06 .79 .60 1.30 1 TO 2 .08 .04 .36 1.37 10.33 5.00 6.53 3 TO 4 .11 .14 .54 1.98 12.25 3.16 2.67 5 TO 6 .08 .11 .68 2.73 10.28 1.16 .94 7 TO 8 .10 .08 .86 2.62 7.78 .35 .32 9 TO 11 .06 .04 .86 3.05 7.50 .14 .06 12 TO 14 .01 .04 .17 1.83 4.03 .04 .01 15 TO 18 0.00 0.00 .22 1.52 2.54 .01 0.00 19 TO 23 0.00 .01 .12 .73 1.21 0.00 0.00 GT 23 0.00 0.00 0.00 .14 .18 0.00 0.00 BVPS UFSAR UNIT 1 Rev. 19 2A.2-48 SUMMED OVER ALL TEMP. LAPSE RATE STABILITIES WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 .61 .36 .69 1.57 1.66 2.23 2.56 2.01 1.37 1.34 1.23 2.84 1.51 1.61 1.04 1.07 3 TO 4 .50 .43 .58 2.02 2.56 1.76 1.44 1.65 .91 .97 1.08 2.22 1.98 1.29 .72 .73 5 TO 6 .55 .58 .60 2.00 1.58 .55 .39 .42 .47 .79 1.12 1.77 2.36 1.28 .64 .90 7 TO 8 .61 .32 .18 .90 .79 .28 .19 .24 .18 .36 .60 1.75 2.45 1.54 .61 1.11 9 TO 11 .42 .22 .21 .33 .36 .22 .10 .17 .29 .26 .39 1.12 2.81 2.43 1.04 1.33 12 TO 14 .30 0.00 .08 0.00 .06 .01 .04 .08 .03 .03 .03 .18 1.88 1.84 .97 .60 15 TO 18 .10 0.00 0.00 0.00 .03 0.00 .03 0.00 0.00 0.00 .03 .07 1.23 1.61 .75 .46 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .01 .43 1.05 .49 .10 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .03 .15 .12 .01 BVPS UFSAR UNIT 1 Rev. 19 2A.2-49 BEAVER VALLEY 150 FT WIND DATA - DELTA T - 9/5/70-9/5/71 TEMP. LAPSE RATE STABILITY CLASS A WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 0.00 0.00 0.00 .03 0.00 .01 0.00 .01 0.00 0.00 0.00 .03 0.00 0.00 0.00 0.00 3 TO 4 0.00 .01 0.00 0.00 .01 .01 .01 .01 0.00 0.00 0.00 0.00 .03 0.00 .01 0.00 5 TO 6 .01 0.00 0.00 0.00 0.00 .01 0.00 0.00 0.00 .03 .01 .01 0.00 0.00 0.00 0.00 7 TO 8 0.00 .03 0.00 0.00 0.00 0.00 0.00 0.00 .01 0.00 0.00 .03 0.00 .01 .01 0.00 9 TO 11 0.00 0.00 0.00 0.00 .01 0.00 0.00 0.00 .01 0.00 0.00 .01 0.00 0.00 .01 0.00 12 TO 14 0.00 0.00 .01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TEMP. LAPSE RATE STABILITY CLASS B WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 0.00 0.00 0.00 0.00 0.00 0.00 .01 0.00 0.00 0.00 0.00 0.00 .01 .01 0.00 0.00 3 TO 4 .01 .01 0.00 0.00 0.00 0.00 0.00 .01 0.00 0.00 0.00 .03 .03 .01 0.00 .03 5 TO 6 0.00 .01 .01 0.00 .01 0.00 0.00 0.00 0.00 0.00 .01 0.00 .01 .01 .03 0.00 7 TO 8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .01 0.00 .01 0.00 .04 .01 0.00 9 TO 11 0.00 0.00 0.00 .01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .01 0.00 .01 0.00 0.00 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .01 .01 .01 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .01 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TEMP. LAPSE RATE STABILITY CLASS C WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 .06 .03 .03 .04 .03 .03 .01 0.00 .01 0.00 0.00 .04 0.00 0.00 .03 .06 3 TO 4 .01 0.00 .04 .04 .06 .03 .01 .01 .04 .01 0.00 .04 .06 .10 .04 .04 5 TO 6 .01 .04 .03 .07 .04 .01 .01 .01 .01 .04 .03 .03 .17 .04 .08 .04 7 TO 8 .04 .04 .03 .06 .03 .07 .01 .01 .01 .03 .06 .04 .14 .18 .06 .06 9 TO 11 .04 .08 .01 .06 0.00 .03 0.00 .01 .01 .04 .06 .03 .18 .14 .06 .11 12 TO 14 .03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .03 .01 .10 0.00 15 TO 18 .03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .01 0.00 .04 .04 .06 .04 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .01 .03 .07 .01 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TEMP. LAPSE RATE STABILITY CLASS D WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 .11 .06 .10 .15 .14 .06 .04 .08 .10 .04 .06 .07 .04 .11 .10 .12 3 TO 4 .11 .10 .07 .15 .14 .11 .04 .07 .10 .10 .08 .10 .22 .30 .18 .11 5 TO 6 .07 .21 .17 .12 .17 .04 .04 .10 .06 .10 .22 .19 .47 .47 .19 .11 7 TO 8 .11 .12 .03 .08 .10 .04 .03 .06 .07 .10 .12 .30 .55 .49 .18 .24 9 TO 11 .08 .07 .08 .10 .07 .03 0.00 .04 .14 .04 .17 .18 .65 .79 .42 .19 12 TO 14 .18 0.00 .04 0.00 .03 0.00 .01 .01 .01 0.00 .01 .03 .43 .53 .29 .25 15 TO 18 .03 0.00 0.00 0.00 .01 0.00 0.00 0.00 0.00 0.00 0.00 .03 .39 .58 .30 .18 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .01 .19 .29 .21 .03 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .03 .04 .06 .01 BVPS UFSAR UNIT 1 Rev. 19 2A.2-50 BEAVER VALLEY 150 FT. WIND DATA - DELTA T - 9/5/70-9/5/71 TEMP. LAPSE RATE STABILITY CLASS E WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 .32 .21 .33 .93 .97 1.22 .98 .71 .44 .58 .54 1.16 .58 .35 .50 .50 3 TO 4 .33 .25 .44 1.48 1.57 1.00 .62 .57 .43 .54 .72 1.54 1.33 .57 .37 .49 5 TO 6 .44 .29 .37 1.39 1.03 .39 .25 .12 .26 .51 .72 1.32 1.54 .67 .30 .68 7 TO 8 .46 .11 .12 .54 .58 .14 .14 .15 .07 .17 .36 1.28 1.73 .80 .33 .79 9 TO 11 .28 .07 .11 .15 .28 .17 .08 .11 .12 .17 .17 .82 1.97 1.47 .55 .98 12 TO 14 .10 0.00 .03 0.00 .03 .01 .03 .07 .01 .01 .01 .14 1.43 1.28 .55 .33 15 TO 18 .04 0.00 0.00 0.00 .01 0.00 .03 0.00 0.00 0.00 .01 .04 .80 .98 .37 .24 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .21 .73 .21 .06 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .11 .07 0.00 TEMP. LAPSE RATE STABILITY CLASS F WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 .08 .04 .11 .26 .25 .58 .78 .61 .26 .22 .24 .53 .37 .39 .12 .15 3 TO 4 .03 .03 .01 .19 .61 .40 .32 .39 .17 .15 .11 .29 .19 .17 .06 .04 5 TO 6 0.00 .01 0.00 .25 .29 .04 .04 .06 .03 .06 .04 .14 .08 .06 .01 .06 7 TO 8 0.00 .01 0.00 .10 .04 .01 .01 .01 .01 0.00 .03 .04 .01 .01 .01 .03 9 TO 11 .01 0.00 0.00 .01 0.00 0.00 .01 0.00 0.00 0.00 0.00 .04 .01 .01 0.00 .03 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .01 0.00 .01 .01 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .01 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TEMP. LAPSE RATE STABILITY CLASS G WIND SPEED VERSUS DIRECTION (IN PERCENT) NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW N 1 TO 2 .04 .03 .12 .15 .28 .33 .73 .60 .55 .50 .40 1.01 .50 .75 .29 .24 3 TO 4 0.00 .03 .01 .15 .18 .21 .43 .58 .18 .17 .17 .22 .12 .14 .06 .03 5 TO 6 .01 .01 .01 .17 .04 .06 .04 .12 .11 .06 .08 .08 .08 .03 .01 .01 7 TO 8 0.00 0.00 0.00 .12 .04 .01 0.00 0.00 0.00 .06 .03 .04 .01 0.00 0.00 0.00 9 TO 11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .01 0.00 .03 0.00 0.00 0.00 .01 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .01 0.00 0.00 0.00 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 BVPS UFSAR UNIT 1 Rev. 19 2A.2-51 BEAVER VALLEY 150 FT. WIND DATA - DELTA T - 9/5/70-9/5/71 DIRECTION NNE WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 .06 .11 .32 .08 .04 3 TO 4 0.00 .01 .01 .11 .33 .03 0.00 5 TO 6 .01 0.00 .01 .07 .44 0.00 .01 7 TO 8 0.00 0.00 .04 .11 .46 0.00 0.00 9 TO 11 0.00 0.00 .04 .08 .28 .01 0.00 12 TO 14 0.00 0.00 .03 .18 .10 0.00 0.00 15 TO 18 0.00 0.00 .03 .03 .04 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION NE WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 .03 .06 .21 .04 .03 3 TO 4 .01 .01 0.00 .10 .25 .03 .03 5 TO 6 0.00 .01 .04 .21 .29 .01 .01 7 TO 8 .03 0.00 .04 .12 .11 .01 0.00 9 TO 11 0.00 0.00 .08 .07 .07 0.00 0.00 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION ENE WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 .03 .10 .33 .11 .12 3 TO 4 0.00 0.00 .04 .07 .44 .01 .01 5 TO 6 0.00 .01 .03 .17 .37 0.00 .01 7 TO 8 0.00 0.00 .03 .03 .12 0.00 0.00 9 TO 11 0.00 0.00 .01 .08 .11 0.00 0.00 12 TO 14 .01 0.00 0.00 .04 .03 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION E WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 .03 0.00 .04 .15 .93 .26 .15 3 TO 4 0.00 0.00 .04 .15 1.48 .19 .15 5 TO 6 0.00 0.00 .07 .12 1.39 .25 .17 7 TO 8 0.00 0.00 .06 .08 .54 .10 .12 9 TO 11 0.00 .01 .06 .10 .15 .01 0.00 12 TO 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 BVPS UFSAR UNIT 1 Rev. 19 2A.2-52 BEAVER VALLEY 150 FT WIND DATA - DELTA T - 9/5/70-9/5/71 DIRECTION ESE WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 .03 .14 .97 .25 .28 3 TO 4 .01 0.00 .06 .14 1.57 .61 .18 5 TO 6 0.00 .01 .04 .17 1.03 .29 .04 7 TO 8 0.00 0.00 .03 .10 .58 .04 .04 9 TO 11 .01 0.00 0.00 .07 .28 0.00 0.00 12 TO 14 0.00 0.00 0.00 .03 .03 0.00 0.00 15 TO 18 0.00 0.00 0.00 .01 .01 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION SE WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 .01 0.00 .03 .06 1.22 .58 .33 3 TO 4 .01 0.00 .03 .11 1.00 .40 .21 5 TO 6 .01 0.00 .01 .04 .39 .04 .06 7 TO 8 0.00 0.00 .07 .04 .14 .01 .01 9 TO 11 0.00 0.00 .03 .03 .17 0.00 0.00 12 TO 14 0.00 0.00 0.00 0.00 .01 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION SSE WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 .01 .01 .04 .98 .78 .73 3 TO 4 .01 0.00 .01 .04 .62 .32 .43 5 TO 6 0.00 0.00 .01 .04 .25 .04 .04 7 TO 8 0.00 0.00 .01 .03 .14 .01 0.00 9 TO 11 0.00 0.00 0.00 0.00 .08 .01 0.00 12 TO 14 0.00 0.00 0.00 .01 .03 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 .03 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION S WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 .01 0.00 0.00 .08 .71 .61 .60 3 TO 4 .01 .01 .01 .07 .57 .39 .58 5 TO 6 0.00 0.00 .01 .10 .12 .06 .12 7 TO 8 0.00 0.00 .01 .06 .15 .01 0.00 9 TO 11 0.00 0.00 .01 .04 .11 0.00 0.00 12 TO 14 0.00 0.00 0.00 .01 .07 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 BVPS UFSAR UNIT 1 Rev. 19 2A.2-53 BEAVER VALLEY 150 FT WIND DATA - DELTA T - 9/5/70-9/5/71 DIRECTION SSW WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 .01 .10 .44 .26 .55 3 TO 4 0.00 0.00 .04 .10 .43 .17 .18 5 TO 6 0.00 0.00 .01 .06 .26 .03 .11 7 TO 8 .01 0.00 .01 .07 .07 .01 0.00 9 TO 11 .01 0.00 .01 .14 .12 0.00 0.00 12 TO 14 0.00 0.00 0.00 .01 .01 0.00 0.00 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION SW WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 0.00 .04 .58 .22 .50 3 TO 4 0.00 0.00 .01 .10 .54 .15 .17 5 TO 6 .03 0.00 .04 .10 .51 .06 .06 7 TO 8 0.00 .01 .03 .10 .17 0.00 .06 9 TO 11 0.00 0.00 .04 .04 .17 0.00 .01 12 TO 14 0.00 0.00 0.00 0.00 .01 0.00 .01 15 TO 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION WSW WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 0.00 .06 .54 .24 .40 3 TO 4 0.00 0.00 0.00 .08 .72 .11 .17 5 TO 6 .01 .01 .03 .22 .72 .04 .08 7 TO 8 0.00 0.00 .06 .12 .36 .03 .03 9 TO 11 0.00 0.00 .06 .17 .17 0.00 0.00 12 TO 14 0.00 0.00 0.00 .01 .01 0.00 0.00 15 TO 18 0.00 0.00 .01 0.00 .01 0.00 0.00 19 TO 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIRECTION W WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 .03 0.00 .04 .07 1.16 .53 1.01 3 TO 4 0.00 .03 .04 .10 1.54 .29 .22 5 TO 6 .01 0.00 .03 .19 1.32 .14 .08 7 TO 8 .03 .01 .04 .30 1.28 .04 .04 9 TO 11 .01 .01 .03 .18 .82 .04 .03 12 TO 14 0.00 0.00 0.00 .03 .14 .01 0.00 15 TO 18 0.00 0.00 0.00 .03 .04 0.00 0.00 19 TO 23 0.00 0.00 0.00 .01 0.00 0.00 0.00 GT 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 BVPS UFSAR UNIT 1 Rev. 19 2A.2-54 BEAVER VALLEY 150 FT WIND DATA - DELTA T - 9/5/70-9/5/71 DIRECTION WNW WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 .01 0.00 .04 .58 .37 .50 3 TO 4 .03 .03 .06 .22 1.33 .19 .12 5 TO 6 0.00 .01 .17 .47 1.54 .08 .08 7 TO 8 0.00 0.00 .14 .55 1.73 .01 .01 9 TO 11 0.00 0.00 .18 .65 1.97 .01 0.00 12 TO 14 0.00 0.00 .03 .43 1.43 0.00 0.00 15 TO 18 0.00 0.00 .04 .39 .80 0.00 0.00 19 TO 23 0.00 .01 .01 .19 .21 0.00 0.00 GT 23 0.00 0.00 0.00 .03 0.00 0.00 0.00 DIRECTION NW WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 .01 0.00 .11 .35 .39 .75 3 TO 4 0.00 .01 .10 .30 .57 .17 .14 5 TO 6 0.00 .01 .04 .47 .67 .06 .03 7 TO 8 .01 .04 .18 .49 .80 .01 0.00 9 TO 11 0.00 .01 .14 .79 1.47 .01 0.00 12 TO 14 0.00 .01 .01 .53 1.28 .01 0.00 15 TO 18 0.00 0.00 .04 .58 .98 0.00 0.00 19 TO 23 0.00 0.00 .03 .29 .73 0.00 0.00 GT 23 0.00 0.00 0.00 .04 .11 0.00 0.00 DIRECTION NNW WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 .03 .10 .50 .12 .29 3 TO 4 .01 0.00 .04 .18 .37 .06 .06 5 TO 6 0.00 .03 .08 .19 .30 .01 .01 7 TO 8 .01 .01 .06 .18 .33 .01 0.00 9 TO 11 .01 0.00 .06 .42 .55 0.00 0.00 12 TO 14 0.00 .01 .10 .29 .55 .01 0.00 15 TO 18 0.00 0.00 .06 .30 .37 .01 0.00 19 TO 23 0.00 0.00 .07 .21 .21 0.00 0.00 GT 23 0.00 0.00 0.00 .06 .07 0.00 0.00 DIRECTION N WIND SPEED DISTRIBUTION VERSUS TEMP. LAPSE RATE STABILITY CLASS (IN PERCENT) A B C D E F G 1 TO 2 0.00 0.00 .06 .12 .50 .15 .24 3 TO 4 0.00 .03 .04 .11 .49 .04 .03 5 TO 6 0.00 0.00 .04 .11 .68 .06 .01 7 TO 8 0.00 0.00 .06 .24 .79 .03 0.00 9 TO 11 0.00 0.00 .11 .19 .98 .03 .01 12 TO 14 0.00 .01 0.00 .25 .33 0.00 0.00 15 TO 18 0.00 0.00 .04 .18 .24 0.00 0.00 19 TO 23 0.00 0.00 .01 .03 .06 0.00 0.00 GT 23 0.00 0.00 0.00 .01 0.00 0.00 0.00
BVPS UFSAR UNIT 1 Rev. 20 2A.3i APPENDIX 2A.3 1980 REPORT - THE METEOROLOGICAL PROGRAM AT THE BEAVER VALLEY POWER STATION Appendix 2A.3 is a copy of the Annual Report for the Beaver Valley Meteorological Program for January 1, 1980 - December 31, 1980. This report has been retyped and reformatted as part of the Updated FSAR.
BVPS UFSAR UNIT 1 Rev. 19 2A.3ii BVPS UFSAR UNIT 1 Rev. 19 2A.3iii Table of Contents Page I. Introduction 2A.3-1 II. System Description 2A.3-2 III. Meteorological Data Reduction 2A.3-6 IV. Meteorological Data Recovery 2A.3-7 V. Representativeness of Onsite Meteorological Data 2A.3-8 References 2A.3-12 Appendix A - Monthly and Annual Joint Frequency Distribution of T(150ft-35ft) and 35-ft wind data (January 1, 1980 - December 31, 1980) Appendix B - Monthly and Annual Joint Frequency Distribution of T(150ft-35ft) and 35-ft wind data (January 1, 1976 - December 31, 1980) Appendix C - Monthly and Annual Joint Frequency Distribution of T(500ft-35ft) and 500-ft wind data (January 1, 1980 - December 31, 1980) Appendix D - Monthly and Annual Joint Frequency Distribution of T(500ft-35ft) and 500-ft wind data (January 1, 1976 - December 31, 1980)
BVPS UFSAR UNIT 1 Rev. 22 2A.3iv List of Tables Table Number Title 2A.3-1 Meteorological System Equipment Specifications for Beaver Valley 2A.3-2 Monthly and Annual Meteorological Data Recovery for Beaver Valley 2A.3-3 Monthly and Annual Joint Recovery of T and Winds 2A.3-4 Monthly and Annual Average Wind Speeds (mph) for Beaver Valley and Pittsburgh (NWS) for 1980 and 1976 to 1980 2A.3-5 Annual Average Wind Speeds (mph) for Beaver Valley and Pittsburgh (NWS) for 1976 to 1980 2A.3-6 Monthly and Annual Stability Class Distributions for Beaver Valley Based on T(150ft-35ft) for 1980 2A.3-7 Monthly and Annual Stability Class Distributions for Beaver Valley Based on T(500ft-35ft) for 1980 2A.3-8 Monthly and Annual Stability Class Distributions for Beaver Valley Based on T(150ft-35ft) for 1976 to 1980 2A.3-9 Monthly and Annual Stability Class Distributions for Beaver Balley Based on T(500ft-35ft) for 1976 to 1980 2A.3-10 Comparison of Annual Stability Class Distributions for Beaver Valley for 1976 to 1980 2A.3-11 Comparison of Annual Stability Class Distributions for Pittsburgh for 1976 to 1980 2A.3-12 Comparison of Monthly Mean, Average Daily Maximum and Average Daily Minimum Temperature Data for Beaver Valley and Pittsburgh (January 1, 1980 - December 31, 1980) 2A.3-13 Comparison of Monthly mean Average Daily Maximum and Average Daily Minimum Temperature Data for Beaver Valley and Pittsburgh (January 1, 1976 -
December 31, 1980) 2A.3-14 Annual Diurnal Temperature and Atmospheric Water Vapor Data for Beaver Valley for 1980 2A.3-15 Annual Diurnal Temperature and Atmospheric Water Vapor Data for Beaver Valley for 1976 to 1980 2A.3-16 Comparison of Monthly and Annual Averages of Dew Point and Relative Humidity Data for Veaver Valley and Pittsburgh 2A.3-17 Monthly and Annual Precipitation Data for Beaver Valley and Pittsburgh BVPS UFSAR UNIT 1 Rev. 22 2A.3v List of Figures Figure Number Title 2A.3-1 Location of 500 ft Meteorological Tower 2A.3-2 Beaver Valley 35-ft Monthly wind Roses for January, February, March, and April (1980 and 1976-1980) 2A.3-3 Beaver Valley 35-ft Monthly Wind Roses for May, June, July, and August (1980 and 1976 - 1980) 2A.3-4 Beaver Valley 35-ft Mothly Wind Roses for September, October, November, and December (1980 and 1976 - 1980) 2A.3-5 Beaver Valley 150-ft Monthly Wind Roses for January, February, March, and April (1980 and 1976 - 1980) 2A.3-6 Beaver Valley 150-ft Monthly Wind Roses for May, June, July, and August (1980 and 1976 - 1980) 2A.3-7 Beaver Valley 150-ft Monthly Wind Roses for September, October, November, and December (1980 and 1976 - 1980) 2A.3-8 Beaver Valley 500-ft Montly Wind Roses for January, February, March, and April (1980 and 1976 - 1980) 2A.3-9 Beaver Valley 500-ft Monthly Wind Roses for May, June, July, and August (1980 and 1976 - 1980) 2A.3-10 Beaver Valley 500-ft Monthly Wind Roses for September, October, November, and December (1980 and 1976 - 1980) 2A.3-11 Beaver Valley 35-ft, 150-ft, and 500-ft Annual Wind Roses (1980 and 1976 - 1980) 2A.3-12 Pittsburgh Monthly Wind Roses for January, February, March, and April (1980 and 1976 - 1980) 2A.3-13 Pittsburgh Monthly Wind Roses for May, June, July, and August (1980 and 1976 - 1980) 2A.3-14 Pittsburgh MOnthly Wind Roses for September, October, November, and December (1980 and 1976 - 1980) 2A.3-15 Pittsburgh Annual Wlind Roses (1980 and 1976 - 1980) 2A.3-16 Monthly Average Wind Speeds for 1980 2A.3-17 Monthly Average Wind Speeeds 1976 to 1980 2A.3-18 Annual Average Wind Speeds for BVPS, 1976 to 1980 2A.3-19 35-ft Wind Direction Persistence for BVPS 2A.3-20 150-ft Wind Direction Persistence for BVPS 2A.3-21 500-ft Wind Direction Persistence for BVPS 2A.3-22 Annual Stability Class Distributions for BVPS 2A.3-23 Annual Stability Class Distributions for BVPS 2A.3-24 Annual Stability Class Distributions for Pittsburgh 2A.3-25 Monthly Average Temperatures for Beaver Valley and Pittsburgh 2A.3-26 Monthly Average Precipitation Data, Beaver Valley and Pittsburgh BVPS UFSAR UNIT 1 Rev. 19 2A.3-1 I. INTRODUCTION Meteorological data collected on a 500-ft tower at the Beaver Valley Power Station for the period January 1, 1980 - December 31, 1980 have been reviewed for validity and analyzed. Onsite meteorological data were reviewed to determine the degree of agreement with previous data collected onsite for the period January 1, 1976 - December 1979(1,2,3) and with concurrent National Weather Service (NWS) data for Pittsburgh, Pennsylvania.(4,5) Onsite data were also compared to climatological normals based on NWS data for Greater Pittsburgh International Airport to help determine the climatic representativeness of the data. The current meteorological program complies with Regulatory Guide 1.23 of the Nuclear Regulatory Commission (NRC), Onsite Meteorological Programs.(6)
BVPS UFSAR UNIT 1 Rev. 19 2A.3-2 II. SYSTEM DESCRIPTION The present onsite meteorological program began effectively on January 1, 1976. The 500-ft guyed meteorological tower is located approximately 3600 ft northeast of Beaver Valley Unit 1, as shown in Figure 2A.3-1. The base of the tower is at approximately 730 ft MSL. The meteorological data monitoring system consists of three levels of instrumentation on the 500-ft guyed tower. Wind speed and direction measurements are made at elevations of 35-, 150-, and 500-ft. Ambient temperature and dew point measurements are made at the 35-ft level. Temperature differential measurements are made between 35-ft and 150-ft (T(150ft-35ft)) and 35-ft and 500-ft (T(500ft-35ft)). Precipitation data are obtained from a ground-level rain gauge located near the base of the tower. The 500-ft guyed tower is situated on a relatively flat plot of land in the Ohio River Valley and is enclosed by a fence. The area immediately surrounding the tower is currently being used as a laydown area for construction equipment and parts. The ground surface in the immediate area is composed of slag and dirt.
The data recording and signal conditioning equipment were maintained in three separate locations until May 1980. The signal conditioning equipment is located in an environmentally-controlled trailer located near the base of the meteorological tower, within the enclosed fenced area. Strip chart recorders and TermiNet are located in the Beaver Valley Unit 1 control room. On August 15, 1979, a set of strip chart recorders was installed in the meteorological shelter located near the base of the tower. The PDP8 digital computer originally located in the Duquesne Light Company (DLC) offices in downtown Pittsburgh was moved to the meteorological equipment trailer at the monitoring site in May 1980. Analog data are telemetered directly to the Unit 1 control room charts. Before May 1, 1980, digital data were transmitted via microwave telemetry to the computer in Pittsburgh where averages were processed at 15-minute intervals. After May 1980, the computer was hard-wired to the meteorological sensors.
BVPS UFSAR UNIT 1 Rev. 19 2A.3-3 The 15-minute averages are telemetered to the Beaver Valley Plant site, where they are outputted on the TermiNet in the control room, and are transmitted via dialable telecommunications to NUS, Rockville, Maryland, to be examined daily for any anomalous conditions or instrumentation problems. The analog data are examined on a weekly basis for any anomalous conditions that might appear in the data. Onsite meteorological instrumentation on the 500-ft guyed tower at the Beaver Valley Site includes: A. Wind Instrumentation Climet wind direction and speed sensors at the 35-ft, 150-ft and 500-ft levels. B. Temperature Instrumentation 1. Rosemont RTB's at the 35-ft, 150-ft and 500-ft levels. 2. Endevco signal conditioners. 3. Geotech aspirated solar radiation shields to house the RTB's at the 35-ft, 150-ft and 500-ft levels. C. Dew Point Instrumentation One Cambridge System dew point measuring unit at the 35-ft level. D. Precipitation Instrumentation One Belfort tipping bucket rain gauge at the surface near the tower.
BVPS UFSAR UNIT 1 Rev. 19 2A.3-4 E. Recorders 1. Three Leeds and Northrup analog strip chart recorders, located in the Beaver Valley Unit 1 control room, that record wind direction and wind speed at each level. 2. One multipoint Leeds and Northrup recorder located in the Beaver Valley Unit 1 control room that records temperature at 35-ft, temperature differential between the 150-ft and 35-ft level (T(150ft-35ft)), and between the 500-ft and 35-ft levels (T(500ft-35ft)), precipitation data, and dew point data. 3. Three Esterline-Angus analog strip chart recorders located in the meteorological shelter that record wind direction and wind speed at each level. 4. One multipoint Esterline-Angus recorder located in the meteorological shelter that records temperature at 35-ft, temperature differential between the 150-ft and 35-ft levels (T(150ft-35ft)), and between the 500-ft and 35-ft levels (T(500ft-35ft)), precipitation data, and dew point data. F. Computer 1. One Digital Equipment Corporation PDP8/E 12 bit mini-computer. 2. One Climet Digital Clock. The specifications for the above equipment are summarized in Table 2A.3-1. The shelter housing the signal conditioning equipment is located approximately 10 ft east of the base of the tower. The dimensions of the shelter are approximately 8 ft wide, 16 ft long, and 9 ft high. It is not expected that the trailer shelter will affect meteorological measurements.
BVPS UFSAR UNIT 1 Rev. 19 2A.3-5 An automated tipping bucket rain gauge is located approximately 20 ft west of the tower and approximately 30 ft west of the shelter. It is not anticipated that the tower or the shelter will affect precipitation measurements.
The meteorological instrumentation at Beaver Valley is calibrated quarterly. System surveillance includes daily checks of the system by onsite personnel, computer calibration on a real-time basis, and computer annunciation of any malfunctions every 15 minutes. As soon as a malfunction is detected, field maintenance personnel are dispatched to correct the problem.
BVPS UFSAR UNIT 1 Rev. 19 2A.3-6 III. METEOROLOGICAL DATA REDUCTION The meteorological data acquisition system consists of a computerized data processing system which collects and reduces data on a real-time basis. The average wind direction, wind speed, T, ambient temperature, dew point, and total precipitation are determined for four 15-minute periods each hour. The sampling rate for each parameter for each level is approximately four times per second. Standard statistical equations are used to compute the 15-minute average values from the instantaneous samples. The standard deviation of the wind direction is calculated every 15 minutes with 10-second smoothing of the instantaneous wind direction. Prior to the computer relocation in May 1980, all digital data were transmitted daily via a dialable telecommunications link to NUS as 15-minute averages where they were reviewed for validity, and where hourly averages centered on the hour were computed. For the remainder of the year digital data in the form of 15-minute averages from the teletype printer output were transmitted weekly to NUS where 15-minute values ending on the hour were manually key punched for use in preparing data summaries.
The meteorological data acquisition system also includes an analog system as a backup to the digital system. On August 15, 1979, the Esterline-Angus recorders located in the meteorological shelter replaced the Leeds and Northrup recorders as the analog backup system. Data from the analog system are utilized to supplement digital data for the key parameters, 35- and 500-ft winds, T(150ft-35ft) and T(500ft-35ft), to maintain recovery rates greater than the 90 percent required by Regulatory Guide 1.23. Data recovery rates of 80 percent are maintained for the non-key parameters, ambient temperature, dew point, and 150-ft winds. Because the representativeness of precipitation data can be greatly affected by minor data losses, such as telemetry drifts and trips (see References 2 and 3), analog precipitation data were used to supplement the digital data during the 1980 data period. When necessary to supplement digital data, the strip chart data are manually reduced to obtain hourly averages centered on the hour for wind speed and direction, and temperature differential (T) data. The standard deviation of the wind direction fluctuations () is determined from analog data based on the procedure of Reference 6 and classified according to Reference 5. Atmospheric stability, based on the temperature differential, is classified according to Reference 5.
BVPS UFSAR UNIT 1 Rev. 19 2A.3-7 IV. METEOROLOGICAL DATA RECOVERY Monthly and annual meteorological data recovery rates for 35-, 150-, and 500-ft wind, T(150ft-35ft)), T(500ft-35ft), 35-ft ambient temperature, 35-ft dew point temperature, and precipitation are provided in Table 2A.3-2 for the period January 1, 1980 - December 31, 1980. Table 2A.3-3 provides the monthly and annual data recovery rates for the joint 35-ft wind and T(150ft-35ft) and joint 500-ft wind and T(500ft-35ft). The data recovery as provided in Table 2A.3-3 is based on the combined digital and analog data which were used to compile the joint frequency distribution tables for input to the Beaver Valley NRC Regulatory Guide 1.21 analysis. With few exceptions, the monthly recovery rate of the safety-related parameters, 35- and 500-ft winds, T(150ft-35ft) and T(500ft-35ft), exceeded the minimum 90% required by Regulatory Guide 1.23.
Losses of digital data before May 1980 were due mainly to noise or drift in the telemetry links resulting in invalid digital data. Other significant losses of digital data occurred in May due to computer downtime associated with relocation of the computer to the meteorological trailer, and in October due to a failure of the air conditioner unit in the trailer. Losses of analog data from the Esterline-Angus recorders were due mainly to chart jamming and to malfunctions of the printhead on the multi-point recorder.
Low recovery of 35-ft wind data in April 1980 was due to a malfunction of the bearings on the wind speed sensor. Low recoveries of 35-ft wind data and T (500ft-35ft) data in October 1980 were due to loss of digital data during the air conditioner failure mentioned above and chart jamming on the 35-ft wind and multipoint recorders. Loss of analog T(500ft-35ft) data also occurred due to darkening of the thermal sensitive chart paper on the multi-point recorder because of the high temperatures in the shelter during the air conditioner outage.
Low recovery of precipitation data in February 1980 was due primarily to computer downtime resulting in the loss of about five days of digital data, and a malfunction of the multipoint recorder printhead. Low recovery of precipitation data in October 1980 was due primarily to computer downtime associated with the air conditioner outage and to darkening of the multipoint chart paper during the air conditioner outage mentioned above.
Data recoveries in Tables 2A.3-2 and 2A.3-3 represent combined digital data and Esterline-Angus analog data used to prepare the summaries in this report. Analog data from the Leeds & Northrup recorders were also used to supplement the data during the computer relocation in May and the air conditioner outage in October.
BVPS UFSAR UNIT 1 Rev. 19 2A.3-8 V. REPRESENTATIVENESS OF ONSITE METEOROLOGICAL DATA A. Wind Direction and Wind Speed Monthly and annual wind roses for the 35-, 150-, and 500-ft levels, for the period January 1, 1980 - December 31, 1980 and January 1, 1976 - December 31, 1980, are presented in Figures 2A.3-2, 2A.3-3, 2A.3-4, 2A.3-5, 2A.3-6, 2A.3-7, 2A.3-8, 2A.3-9, 2A.3-10, and 2A.3-11. The annual wind roses for 1980 exhibit similar wind frequency distributions to the wind roses for the five year composite data period. Additional 35-ft and 500-ft wind data for 1980 and 1976-1980 are provided in Appendices A and B in the form of joint frequency distribution (JFD) tables of 35-ft wind speed and wind direction by T(150ft-35ft) stability class, and in Appendices C and D in the form of JFDs of 500-ft wind speed and wind direction by T(500ft-35ft) stability class. Winds at the 35-ft level for 1980 are primarily from the west-southwest and southwest and from the east-southeast and southeast. The easterly wind directions are associated with low mean wind speeds and are the result of the nighttime drainage flow down the valley sides. Winds at the 150-ft level exhibit peak frequencies for winds from the west and from the northeast. The northeasterly winds are associated with the turning down-river of the cold-air drainage flow from the valley sides. The 500-ft onsite wind data indicate that the winds are primarily from the west through southwest directions and are not influenced by the valley circulation.
Figures 2A.3-12, 2A.3-13, 2A.3-14, and 2A.3-15 present monthly and annual wind roses of NWS data for Pittsburgh for the periods of January 1, 1980-December 31, 1980, and January 1, 1976-December 31, l980. The distributions for the two periods are similar. Further comparisons of these periods with the onsite distribution at the 500-ft level shows that they are similar, indicating that the onsite data is representative of regional conditions. The differences between Pittsburgh wind data and the 35-ft and 150-ft Beaver Valley wind data are attributable to the differences in topography between the two sites, specifically the valley circulation described by the onsite data above.
BVPS UFSAR UNIT 1 Rev. 19 2A.3-9 Monthly mean wind speeds for onsite data for the period January 1, 1980-December 31, 1980 are presented in Table 2A.3-4 along with five-year composite values and concurrent NWS data for Pittsburgh. The 1980 data are also presented in Figure 2A.3-16 and the 1976-1980 data are presented in Figure 2A.3-17. The mean annual wind speeds for 1976, 1977, 1978, 1979 and 1980 for onsite and Pittsburgh data are presented in Table 2A.3-5 and in Figure 2A.3-18. Onsite wind speed data at the 500-ft level, which is effectively removed from the valley circulation, averages about 1 mph higher than the wind speed at Pittsburgh. Variations between onsite data and Pittsburgh data are primarily due to the differences in exposure of the wind instruments.
The mean annual wind speed for the 1980 data period was 4.0 mph at the 35-ft level, 6.3 mph at the 150-ft level, and 9.5 mph at the 500-ft level. These data agree well with the onsite data for the five-year composite period, 1976-1980, with reported annual average wind speeds of 4.1 mph at the 35-ft level, 6.6 mph at the 150-ft level, and 10.0 mph at the 500-ft level.
The frequency of calms for the 1980 data period was 1.6 percent at the 35-ft level, 0.6 percent at the 150-ft level, and 0.3 percent at the 500-ft level. The frequency of calms recorded at Pittsburgh was higher than Beaver Valley, 7.8 percent for 1980, due to the higher threshold of the wind speed instrumentation employed at NWS airport stations (1.1 mph). Both onsite and Pittsburgh frequencies of calms for 1980 were slightly higher than the 1976-1980 composite values. Monthly and annual frequencies of calms are provided with the wind roses in Figures 2A.3-2, 2A.3-3, 2A.3-4, 2A.3-5, 2A.3-6, 2A.3-7, 2A.3-8, 2A.3-9, 2A.3-10, 2A.3-11, 2A.3-12, 2A.3-13, 2A.3-14, and 2A.3-15.
Wind direction persistence is defined as the number of hours of continuous airflow within a 22 1/2 degree sector. For computation purposes, calms are considered a direction category. Wind direction persistence probabilities for Beaver Valley 35-ft, 150-ft and 500-ft data are presented in Figures 2A.3-19, 2A.3-20 and 2A.3-21, respectively, for 1980 and 1976-1980 data periods. For all three levels, the 1980 data show about a 10-hour shorter duration of wind direction persistence at the 0.01 percent level than the 1976-1980 data period. The maximum persistence periods for 1980 were 17 hours1.967593e-4 days <br />0.00472 hours <br />2.810847e-5 weeks <br />6.4685e-6 months <br /> for a WSW wind at the 35-ft level, 20 hours2.314815e-4 days <br />0.00556 hours <br />3.306878e-5 weeks <br />7.61e-6 months <br /> for a WSW wind at the 150-ft level, and 23 hours2.662037e-4 days <br />0.00639 hours <br />3.80291e-5 weeks <br />8.7515e-6 months <br /> for a SW wind at the 500-ft level.
BVPS UFSAR UNIT 1 Rev. 19 2A.3-10 B. Atmospheric Stability Monthly and annual frequency distributions of onsite T(150ft-35ft) and T(500 ft-35ft) stability classes for Beaver Valley are presented in Tables 2A.3-6 and 2A.3-7 for the period January 1, 1980 - December 31, 1980 and Tables 2A.3-8 and 2A.3-9 for the five-year composite period. Annual frequency distributions of T(150ft-35ft) and T(500ft-35ft) stability classes for 1976, 1977, 1978, 1979 and 1980, are presented in Table 2A.3-10. Interannual comparisons of stability class distributions are also presented in Figure 2A.3-22 for T(150ft-35ft) and Figure 2A.3-23 for T(500ft-35ft). The annual stability distributions for 1980 agree well with earlier data periods for both levels of T. Additional data on atmospheric stability for 1980 and for 1976-1980 are provided in Appendices A and B in the form of joint frequency distribution (JFD) tables of 35-ft wind speed and wind direction by T(150ft-35ft) stability class, and in Appendices C and D in the form of JFDs of 500-ft wind speed and wind direction by T(500ft-35ft) stability class. Table 2A.3-11 presents annual stability class frequency distributions for Pittsburgh (NWS) for 1976, 1977, 1978, 1979, 1980 and for the period January 1976 to December 1980. The Pittsburgh stability distributions are also presented in Figure 2A.3-24. Stability classes for the Pittsburgh data were determined by the Pasquill-Turner method(8) which uses wind speed, cloud cover and radiation intensity data to classify atmospheric stability. The distribution for 1980 shows good agreement with data for previous years. Differences between these distributions and the onsite distributions presented in Tables 2A.3-6, 2A.3-7, 2A.3-8 and 2A.3-9 and Figures 2A.3-22 and 2A.3-23 are attributed to the different methods used to determine atmospheric stability.
C. Ambient Temperature Monthly and annual mean, average daily maximum and average daily minimum ambient temperature data for Beaver Valley and Pittsburgh (NWS) for 1980 are presented in Table 2A.3-12. Also included in Table 2A.3-12 are the climatological normal (1941-1970) temperature data for Pittsburgh. Table 2A.3-13 presents monthly and annual temperature data for Beaver Valley and Pittsburgh for the five-year composite period 1976-1980. The monthly mean temperature data are also presented in Figure 2A.3-25. Monthly temperature data for Beaver Valley agrees well with concurrent data for Pittsburgh. The 1980 data also show good agreement with the five-year composite data. The annual average temperature at Beaver Valley for 1980 was 49.4F. The highest temperature recorded onsite during 1980 was 94.4F and the lowest recorded was -0.8F.
BVPS UFSAR UNIT 1 Rev. 19 2A.3-11 Diurnal temperature data for Beaver Valley are provided in Table 2A.3-14 for the 1980 period and in Table 2A.3-15 for the five-year composite period 1976-1980.
D. Dew Point and Relative Humidity Monthly and annual averages of dew point and relative humidity for Beaver Valley and Pittsburgh (NWS) for 1980 and 1976-1980 are presented in Table 2A.3-16. Agreement between onsite and offsite atmospheric water vapor data is good. Dew point and relative humidity are generally somewhat higher onsite than at Pittsburgh. This is probably due to the effect of the valley location on the onsite data. Agreement between the data periods is good. Diurnal water vapor data for Beaver Valley are provided in Table 2A.3-14 for the 1980 period and in Table 2A.3-15 for the five-year composite period 1976-1980.
E. Precipitation Table 2A.3-17 presents monthly and annual totals and maximum 24-hour precipitation for Beaver Valley and Pittsburgh (NWS). The monthly totals for Beaver Valley and Pittsburgh for 1980 are also presented in Figure 2A.3-26 together with the normal values for Pittsburgh. Total precipitation recorded during the period January 1, 1980-December 31, 1980 was 30.06 inches at Beaver Valley and 39.46 inches at Pittsburgh. This compares with a normal total for Pittsburgh of 36.23 inches based on the 1941 to 1970 period of record. The maximum 24-hour precipitation during 1980 was 1.47 inches at Beaver Valley and 2.27 inches at Pittsburgh. Beaver Valley precipitation totals are less than Pittsburgh for every month except February, August and September. This is attributed primarily to data loss on the Beaver Valley system for reasons discussed in Section IV. A comparison of major precipitation events reported in the Pittsburgh LCDs (Reference 4) with precipitation values recorded onsite shows that major discrepancies are largely associated with periods of missing onsite data. Lower onsite precipitation totals during winter months may also be due to the heater in the tipping-bucket rain gauge causing evaporation of some of the frozen precipitation captured in the gauge before it falls through the funnel and activates the measuring device. For these reasons, the onsite data are not considered representative of total annual precipitation occurring at the site. However, data for individual precipitation events, where available, are representative of the site for those events.
BVPS UFSAR UNIT 1 Rev. 19 2A.3-12 REFERENCES 1. "Annual Meteorological Report for the Beaver Valley Meteorological Program for January 1, 1977-December 31, 1977, "NUS-3174, NUS Corporation, Rockville, Maryland (June 1978). 2. "Annual Meteorological Report for the Beaver Valley Meteorological Program for January 1, 1978-December 31, 1978, "NUS-3394, NUS Corporation, Rockville, Maryland (June 1979). 3. "Annual Meteorological Report for the Beaver Valley Meteorological Program for January 1, 1979 - December 31, 1979, "NUS-3563, NUS Corporation, Rockville, Maryland (February 1981). 4. "Local Climatological Data, 1980, Greater Pittsburgh International Airport." NOAA, EDS, National Climatic Center, Asheville, North Carolina. 5. Surface Observations for Greater Pittsburgh International Airport, January 1976 to December 1980, National Weather Service TDF-14. NOAA, EDS, National Climatic Center, Asheville, North Carolina.
- 6. NRC Regulatory Guide 1.23, "Onsite Meteorological Programs," Nuclear Regulatory Commission (Issued February 17, 1972). 7. Slade, David H.J. "Dispersion Estimates from Pollutant Releases of a Few Seconds to 8 Hours in Duration," U.S. Department of Commerce, Washington, D.C. (August 1965). 8. Turner, D.B. "A Diffusion Model for an Urban Area," J. Of Appl. Met., 3, pp. 83-91 (February 1964).
BVPS UFSAR UNIT 1 Rev. 22 1 of 1 TABLES FOR APPENDIX 2A.3 TABLE 2A.3-1 METEOROLOGICAL SYSTEM EQUIPMENT SPECIFICATIONS FOR BEAVER VALLEY (January 1, 1980 - December 31, 1980) Instrument Manufacturer Model Level Specifications Wind Speed-Direction (WS/WD) Climet Wind Direction WD-012-10 Wind Speed WS-011-1 35 ft 150 ft 500 ft Threshold 0.75 mph Accuracy +3 for direction Threshold 0.6 mph Accuracy +1% of the wind speed reading or 0.2 mph, whichever is greater. Translator 025-2 Temperature Endevco GEOTECH Rosemont 4470.114 Univer- sal Sig. Cond 4473.2 RTB Conditioner M327 Aspirators 104MB12ADCA four wire RTB T35ft T150-35ft T500-35ft T accuracy + 1F T accuracy + .18F (T=-20F to 100F, T150 = -4.0 to +8.0F) T500 = -6.0 to +12.0F) Precipitation Belfort 5-405 Rain Gauge Ground Accuracy + 2% for 1 in/hr Dew Point Cambridge Dew Point Measuring Set 110S-M 35 ft Accuracy +0.5F Multipoint Recorder (T35ft, T150-35ft, T500-35ft) Precip., Dew Point Leeds and Northrup Esterline-Angus Speedomax W Speed Servo II Accuracy +0.3% of full scale Accuracy +0.35% of full scale Strip Recorders (3 ea.) (ws/wd) Leeds and Northrup Speedomax W/L Accuracy +0.3% of full scale wd = 0 to 540 ws = 0 to 50 mph Esterline-Angus Speed Servo II Accuracy +0.35% of full scale wd = 0 to 540 ws = 0 to 50 mph Mini-Computer Digital Equipment Corporation PDP8/E ADO1 Analog to Digital Converter Accuracy of converter is 0.1% full scale Digital Clock Climet Model 0180 Line frequency BVPS UFSAR UNIT 1 Rev. 22 1 of 1 TABLE 2A.3-2 Monthly and Annual Meteorological Data Recovery for Beaver Valley (January 1, 1980-December 31, 1980) (%) 35-ft Winds 150-ft Winds 500-ft Winds T(150ft-35ft) T(500ft-35ft) 35-ft Ambient Temperature 35-ft Dew Point Precipitation January 97 94 94 91 95 94 97 97 February 98 81 94 97 98 81 82 78 March 99 96 99 95 95 94 94 97 April 85 97 98 96 94 92 90 97 May 99 99 99 92 92 92 88 87 June 97 94 96 93 93 93 93 93 July 94 93 94 94 92 94 94 95 August 97 97 97 97 97 97 97 97 September 93 89 93 93 93 89 83 87 October 88 99 99 92 88 81 94 63 November 96 92 96 94 93 96 95 97 December 99 94 94 91 94 93 92 94 Annual 95 94 96 94 94 91 92 90 Note: Data recovery for wind is based on the joint availability of valid wind speed and wind direction data.
BVPS UFSAR UNIT 1 Rev. 22 1 of 1 TABLE 2A.3-3 Monthly and Annual Joint Recovery (%) of T and Winds (January 1, 1980-December 31, 1980) Joint T (150ft-35ft) and 35-ft Wind Joint T (500ft-35ft) and 500-ft Wind January 91 91 February 96 94 March 95 95 April 82 94 May 92 91 June 93 93 July 94 91 August 97 97 September 93 93 October 82 88 November 93 93 December 91 94
Annual 92 93
BVPS UFSAR UNIT 1 Rev. 22 1 of 1 TABLE 2A.3-4 Monthly and Annual Average Wind Speed (mph) For Beaver Valley and Pittsburgh (NWS)
Beaver Valley Pittsburgh 35-ft 150-ft 500-ft 1980 1976-1980 1980 1976-1980 1980 1976-1980 1980 1976-1980 January 4.5 5.3 7.2 8.4 10.3 11.5 8.8 10.8 February 4.6 4.7 7.1 7.7 10.2 11.0 8.6 10.0 March 4.7 4.9 7.9 8.2 11.5 11.8 9.9 10.6 April 4.2 4.5 6.7 7.2 10.1 10.5 8.6 9.7 May 3.8 3.6 5.7 5.8 8.6 9.1 8.0 8.3 June 3.6 3.6 5.9 5.6 8.7 8.8 8.6 8.0 July 2.9 3.3 4.4 5.2 7.2 7.8 7.6 7.3 August 2.9 3.0 4.5 4.8 7.3 7.7 6.3 6.4 September 3.1 3.0 4.8 5.1 7.8 8.2 6.0 6.5 October 4.4 3.9 7.2 6.5 10.9 10.4 8.1 8.7 November 4.6 4.5 7.3 7.1 11.2 10.9 8.8 9.2 December 4.2 5.0 6.6 7.7 9.9 11.8 9.0 10.4 Annual 4.0 4.1 6.3 6.6 9.5 10.0 8.2 8.8 Note: Pittsburgh 1980 and 1976-1980 data are based on hourly observations from TDF-14 data tapes.(4)
BVPS UFSAR UNIT 1 Rev. 22 1 of 1 TABLE 2A.3-5 Annual Average Wind Speeds (mph) for Beaver Valley and Pittsburgh for 1976 to 1980 Beaver Valley Pittsburgh 35-ft 150-ft 500-ft 1976 4.2 6.9 10.3 9.5 1977 4.4 7.2 10.8 9.1 1978 4.0 6.4 9.6 8.7 1979 4.0 6.4 9.7 8.5 1980 4.0 6.3 9.5 8.2 1976-1980 4.1 6.6 10.0 8.8 BVPS UFSAR UNIT 1 Rev. 22 1 of 1 TABLE 2A.3-6 Monthly and Annual Stability Class Distributions For Beaver Valley Based on T(150ft-35ft) (January 1, 1980-December 31, 1980) (%)
Stability Class A B C D E F G January 2.94 1.62 2.79 62.94 18.82 7.94 2.94 February 4.77 4.32 5.07 61.70 9.69 5.81 8.64 March 13.46 3.26 4.96 39.24 19.12 7.37 12.61 April 17.52 3.23 2.55 29.59 16.33 11.22 19.56 May 27.31 3.08 3.96 18.36 17.91 8.37 21.00 June 29.10 3.88 3.28 19.70 14.93 16.72 12.39 July 23.35 3.30 3.87 22.21 19.91 18.62 8.74 August 21.28 4.31 3.89 19.33 30.46 18.92 1.81 September 21.73 3.27 3.13 20.09 16.82 21.28 13.69 October 14.64 2.63 4.44 33.06 14.64 14.14 16.45 November 9.99 3.58 4.62 39.64 15.95 11.33 14.90 December 5.64 2.97 4.30 50.15 18.84 8.61 9.50 Annual 16.01 3.30 3.92 34.64 17.91 12.55 11.67
BVPS UFSAR UNIT 1 Rev. 22 1 of 1 TABLE 2A.3-7 Monthly and Annual Stability Class Distributions For Beaver Valley Based on T(500ft-35ft) (January 1, 1980-December 31, 1980) (%)
Stability Class A B C D E F G January 0.00 0.00 0.00 77.56 19.17 3.27 0.00 February 0.00 0.00 0.77 77.64 12.86 6.89 1.84 March 0.14 1.14 2.28 66.15 18.35 9.53 2.42 April 0.00 0.44 2.81 56.95 21.30 14.35 4.14 May 0.74 3.54 4.28 43.36 24.63 19.32 4.13 June 1.05 4.20 9.15 41.08 24.44 18.44 1.65 July 0.15 1.32 7.94 43.24 29.71 17.50 0.15 August 0.00 0.70 3.06 48.40 38.80 9.04 0.00 September 0.30 1.19 5.95 43.75 30.51 18.15 0.15 October 0.61 2.15 3.23 54.38 24.88 12.29 2.46 November 0.00 0.00 0.30 66.22 19.22 12.91 1.35 December 0.00 0.00 0.86 66.62 22.21 10.17 0.14 Annual 0.25 1.22 3.38 57.07 23.93 12.64 1.52
BVPS UFSAR UNIT 1 Rev. 22 1 of 1 TABLE 2A.3-8 Monthly and Annual Stability Class Distributions For Beaver Valley Based on T(150ft-35ft) (January 1, 1976-December 31, 1980) (%)
Stability Class A B C D E F G January 3.09 1.66 2.71 58.02 21.23 7.04 6.25 February 6.39 2.76 3.65 46.22 19.03 8.42 13.53 March 14.64 2.37 3.73 36.90 21.14 8.55 12.68 April 20.88 2.96 3.32 27.90 17.01 10.09 17.84 May 23.90 2.95 3.94 23.60 17.35 11.46 16.81 June 29.29 3.21 3.85 19.54 16.21 14.39 13.51 July 27.28 2.43 2.61 19.21 19.60 17.84 11.03 August 23.96 2.78 2.43 17.86 24.99 19.24 8.73 September 21.34 2.32 2.79 18.67 21.78 18.17 14.93 October 9.62 2.84 3.72 32.31 21.95 12.55 17.02 November 5.08 2.01 3.26 44.08 22.30 10.25 13.02 December 3.20 1.83 2.49 50.88 22.70 9.04 9.85 Annual 15.90 2.51 3.20 32.65 20.46 12.34 12.92
BVPS UFSAR UNIT 1 Rev. 22 1 of 1 TABLE 2A.3-9 Monthly and Annual Stability Class Distributions For Beaver Valley Based on T(500ft-35ft) (January 1, 1976-December 31, 1980) (%)
Stability Class A B C D E F G January 0.00 0.00 0.00 78.96 15.83 4.56 0.62 February 0.13 0.03 0.63 67.93 20.25 10.06 0.97 March 0.09 0.84 2.49 63.62 19.42 10.58 2.97 April 0.00 1.30 4.77 54.56 20.64 15.62 3.10 May 0.81 2.55 5.63 46.93 22.67 17.34 4.07 June 1.69 3.87 7.61 40.24 26.24 19.24 1.12 July 1.57 3.33 5.70 42.99 30.26 15.78 0.37 August 1.22 2.47 3.86 44.07 34.67 13.69 0.03 September 1.05 2.15 4.09 42.58 31.76 18.08 0.30 October 0.12 0.53 1.44 54.06 26.97 15.19 1.68 November 0.00 0.00 0.29 66.40 20.19 11.40 1.72 December 0.00 0.00 0.29 68.17 21.92 8.57 1.05 Annual 0.57 1.45 3.13 55.44 24.42 13.48 1.51
BVPS UFSAR UNIT 1 Rev. 22 1 of 1 TABLE 2A.3-10 Comparison of Annual Stability Class Distributions for Beaver Valley for 1976 to 1980 (%)
A B C D E F G T(150ft-35ft) 1976 20.42 2.35 2.92 27.53 21.03 12.35 13.50 1977 16.49 2.85 3.39 30.73 20.35 11.68 14.52 1978 16.33 2.13 2.71 33.56 20.76 12.82 11.70 1979 11.31 2.44 3.39 36.01 21.76 12.08 13.01 1980 16.01 3.30 3.92 34.64 17.91 12.55 11.67 1976-1980 15.90 2.51 3.20 32.65 20.46 12.34 12.92 T(500ft-35ft) 1976 0.61 1.80 5.91 52.04 24.37 13.00 2.25 1977 0.38 1.20 3.76 53.32 25.07 16.01 0.26 1978 1.35 2.15 3.44 54.37 24.51 12.59 1.60 1979 0.10 0.53 1.39 59.18 24.32 12.92 1.57 1980 0.25 1.22 3.38 57.07 23.93 12.64 1.52 1976-1980 0.57 1.45 3.13 55.44 24.42 13.48 1.51 BVPS UFSAR UNIT 1 Rev. 22 1 of 1 TABLE 2A.3-11 Comparison of Annual Stability Class Distributions for Beaver Valley for 1976 to 1980(5,8) (%)
A B C D E F G 1976 0.42 3.79 9.02 62.53 9.13 9.87 5.24 1977 0.66 4.81 9.94 59.95 8.94 9.38 6.31 1978 0.43 4.35 10.16 60.45 8.04 9.50 7.08 1979 0.54 4.42 10.29 59.36 9.75 9.71 5.94 1980 0.43 4.75 10.90 57.32 9.78 10.55 6.27 1976-1980 0.49 4.47 10.01 60.01 9.19 9.75 6.09 BVPS UFSAR UNIT 1 Rev. 22 1 of 1 TABLE 2A.3-12 Comparison of Monthly Mean, Average Daily Maximum and Average Daily Minimum Temperature Data for Beaver Valley and Pittsburgh (January 1, 1980-December 31, 1980) (F) Monthly Mean Average Daily Maximum Average Daily Minimum Beaver Valley Pittsburgh Normal* Beaver Valley Pittsburgh Normal* Beaver Valley Pittsburgh Normal* January 28.3 27.3 28.1 33.9 33.1 35.3 21.7 20.6 20.8 February 25.0 24.1 29.3 31.5 31.3 37.3 19.1 17.1 21.3 March 35.9 35.6 38.1 44.7 44.1 47.2 27.0 26.9 29.0 April 48.0 48.5 50.2 58.5 57.7 60.9 36.9 38.4 39.4 May 59.7 60.8 59.8 71.3 70.3 70.8 48.0 49.8 48.7 June 64.9 66.7 68.6 76.6 77.5 79.5 52.5 54.9 57.7 July 72.0 74.5 71.9 82.9 85.2 82.5 61.7 64.7 61.3 August 72.5 73.5 70.2 81.9 83.2 80.9 65.4 65.8 59.4 September 64.9 67.0 63.8 76.0 78.0 74.9 54.8 56.2 52.7 October 49.4 49.2 53.2 57.5 58.2 63.9 39.5 40.4 42.4 November 39.8 38.7 41.3 47.4 45.6 49.3 31.6 31.1 33.3 December 29.3 29.2 30.5 37.1 35.7 37.3 21.7 21.5 23.6 Annual 49.4 49.7 50.4 58.6 58.4 60.0 40.3 40.7 40.8
- Based on NWS data for Pittsburgh for the period 1941-1970.
Note: Pittsburgh 1980 data are based on hourly observations from TDF-14 data tapes.(5)
BVPS UFSAR UNIT 1 Rev. 22 1 of 1 TABLE 2A.3-13 Comparison of Monthly Mean, Average Daily Maximum and Average Daily Minimum Temperature Data for Beaver Valley and Pittsburgh (January 1, 1976-December 31, 1980) (F) Monthly Mean Average Daily Maximum Average Daily Minimum Beaver Valley Pittsburgh Beaver Valley Pittsburgh Beaver Valley Pittsburgh January 21.7 21.4 28.4 27.9 14.8 13.7 February 26.2 25.2 33.9 33.5 17.8 17.1 March 40.4 40.7 50.2 50.4 30.4 30.8 April 48.9 50.0 60.0 60.5 37.4 38.9 May 58.9 60.0 70.2 70.5 47.1 48.4 June 66.2 67.4 77.3 78.0 54.8 56.1 July 70.7 71.3 80.7 81.3 61.0 61.5 August 69.7 69.4 79.3 78.8 60.8 60.5 September 63.3 64.0 74.1 74.3 53.9 54.1 October 49.0 49.1 58.2 58.1 40.1 40.2 November 41.0 40.8 49.4 48.7 33.0 32.3 December 30.5 30.5 38.1 37.8 22.8 22.1 Annual 49.0 49.2 58.5 58.4 39.6 39.7 Note: Pittsburgh data are based on hourly observations from TDF-14 data tapes.(5)
BVPS UFSAR UNIT 1 Rev. 22 1 of 1 TABLE 2A.3-14 ANNUAL DIURNAL TEMPERATURE AND ATMOSPHERIC WATER VAPOR DATA FOR BEAVER VALLEY (January 1, 1980 - December 31, 1980) 35.0 FEET LEVEL TEMPERATURE DEW POINT RELATIVE HUM ABSOLUTE HUM WET BULB HOUR NUMBER OBS (DEG F) NUMBER OBS (DEG F) NUMBER OBS (%) NUMBER OBS (GM/M3) NUMBER OBS (DEG F) 1 342 44.7 348 41.0 340 87.1 340 8.4 340 43.3 2 341 44.2 346 40.6 340 87.5 340 8.3 340 42.8 3 340 43.7 344 40.2 338 87.7 338 8.2 338 42.4 4 339 43.4 344 40.1 338 88.2 338 8.1 338 42.2 5 339 43.2 311 40.5 305 88.3 305 8.3 305 42.6 6 340 43.1 340 39.6 333 88.4 333 8.0 333 41.8 7 339 44.0 307 39.4 302 86.4 302 8.1 302 41.9 8 336 45.6 341 40.6 333 83.5 333 8.3 333 43.4 9 331 48.1 337 40.8 329 76.9 329 8.3 329 44.6 10 321 51.0 324 40.8 310 69.3 310 8.3 310 46.4 11 322 53.2 338 40.3 320 64.6 320 8.1 320 47.0 12 323 54.9 339 40.1 322 61.1 322 8.1 322 47.8 13 320 56.2 336 40.0 317 58.4 317 8.1 317 48.4 14 323 57.3 336 39.9 320 56.6 320 8.0 320 48.9 15 325 57.7 336 40.0 322 55.8 322 8.0 322 49.1 16 331 57.6 339 40.3 328 56.8 328 8.1 328 49.2 17 334 56.4 310 41.4 300 60.0 300 8.5 300 49.2 18 338 54.9 344 41.5 334 64.1 334 8.6 334 48.4 19 339 52.3 308 41.0 302 69.7 302 8.6 302 46.7 20 340 50.0 347 42.3 339 76.6 339 8.9 339 46.6 21 340 48.4 346 42.1 338 80.4 338 8.8 338 45.8 22 340 47.0 336 42.0 330 83.0 330 8.7 330 45.1 23 340 46.2 345 41.4 338 84.3 338 8.6 338 44.3 24 343 45.2 347 41.2 341 86.2 341 8.5 341 43.7 Hourly Mean 49.4 40.7 75.2 8.3 45.5 Avg Daily Max 58.6 46.8 95.0 10.0 50.7 Avg Daily Min 40.3 35.4 51.2 6.9 39.3 Absolute Max 94.4 77.3 100.0 22.8 80.7 Absolute Min -3.8 -7.9 19.0 0.9 -1.2 Total OBS 8026 8049 7819 7819 7819 BVPS UFSAR UNIT 1 Rev. 22 1 of 1 TABLE 2A.3-15 ANNUAL DIURNAL TEMPERATURE AND ATMOSPHERIC WATER VAPOR DATA FOR BEAVER VALLEY (January 1, 1976 - December 31, 1980) 35.0 FEET LEVEL TEMPERATURE DEW POINT RELATIVE HUM ABSOLUTE HUM WET BULB HOUR NUMBER OBS (DEG F) NUMBER OBS (DEG F) NUMBER OBS (%) NUMBER OBS (GM/M3) NUMBER OBS (DEG F) 1 1704 44.4 1709 40.4 1666 84.8 1666 8.1 1666 42.9 2 1698 43.9 1710 40.1 1669 85.5 1669 8.0 1669 42.5 3 1698 43.5 1693 40.0 1652 86.1 1652 8.0 1652 42.3 4 1709 43.0 1664 40.3 1626 86.8 1626 8.0 1626 42.4 5 1697 42.8 1658 39.8 1621 86.8 1621 7.9 1621 42.0 6 1692 42.9 1695 39.5 1656 86.9 1656 7.9 1656 41.7 7 1683 43.7 1675 39.7 1629 85.1 1629 7.9 1629 42.0 8 1683 45.4 1694 40.2 1646 81.3 1646 8.1 1646 43.2 9 1650 48.0 1687 40.3 1625 74.4 1625 8.0 1625 44.5 10 1607 50.7 1643 40.1 1570 67.7 1570 7.9 1570 45.7 11 1571 52.8 1643 39.8 1532 62.5 1532 7.8 1532 46.5 12 1568 54.4 1671 39.8 1537 59.1 1537 7.7 1537 47.2 13 1549 55.9 1655 39.6 1515 56.7 1515 7.7 1515 47.9 14 1604 56.7 1666 39.7 1572 55.4 1572 7.7 1572 48.4 15 1622 56.9 1652 39.6 1576 54.8 1576 7.7 1576 48.4 16 1635 56.6 1631 40.4 1555 55.6 1555 7.9 1555 49.0 17 1660 55.8 1642 40.6 1580 57.9 1580 8.0 1580 48.6 18 1667 54.1 1692 40.9 1628 62.5 1628 8.1 1628 47.8 19 1665 51.7 1669 41.4 1599 68.6 1599 8.3 1599 46.7 20 1677 49.4 1699 41.7 1636 74.9 1636 8.5 1636 46.0 21 1681 47.8 1715 41.4 1654 78.3 1654 8.4 1654 45.1 22 1694 46.6 1705 41.2 1656 80.7 1656 8.3 1656 44.4 23 1699 45.7 1704 40.7 1657 82.1 1657 8.2 1657 43.7 24 1700 45.0 1713 40.5 1667 83.6 1667 8.1 1667 43.2 Hourly Mean 49.0 40.3 73.6 8.0 45.0 Avg Daily Max 58.5 45.9 93.1 9.6 50.3 Avg Daily Min 39.6 34.6 50.3 6.6 38.6 Absolute Max 94.4 78.5 100.0 23.8 80.7 Absolute Min -15.0 -22.0 19.0 0.4 -15.6 Total OBS 39819 40285 38724 38724 38724 BVPS UFSAR UNIT 1 Rev. 22 1 of 1 TABLE 2A.3-16 COMPARISON OF MONTHLY AND ANNUAL AVERAGES OF DEW POINT AND RELATIVE HUMIDITY DATA FOR BEAVER VALLEY AND PITTSBURGH Mean Dew Point (F) Mean Relative Humidity (%) Beaver Valley 1980 Pittsburgh 1980 Beaver Valley 1976-1980 Pittsburgh 1976-1980 Beaver Valley 1980 Pittsburgh 1980 Beaver Valley 1976-1980 Pittsburgh 1976-1980 January 19.5 14.2 14.4 12.8 71.5 58.7 72.8 69.9 February 15.1 10.8 16.4 14.7 67.7 58.1 67.2 62.7 March 25.9 25.0 27.8 26.7 69.7 67.8 64.1 60.5 April 37.2 35.1 36.0 34.5 69.7 63.6 65.7 59.2 May 48.7 47.0 47.8 45.5 73.1 64.5 71.8 62.4 June 55.0 52.8 56.7 53.4 74.7 64.3 74.9 63.5 July 64.8 63.0 63.1 60.4 81.0 70.2 79.5 70.6 August 67.8 66.0 63.7 61.1 86.5 79.2 83.0 76.3 September 58.3 55.9 56.4 54.6 80.8 69.8 80.3 73.7 October 40.8 37.3 41.0 39.4 75.7 65.7 76.6 71.5 November 30.5 27.7 32.3 30.6 73.2 67.1 73.7 69.1 December 22.9 20.7 22.1 20.3 77.3 71.7 71.8 67.1
Annual 40.7 38.1 40.3 38.0 75.2 66.8 73.6 67.2 BVPS UFSAR UNIT 1 Rev. 22 1 of 1 TABLE 2A.3-17 MONTHLY AND ANNUAL PRECIPITATION DATA FOR BEAVER VALLEY AND PITTSBURGH (INCHES) Beaver Valley 1980 Pittsburgh 1980 Pittsburgh Long Term Total Precipitation Greatest Precipitation In 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> Total Precipitation Greatest Precipitation In 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> Normal Total(a) Maximum Monthly(b) Minimum Monthly(b) January 0.82 0.60 1.56 0.52 2.79 6.25 1.06 February 1.70 1.00 1.32 0.58 2.35 5.98 0.51 March 2.90 1.02 5.65 1.17 3.60 6.10 1.14 April 1.07 0.46 2.94 0.97 3.40 7.61 0.48 May 3.53 1.17 4.32 2.05 3.63 6.36 1.21 June 4.15 1.16 4.34 1.03 3.48 5.08 0.90 July 3.82 0.96 6.76 2.27 3.84 7.43 1.82 August 8.02 1.47 5.10 1.43 3.15 7.56 0.78 September 1.36 0.50 1.29 0.32 2.52 5.42 0.74 October 1.01 0.47 2.42 1.36 2.52 8.20 0.16 November 1.27 0.38 2.38 0.88 2.47 4.70 0.90 December 0.41 0.12 1.38 0.36 2.48 5.24 0.40 Annual 30.06 1.47 39.46 2.27 36.23 8.20 0.16 (a) Based on NWS data for Pittsburgh for the period of 1941-1970. (b) Based on NWS data for Pittsburgh for the period of 1953-1980.
BVPS UFSAR UNIT 1 Rev. 22 2A.3Ai
APPENDIX A Monthly and Annual Joint Frequency Distribution of T(150ft-35ft) and 35-ft Wind Data (January 1, 1980 - December 31, 1980)
BVPS UFSAR UNIT 1 Rev. 22 2A.3A-1 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 JANUARY STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 3.50 - 7.49 0 0 0 1 0 0 0 0 0 0 0 0 3 4 0 0 8 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 6 2 3 0 11 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 1 1 0 0 0 0 0 0 0 9 6 3 0 20 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTALCALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 1 0 0 0 0 0 2 2 1 1 0 7 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 3 1 0 0 0 4 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 1 0 0 0 0 0 5 3 1 1 0 11 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-2 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 JANUARY STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 3.50 - 7.49 0 0 0 0 2 0 0 0 0 0 1 4 2 3 2 0 14 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 1 1 2 0 0 4 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 1 0 2 0 0 0 0 0 1 5 3 5 2 0 19 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 7 9 25 18 12 8 3 1 2 4 1 4 6 9 12 3 124 3.50 - 7.49 6 3 4 0 1 1 0 2 2 19 34 39 36 30 35 9 221 7.50 - 12.49 0 0 0 0 0 0 0 0 0 1 12 31 19 9 0 1 73 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 9 1 0 0 0 10 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 13 12 29 18 13 9 3 3 4 24 47 83 62 48 47 13 428 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-3 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 JANUARY STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 3 8 19 7 8 3 12 4 7 5 3 4 1 3 2 2 91 3.50 - 7.49 0 5 4 0 0 0 0 1 8 8 2 0 0 0 1 1 30 7.50 - 12.49 0 0 0 0 0 0 0 0 0 2 2 0 1 0 0 0 5 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 3 13 23 7 8 3 12 5 15 15 7 4 3 3 3 3 128 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 2 3 6 7 5 15 7 2 1 1 0 1 0 0 0 51 3.50 - 7.49 0 1 0 0 0 0 0 0 1 1 0 0 0 0 0 0 3 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 3 3 6 7 5 15 7 3 2 1 0 1 0 0 0 54 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-4 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 JANUARY STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 2 0 3 1 2 5 1 1 0 0 0 0 0 0 15 3.50 - 7.49 0 1 1 0 0 0 0 0 3 0 0 0 0 0 0 0 5 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 1 3 0 3 1 2 5 4 1 0 0 0 0 0 0 20 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 11 19 50 31 31 17 32 17 12 11 5 8 8 12 14 5 283 3.50 - 7.49 6 10 9 1 3 2 0 3 14 28 37 45 43 38 39 10 288 7.50 - 12.49 0 0 0 0 0 0 0 0 0 3 14 35 28 13 3 1 97 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 9 2 0 0 0 11 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 17 29 59 32 34 19 32 20 26 42 56 97 81 63 56 16 680 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-5 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 JANUARY STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 744 TOTAL NUMBER OF VALID OBSERVATIONS: 680 TOTAL NUMBER OF MISSING OBSERVATIONS: 64 PERCENT DATA RECOVERY FOR THIS PERIOD: 91.4%
MEAN WIND SPEED FOR THIS PERIOD: 4.7 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 2.94 1.62 2.79 62.94 18.82 7.94 2.94 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNWCALM A 0 0 0 1 1 0 0 0 0 0 0 0 96 3 0 0 B 0 0 0 0 0 1 0 0 0 0 0 5 31 1 0 0 C 0 0 1 0 2 0 0 0 0 0 1 5 35 2 0 0 D 13 12 29 18 13 9 3 3 4 24 47 83 6248 47 13 0 E 3 13 23 7 8 3 12 5 15 15 7 4 33 3 3 1 F 1 3 3 6 7 5 15 7 3 2 1 0 10 0 0 0 G 0 1 3 0 3 1 2 5 4 1 0 0 00 0 0 0 Total 17 29 59 32 34 19 32 20 26 42 56 97 8163 56 16 1 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-6 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 FEBRUARY STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 3 0 0 1 1 0 0 0 0 0 2 2 5 1 1 4 20 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 9 0 2 1 12 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 3 0 0 1 1 0 0 0 0 0 2 2 14 1 3 5 32 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 3 3.50 - 7.49 2 0 1 1 1 0 0 0 0 0 0 4 4 5 3 0 21 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 1 0 2 2 0 0 5 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 2 1 3 1 1 0 0 0 0 0 1 4 6 7 3 0 29 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-7 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 FEBRUARY STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 2 0 3 0 0 0 1 0 0 0 0 0 0 0 0 6 3.50 - 7.49 2 2 0 1 0 0 0 0 0 1 2 3 1 4 5 2 23 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 2 2 0 0 1 0 5 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 2 4 0 4 0 0 0 1 0 1 4 5 1 4 6 2 34 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 6 7 20 23 7 3 1 0 3 1 1 5 14 15 14 12 132 3.50 - 7.49 13 1 1 5 0 0 0 0 3 9 32 36 41 35 32 13 221 7.50 - 12.49 2 0 0 0 0 0 0 0 0 5 12 18 6 9 2 3 57 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 3 1 0 0 0 4 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 21 8 21 28 7 3 1 0 6 15 45 62 62 59 48 28 414 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-8 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 FEBRUARY STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 4 5 9 2 3 2 4 2 4 1 2 1 2 1 1 43 3.50 - 7.49 1 1 1 0 0 0 0 0 1 7 7 1 0 1 0 0 20 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 2 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 5 6 9 2 3 2 4 3 11 9 3 2 3 1 1 65 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 1 0 2 6 3 8 4 4 2 0 0 2 0 0 0 33 3.50 - 7.49 0 0 0 0 0 0 0 0 4 0 1 0 1 0 0 0 6 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 1 0 2 6 3 8 4 8 2 1 0 3 0 0 0 39 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-9 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 FEBRUARY STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 8 22 14 5 0 1 0 0 0 0 0 50 3.50 - 7.49 0 0 0 0 0 0 0 0 7 0 1 0 0 0 0 0 8 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 8 22 14 12 0 2 0 0 0 0 0 58 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 7 15 27 37 15 17 33 23 14 7 3 7 17 17 15 13 267 3.50 - 7.49 21 4 3 8 2 0 0 0 15 17 45 46 52 46 41 19 319 7.50 - 12.49 2 0 0 0 0 0 0 0 0 5 16 20 18 11 5 4 81 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 3 1 0 0 0 4 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 30 19 30 45 17 17 33 23 29 29 64 76 88 74 61 36 671 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-10 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 FEBRUARY STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 696 TOTAL NUMBER OF VALID OBSERVATIONS: 671 TOTAL NUMBER OF MISSING OBSERVATIONS: 25 PERCENT DATA RECOVERY FOR THIS PERIOD: 96.4%
MEAN WIND SPEED FOR THIS PERIOD: 4.6 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 4.77 4.32 5.07 61.70 9.69 5.81 8.64 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNWCALM A 3 0 0 1 1 0 0 0 0 0 2 2 14 1 3 5 0 B 2 1 3 1 1 0 0 0 0 0 1 4 6 7 3 0 0 C 2 4 0 4 0 0 0 1 0 1 4 5 1 4 6 2 0 D 21 8 21 28 7 3 1 0 6 15 45 62 62 59 48 28 0 E 1 5 6 9 2 3 2 4 3 11 9 3 2 3 1 1 0 F 1 1 0 2 6 3 8 4 8 2 1 0 3 0 0 0 0 G 0 0 0 0 0 8 22 14 12 0 2 0 0 0 0 0 0 Total 30 19 30 45 17 17 33 23 29 29 64 76 88 74 61 36 0 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-11 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 MARCH STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 2 1 1 0 0 0 0 0 0 0 0 4 3.50 - 7.49 7 4 5 6 2 6 3 3 3 2 0 3 7 0 0 1 52 7.50 - 12.49 0 0 0 0 0 0 0 0 0 2 2 8 11 11 2 0 36 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 1 2 0 0 0 3 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 7 4 5 6 2 8 4 4 3 4 2 12 20 11 2 1 95 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 2 3.50 - 7.49 0 2 2 0 0 0 0 0 3 0 2 3 1 1 1 0 15 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 1 1 2 0 5 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 2 2 1 0 0 0 0 3 0 5 3 2 2 3 0 23 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-12 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 MARCH STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 3 2 0 0 0 0 0 0 0 1 0 1 1 1 0 10 3.50 - 7.49 1 1 2 0 2 0 0 1 0 2 2 2 0 0 0 0 13 7.50 - 12.49 0 0 0 0 0 0 0 0 1 0 1 3 2 4 0 0 11 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 2 4 4 0 2 0 0 1 1 2 5 5 3 5 1 0 35 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 9 12 5 8 4 2 3 1 0 0 1 2 1 3 3 7 61 3.50 - 7.49 20 1 0 8 10 3 2 3 2 9 11 9 9 18 26 7 138 7.50 - 12.49 0 0 0 0 0 0 0 0 0 2 4 13 21 14 18 0 72 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 1 1 1 3 0 0 6 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 29 13 5 16 14 5 5 4 2 11 17 25 32 38 47 14 277 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-13 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 MARCH STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 3 10 18 25 9 6 6 4 2 0 1 2 5 2 0 4 97 3.50 - 7.49 0 0 1 9 4 0 0 0 2 6 4 6 0 2 0 0 34 7.50 - 12.49 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 2 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 3 10 19 34 13 6 6 4 4 7 5 8 6 4 0 4 135 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 0 1 2 8 6 4 12 8 3 1 1 0 0 0 1 1 48 3.50 - 7.49 0 1 0 0 0 0 0 0 0 2 0 0 0 0 0 0 3 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 2 2 8 6 4 12 8 3 3 1 0 0 0 1 1 52 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-14 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 MARCH STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 5 3 12 14 33 16 0 0 0 0 0 0 1 2 86 3.50 - 7.49 0 0 0 0 0 0 0 1 2 0 0 0 0 0 0 0 3 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 5 3 12 14 33 17 2 0 0 0 0 0 1 2 89 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 3 0.75 - 3.49 13 26 32 45 31 28 55 30 5 1 5 4 7 6 6 14 308 3.50 - 7.49 28 9 10 23 18 9 5 8 12 21 19 23 17 21 27 8 258 7.50 - 12.49 0 0 0 0 0 0 0 0 1 5 8 24 36 30 22 0 126 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 3 2 3 3 0 0 11 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 41 35 42 68 49 37 60 38 18 27 35 53 63 60 55 22 706 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-15 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 MARCH STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 744 TOTAL NUMBER OF VALID OBSERVATIONS: 706 TOTAL NUMBER OF MISSING OBSERVATIONS: 38 PERCENT DATA RECOVERY FOR THIS PERIOD: 94.9%
MEAN WIND SPEED FOR THIS PERIOD: 4.7 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 13.46 3.26 4.96 39.24 19.12 7.37 12.61 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNWCALM A 7 4 5 6 2 8 4 4 3 4 2 12 20 11 2 1 0 B 0 2 2 1 0 0 0 0 3 0 5 3 2 2 3 0 0 C 2 4 4 0 2 0 0 1 1 2 5 5 3 5 1 0 0 D 29 13 5 16 14 5 5 4 2 11 17 25 32 38 47 14 0 E 3 10 19 34 13 6 6 4 4 7 5 8 6 4 0 4 2 F 0 2 2 8 6 4 12 8 3 3 1 0 0 0 1 1 1 G 0 0 5 3 12 14 33 17 2 0 0 0 0 0 1 2 0 Total 41 35 42 68 49 37 60 38 18 27 35 53 63 60 55 22 3 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-16 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 APRIL STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 2 1 1 1 0 0 0 0 0 0 0 0 1 1 2 0 9 3.50 - 7.49 9 7 1 0 2 1 4 1 0 4 4 12 12 6 1 1 65 7.50 - 12.49 0 0 0 0 0 0 0 0 0 1 5 6 6 8 2 1 29 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 11 8 2 1 2 1 4 1 0 5 9 18 19 15 5 2 103 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 1 1 1 0 0 0 0 0 2 0 0 0 0 0 5 3.50 - 7.49 0 1 0 0 0 0 0 0 0 0 1 3 0 2 1 0 8 7.50 - 12.49 0 0 0 0 0 0 0 0 0 2 1 2 1 0 0 0 6 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 1 1 1 1 0 0 0 0 2 4 5 1 2 1 0 19 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-17 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 APRIL STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 1 0 0 0 0 0 0 0 0 1 1 1 0 2 0 6 3.50 - 7.49 0 0 0 0 0 0 0 1 1 0 0 1 2 0 0 1 6 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 1 1 1 0 0 0 3 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 1 0 0 0 0 0 1 1 0 2 3 4 0 2 1 15 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 6 4 5 1 0 2 0 0 3 4 3 7 4 7 1 48 3.50 - 7.49 7 2 0 0 3 3 1 1 1 8 12 17 4 2 7 2 70 7.50 - 12.49 0 0 0 0 0 0 0 0 0 2 21 25 2 1 1 0 52 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 4 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 8 8 4 5 4 3 3 1 1 13 37 49 13 7 15 3 174 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-18 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 APRIL STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 3 2 13 3 8 7 2 5 7 0 5 3 3 2 3 3 69 3.50 - 7.49 1 1 2 2 1 1 1 0 1 4 6 2 1 1 0 1 25 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 2 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 4 3 15 5 9 8 3 5 8 4 11 7 4 3 3 4 96 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 2 0 1 5 4 6 15 16 6 6 0 2 0 0 0 0 63 3.50 - 7.49 0 0 0 0 0 0 0 0 1 0 1 1 0 0 0 0 3 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 2 0 1 5 4 6 15 16 7 6 1 3 0 0 0 0 66 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-19 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 APRIL STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 0 2 1 2 10 14 42 36 5 0 0 0 0 0 0 0 112 3.50 - 7.49 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 2 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 2 1 2 10 14 42 36 7 0 0 0 0 0 0 0 115 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 8 12 21 17 24 27 61 57 18 9 12 9 12 7 14 4 312 3.50 - 7.49 17 11 3 2 6 5 6 3 6 16 24 36 19 11 9 5 179 7.50 - 12.49 0 0 0 0 0 0 0 0 0 5 28 36 10 9 3 1 92 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 4 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 25 23 24 19 30 32 67 60 24 30 64 85 41 27 26 10 588 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-20 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 APRIL STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 720 TOTAL NUMBER OF VALID OBSERVATIONS: 588 TOTAL NUMBER OF MISSING OBSERVATIONS: 132 PERCENT DATA RECOVERY FOR THIS PERIOD: 81.7%
MEAN WIND SPEED FOR THIS PERIOD: 4.2 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 17.52 3.23 2.55 29.59 16.33 11.22 19.56 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSWW WNW NW NNWCALM A 11 8 2 1 2 1 4 1 0 5 9 18 19 15 5 2 0 B 0 1 1 1 1 0 0 0 0 2 4 5 1 2 1 0 0 C 0 1 0 0 0 0 0 1 1 0 2 3 4 0 2 1 0 D 8 8 4 5 4 3 3 1 1 13 37 49 13 7 15 3 0 E 4 3 15 5 9 8 3 5 8 4 11 7 4 3 3 4 0 F 2 0 1 5 4 6 15 16 7 6 1 3 0 0 0 0 0 G 0 2 1 2 10 14 42 36 7 0 0 0 0 0 0 0 1 Total 25 23 24 19 30 32 67 60 24 30 64 85 41 27 26 10 1 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-21 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 MAY STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 2 1 0 0 0 0 0 0 0 0 1 0 1 0 1 1 7 3.50 - 7.49 25 13 6 1 1 0 0 0 2 6 12 13 26 20 11 14 150 7.50 - 12.49 3 1 0 0 0 0 0 0 0 0 4 7 6 3 3 1 28 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 30 15 6 1 1 0 0 0 2 6 18 20 33 23 15 16 186 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 3 1 0 1 1 0 6 3.50 - 7.49 0 1 0 0 0 0 0 0 0 1 2 1 1 3 3 0 12 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 2 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 1 0 0 0 0 0 0 0 1 6 4 1 4 4 0 21 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-22 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 MAY STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 2 0 2 0 0 0 0 0 0 0 1 3 0 0 1 9 3.50 - 7.49 1 0 0 0 3 0 0 0 0 0 0 4 3 1 0 2 14 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 1 1 2 0 0 0 4 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 2 0 2 3 0 0 0 0 0 1 6 8 1 0 3 27 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 7 5 5 3 2 1 0 2 5 4 4 10 9 2 2 0 61 3.50 - 7.49 3 2 0 4 2 1 1 0 1 2 9 8 1 3 5 4 46 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 6 10 2 0 0 0 18 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 10 7 5 7 4 2 1 2 6 6 19 28 12 5 7 4 125 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-23 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 MAY STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 6 5 4 4 2 5 6 7 17 6 10 2 2 3 2 5 86 3.50 - 7.49 4 2 0 2 0 0 1 0 5 5 9 3 3 0 0 1 35 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 10 7 4 6 2 5 7 7 22 11 19 5 5 3 2 6 122 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 0 0 0 0 1 8 18 9 10 1 1 1 1 0 1 0 51 3.50 - 7.49 1 0 0 0 0 0 0 0 1 3 0 0 0 0 0 0 5 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 0 0 0 1 8 18 9 11 4 1 1 1 0 1 0 57 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-24 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 MAY STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 0 1 1 4 4 13 48 51 14 0 1 0 0 0 0 0 137 3.50 - 7.49 0 1 0 0 0 0 0 2 2 0 0 0 0 0 0 0 5 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 2 1 4 4 13 48 53 16 0 1 0 0 0 0 0 143 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 3 0.75 - 3.49 15 14 10 13 9 27 72 69 46 11 20 15 16 6 7 7 357 3.50 - 7.49 34 19 6 7 6 1 2 2 11 17 32 29 34 27 19 21 267 7.50 - 12.49 3 1 0 0 0 0 0 0 0 0 12 19 10 3 3 1 52 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 2 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 52 34 16 20 15 28 74 71 57 28 65 64 60 36 29 29 681 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-25 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 MAY STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 744 TOTAL NUMBER OF VALID OBSERVATIONS: 681 TOTAL NUMBER OF MISSING OBSERVATIONS: 63 PERCENT DATA RECOVERY FOR THIS PERIOD: 91.5%
MEAN WIND SPEED FOR THIS PERIOD: 3.7 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 27.31 3.08 3.96 18.36 17.91 8.37 21.00 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNWCALM A 30 15 6 1 1 0 0 0 2 6 18 20 33 23 15 16 0 B 0 1 0 0 0 0 0 0 0 1 6 4 1 4 4 0 0 C 1 2 0 2 3 0 0 0 0 0 1 6 8 1 0 3 0 D 10 7 5 7 4 2 1 2 6 6 19 28 12 5 7 4 0 E 10 7 4 6 2 5 7 7 22 11 19 5 5 3 2 6 1 F 1 0 0 0 1 8 18 9 11 4 1 1 1 0 1 0 1 G 0 2 1 4 4 13 48 53 16 0 1 0 0 0 0 0 1 Total 52 34 16 20 15 28 74 71 57 28 65 64 60 36 29 29 3 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-26 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 JUNE STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 2 2 1 0 0 1 2 4 5 3 0 1 4 5 3 3 36 3.50 - 7.49 6 3 0 1 2 1 2 1 8 12 11 15 15 14 19 22 132 7.50 - 12.49 0 0 0 0 0 0 0 0 0 5 5 5 4 7 1 0 27 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 8 5 1 1 2 2 4 5 13 20 16 21 23 26 23 25 195 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 1 0 0 0 0 0 1 0 1 1 0 0 1 1 6 3.50 - 7.49 2 0 0 0 0 0 0 0 0 0 3 5 1 1 3 1 16 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 3 1 0 0 0 4 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 2 0 1 0 0 0 0 0 1 0 4 9 2 1 4 2 26 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-27 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 JUNE STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 3 3.50 - 7.49 0 0 0 0 0 0 0 0 0 2 4 1 0 0 1 1 9 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 5 3 0 0 1 1 10 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 0 0 1 0 0 1 0 0 2 9 4 0 0 2 2 22 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 3 0.75 - 3.49 8 7 2 2 0 0 1 2 1 3 4 6 1 1 5 6 49 3.50 - 7.49 3 0 0 0 0 0 0 0 0 9 11 11 5 3 7 10 59 7.50 - 12.49 0 0 0 0 0 0 0 0 0 1 7 8 1 3 0 0 20 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 11 7 2 2 0 0 1 2 1 13 22 26 7 7 12 16 132 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-28 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 JUNE STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 4 1 3 4 9 2 4 7 14 8 3 2 1 2 6 8 78 3.50 - 7.49 1 0 0 0 0 0 0 0 0 6 5 4 1 3 0 0 20 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 5 1 3 4 9 2 4 7 14 14 8 6 2 5 6 8 100 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 11 0.75 - 3.49 0 2 1 4 4 14 26 26 11 2 1 0 0 0 0 2 93 3.50 - 7.49 0 0 0 0 0 0 0 0 1 7 0 0 0 0 0 0 8 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 2 1 4 4 14 26 26 12 9 1 0 0 0 0 2 112 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-29 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 JUNE STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 6 0.75 - 3.49 1 0 1 0 1 5 51 12 5 1 0 0 0 0 0 0 77 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 0 1 0 1 5 51 12 5 1 0 0 0 0 0 0 83 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 22 0.75 - 3.49 16 12 9 11 14 22 85 51 37 17 910 6 8 15 20 342 3.50 - 7.49 12 3 0 1 2 1 2 1 9 36 3436 22 21 30 34 244 7.50 - 12.49 0 0 0 0 0 0 0 0 0 6 1719 6 10 2 1 61 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 01 0 0 0 0 1 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 TOTAL 28 15 9 12 16 23 87 52 46 59 6066 34 39 47 55 670 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-30 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 JUNE STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 720 TOTAL NUMBER OF VALID OBSERVATIONS: 670 TOTAL NUMBER OF MISSING OBSERVATIONS: 50 PERCENT DATA RECOVERY FOR THIS PERIOD: 93.1%
MEAN WIND SPEED FOR THIS PERIOD: 3.6 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 29.10 3.88 3.28 19.70 14.93 16.72 12.39 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNWCALM A 8 5 1 1 2 2 4 5 13 20 16 21 23 26 23 25 0 B 2 0 1 0 0 0 0 0 1 0 4 9 2 1 4 2 0 C 1 0 0 1 0 0 1 0 0 2 9 4 0 0 2 2 0 D 11 7 2 2 0 0 1 2 1 13 22 26 7 7 12 16 3 E 5 1 3 4 9 2 4 7 14 14 8 6 2 5 6 8 2 F 0 2 1 4 4 14 26 26 12 9 1 0 0 0 0 2 11 G 1 0 1 0 1 5 51 12 5 1 0 0 0 0 0 0 6 Total 28 15 9 12 16 23 87 52 46 59 60 66 34 39 47 55 22 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-31 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 JULY STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 7 3 2 0 4 3 4 3 3 1 0 3 0 5 2 3 43 3.50 - 7.49 10 1 1 0 1 1 1 0 4 10 16 28 19 7 3 6 108 7.50 - 12.49 0 0 0 0 0 0 0 0 1 2 2 5 1 0 0 0 11 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 17 4 3 0 5 4 5 3 8 13 18 37 20 12 5 9 163 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 1 0 1 2 0 1 0 1 0 1 2 0 1 0 0 11 3.50 - 7.49 3 0 0 0 0 0 0 0 1 1 0 4 0 0 0 3 12 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 4 1 0 1 2 0 1 0 2 1 1 6 0 1 0 3 23 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-32 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 JULY STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 1 3 2 2 0 0 0 0 0 0 1 0 0 1 0 10 3.50 - 7.49 2 0 0 0 0 0 0 0 2 0 2 4 0 1 0 4 15 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 2 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 2 1 3 2 2 0 0 0 2 0 2 7 0 1 1 4 27 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 7 9 5 8 9 1 6 1 11 8 2 0 8 5 8 7 95 3.50 - 7.49 3 0 1 0 0 1 0 1 0 5 12 17 4 3 4 2 53 7.50 - 12.49 0 0 0 0 0 0 0 0 0 1 2 1 1 0 0 0 5 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 10 9 6 8 9 2 6 2 11 14 16 18 13 8 12 9 155 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-33 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 JULY STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 3 1 3 6 5 11 20 22 22 9 2 1 5 2 0 8 120 3.50 - 7.49 0 1 0 0 0 0 0 0 2 4 6 0 1 1 0 1 16 7.50 - 12.49 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 3 2 3 6 5 11 20 22 24 14 8 1 6 3 0 9 139 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 5 0.75 - 3.49 1 0 6 3 10 21 45 23 8 3 0 0 1 0 0 1 122 3.50 - 7.49 0 0 0 0 0 0 0 0 1 2 0 0 0 0 0 0 3 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 0 6 3 10 21 45 23 9 5 0 0 1 0 0 1 130 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-34 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 JULY STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 0 0 0 2 3 7 37 7 2 1 0 0 0 0 0 0 59 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 2 3 7 37 7 2 1 0 0 0 0 0 0 61 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 11 0.75 - 3.49 19 15 19 22 35 43 113 56 47 22 5 7 14 13 11 19 460 3.50 - 7.49 18 2 2 0 1 2 1 1 10 22 36 53 24 12 7 16 207 7.50 - 12.49 0 0 0 0 0 0 0 0 1 4 4 8 2 0 0 0 19 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 37 17 21 22 36 45 114 57 58 48 45 69 40 25 18 35 698 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-35 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 JULY STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 744 TOTAL NUMBER OF VALID OBSERVATIONS: 698 TOTAL NUMBER OF MISSING OBSERVATIONS: 46 PERCENT DATA RECOVERY FOR THIS PERIOD: 93.8%
MEAN WIND SPEED FOR THIS PERIOD: 2.9 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 23.35 3.30 3.87 22.21 19.91 18.62 8.74 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNWCALM A 17 4 3 0 5 4 5 3 8 13 18 37 20 12 5 9 0 B 4 1 0 1 2 0 1 0 2 1 1 6 0 1 0 3 0 C 2 1 3 2 2 0 0 0 2 0 2 7 0 1 1 4 0 D 10 9 6 8 9 2 6 2 11 14 16 18 13 8 12 9 2 E 3 2 3 6 5 11 20 22 24 14 8 1 6 3 0 9 2 F 1 0 6 3 10 21 45 23 9 5 0 0 1 0 0 1 5 G 0 0 0 2 3 7 37 7 2 1 0 0 0 0 0 0 2 Total 37 17 21 22 36 45 114 57 58 48 45 69 40 25 18 35 11 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-36 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 AUGUST STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 5 1 1 1 0 5 1 4 3 2 1 4 0 2 0 6 36 3.50 - 7.49 6 2 0 1 0 0 1 0 0 7 26 33 13 1 5 2 97 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 11 8 1 0 0 0 20 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 11 3 1 2 0 5 2 4 3 9 38 45 14 3 5 8 153 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 2 1 1 1 0 0 1 0 1 0 1 0 0 2 0 1 11 3.50 - 7.49 0 0 0 0 0 0 0 0 0 4 4 7 2 0 1 0 18 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 2 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 2 1 1 1 0 0 1 0 1 4 6 8 2 2 1 1 31 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-37 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 AUGUST STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 1 1 0 0 2 2 1 0 2 1 0 2 0 12 3.50 - 7.49 1 0 0 0 0 0 0 0 1 1 1 6 1 2 0 0 13 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 3 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 0 0 1 1 0 0 2 3 2 3 9 2 2 2 0 28 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 3 0.75 - 3.49 6 5 17 4 5 1 3 3 2 3 7 6 7 4 1 6 80 3.50 - 7.49 2 0 0 0 0 0 0 0 1 5 15 22 3 1 1 2 52 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 4 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 8 5 17 4 5 1 3 3 3 8 26 28 10 5 2 8 139 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-38 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 AUGUST STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 26 0.75 - 3.49 2 11 12 14 17 21 14 23 17 15 3 1 6 4 6 8 174 3.50 - 7.49 0 1 0 0 0 0 0 0 1 7 7 1 0 0 0 0 17 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 2 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 2 12 12 14 17 21 14 23 18 22 10 3 6 5 6 8 219 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 29 0.75 - 3.49 0 0 1 7 13 11 50 13 7 4 1 0 0 0 0 0 107 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 1 7 13 11 50 13 7 4 1 0 0 0 0 0 136 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-39 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 AUGUST STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 0 0 0 0 0 2 6 3 0 0 0 0 0 0 0 0 11 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 2 6 3 0 0 0 0 0 0 0 0 13 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 60 0.75 - 3.49 15 18 32 28 36 40 75 48 32 25 13 13 14 12 9 21 431 3.50 - 7.49 9 3 0 1 0 0 1 0 3 24 53 69 19 4 7 4 197 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 18 11 1 1 0 0 31 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 24 21 32 29 36 40 76 48 35 49 84 93 34 17 16 25 719 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-40 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 AUGUST STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 744 TOTAL NUMBER OF VALID OBSERVATIONS: 719 TOTAL NUMBER OF MISSING OBSERVATIONS: 25 PERCENT DATA RECOVERY FOR THIS PERIOD: 96.6%
MEAN WIND SPEED FOR THIS PERIOD: 2.9 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 21.28 4.31 3.89 19.33 30.46 18.92 1.81 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNWCALM A 11 3 1 2 0 5 2 4 3 9 38 45 14 3 5 8 0 B 2 1 1 1 0 0 1 0 1 4 6 8 2 2 1 1 0 C 1 0 0 1 1 0 0 2 3 2 3 9 2 2 2 0 0 D 8 5 17 4 5 1 3 3 3 8 26 28 10 5 2 8 3 E 2 12 12 14 17 21 14 23 18 22 10 3 6 5 6 8 26 F 0 0 1 7 13 11 50 13 7 4 1 0 0 0 0 0 29 G 0 0 0 0 0 2 6 3 0 0 0 0 0 0 0 0 2 Total 24 21 32 29 36 40 76 48 35 49 84 93 34 17 16 25 60 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-41 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 SEPTEMBER STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 8 0 0 1 0 2 1 2 5 3 2 1 2 4 1 4 36 3.50 - 7.49 16 2 0 0 0 0 0 2 3 11 12 19 6 10 6 7 94 7.50 - 12.49 1 0 0 0 0 0 0 0 0 0 7 3 2 3 0 0 16 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 25 2 0 1 0 2 1 4 8 14 21 23 10 17 7 11 146 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 1 0 0 0 0 0 0 1 0 1 0 0 3 0 1 8 3.50 - 7.49 0 0 0 0 0 0 0 0 0 1 2 4 2 1 1 0 11 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 1 2 0 0 0 0 3 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 1 0 0 0 0 0 0 1 1 4 6 2 4 1 1 22 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-42 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 SEPTEMBER STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 0 1 0 0 0 0 0 0 0 2 0 0 2 1 1 8 3.50 - 7.49 1 2 0 0 0 0 0 0 0 1 3 2 1 0 0 1 11 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 2 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 2 2 1 0 0 0 0 0 0 1 5 4 1 2 1 2 21 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 9 4 5 1 0 2 2 4 5 3 4 3 2 1 7 8 60 3.50 - 7.49 7 2 1 0 0 0 0 0 1 7 22 4 7 5 5 3 64 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 2 6 1 0 1 0 10 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 16 6 6 1 0 2 2 4 6 10 28 13 10 6 13 11 135 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-43 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 SEPTEMBER STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 3 0.75 - 3.49 6 3 7 9 5 15 9 7 8 7 2 0 0 1 2 2 83 3.50 - 7.49 0 1 1 0 0 0 0 0 0 12 6 6 1 0 0 0 27 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 6 4 8 9 5 15 9 7 8 19 8 6 1 1 2 2 113 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 4 0.75 - 3.49 0 2 2 4 13 23 57 23 10 2 0 0 0 0 0 0 136 3.50 - 7.49 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 3 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 2 2 4 13 23 57 23 12 3 0 0 0 0 0 0 143 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-44 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 SEPTEMBER STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 3 0.75 - 3.49 0 1 2 1 3 20 36 20 4 0 0 0 0 0 0 0 87 3.50 - 7.49 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 2 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 1 2 1 3 20 36 20 6 0 0 0 0 0 0 0 92 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 11 0.75 - 3.49 25 11 17 16 21 62 105 56 33 15 11 4 4 11 11 16 418 3.50 - 7.49 24 7 2 0 0 0 0 2 8 33 45 35 17 16 12 11 212 7.50 - 12.49 1 0 0 0 0 0 0 0 0 0 10 13 3 3 1 0 31 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 50 18 19 16 21 62 105 58 41 48 66 52 24 30 24 27 672 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-45 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 SEPTEMBER STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 720 TOTAL NUMBER OF VALID OBSERVATIONS: 672 TOTAL NUMBER OF MISSING OBSERVATIONS: 48 PERCENT DATA RECOVERY FOR THIS PERIOD: 93.3%
MEAN WIND SPEED FOR THIS PERIOD: 3.1 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 21.73 3.27 3.13 20.09 16.82 21.28 13.69 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNWCALM A 25 2 0 1 0 2 1 4 8 14 21 23 10 17 7 11 0 B 1 1 0 0 0 0 0 0 1 1 4 6 2 4 1 1 0 C 2 2 1 0 0 0 0 0 0 1 5 4 1 2 1 2 0 D 16 6 6 1 0 2 2 4 6 10 28 13 10 6 13 11 1 E 6 4 8 9 5 15 9 7 8 19 8 6 1 1 2 2 3 F 0 2 2 4 13 23 57 23 12 3 0 0 0 0 0 0 4 G 0 1 2 1 3 20 36 20 6 0 0 0 0 0 0 0 3 Total 50 18 19 16 21 62 105 58 41 48 66 52 24 30 24 27 11 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-46 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 OCTOBER STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 1 0 0 0 0 2 0 0 1 0 0 0 0 1 5 3.50 - 7.49 7 4 4 2 3 2 2 1 0 7 5 5 4 0 2 4 52 7.50 - 12.49 0 0 0 0 0 0 0 0 0 1 5 11 11 3 0 0 31 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 7 4 5 2 3 2 2 3 0 8 11 16 16 3 2 5 89 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 2 3.50 - 7.49 1 0 0 0 0 0 0 0 0 2 1 3 1 1 0 0 9 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 1 3 1 0 0 0 5 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 0 0 0 0 1 1 0 0 2 2 6 2 1 0 0 16 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-47 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 OCTOBER STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 2 0 1 0 0 0 0 1 0 0 0 0 0 0 1 5 3.50 - 7.49 3 0 0 0 0 0 0 0 0 3 2 4 4 0 1 0 17 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 1 4 0 0 0 5 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 3 2 0 1 0 0 0 0 1 3 2 5 8 0 1 1 27 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 3 1 5 5 4 3 1 0 3 3 4 0 3 2 2 0 39 3.50 - 7.49 4 0 0 1 1 2 0 0 2 1 17 20 20 4 8 6 86 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 4 35 25 0 2 0 66 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 5 3 0 0 0 8 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 7 1 5 6 5 5 1 0 5 4 25 60 51 6 12 6 201 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-48 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 OCTOBER STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 5 2 4 3 8 6 7 6 9 6 2 0 0 1 1 1 61 3.50 - 7.49 0 0 1 0 2 0 1 0 2 4 12 4 0 0 0 0 26 7.50 - 12.49 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 2 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 5 2 5 3 10 6 8 6 11 11 15 4 0 1 1 1 89 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 2 1 0 6 5 14 18 23 5 1 1 0 0 0 0 0 76 3.50 - 7.49 1 1 0 0 0 0 0 0 6 2 0 0 0 0 0 0 10 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 3 2 0 6 5 14 18 23 11 3 1 0 0 0 0 0 86 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-49 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 OCTOBER STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 1 6 35 35 9 9 2 0 0 1 1 0 0 99 3.50 - 7.49 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 1 6 35 35 9 10 2 0 0 1 1 0 0 100 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 10 6 10 16 23 59 62 40 27 12 8 0 4 4 3 3 287 3.50 - 7.49 16 5 5 3 6 4 3 1 11 19 37 36 29 5 11 10 201 7.50 - 12.49 0 0 0 0 0 0 0 0 0 2 11 50 41 3 2 0 109 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 5 4 0 0 0 9 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 26 11 15 19 29 63 65 41 38 33 56 91 78 12 16 13 608 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-50 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 OCTOBER STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 744 TOTAL NUMBER OF VALID OBSERVATIONS: 608 TOTAL NUMBER OF MISSING OBSERVATIONS: 136 PERCENT DATA RECOVERY FOR THIS PERIOD: 81.7%
MEAN WIND SPEED FOR THIS PERIOD: 4.5 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 14.64 2.63 4.44 33.06 14.64 14.14 16.45 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNWCALM A 7 4 5 2 3 2 2 3 0 8 11 16 16 3 2 5 0 B 1 0 0 0 0 1 1 0 0 2 2 6 2 1 0 0 0 C 3 2 0 1 0 0 0 0 1 3 2 5 8 0 1 1 0 D 7 1 5 6 5 5 1 0 5 4 25 60 51 6 12 6 2 E 5 2 5 3 10 6 8 6 11 11 15 4 0 1 1 1 0 F 3 2 0 6 5 14 18 23 11 3 1 0 0 0 0 0 0 G 0 0 0 1 6 35 35 9 10 2 0 0 1 1 0 0 0 Total 26 11 15 19 29 63 65 41 38 33 56 91 78 12 16 13 2 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-51 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 NOVEMBER STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 1 0 0 0 0 0 0 0 1 2 1 0 1 1 0 7 3.50 - 7.49 6 2 0 0 0 0 0 0 1 5 3 5 7 4 9 2 44 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 3 5 1 6 0 1 16 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 6 3 0 0 0 0 0 0 1 6 8 11 8 11 10 3 67 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 2 2 3 0 1 3 0 11 7.50 - 12.49 0 0 0 0 0 0 0 0 0 1 1 6 2 2 1 0 13 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 3 3 9 2 3 4 0 24 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-52 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 NOVEMBER STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 1 0 0 0 0 0 0 0 0 0 1 1 0 0 0 4 3.50 - 7.49 1 0 0 0 0 0 0 0 0 0 2 3 2 3 3 1 15 7.50 - 12.49 0 0 0 0 0 0 0 0 0 1 2 3 1 2 3 0 12 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 2 1 0 0 0 0 0 0 0 1 4 7 4 5 6 1 31 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 6 14 10 5 0 0 1 1 3 1 1 0 2 7 7 10 68 3.50 - 7.49 14 7 1 5 0 0 0 0 2 6 7 14 7 19 51 12 145 7.50 - 12.49 0 0 0 0 0 0 0 0 0 2 9 22 4 3 12 0 52 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 20 21 11 10 0 0 1 1 5 9 17 37 13 29 70 22 266 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-53 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 NOVEMBER STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 3 0.75 - 3.49 2 5 9 2 6 4 2 4 1 3 1 1 2 3 0 1 46 3.50 - 7.49 0 1 0 8 0 0 0 0 1 4 9 14 2 0 1 0 40 7.50 - 12.49 0 0 0 0 0 0 0 0 0 1 6 5 5 0 1 0 18 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 2 6 9 10 6 4 2 4 2 8 16 20 9 3 2 1 107 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 0 0 6 7 8 12 15 7 2 5 1 0 1 0 0 0 64 3.50 - 7.49 0 0 0 0 0 0 0 0 5 4 2 0 0 0 0 0 11 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 6 7 8 12 15 7 7 9 3 0 1 0 0 0 76 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-54 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 NOVEMBER STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 0 1 0 4 6 15 36 21 3 2 0 0 0 1 0 0 89 3.50 - 7.49 0 0 0 1 0 0 0 0 3 4 1 0 0 1 0 0 10 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 1 0 5 6 15 36 21 6 6 1 0 0 2 0 0 100 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 5 0.75 - 3.49 9 22 25 18 20 31 54 33 9 12 5 3 6 12 8 11 278 3.50 - 7.49 21 10 1 14 0 0 0 0 12 25 26 39 18 28 67 15 276 7.50 - 12.49 0 0 0 0 0 0 0 0 0 5 21 41 13 13 17 1 111 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 30 32 26 32 20 31 54 33 21 42 52 84 37 53 92 27 671 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-55 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 NOVEMBER STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 720 TOTAL NUMBER OF VALID OBSERVATIONS: 671 TOTAL NUMBER OF MISSING OBSERVATIONS: 49 PERCENT DATA RECOVERY FOR THIS PERIOD: 93.2%
MEAN WIND SPEED FOR THIS PERIOD: 4.5 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 9.99 3.58 4.62 39.64 15.95 11.33 14.90 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNWCALM A 6 3 0 0 0 0 0 0 1 6 8 11 8 11 10 3 0 B 0 0 0 0 0 0 0 0 0 3 3 9 2 3 4 0 0 C 2 1 0 0 0 0 0 0 0 1 4 7 4 5 6 1 0 D 20 21 11 10 0 0 1 1 5 9 17 37 13 29 70 22 0 E 2 6 9 10 6 4 2 4 2 8 16 20 9 3 2 1 3 F 0 0 6 7 8 12 15 7 7 9 3 0 1 0 0 0 1 G 0 1 0 5 6 15 36 21 6 6 1 0 0 2 0 0 1 Total 30 32 26 32 20 31 54 33 21 42 52 84 37 53 92 27 5 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-56 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 DECEMBER STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 1 0 2 0 0 0 0 0 0 0 0 0 3 3.50 - 7.49 2 0 0 0 2 1 0 0 0 1 0 1 11 4 6 3 31 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 0 4 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 2 0 0 0 3 1 2 0 0 1 0 2 12 5 7 3 38 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 1 1 2 0 0 0 0 0 1 0 0 1 1 0 7 3.50 - 7.49 0 0 0 1 0 0 0 0 0 0 0 3 4 1 1 1 11 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 2 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 1 2 2 0 0 0 0 0 1 3 4 2 3 2 20 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-57 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 DECEMBER STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 1 3 1 0 0 0 0 0 1 0 0 1 0 1 3 12 3.50 - 7.49 1 3 0 0 0 0 0 0 0 0 1 1 1 0 4 1 12 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 1 0 2 2 5 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 2 4 3 1 0 0 0 0 0 1 1 1 3 0 7 6 29 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 3 0.75 - 3.49 11 12 37 15 1 1 3 2 4 8 4 2 1 1 4 5 111 3.50 - 7.49 20 2 0 0 0 0 0 0 4 15 18 18 16 11 19 13 136 7.50 - 12.49 0 0 0 0 0 0 0 0 0 11 21 12 19 9 4 2 78 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 3 6 0 1 0 10 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 31 14 37 15 1 1 3 2 8 34 43 35 42 21 28 20 338 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-58 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 DECEMBER STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 5 0.75 - 3.49 5 5 11 8 17 6 2 5 4 4 5 3 3 1 3 1 83 3.50 - 7.49 2 1 0 0 0 0 0 0 4 9 7 3 0 0 0 3 29 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 8 2 0 0 0 0 10 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 7 6 11 8 17 6 2 5 8 13 20 8 3 1 3 4 127 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 4 0.75 - 3.49 0 3 1 3 5 6 6 7 3 0 2 1 0 0 0 0 37 3.50 - 7.49 0 0 0 0 0 0 0 1 12 4 0 0 0 0 0 0 17 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 3 1 3 5 6 6 8 15 4 2 1 0 0 0 0 58 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-59 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 DECEMBER STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 0 0 5 3 5 11 20 9 5 0 0 0 0 0 0 2 60 3.50 - 7.49 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 3 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 5 3 5 11 20 9 8 0 0 0 0 0 0 2 64 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 13 0.75 - 3.49 17 21 58 31 31 24 33 23 16 13 12 6 5 3 9 11 313 3.50 - 7.49 25 6 0 1 2 1 0 1 23 29 26 26 32 16 30 21 239 7.50 - 12.49 0 0 0 0 0 0 0 0 0 11 29 15 21 10 8 5 99 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 3 6 0 1 0 10 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 42 27 58 32 33 25 33 24 39 53 67 50 64 29 48 37 674 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-60 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 DECEMBER STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 744 TOTAL NUMBER OF VALID OBSERVATIONS: 674 TOTAL NUMBER OF MISSING OBSERVATIONS: 70 PERCENT DATA RECOVERY FOR THIS PERIOD: 90.6%
MEAN WIND SPEED FOR THIS PERIOD: 4.3 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 5.64 2.97 4.30 50.15 18.84 8.61 9.50 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNWCALM A 2 0 0 0 3 1 2 0 0 1 0 2 12 5 7 3 0 B 0 0 1 2 2 0 0 0 0 0 1 3 4 2 3 2 0 C 2 4 3 1 0 0 0 0 0 1 1 1 3 0 7 6 0 D 31 14 37 15 1 1 3 2 8 34 43 35 42 21 28 20 3 E 7 6 11 8 17 6 2 5 8 13 20 8 3 1 3 4 5 F 0 3 1 3 5 6 6 8 15 4 2 1 0 0 0 0 4 G 0 0 5 3 5 11 20 9 8 0 0 0 0 0 0 2 1 Total 42 27 58 32 33 25 33 24 39 53 67 50 64 29 48 37 13 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-61 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 ANNUAL STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 26 9 6 3 6 13 11 16 16 10 7 10 8 18 10 18 187 3.50 - 7.49 97 38 17 13 14 12 13 8 21 65 91 136 128 71 63 66 853 7.50 - 12.49 4 1 0 0 0 0 0 0 1 11 44 59 59 44 14 4 241 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 1 2 3 0 0 0 6 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 127 48 23 16 20 25 24 24 38 86 143 207 198 133 87 88 1287 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 4 4 6 5 5 1 3 0 4 0 11 4 0 8 3 3 61 3.50 - 7.49 8 4 3 2 1 1 0 0 4 11 17 42 18 17 18 5 151 7.50 - 12.49 0 0 0 0 0 0 0 0 0 3 8 21 9 5 4 1 51 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 2 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 12 8 9 7 6 2 3 0 8 14 37 68 27 30 25 9 265 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-62 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 ANNUAL STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 5 13 10 11 3 0 1 3 3 2 4 6 8 3 8 6 86 3.50 - 7.49 13 8 2 1 7 0 0 2 4 10 20 35 17 14 16 13 162 7.50 - 12.49 0 0 0 0 0 0 0 0 1 1 14 20 12 8 7 3 66 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 18 21 12 12 10 0 1 5 8 13 39 61 37 25 31 22 315 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 14 0.75 - 3.49 80 91 140 97 45 22 26 17 39 41 37 41 61 54 72 65 928 3.50 - 7.49 102 20 8 23 17 11 4 7 19 95 200 215 153 134 200 83 1291 7.50 - 12.49 2 0 0 0 0 0 0 0 0 25 104 181 101 48 40 6 507 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 1 27 12 3 1 0 44 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 184 111 148 120 62 33 30 24 58 161 342 464 327 239 313 154 2784 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-63 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 ANNUAL STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 45 0.75 - 3.49 42 57 108 94 96 89 86 98 110 67 38 21 29 26 26 44 1031 3.50 - 7.49 9 14 10 21 7 1 3 1 27 76 80 44 9 8 2 7 319 7.50 - 12.49 0 0 0 0 0 0 0 0 0 6 18 10 8 1 1 0 44 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 51 71 118 115 103 90 89 99 137 149 136 75 47 35 29 51 1440 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 56 0.75 - 3.49 7 12 23 55 82 127 285 166 71 28 9 4 6 0 2 4 881 3.50 - 7.49 2 3 0 0 0 0 0 1 34 26 4 1 1 0 0 0 72 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 9 15 23 55 82 127 285 167 105 54 13 5 7 0 2 4 1009 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-64 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 ANNUAL STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 17 0.75 - 3.49 1 5 17 20 53 145 368 203 53 7 2 0 1 2 1 4 882 3.50 - 7.49 0 2 1 1 0 0 0 3 25 4 2 0 0 1 0 0 39 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 7 18 21 53 145 368 206 78 11 4 0 1 3 1 4 938 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 132 0.75 - 3.49 165 191 310 285 290 397 780 503 296 155 108 86 113 111 122 144 4056 3.50 - 7.49 231 89 41 61 46 25 20 22 134 287 414 473 326 245 299 174 2887 7.50 - 12.49 6 1 0 0 0 0 0 0 2 46 188 291 189 106 66 14 909 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 4 30 16 3 1 0 54 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 402 281 351 346 336 422 800 525 432 488 714 880 644 465 488 332 8038 BVPS UFSAR UNIT 1 Rev. 22 2A.3A-65 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 ANNUAL STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 8784 TOTAL NUMBER OF VALID OBSERVATIONS: 8038 TOTAL NUMBER OF MISSING OBSERVATIONS: 746 PERCENT DATA RECOVERY FOR THIS PERIOD: 91.5% MEAN WIND SPEED FOR THIS PERIOD: 4.0 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 16.01 3.30 3.92 34.64 17.91 12.55 11.67 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNWCALM A 127 48 23 16 20 25 24 24 38 86 143 207 198 133 87 88 0 B 12 8 9 7 6 2 3 0 8 14 37 68 27 30 25 9 0 C 18 21 12 12 10 0 1 5 8 13 39 61 37 25 31 22 0 D 184 111 148 120 62 33 30 24 58 161 342 464 327 239 313 154 14 E 51 71 118 115 103 90 89 99 137 149 136 75 47 35 29 51 45 F 9 15 23 55 82 127 285 167 105 54 13 5 7 0 2 4 56 G 1 7 18 21 53 145 368 206 78 11 4 0 1 3 1 4 17 Total 402 281 351 346 336 422 800 525 432 488 714 880 644 465 488 332 132
BVPS UFSAR UNIT 1 Rev. 22 2A.3Bi
APPENDIX B Monthly and Annual Joint Frequency Distribution of T(150ft-35ft) and 35-ft Wind Data (January 1, 1976 - December 31, 1980)
BVPS UFSAR UNIT 1 Rev. 22 2A.3B-1 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 JANUARY STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 0 3 2 1 1 2 2 1 1 0 0 0 2 0 0 0 15 3.50 - 7.49 0 2 2 6 1 0 2 1 0 3 4 8 7 5 2 0 43 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 3 7 16 4 3 0 33 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 3 1 0 0 0 4 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 5 4 7 2 2 4 2 1 3 7 18 26 9 5 0 97 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 2 3.50 - 7.49 0 1 0 0 0 1 0 0 0 2 1 4 2 2 2 1 16 7.50 - 12.49 0 1 0 0 0 0 0 0 1 1 9 7 4 1 1 0 25 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 1 2 5 0 1 0 9 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 2 0 0 0 1 0 0 2 3 11 13 12 3 4 1 52 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-2 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 JANUARY STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 0 0 2 1 1 0 1 1 0 0 0 2 0 0 0 0 8 3.50 - 7.49 0 0 1 4 3 0 0 0 1 1 2 6 9 3 5 1 36 7.50 - 12.49 0 0 0 0 0 0 0 0 0 1 7 10 10 4 1 0 33 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 2 4 1 0 0 0 7 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 3 5 4 0 1 1 1 2 11 22 20 7 6 1 85 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 32 46 77 59 47 19 8 13 18 19 12 13 16 23 23 20 445 3.50 - 7.49 23 11 32 22 2 2 0 3 23 49 135 206 115 59 77 33 792 7.50 - 12.49 1 0 3 2 1 0 0 0 2 11 92 254 109 31 13 1 519 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 11 39 4 1 0 0 55 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 5 3 0 0 0 0 8 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 56 57 112 83 50 21 8 16 43 79 255 515 244 114 113 54 1820 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-3 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 JANUARY STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 11 0.75 - 3.49 20 31 56 39 40 23 28 22 22 22 9 9 3 11 6 10 351 3.50 - 7.49 4 12 21 21 1 0 0 3 26 44 49 15 7 5 4 3 215 7.50 - 12.49 0 0 5 3 0 0 0 0 1 6 28 29 5 0 0 0 77 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 4 6 1 0 0 0 11 18.50 - 23.99 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 24 43 82 63 41 23 28 25 49 73 90 59 16 16 10 13 666 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 6 0.75 - 3.49 3 9 18 20 38 17 30 25 11 4 2 2 3 0 0 3 185 3.50 - 7.49 3 2 0 0 0 0 0 1 9 9 3 1 0 0 0 0 27 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 2 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 6 11 18 20 38 17 30 25 20 13 6 5 3 0 0 3 221 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-4 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 JANUARY STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 6 0.75 - 3.49 1 2 5 9 20 19 57 51 10 2 0 0 0 0 0 0 176 3.50 - 7.49 0 1 1 1 0 0 0 0 11 0 0 0 0 0 0 0 14 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 3 6 10 20 19 57 51 21 2 0 0 0 0 0 0 196 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 27 0.75 - 3.49 56 91 160 129 147 80 126 113 63 47 23 26 25 34 29 33 1182 3.50 - 7.49 30 29 57 54 7 3 2 7 70 108 194 240 140 74 90 38 1143 7.50 - 12.49 0 1 8 5 1 0 0 0 4 19 140 308 144 40 18 1 689 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 18 55 12 1 1 0 87 18.50 - 23.99 0 0 0 0 0 0 0 0 0 1 5 3 0 0 0 0 9 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 86 121 225 188 155 83 128 120 137 175 380 632 321 149 138 72 3137 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-5 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 JANUARY STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 3720 TOTAL NUMBER OF VALID OBSERVATIONS: 3137 TOTAL NUMBER OF MISSING OBSERVATIONS: 583 PERCENT DATA RECOVERY FOR THIS PERIOD: 84.3%
MEAN WIND SPEED FOR THIS PERIOD: 5.2 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 3.09 1.66 2.71 58.02 21.23 7.04 6.25 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW CALM A 0 5 4 7 2 2 4 2 1 3 7 18 26 9 5 0 2 B 0 2 0 0 0 1 0 0 2 3 11 13 12 3 4 1 0 C 0 0 3 5 4 0 1 1 1 2 11 22 20 7 6 1 1 D 55 57 112 83 50 21 8 16 43 79 255 515 244 114 113 54 1 E 24 43 82 63 41 23 28 25 49 73 90 59 16 16 10 13 11 F 6 11 18 20 38 17 30 25 20 13 6 5 3 0 0 3 6 G 1 3 6 10 20 19 57 51 21 2 0 0 0 0 0 0 6 Total 86 121 225 188 155 83 128 120 137 175 380 632 321 149 138 72 27 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-6 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 FEBRUARY STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 1 6 2 0 1 2 0 0 1 2 0 2 1 1 0 20 3.50 - 7.49 8 3 5 12 4 0 2 0 5 5 7 23 29 18 12 4 137 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 3 4 22 6 4 1 40 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 1 2 1 0 0 4 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 9 4 11 14 4 1 4 0 5 6 12 28 55 26 17 5 201 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 2 3 0 0 0 0 0 0 0 1 0 0 0 0 1 7 3.50 - 7.49 3 0 4 3 2 1 1 0 0 1 3 14 6 9 6 1 54 7.50 - 12.49 0 0 0 0 0 0 0 0 0 2 2 5 11 5 1 0 26 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 3 2 7 3 2 1 1 0 0 3 6 19 17 14 7 2 87 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-7 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 to 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 FEBRUARY STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 2 1 4 0 0 2 1 0 0 1 2 0 0 0 2 15 3.50 - 7.49 6 3 2 6 0 0 0 1 1 2 3 11 17 9 9 3 73 7.50 - 12.49 0 0 0 0 0 0 0 0 0 1 10 3 9 2 1 1 27 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 6 5 3 10 0 0 2 2 1 3 14 16 26 11 10 6 115 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 29 25 44 54 18 5 8 6 5 7 14 19 25 33 22 25 339 3.50 - 7.49 53 25 22 34 2 0 2 2 7 37 84 115 122 115 131 51 802 7.50 - 12.49 3 1 2 0 0 0 0 0 0 21 77 98 54 22 12 7 297 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 6 10 1 0 0 0 17 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 85 51 68 88 20 5 10 8 12 65 181 242 202 170 165 83 1455 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-8 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFO-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 FEBRUARY STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 12 21 32 38 26 21 16 9 15 10 16 9 10 8 12 14 269 3.50 - 7.49 6 9 15 10 1 0 0 1 9 36 68 42 11 12 14 11 245 7.50 - 12.49 0 0 1 1 1 0 0 0 0 10 44 17 4 1 2 0 81 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 2 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 18 30 48 49 28 21 16 10 24 56 129 69 25 21 28 25 599 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 4 0.75 - 3.49 5 6 16 26 23 18 34 30 16 6 2 2 4 0 0 1 189 3.50 - 7.49 1 0 1 1 0 0 0 1 26 11 18 3 1 0 2 0 65 7.50 - 12.49 0 0 0 0 0 0 1 0 0 1 5 0 0 0 0 0 7 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 6 6 17 27 23 18 35 31 42 18 25 5 5 0 2 1 265 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-9 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 FEBRUARY STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 14 0.75 - 3.49 3 8 14 14 37 36 112 89 26 11 3 2 0 1 2 2 360 3.50 - 7.49 0 2 2 2 1 1 0 4 22 10 2 3 0 0 0 0 49 7.50 - 12.49 0 0 0 0 0 0 0 0 0 1 2 0 0 0 0 0 3 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 3 10 16 16 38 37 112 93 48 22 7 5 0 1 2 2 426 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 20 0.75 - 3.49 50 65 116 138 104 81 174 135 62 35 39 34 41 43 37 45 1199 3.50 - 7.49 77 42 51 68 10 2 5 9 70 102 185 211 185 163 174 70 1425 7.50 - 12.49 3 1 3 1 1 0 1 0 0 36 143 127 100 36 20 9 481 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 7 12 3 1 0 0 23 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 130 109 170 207 115 83 180 144 132 173 374 384 330 243 231 124 3148 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-10 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 FEBRUARY STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 3408 TOTAL NUMBER OF VALID OBSERVATIONS: 3148 TOTAL NUMBER OF MISSING OBSERVATIONS: 260 PERCENT DATA RECOVERY FOR THIS PERIOD: 92.4%
MEAN WIND SPEED FOR THIS PERIOD: 4.6 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 6.39 2.76 3.65 46.22 19.03 8.42 13.53 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW CALM A 9 4 11 14 4 1 4 0 5 6 12 28 55 26 17 5 0 B 3 2 7 3 2 1 1 0 0 3 6 19 17 14 7 2 0 C 6 5 3 10 0 0 2 2 1 3 14 16 26 11 10 6 0 D 85 51 68 88 20 5 10 8 12 65 181 242 202 170 165 83 0 E 18 30 48 49 28 21 16 10 24 56 129 69 25 21 28 25 2 F 6 6 17 27 23 18 35 31 42 18 25 5 5 0 2 1 4 G 3 10 16 16 38 37 112 93 48 22 7 5 0 1 2 2 14 Total 130 108 170 207 115 83 180 144 132 173 374 384 330 243 231 124 20 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-11 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 MARCH STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 5 0 1 1 4 2 2 1 0 2 2 0 0 3 2 25 3.50 - 7.49 33 19 16 11 10 19 21 15 9 13 18 28 37 19 7 9 284 7.50 - 12.49 0 0 0 0 0 0 1 3 6 14 26 36 44 27 13 2 172 12.50 - 18.49 0 0 0 0 0 0 0 0 0 3 7 2 2 0 0 0 14 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 33 24 16 12 11 23 24 20 16 30 53 68 83 46 23 13 495 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 1 2 0 0 0 1 0 0 1 1 0 1 1 1 9 3.50 - 7.49 3 3 3 1 0 0 2 2 4 1 8 5 4 3 3 1 43 7.50 - 12.49 0 0 0 0 0 0 1 0 0 2 5 8 6 3 2 0 27 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 3 3 4 3 0 0 3 3 4 3 15 14 10 7 6 2 80 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-12 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 MARCH STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 2 3 3 0 0 1 1 0 0 0 1 3 1 1 2 0 18 3.50 - 7.49 3 5 3 3 2 2 2 2 3 2 7 6 2 3 5 2 52 7.50 - 12.49 0 0 0 0 0 0 0 1 1 7 10 10 13 8 0 1 51 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 3 0 1 0 0 0 4 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 5 8 6 3 2 3 3 3 4 9 21 19 17 12 7 3 126 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 4 0.75 - 3.49 21 22 33 36 15 9 9 5 5 5 7 6 10 16 10 24 233 3.50 - 7.49 54 15 26 43 19 6 6 4 10 37 64 61 82 59 90 41 617 7.50 - 12.49 2 1 0 0 0 0 1 0 11 25 82 67 80 32 37 5 343 12.50 - 18.49 0 0 0 0 0 0 0 0 0 6 14 20 2 8 1 0 51 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 77 38 59 79 34 15 16 9 26 73 167 154 174 115 138 70 1248 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-13 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFO-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 MARCH STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 8 0.75 - 3.49 17 24 60 66 42 17 17 13 26 6 7 11 16 10 14 10 356 3.50 - 7.49 6 6 21 46 20 2 5 6 24 43 41 29 13 9 15 7 293 7.50 - 12.49 0 0 0 0 0 1 0 0 3 9 23 7 8 2 0 0 53 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 5 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 23 30 81 112 62 20 22 19 53 58 76 47 37 21 29 17 715 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 8 0.75 - 3.49 3 8 8 29 34 42 54 23 21 5 6 2 0 0 2 2 239 3.50 - 7.49 0 2 3 2 0 0 1 2 11 10 8 1 0 0 0 0 40 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 2 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 3 10 11 31 34 42 55 25 32 15 15 3 1 0 2 2 289 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-14 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 MARCH STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 19 0.75 - 3.49 3 6 19 33 48 84 111 54 16 4 5 0 4 0 3 2 392 3.50 - 7.49 0 0 0 4 0 0 0 1 9 2 2 0 0 0 0 0 18 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 3 6 19 37 48 84 111 55 25 6 7 0 4 0 3 2 429 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 40 0.75 - 3.49 46 68 124 167 140 157 194 98 69 20 29 25 31 28 35 41 1272 3.50 - 7.49 99 50 72 110 51 29 37 32 70 108 148 130 138 93 120 60 1347 7.50 - 12.49 2 1 0 0 0 1 3 4 21 57 147 128 152 72 52 8 648 12.50 - 18.49 0 0 0 0 0 0 0 0 0 9 30 22 5 8 1 0 75 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 147 119 196 277 191 187 234 134 160 194 354 305 326 201 208 109 3382 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-15 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 MARCH STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 3720 TOTAL NUMBER OF VALID OBSERVATIONS: 3382 TOTAL NUMBER OF MISSING OBSERVATIONS: 338 PERCENT DATA RECOVERY FOR THIS PERIOD: 90.9%
MEAN WIND SPEED FOR THIS PERIOD: 4.9 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 14.64 2.37 3.73 36.90 21.14 8.55 12.68 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW CALM A 33 24 16 12 11 23 24 20 16 30 53 68 83 46 23 13 0 B 3 3 4 3 0 0 3 3 4 3 15 14 10 7 6 2 0 C 5 8 6 3 2 3 3 3 4 9 21 19 17 12 7 3 1 D 77 39 59 79 34 15 16 9 26 73 167 154 174 115 138 70 4 E 23 30 81 112 62 20 22 19 53 58 76 47 37 21 29 17 8 F 3 10 11 31 34 42 55 25 32 15 15 3 1 0 2 2 8 G 3 5 19 37 48 84 111 55 25 6 7 0 4 0 3 2 19 Total 147 119 146 277 191 187 234 134 160 194 354 305 326 201 208 109 40 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-16 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 APRIL STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 4 3 2 2 0 0 0 1 1 1 2 2 5 4 3 4 34 3.50 - 7.49 50 34 15 12 13 2 7 3 7 11 38 59 66 42 34 47 440 7.50 - 12.49 17 3 1 0 0 0 0 0 0 5 45 28 27 23 15 19 183 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 5 10 10 2 0 0 27 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 71 40 18 14 13 2 7 4 8 17 90 99 109 71 52 70 685 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 0 3 2 1 2 1 0 1 1 2 1 0 1 0 1 17 3.50 - 7.49 6 3 3 2 0 0 1 0 0 3 4 6 4 6 7 9 54 7.50 - 12.49 0 0 0 0 0 0 0 0 0 4 7 4 4 1 2 0 22 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 2 1 0 1 0 0 4 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 7 3 6 4 1 2 2 0 1 8 15 12 8 9 9 10 97 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-17 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 APRIL STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 1 3 1 0 0 0 0 0 1 2 2 1 3 3 0 18 3.50 - 7.49 12 1 1 3 2 1 0 1 2 2 3 5 9 7 17 8 74 7.50 - 12.49 1 0 0 0 0 0 0 0 0 2 1 3 4 1 0 3 15 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 2 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 14 2 4 4 2 1 0 1 2 5 7 10 15 11 20 11 109 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 13 17 22 17 13 3 9 3 10 11 9 15 16 11 27 10 206 3.50 - 7.49 52 14 11 29 30 7 8 3 4 26 57 45 24 53 84 43 490 7.50 - 12.49 3 0 0 1 2 0 0 0 0 7 61 50 25 25 13 3 190 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 4 18 3 0 0 0 25 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 2 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 68 31 33 47 45 10 17 6 14 44 132 128 69 89 124 56 915 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-18 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 APRIL STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 15 21 46 31 37 25 17 21 16 16 12 8 12 17 11 15 320 3.50 - 7.49 15 10 11 17 7 6 4 2 19 22 22 11 5 12 9 8 180 7.50 - 12.49 0 0 0 0 0 0 0 0 2 8 15 13 5 3 2 0 48 12.50 - 18.49 0 0 0 0 0 0 0 0 0 1 2 1 3 1 0 0 8 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 30 31 57 48 44 31 21 23 37 47 51 33 25 33 22 23 558 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 5 0.75 - 3.49 7 2 13 37 40 43 48 46 25 18 6 4 1 1 2 4 297 3.50 - 7.49 0 1 1 0 0 0 0 0 11 9 2 2 0 1 0 0 27 7.50 - 12.49 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 2 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 7 3 14 37 40 43 48 46 36 28 9 6 1 2 2 4 331 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-19 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 APRIL STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 40 0.75 - 3.49 2 5 7 17 45 81 204 139 23 5 1 1 1 0 0 1 532 3.50 - 7.49 0 0 0 1 0 0 0 2 8 2 0 0 0 0 0 0 13 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 2 5 7 18 45 81 204 141 31 7 1 1 1 0 0 1 585 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 49 0.75 - 3.49 43 49 96 107 136 154 279 210 76 53 34 33 36 37 46 35 1424 3.50 - 7.49 135 63 42 64 52 16 20 11 51 75 126 128 108 121 151 115 1278 7.50 - 12.49 21 3 1 1 2 0 0 0 2 27 130 98 65 53 32 25 460 12.50 - 18.49 0 0 0 0 0 0 0 0 0 1 14 30 17 4 0 0 66 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 1 0 2 0 0 0 3 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 199 115 139 172 190 170 299 221 129 156 305 289 228 215 229 175 3280 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-20 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 APRIL STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 3600 TOTAL NUMBER OF VALID OBSERVATIONS: 3280 TOTAL NUMBER OF MISSING OBSERVATIONS: 320 PERCENT DATA RECOVERY FOR THIS PERIOD: 91.1%
MEAN WIND SPEED FOR THIS PERIOD: 4.4 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 20.88 2.96 3.32 27.90 17.01 10.09 17.84 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW CALM A 71 40 19 14 13 2 7 4 8 17 90 99 109 71 52 70 0 B 7 3 6 4 1 2 2 0 1 8 15 12 8 9 9 10 0 C 14 2 4 4 2 1 0 1 2 5 7 10 15 11 20 11 0 D 68 31 33 47 45 10 17 6 14 44 132 128 69 89 124 56 2 E 30 31 57 48 44 31 21 23 37 47 51 33 25 33 22 23 2 F 7 3 14 37 40 43 48 46 36 28 9 6 1 2 2 4 5 G 2 5 7 18 45 81 204 141 31 7 1 1 1 0 0 1 40 Total 199 115 139 172 190 170 299 221 129 156 305 289 228 215 229 175 49 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-21 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 MAY STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 6 8 3 4 5 5 6 4 10 2 6 2 8 7 8 5 89 3.50 - 7.49 83 26 26 16 12 6 5 10 27 33 60 49 73 45 33 45 549 7.50 - 12.49 12 1 0 0 2 0 0 0 4 12 37 21 22 9 19 11 150 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 2 3 1 0 0 0 6 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 101 35 29 20 19 11 11 14 41 47 105 75 104 61 60 61 795 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 3 2 2 0 0 1 1 1 2 0 4 1 0 2 3 1 23 3.50 - 7.49 4 3 1 1 2 0 0 0 0 3 15 4 7 6 3 9 58 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 8 3 1 3 0 1 16 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 7 5 3 1 2 1 1 1 2 3 27 9 8 11 6 11 98 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-22 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 MAY STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 2 5 3 5 3 1 2 0 1 0 0 2 3 4 4 2 37 3.50 - 7.49 11 0 1 1 4 0 0 0 2 6 7 13 10 7 5 8 75 7.50 - 12.49 0 0 0 0 0 0 0 0 0 1 6 2 7 1 0 1 18 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 13 5 4 6 7 1 2 0 3 7 14 17 20 12 9 11 131 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 28 25 50 33 17 15 11 10 17 19 25 21 26 15 18 16 346 3.50 - 7.49 31 10 1 22 10 4 3 3 12 38 75 53 21 31 33 39 386 7.50 - 12.49 0 0 3 0 0 0 0 0 1 4 17 16 7 0 3 2 50 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 2 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 59 35 51 55 27 19 14 13 30 61 118 91 54 46 54 57 785 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-23 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 MAY STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 8 0.75 - 3.49 20 29 59 45 57 34 27 29 42 30 17 7 14 9 14 13 446 3.50 - 7.49 8 4 2 9 2 1 2 0 12 31 27 10 5 0 2 4 119 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 2 2 0 0 0 0 4 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 28 33 61 54 59 35 29 29 54 61 46 19 19 9 16 17 577 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 13 0.75 - 3.49 4 7 10 23 53 73 75 44 31 8 3 2 1 0 4 2 340 3.50 - 7.49 1 0 1 1 1 2 0 0 6 9 5 1 1 0 0 0 28 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 5 7 11 24 54 75 75 44 37 17 8 3 2 0 4 2 381 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-24 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 MAY STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 8 0.75 - 3.49 5 5 7 14 38 137 214 89 21 3 5 0 0 1 1 1 541 3.50 - 7.49 0 1 0 0 0 0 0 2 6 1 0 0 0 0 0 0 10 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 5 6 7 14 38 137 214 91 27 4 5 0 0 1 1 1 559 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 31 0.75 - 3.49 68 81 134 124 173 266 336 177 124 62 60 35 52 38 52 40 1822 3.50 - 7.49 138 44 32 50 31 13 10 15 65 121 189 130 117 89 76 105 1225 7.50 - 12.49 12 1 0 0 2 0 0 0 5 17 70 44 37 13 22 15 238 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 4 5 1 0 0 0 10 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 218 126 166 174 206 279 346 192 194 200 323 214 207 140 150 160 3326 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-25 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 MAY STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 3720 TOTAL NUMBER OF VALID OBSERVATIONS: 3326 TOTAL NUMBER OF MISSING OBSERVATIONS: 394 PERCENT DATA RECOVERY FOR THIS PERIOD: 89.4%
MEAN WIND SPEED FOR THIS PERIOD: 3.5 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 23.90 2.95 3.94 23.60 17.35 11.46 16.81 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW CALM A 101 35 29 20 19 11 11 14 41 47 105 75 104 61 60 61 1 B 7 5 3 1 2 1 1 1 2 3 27 9 8 11 6 11 0 C 13 5 4 6 7 1 2 0 3 7 14 17 20 12 9 11 0 D 59 36 51 55 27 19 14 13 30 61 118 91 54 46 54 57 1 E 28 33 61 54 59 35 29 29 54 61 46 19 19 9 16 17 8 F 5 7 11 24 54 75 75 44 37 17 8 3 2 0 4 2 13 G 5 5 7 14 38 137 214 91 27 4 5 0 0 1 1 1 8 Total 218 126 166 174 206 279 346 192 194 200 323 214 207 140 150 160 31 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-26 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 JUNE STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 8 11 15 6 8 6 13 9 17 9 6 5 10 8 11 11 153 3.50 - 7.49 52 17 19 13 8 2 5 15 52 53 89 72 62 48 49 75 631 7.50 - 12.49 1 4 1 0 0 0 0 0 0 19 63 26 26 14 11 8 173 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 2 7 1 0 0 0 10 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 61 32 35 19 16 8 18 24 69 81 160 110 99 70 71 94 967 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 0 2 2 3 2 0 0 1 3 1 3 6 5 1 1 3 33 3.50 - 7.49 4 0 0 0 0 0 0 0 1 4 18 15 3 5 8 3 61 7.50 - 12.49 1 0 0 0 0 0 0 0 0 1 3 4 2 0 0 0 11 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 5 2 2 3 2 0 0 1 4 6 24 25 10 6 9 6 106 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-27 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 JUNE STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 4 1 4 3 1 0 2 0 3 1 0 3 0 3 2 4 31 3.50 - 7.49 13 1 1 0 0 0 0 1 3 9 24 9 2 1 7 6 77 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 10 7 0 0 1 1 19 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 17 2 5 3 1 0 2 1 6 10 34 19 2 4 10 11 127 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 5 0.75 - 3.49 39 27 20 19 10 11 11 13 23 23 13 17 7 12 22 26 293 3.50 - 7.49 25 3 2 0 1 0 1 3 22 46 56 31 22 23 30 28 293 7.50 - 12.49 1 0 0 0 0 0 0 0 0 4 21 19 5 3 0 0 53 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 65 30 22 19 11 11 12 16 45 73 90 68 34 38 52 54 645 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-28 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 JUNE STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 5 0.75 - 3.49 20 21 27 36 51 38 31 28 50 38 14 5 9 4 12 18 402 3.50 - 7.49 4 0 1 0 0 0 0 0 14 44 28 10 4 10 4 3 122 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 3 0 1 0 0 2 6 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 24 21 28 36 51 38 31 28 64 82 45 15 14 14 16 23 535 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 26 0.75 - 3.49 1 10 11 26 52 93 109 73 40 6 2 2 1 1 1 4 432 3.50 - 7.49 0 0 0 0 0 0 0 0 8 9 0 0 0 0 0 0 17 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 10 11 26 52 93 109 73 48 15 2 2 1 1 1 4 475 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-29 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 JUNE STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 12 0.75 - 3.49 3 2 7 9 18 100 199 62 22 5 0 2 1 1 0 1 432 3.50 - 7.49 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 2 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 3 2 7 9 18 100 199 63 23 5 0 2 1 1 0 1 446 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 49 0.75 - 3.49 75 74 86 102 142 248 365 186 158 83 38 40 33 30 49 67 1776 3.50 - 7.49 98 21 23 13 9 2 6 20 101 165 215 137 93 87 98 115 1203 7.50 - 12.49 3 4 1 0 0 0 0 0 0 24 100 56 34 17 12 11 262 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 2 8 1 0 0 0 11 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 176 99 110 115 151 250 371 206 259 272 355 241 161 134 159 193 3301 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-30 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 JUNE STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 3600 TOTAL NUMBER OF VALID OBSERVATIONS: 3301 TOTAL NUMBER OF MISSING OBSERVATIONS: 299 PERCENT DATA RECOVERY FOR THIS PERIOD: 91.7%
MEAN WIND SPEED FOR THIS PERIOD: 3.6 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 29.29 3.21 3.85 19.54 16.21 14.39 13.51 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW CALM A 61 32 35 19 16 8 18 24 69 81 160 110 99 70 71 94 0 B 5 2 2 3 2 0 0 1 4 6 24 25 10 6 9 6 1 C 17 2 5 3 1 0 2 1 6 10 34 19 2 4 10 11 0 D 65 30 22 19 11 11 12 16 45 73 90 68 34 38 52 54 5 E 24 21 28 36 51 38 31 28 64 82 45 15 14 14 16 23 5 F 1 10 11 26 52 93 109 73 48 15 2 2 1 1 1 4 26 G 3 2 7 9 18 100 199 63 23 5 0 2 1 1 0 1 12 Total 176 99 110 115 151 250 371 206 259 272 355 241 161 134 159 193 49 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-31 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 JULY STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 25 13 15 11 12 9 12 14 16 5 7 8 13 16 10 10 196 3.50 - 7.49 86 18 7 3 8 1 3 5 35 70 109 84 70 35 35 51 620 7.50 - 12.49 1 0 0 0 0 0 0 0 1 18 47 28 12 2 1 1 111 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 2 1 0 0 0 3 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 112 31 22 14 20 10 15 19 52 93 163 122 96 53 46 62 930 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 6 2 2 2 2 0 1 1 1 0 1 3 1 2 0 2 26 3.50 - 7.49 5 0 0 0 0 0 0 0 1 14 8 9 4 1 4 8 54 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 1 0 1 0 1 0 3 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 11 2 2 2 2 0 1 1 2 14 10 12 6 3 5 10 83 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-32 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 JULY STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 4 1 4 3 3 0 0 0 1 2 1 3 1 0 2 1 26 3.50 - 7.49 11 1 0 0 0 0 0 0 3 2 7 9 7 1 4 10 55 7.50 - 12.49 0 1 0 0 0 0 0 0 0 0 2 5 0 0 0 0 8 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 15 3 4 3 3 0 0 0 4 4 10 17 8 1 6 11 89 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 33 30 30 32 17 5 12 14 21 20 13 14 16 16 18 28 319 3.50 - 7.49 20 5 1 0 0 2 0 1 6 54 71 61 18 11 17 14 281 7.50 - 12.49 0 0 0 0 0 0 0 0 0 1` 32 17 3 0 0 0 53 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 53 35 31 32 17 7 12 15 27 75 116 92 37 27 35 42 655 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-33 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 JULY STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 12 0.75 - 3.49 23 17 32 52 50 46 53 72 81 35 24 14 15 8 5 19 546 3.50 - 7.49 4 1 2 0 0 1 0 2 23 24 29 6 10 1 1 2 106 7.50 - 12.49 0 0 0 0 0 0 0 0 0 1 3 0 0 0 0 0 4 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 27 18 34 52 50 47 53 74 104 60 56 20 25 9 6 21 668 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 9 0.75 - 3.49 4 9 10 22 61 127 191 91 40 18 1 2 1 0 0 2 579 3.50 - 7.49 0 0 0 0 0 0 0 1 9 6 3 0 0 1 0 0 20 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 4 9 10 22 61 127 191 92 49 24 4 2 1 1 0 2 608 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-34 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 JULY STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 7 0.75 - 3.49 1 1 1 4 21 76 175 56 26 3 0 0 0 0 1 1 366 3.50 - 7.49 0 0 0 0 0 0 0 1 2 0 0 0 0 0 0 0 3 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 1 1 4 21 76 175 57 28 3 0 0 0 0 1 1 376 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 30 0.75 - 3.49 96 73 94 126 166 263 444 248 186 83 47 44 47 42 36 63 2058 3.50 - 7.49 126 25 10 3 8 4 3 10 79 170 227 169 109 50 61 85 1139 7.50 - 12.49 1 1 0 0 0 0 0 0 1 20 85 50 16 2 2 1 179 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 2 1 0 0 0 3 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 223 99 104 129 174 267 447 258 266 273 359 265 173 94 99 149 3409 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-35 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 JULY STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 3720 TOTAL NUMBER OF VALID OBSERVATIONS: 3409 TOTAL NUMBER OF MISSING OBSERVATIONS: 311 PERCENT DATA RECOVERY FOR THIS PERIOD: 91.6%
MEAN WIND SPEED FOR THIS PERIOD: 3.3 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 27.28 2.43 2.61 19.21 19.60 17.84 11.03 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW CALM A 112 31 22 14 20 10 16 19 52 93 163 122 96 53 46 62 0 B 11 2 2 2 2 0 1 1 2 14 10 12 6 3 5 10 0 C 15 3 4 3 3 0 0 0 4 4 10 17 8 1 6 11 0 D 53 35 31 32 17 7 12 15 27 75 116 92 37 27 35 42 2 E 27 18 34 52 58 47 53 74 104 68 56 20 25 9 6 21 12 F 4 9 10 22 61 127 191 82 49 24 4 2 1 1 0 2 9 G 1 1 1 4 21 76 175 57 28 3 0 0 0 0 1 1 7 Total 223 99 104 129 174 267 447 258 266 273 359 265 173 94 99 149 30 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-36 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 AUGUST STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 21 6 15 11 12 11 5 11 14 6 7 10 11 8 13 19 180 3.50 - 7.49 58 31 10 12 7 2 1 1 12 47 119 114 62 15 23 29 5 43 7.50 - 12.49 0 0 0 0 0 0 0 0 0 9 51 42 9 2 0 0 113 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 79 37 25 23 19 13 6 12 26 62 177 166 82 25 36 48 837 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 4 2 3 1 1 3 3 0 1 1 2 1 0 2 0 3 27 3.50 - 7.49 6 2 0 0 0 0 0 0 0 10 13 15 6 0 3 5 60 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 8 2 0 0 0 0 10 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 10 4 3 1 1 3 3 0 1 11 23 18 6 2 3 8 97 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-37 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 AUGUST STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 3 4 2 2 4 0 0 4 2 1 2 3 4 1 3 2 37 3.50 - 7.49 2 0 0 0 0 0 0 0 3 5 12 7 6 3 1 3 42 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 4 2 0 0 0 0 6 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 5 4 2 2 4 0 0 4 5 6 18 12 10 4 4 5 85 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 8 0.75 - 3.49 32 31 45 25 20 10 11 11 19 16 20 15 21 18 8 22 324 3.50 - 7.49 19 1 0 0 0 0 0 1 10 37 74 58 27 12 9 14 262 7.50 - 12.49 0 0 0 0 0 0 0 0 0 3 21 6 0 0 0 0 30 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 51 32 45 25 20 10 11 12 29 56 115 79 48 30 17 36 624 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-38 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 AUGUST STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 43 0.75 - 3.49 19 42 57 35 71 76 69 78 82 48 20 7 16 8 16 17 661 3.50 - 7.49 8 4 1 0 0 0 0 1 23 63 35 10 5 1 4 6 161 7.50 - 12.49 0 0 0 0 0 0 0 0 0 1 4 1 0 1 0 1 8 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 27 46 58 35 71 76 69 79 105 112 59 18 21 10 20 24 873 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 65 0.75 - 3.49 4 3 4 25 72 155 201 63 43 10 3 0 0 0 1 4 588 3.50 - 7.49 0 0 0 0 0 0 0 2 11 4 1 0 0 1 0 0 19 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 4 3 4 25 72 155 201 65 54 14 4 0 0 1 1 4 672 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-39 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 AUGUST STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 28 0.75 - 3.49 0 0 2 2 14 69 121 47 15 1 1 0 0 0 1 0 273 3.50 - 7.49 0 0 0 0 0 0 0 0 3 1 0 0 0 0 0 0 4 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 2 2 14 69 121 47 18 2 1 0 0 0 1 0 305 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 145 0.75 - 3.49 83 88 128 101 194 324 410 214 176 83 55 36 52 37 42 67 2090 3.50 - 7.49 93 38 11 12 7 2 1 5 62 167 254 204 106 32 40 57 1091 7.50 - 12.49 0 0 0 0 0 0 0 0 0 13 88 53 9 3 0 1 167 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 176 126 139 113 201 326 411 219 238 263 397 293 167 72 82 125 3493 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-40 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 AUGUST STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 3720 TOTAL NUMBER OF VALID OBSERVATIONS: 3493 TOTAL NUMBER OF MISSING OBSERVATIONS: 227 PERCENT DATA RECOVERY FOR THIS PERIOD: 93.9%
MEAN WIND SPEED FOR THIS PERIOD: 3.0 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 23.96 2.78 2.43 17.86 24.99 19.24 8.73 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW CALM A 79 37 25 23 19 13 6 12 26 62 177 166 82 25 36 48 1 B 10 4 3 1 1 3 3 0 1 11 23 18 6 2 3 8 0 C 5 4 2 2 4 0 0 4 5 6 18 12 10 4 4 5 0 D 51 32 45 25 20 10 11 12 29 56 115 79 48 30 17 36 8 E 27 46 58 35 71 76 69 79 105 112 59 18 21 10 20 24 43 F 4 3 4 25 72 155 201 65 54 14 4 0 0 1 1 4 65 G 0 0 2 2 14 69 121 47 18 2 1 0 0 0 1 0 28 Total 176 126 139 113 201 326 411 219 238 263 397 293 167 72 82 125 145 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-41 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 SEPTEMBER STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 21 9 10 4 9 10 7 8 8 8 9 8 12 8 4 13 148 3.50 - 7.49 73 18 6 6 8 7 4 6 31 37 67 100 37 30 20 42 492 7.50 - 12.49 2 0 0 0 0 0 0 0 1 3 26 30 16 6 0 1 85 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 96 27 16 10 17 17 11 14 40 48 103 138 65 44 24 56 726 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 2 4 2 2 1 0 0 0 1 3 3 0 2 3 1 1 25 3.50 - 7.49 6 1 0 0 0 1 0 1 1 7 3 9 5 2 2 2 40 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 9 5 0 0 0 0 14 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 8 5 2 2 1 1 0 1 2 10 15 14 7 5 3 3 79 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-42 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 SEPTEMBER STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 5 3 3 1 1 1 0 0 3 0 4 2 2 3 3 1 32 3.50 - 7.49 7 4 1 0 1 0 0 0 0 4 9 10 7 3 3 5 54 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 3 5 1 0 0 0 9 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 12 7 4 1 2 1 0 0 3 4 16 17 10 6 6 6 95 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 3 0.75 - 3.49 43 32 38 24 10 9 13 12 23 18 14 11 15 27 15 18 322 3.50 - 7.49 28 11 2 0 0 1 0 0 7 14 73 53 29 10 21 27 276 7.50 - 12.49 0 0 0 0 0 0 0 0 0 4 13 13 2 0 2 0 34 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 71 43 40 24 10 10 13 12 30 36 100 77 46 37 38 45 635 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-43 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 SEPTEMBER STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 27 0.75 - 3.49 31 25 65 63 45 59 45 55 54 35 30 10 16 9 15 14 571 3.50 - 7.49 5 3 2 0 2 1 0 1 11 40 33 20 7 3 7 3 138 7.50 - 12.49 0 0 0 0 0 0 0 0 0 1 2 1 1 0 0 0 6 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 36 28 67 63 47 60 45 56 65 76 65 31 24 12 22 17 741 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 27 0.75 - 3.49 6 8 15 25 79 134 149 83 46 15 3 1 0 0 0 2 566 3.50 - 7.49 0 1 0 0 0 0 0 2 8 7 7 0 0 0 0 0 25 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 6 9 15 25 79 134 149 85 54 22 10 1 0 0 0 2 618 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-44 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 SEPTEMBER STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 23 0.75 - 3.49 1 1 4 12 33 139 192 63 27 3 0 0 1 0 0 0 476 3.50 - 7.49 0 0 0 0 0 0 1 2 3 2 1 0 0 0 0 0 9 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 1 4 12 33 139 193 65 30 5 1 0 1 0 0 0 508 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 80 0.75 - 3.49 109 82 137 131 178 352 406 221 162 82 63 32 48 50 38 49 2140 3.50 - 7.49 119 38 11 6 11 10 5 12 61 111 193 192 85 48 53 79 1034 7.50 - 12.49 2 0 0 0 0 0 0 0 1 8 53 54 20 6 2 1 147 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 230 120 148 137 189 362 411 233 224 201 310 278 153 104 93 129 3402 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-45 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 SEPTEMBER STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 3680 TOTAL NUMBER OF VALID OBSERVATIONS: 3402 TOTAL NUMBER OF MISSING OBSERVATIONS: 198 PERCENT DATA RECOVERY FOR THIS PERIOD: 94.5%
MEAN WIND SPEED FOR THIS PERIOD: 3.0 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 21.34 2.32 2.79 18.67 21.78 18.17 14.93 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW CALM A 96 27 16 10 17 17 11 14 40 48 103 138 65 44 24 56 0 B 8 5 2 2 1 1 0 1 2 10 15 14 7 5 3 3 0 C 12 7 4 1 2 1 0 0 3 4 16 17 10 6 6 6 0 D 71 43 40 24 10 10 13 12 30 36 100 77 46 37 38 45 3 E 36 28 67 63 47 60 45 56 65 76 65 31 24 12 22 17 27 F 6 9 15 25 79 134 149 85 54 22 10 1 0 0 0 2 27 G 1 1 4 12 33 139 193 65 30 5 1 0 1 0 0 0 23 Total 230 120 148 137 189 362 411 233 224 201 310 278 153 104 93 129 80 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-46 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 OCTOBER STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 2 4 6 4 2 2 3 2 0 3 2 2 2 2 3 40 3.50 - 7.49 20 9 8 6 14 9 8 3 12 16 13 26 13 15 7 11 190 7.50 - 12.49 3 0 0 0 0 0 0 0 0 2 12 30 20 7 0 0 74 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 3 1 0 0 0 4 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 24 11 12 12 18 11 10 6 14 18 28 61 36 24 9 14 308 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 0 0 2 1 1 1 1 1 0 1 0 0 1 2 0 12 3.50 - 7.49 2 1 1 0 0 0 0 0 3 3 2 17 5 10 2 1 47 7.50 - 12.49 0 0 0 0 0 0 0 0 0 4 8 12 6 2 0 0 32 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 3 1 1 2 1 1 1 1 4 7 11 29 11 13 4 1 91 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-47 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 OCTOBER STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 2 3 0 3 1 0 0 0 1 2 1 1 0 1 0 3 18 3.50 - 7.49 6 0 3 0 1 1 1 0 1 10 4 18 8 5 5 3 66 7.50 - 12.49 0 0 0 0 0 0 0 0 0 2 11 10 7 1 1 0 32 12.50 - 18.49 0 0 0 0 0 0 0 0 0 1 2 0 0 0 0 0 3 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 8 3 3 3 2 1 1 0 2 15 18 29 15 7 6 6 119 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 12 0.75 - 3.49 24 32 26 24 21 11 10 6 14 16 11 7 17 13 17 13 262 3.50 - 7.49 53 10 2 1 3 3 2 4 18 31 70 91 75 58 60 42 523 7.50 - 12.49 4 0 0 0 0 0 0 0 1 10 53 104 47 6 3 1 229 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 1 5 3 0 0 0 9 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 81 42 28 25 24 14 12 10 33 57 135 207 142 77 80 56 1035 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-48 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 OCTOBER STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 16 0.75 - 3.49 21 22 51 34 54 41 41 30 57 33 16 4 12 11 9 13 449 3.50 - 7.49 3 6 4 1 9 2 2 1 28 50 42 20 14 15 6 5 208 7.50 - 12.49 0 0 0 0 0 0 0 0 0 4 15 6 2 1 2 0 30 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 24 28 55 35 63 43 43 31 85 87 73 30 28 27 17 18 703 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 17 0.75 - 3.49 8 7 10 23 61 69 73 49 35 11 6 2 0 0 0 3 357 3.50 - 7.49 2 1 0 0 0 0 0 4 13 5 2 1 0 0 0 0 28 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 10 8 10 23 61 69 73 53 48 16 8 3 0 0 0 3 402 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-49 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 OCTOBER STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 9 0.75 - 3.49 0 3 7 28 53 152 182 65 24 3 1 2 1 1 0 1 523 3.50 - 7.49 0 0 0 0 0 0 1 2 9 0 1 0 0 0 0 0 13 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 3 7 28 53 152 183 67 33 3 2 2 1 1 0 1 545 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 54 0.75 - 3.49 57 69 98 120 195 276 309 154 134 65 39 18 32 29 30 36 1661 3.50 - 7.49 86 27 18 8 27 15 14 14 84 115 134 173 115 103 80 62 1075 7.50 - 12.49 7 0 0 0 0 0 0 0 1 22 99 162 82 17 6 1 397 12.50 - 18.49 0 0 0 0 0 0 0 0 0 1 3 8 4 0 0 0 16 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 150 96 116 128 222 291 323 168 219 203 275 361 233 149 116 99 3203 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-50 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 OCTOBER STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 3720 TOTAL NUMBER OF VALID OBSERVATIONS: 3203 TOTAL NUMBER OF MISSING OBSERVATIONS: 517 PERCENT DATA RECOVERY FOR THIS PERIOD: 86.1%
MEAN WIND SPEED FOR THIS PERIOD: 3.9 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 9.62 2.84 3.72 32.31 21.95 12.55 17.02 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW CALM A 24 11 12 12 18 11 10 6 14 18 28 61 36 24 9 14 0 B 3 1 1 2 1 1 1 1 4 7 11 29 11 13 4 1 0 C 8 3 3 3 2 1 1 0 2 15 18 29 15 7 6 6 0 D 81 42 28 25 24 14 12 10 33 57 135 207 142 77 80 56 12 E 24 28 55 35 63 43 43 31 85 87 73 30 28 27 17 18 16 F 10 8 10 23 61 69 73 53 48 16 8 3 0 0 0 3 17 G 0 3 7 28 53 152 183 67 33 3 2 2 1 1 0 1 9 Total 150 95 116 128 222 291 323 168 219 203 275 361 233 149 116 99 54 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-51 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 NOVEMBER STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 1 1 0 0 0 0 0 2 1 2 1 0 2 1 0 11 3.50 - 7.49 7 3 6 11 9 2 5 9 4 7 4 13 17 9 13 2 121 7.50 - 12.49 0 0 0 0 0 0 0 0 3 0 3 11 7 9 1 1 35 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 7 4 7 11 9 2 5 9 9 8 9 25 24 20 15 3 167 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 1 1 0 0 0 0 0 1 0 0 0 0 0 3 3.50 - 7.49 0 2 0 1 2 1 0 1 1 2 5 10 3 4 6 0 38 7.50 - 12.49 0 0 0 0 0 0 0 0 0 2 4 9 6 3 1 0 25 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 2 0 2 3 1 0 1 1 4 10 19 9 7 7 0 66 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-52 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 NOVEMBER STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 2 1 0 2 1 0 0 0 0 0 1 2 3 0 0 0 12 3.50 - 7.49 2 0 1 0 4 1 1 0 3 3 10 9 11 6 6 1 58 7.50 - 12.49 0 0 0 0 0 0 0 0 0 2 12 9 8 3 3 0 37 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 4 1 1 2 5 1 1 0 3 5 23 20 22 9 9 1 107 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 25 49 64 63 31 15 12 12 12 11 11 11 13 19 18 25 391 3.50 - 7.49 22 15 12 31 17 2 3 3 13 52 67 94 98 82 113 26 650 7.50 - 12.49 0 0 0 0 0 0 0 0 5 28 78 141 97 18 16 1 384 12.50 - 18.49 0 0 0 0 0 0 0 0 0 1 4 14 3 0 0 0 22 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 47 64 76 94 48 17 15 15 30 92 160 260 211 119 147 52 1449 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-53 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 NOVEMBER STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 11 0.75 - 3.49 9 28 49 72 45 28 28 25 28 26 9 7 9 9 8 8 388 3.50 - 7.49 1 4 8 33 4 6 9 3 24 55 64 29 9 4 7 2 262 7.50 - 12.49 0 0 0 0 0 0 0 0 0 14 29 19 7 0 1 0 70 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 2 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 10 32 57 105 49 34 37 28 52 95 102 57 25 13 16 10 733 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 8 0.75 - 3.49 3 1 17 20 27 55 68 42 24 9 5 2 2 1 0 0 276 3.50 - 7.49 0 1 0 0 2 0 1 0 27 11 7 1 1 0 0 1 52 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 3 2 17 20 29 55 69 42 51 20 13 3 3 1 0 1 337 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-54 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 NOVEMBER STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 4 0.75 - 3.49 1 4 5 17 31 71 166 74 16 6 0 0 0 3 0 0 394 3.50 - 7.49 0 2 0 1 0 1 0 1 17 5 1 0 1 1 0 0 30 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 6 5 18 31 72 166 75 33 11 1 0 1 4 0 0 428 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 25 0.75 - 3.49 40 84 136 175 136 169 274 153 82 53 29 23 27 34 27 33 1475 3.50 - 7.49 32 27 27 77 38 13 19 17 89 135 158 156 140 106 145 32 1211 7.50 - 12.49 0 0 0 0 0 0 0 0 8 46 127 189 125 33 22 2 552 12.50 - 18.49 0 0 0 0 0 0 0 0 0 1 4 16 3 0 0 0 24 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 73 111 163 252 174 182 293 170 179 235 318 384 295 173 194 67 3287 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-55 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 NOVEMBER STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 3600 TOTAL NUMBER OF VALID OBSERVATIONS: 3287 TOTAL NUMBER OF MISSING OBSERVATIONS: 313 PERCENT DATA RECOVERY FOR THIS PERIOD: 91.3%
MEAN WIND SPEED FOR THIS PERIOD: 4.4 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 5.08 2.01 3.26 44.08 22.30 10.25 13.02 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW CALM A 7 4 7 11 9 2 5 9 9 8 9 25 24 20 15 3 0 B 0 2 0 2 3 1 0 1 1 4 10 19 9 7 7 0 0 C 4 1 1 2 5 1 1 0 3 5 23 20 22 9 9 1 0 D 47 64 76 94 48 17 15 15 30 92 160 260 211 119 147 52 2 E 10 32 57 105 49 34 37 28 52 95 102 57 25 13 16 10 11 F 3 2 17 20 29 55 69 42 51 20 13 3 3 1 0 1 8 G 1 6 6 18 31 72 166 75 33 11 1 0 1 4 0 0 4 Total 72 111 163 252 174 182 293 170 179 235 318 384 295 173 194 67 25 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-56 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 DECEMBER STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 1 1 3 0 2 0 1 0 0 0 0 0 0 0 8 3.50 - 7.49 5 4 0 4 3 1 0 0 2 4 3 4 17 6 6 5 64 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 3 9 11 8 3 0 34 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 5 4 1 5 6 1 2 0 3 4 6 14 28 14 9 5 107 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 2 0 2 2 4 0 0 0 0 0 1 0 0 1 2 1 15 3.50 - 7.49 1 1 0 1 1 0 1 1 2 2 0 5 8 2 4 2 31 7.50 - 12.49 0 0 0 0 0 0 0 0 0 4 1 1 2 3 1 1 13 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 3 1 2 3 5 0 1 1 2 6 2 6 12 6 7 4 61 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-57 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 DECEMBER STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 2 1 3 1 1 0 0 1 0 2 0 0 1 0 1 4 17 3.50 - 7.49 2 4 2 0 0 1 0 1 2 3 3 3 4 3 4 4 36 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 3 3 11 4 4 3 28 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 2 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 4 5 5 1 1 1 0 2 2 5 6 6 17 8 9 11 83 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 3 0.75 - 3.49 26 33 71 54 15 6 11 10 19 17 12 13 9 13 14 13 336 3.50 - 7.49 45 17 6 3 9 2 2 5 26 79 133 148 90 66 70 31 732 7.50 - 12.49 0 0 0 0 0 0 0 0 2 39 114 169 155 47 32 4 562 12.50 - 18.49 0 0 0 0 0 0 0 0 0 1 3 28 28 3 1 0 64 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 2 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 71 50 77 57 24 8 13 15 47 136 262 359 283 129 117 48 1699 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-58 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 DECEMBER STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 6 0.75 - 3.49 16 24 71 50 42 23 14 23 33 22 16 8 6 6 12 4 370 3.50 - 7.49 5 10 6 14 7 2 1 4 34 86 77 24 15 7 10 5 307 7.50 - 12.49 0 0 0 0 0 0 0 0 2 5 37 16 5 1 2 0 68 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 5 2 0 0 0 7 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 21 34 77 64 49 25 15 27 69 113 130 53 28 14 24 9 758 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 8 0.75 - 3.49 3 10 16 26 42 41 55 30 16 6 3 2 1 0 1 1 253 3.50 - 7.49 2 0 1 0 0 0 0 1 20 10 3 2 0 0 0 0 39 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 2 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 5 10 17 26 42 41 55 31 36 16 6 6 1 0 1 1 302 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-59 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 DECEMBER STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 3 0.75 - 3.49 3 5 17 22 49 69 78 38 20 2 4 0 0 0 1 3 311 3.50 - 7.49 0 0 0 3 0 0 0 0 5 7 0 0 0 0 0 0 15 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 3 5 17 25 49 69 78 38 25 9 4 0 0 0 1 3 329 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 20 0.75 - 3.49 52 73 181 156 156 139 160 102 89 49 36 23 17 20 31 26 1310 3.50 - 7.49 60 36 15 25 20 6 4 12 91 191 219 186 134 84 94 47 1224 7.50 - 12.49 0 0 0 0 0 0 0 0 4 48 158 200 184 63 42 8 707 12.50 - 18.49 0 0 0 0 0 0 0 0 0 1 3 34 33 4 1 0 76 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 2 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 112 109 196 181 176 145 164 114 184 289 416 444 369 171 168 81 3339 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-60 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 DECEMBER STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 3720 TOTAL NUMBER OF VALID OBSERVATIONS: 3339 TOTAL NUMBER OF MISSING OBSERVATIONS: 381 PERCENT DATA RECOVERY FOR THIS PERIOD: 89.8%
MEAN WIND SPEED FOR THIS PERIOD: 5.1 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 3.20 1.83 2.49 50.88 22.70 9.04 9.85 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW CALM A 5 4 1 5 6 1 2 0 3 4 6 14 28 14 9 5 0 B 3 1 2 3 5 0 1 1 2 6 2 6 12 6 7 4 0 C 4 5 5 1 1 1 0 2 2 5 6 6 17 8 9 11 0 D 71 50 77 57 24 8 13 15 47 136 262 359 283 129 117 48 3 E 21 34 77 64 49 25 15 27 69 113 130 53 28 14 24 9 6 F 5 10 17 26 42 41 55 31 36 16 6 6 1 0 1 1 8 G 3 5 17 25 49 69 78 38 25 9 4 0 0 0 1 3 3 Total 112 109 196 181 176 145 164 114 184 289 416 444 369 171 168 81 20 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-61 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 ANNUAL STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 4 0.75 - 3.49 87 62 74 49 55 50 53 53 73 33 46 40 65 56 56 67 919 3.50 - 7.49 475 184 120 112 97 51 63 68 196 299 531 580 490 287 241 320 4114 7.50 - 12.49 36 8 2 0 2 0 1 3 15 82 319 272 232 117 70 44 1203 12.50 - 18.49 0 0 0 0 0 0 0 0 0 3 17 32 19 3 0 0 74 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 598 254 196 161 154 101 117 124 284 417 913 924 807 463 367 431 6315 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 19 14 20 17 13 7 7 5 11 6 20 13 9 14 10 14 199 3.50 - 7.49 40 17 12 9 7 4 5 5 13 52 80 113 57 50 50 42 556 7.50 - 12.49 1 1 0 0 0 0 1 0 1 20 65 60 43 21 9 2 224 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 4 4 7 1 1 0 17 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 60 32 32 26 20 11 13 10 25 78 169 190 116 86 70 58 997 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-62 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 ANNUAL STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 27 25 28 26 16 3 8 7 11 9 13 25 16 16 20 19 269 3.50 - 7.49 75 19 16 17 17 6 4 6 24 49 91 106 92 51 71 54 698 7.50 - 12.49 1 1 0 0 0 0 0 1 1 16 79 69 70 24 11 10 283 12.50 - 18.49 0 0 0 0 0 0 0 0 0 1 9 4 4 1 0 0 19 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 103 45 44 43 33 9 12 14 36 75 192 204 182 92 102 83 1271 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 43 0.75 - 3.49 345 369 520 440 234 118 125 115 186 182 161 162 191 216 212240 3816 3.50 - 7.49 425 137 117 185 83 29 27 32 158 500 959 1016 723 579 735389 6104 7.50 - 12.49 13 2 5 3 3 0 1 0 22 157 661 954 584 184 13124 2744 12.50 - 18.49 0 0 0 0 0 0 0 0 0 8 44 136 44 12 20 246 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 6 4 2 0 00 12 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 TOTAL 783 508 642 628 330 147 153 147 366 847 1831 2272 1544 991 1080653 12965 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-63 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 ANNUAL STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 151 0.75 - 3.49 223 305 605 561 560 431 386 405 506 321 190 99 138 110 134 155 5129 3.50 - 7.49 69 69 94 151 53 21 23 24 247 538 515 226 105 79 83 59 2356 7.50 - 12.49 0 0 6 4 1 1 0 0 8 59 205 111 38 9 9 3 454 12.50 - 18.49 0 0 0 0 0 0 0 0 0 1 12 15 6 1 0 0 35 18.50 - 23.99 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 292 374 705 716 614 453 409 429 761 920 922 451 287 199 226 217 8126 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 196 0.75 - 3.49 51 80 148 302 582 867 1087 599 348 116 42 23 14 3 11 28 4301 3.50 - 7.49 9 8 7 4 3 2 2 13 159 100 59 12 3 3 2 1 387 7.50 - 12.49 0 0 0 0 0 0 1 0 0 2 9 3 1 0 0 0 16 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 60 88 155 306 585 869 1096 612 507 218 110 39 18 6 13 29 4901 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-64 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 ANNUAL STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 173 0.75 - 3.49 23 42 95 181 407 1033 1811 827 246 48 20 7 8 7 9 12 4776 3.50 - 7.49 0 6 3 12 1 2 2 16 96 30 7 3 1 1 0 0 180 7.50 - 12.49 0 0 0 0 0 0 0 0 0 1 2 0 0 0 0 0 3 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 23 48 98 193 408 1035 1813 843 342 79 29 10 9 8 9 12 5132 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 35.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 570 0.75 - 3.49 775 697 1490 1576 1867 2509 3477 2011 1381 715 492 369 441 422 452535 19409 3.50 - 7.49 1043 440 369 490 271 115 126 164 893 1568 2242 2056 1471 1050 1182865 14395 7.50 - 12.49 51 12 13 7 6 1 4 4 47 337 1340 1469 968 355 23083 4927 12.50 - 18.49 0 0 0 0 0 0 0 0 0 13 86 192 80 18 30 392 18.50 - 23.99 0 0 0 0 0 0 0 0 0 1 6 4 3 0 00 14 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 TOTAL 1919 1349 1872 2073 2144 2625 3607 2179 2321 2634 4166 4090 2963 1845 1867 1483 39707 BVPS UFSAR UNIT 1 Rev. 22 2A.3B-65 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-35 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 ANNUAL STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 35.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 43848 TOTAL NUMBER OF VALID OBSERVATIONS: 39707 TOTAL NUMBER OF MISSING OBSERVATIONS: 4141 PERCENT DATA RECOVERY FOR THIS PERIOD: 90.6%
MEAN WIND SPEED FOR THIS PERIOD: 4.1 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 15.90 2.51 3.20 32.65 20.46 12.34 12.92 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW CALM A 598 254 196 161 154 101 117 124 284 417 913 924 807 463 367 431 4 B 60 32 32 26 20 11 13 10 25 78 169 190 116 86 70 58 1 C 103 45 44 43 33 9 12 14 36 75 192 204 182 92 102 83 2 D 783 509 642 628 330 147 153 147 366 847 1831 2272 1544 991 1080 653 43 E 292 374 705 716 614 453 409 429 761 920 922 451 287 199 226 217 151 F 60 83 155 306 585 869 1090 612 507 218 110 39 18 6 13 29 196 G 23 48 88 193 408 1035 1813 843 342 79 29 10 9 8 9 12 173 Total 1919 1349 1872 2073 2144 2625 3607 2179 2321 2634 4166 4090 2963 1845 1867 1483 570 BVPS UFSAR UNIT 1 Rev. 22 2A.3Ci
APPENDIX C Monthly and Annual Joint Frequency Distribution of T(500ft-35ft) and 500-ft Wind Data (January 1, 1980 - December 31, 1980)
BVPS UFSAR UNIT 1 Rev. 22 2A.3C-1 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 JANUARY STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-2 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 JANUARY STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 5 2 1 4 1 0 1 1 1 1 0 1 2 2 1 3 26 3.50 - 7.49 3 3 7 13 8 13 1 1 4 0 7 11 8 4 11 8 102 7.50 - 12.49 19 7 8 17 0 7 5 11 3 10 15 28 39 23 26 12 230 12.50 - 18.49 1 0 3 0 0 0 3 0 4 2 7 24 30 18 9 0 101 18.50 - 23.99 0 0 0 0 0 0 0 0 0 4 4 8 18 11 0 0 45 > 23.99 0 0 0 0 0 0 0 0 0 3 0 10 4 0 0 0 17 TOTAL 28 12 19 34 9 20 10 13 12 20 33 82 101 58 47 23 522 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-3 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 JANUARY STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 0 0 1 0 0 0 1 1 1 0 1 0 1 1 2 10 3.50 - 7.49 3 0 2 1 7 8 7 0 2 1 2 1 4 5 1 0 44 7.50 - 12.49 0 0 1 5 5 3 18 2 1 0 3 9 6 3 1 1 58 12.50 - 18.49 0 0 0 0 0 1 0 3 4 0 2 1 1 0 0 0 12 18.50 - 23.99 0 0 0 0 0 0 0 3 1 1 0 0 0 0 0 0 5 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 4 0 3 7 12 12 25 9 9 3 7 12 11 9 3 3 129 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 3.50 - 7.49 1 0 3 2 0 0 1 1 1 0 0 0 0 0 0 0 9 7.50 - 12.49 1 0 0 1 0 0 2 4 0 0 0 1 0 0 1 0 10 12.50 - 18.49 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 2 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 2 0 3 3 0 0 4 5 2 1 0 1 0 0 1 0 22 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-4 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 JANUARY STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 6 2 1 5 1 0 1 2 3 2 0 2 2 3 2 5 37 3.50 - 7.49 7 3 12 16 15 21 9 2 7 1 9 12 12 9 12 8 155 7.50 - 12.49 20 7 9 23 5 10 25 17 4 10 18 38 45 26 28 13 298 12.50 - 18.49 1 0 3 0 0 1 4 3 8 3 9 25 31 18 9 0 115 18.50 - 23.99 0 0 0 0 0 0 0 3 1 5 4 8 18 11 0 0 50 > 23.99 0 0 0 0 0 0 0 0 0 3 0 10 4 0 0 0 17 TOTAL 34 12 25 44 21 32 39 27 23 24 40 95 112 67 51 26 673 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-5 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 JANUARY STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 744 TOTAL NUMBER OF VALID OBSERVATIONS: 673 TOTAL NUMBER OF MISSING OBSERVATIONS: 71 PERCENT DATA RECOVERY FOR THIS PERIOD: 90.5%
MEAN WIND SPEED FOR THIS PERIOD: 10.5 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 0.00 0.00 0.00 77.56 19.17 3.27 0.00 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW CALM A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 B 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D 28 12 19 34 9 20 10 13 12 20 33 82 101 58 47 23 1 E 4 0 3 7 12 12 25 9 9 3 7 12 11 9 3 3 0 F 2 0 3 3 0 0 4 5 2 1 0 1 0 0 1 0 0 G 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 34 12 25 44 21 32 39 27 23 24 40 95 112 67 51 26 1 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-6 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 FEBRUARY STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-7 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 FEBRUARY STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 2 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 2 1 0 0 3 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 1 0 0 0 0 0 0 0 3 1 0 0 5 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 2 0 2 2 0 1 1 0 0 1 0 0 0 0 0 10 3.50 - 7.49 9 4 12 16 17 1 1 2 1 0 8 7 7 3 7 10 105 7.50 - 12.49 8 0 3 16 9 3 0 0 4 6 28 25 29 44 30 18 223 12.50 - 18.49 2 0 0 2 1 0 0 0 1 2 25 15 44 31 15 8 146 18.50 - 23.99 2 0 0 0 0 0 0 0 0 0 2 6 1 9 0 0 20 > 23.99 0 0 0 0 0 0 0 0 0 0 0 1 1 1 0 0 3 TOTAL 22 6 15 36 29 4 2 3 6 8 64 54 82 88 52 36 507 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-8 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 FEBRUARY STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 1 0 0 0 0 0 0 1 0 1 0 0 0 0 3 3.50 - 7.49 0 2 5 5 0 0 2 0 1 2 2 3 5 3 0 1 31 7.50 - 12.49 0 0 1 1 0 3 1 2 0 5 4 7 10 3 5 0 42 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 2 4 1 0 1 0 8 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 2 7 6 0 3 3 2 1 8 8 15 16 6 6 1 84 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 3 3.50 - 7.49 0 0 0 0 0 0 3 0 1 2 1 3 0 0 0 0 10 7.50 - 12.49 0 0 0 0 0 2 5 0 6 2 7 2 0 1 0 0 25 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 6 1 0 0 0 0 7 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 2 8 0 7 4 16 7 0 1 0 0 45 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-9 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 FEBRUARY STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 7.50 - 12.49 0 0 0 0 0 0 3 0 7 1 0 0 0 0 0 0 11 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 3 0 7 2 0 0 0 0 0 0 12 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 2 1 2 2 0 1 1 0 1 3 2 0 0 0 0 16 3.50 - 7.49 9 6 17 21 17 1 6 2 3 5 11 13 12 6 7 11 147 7.50 - 12.49 8 0 4 17 10 8 9 2 17 14 39 34 40 48 35 18 303 12.50 - 18.49 2 0 0 2 1 0 0 0 1 2 33 20 47 32 16 8 164 18.50 - 23.99 2 0 0 0 0 0 0 0 0 0 2 6 1 9 0 0 20 > 23.99 0 0 0 0 0 0 0 0 0 0 0 1 1 1 0 0 3 TOTAL 22 8 22 42 30 9 16 5 21 22 88 76 101 96 58 37 653 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-10 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 FEBRUARY STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 696 TOTAL NUMBER OF VALID OBSERVATIONS: 653 TOTAL NUMBER OF MISSING OBSERVATIONS: 43 PERCENT DATA RECOVERY FOR THIS PERIOD: 93.8%
MEAN WIND SPEED FOR THIS PERIOD: 10.2 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 0.00 0.00 0.77 77.64 12.86 6.89 1.84 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW CALM A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 B 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 0 0 0 0 1 0 0 0 0 0 0 0 3 1 0 0 0 D 22 6 15 36 29 4 2 3 6 8 64 54 82 88 52 36 0 E 0 2 7 6 0 3 3 2 1 8 8 15 16 6 6 1 0 F 0 0 0 0 0 2 8 0 7 4 16 7 0 1 0 0 0 G 0 0 0 0 0 0 3 0 7 2 0 0 0 0 0 0 0 Total 22 8 22 42 30 9 16 5 21 22 88 76 101 96 58 37 0 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-11 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 MARCH STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 2 7.50 - 12.49 0 0 1 0 2 2 0 0 0 0 0 0 0 0 0 0 5 12.50 - 18.49 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 1 1 2 4 0 0 0 0 0 0 0 0 0 0 8 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-12 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 MARCH STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 3 1 0 0 0 0 0 0 0 0 0 4 7.50 - 12.49 4 0 1 0 0 0 0 0 0 1 0 0 1 0 0 2 9 12.50 - 18.49 0 0 0 1 0 0 0 0 0 0 0 0 0 2 0 0 3 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 4 0 1 1 0 3 1 0 0 1 0 0 1 2 0 2 16 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 0 1 0 1 0 0 0 1 0 1 1 1 2 0 0 9 3.50 - 7.49 11 8 11 6 6 6 8 4 2 1 5 4 3 3 5 7 90 7.50 - 12.49 21 6 1 5 15 5 7 10 7 11 9 5 10 10 15 7 144 12.50 - 18.49 0 2 0 6 8 15 8 4 7 2 16 17 22 24 18 0 149 18.50 - 23.99 0 0 0 0 1 1 0 1 1 1 1 1 20 14 3 0 44 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 9 20 0 0 29 TOTAL 33 16 13 17 31 27 23 19 18 15 32 28 65 73 41 14 465 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-13 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 MARCH STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 1 1 1 1 0 1 0 0 1 0 0 0 0 0 6 3.50 - 7.49 0 2 1 3 5 10 6 7 5 1 2 3 3 0 2 1 51 7.50 - 12.49 0 0 0 5 3 2 5 9 10 3 1 6 3 1 0 1 49 12.50 - 18.49 0 0 0 0 0 0 6 4 4 0 1 2 1 0 0 0 18 18.50 - 23.99 0 0 0 0 0 0 2 1 0 1 0 1 0 0 0 0 5 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 2 2 9 9 13 19 22 19 5 5 12 7 1 2 2 129 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 1 0 0 0 0 0 0 1 0 1 0 0 0 0 0 3 3.50 - 7.49 0 0 1 6 3 4 1 1 5 1 6 5 0 0 0 0 33 7.50 - 12.49 0 0 1 6 0 4 1 1 3 1 6 0 1 1 0 0 25 12.50 - 18.49 0 0 0 0 0 0 0 3 0 3 0 0 0 0 0 0 6 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 1 2 12 3 8 2 5 9 5 13 5 1 1 0 0 67 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-14 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 MARCH STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 4 2 0 0 0 0 0 0 0 0 0 0 0 6 7.50 - 12.49 0 0 0 0 0 0 0 1 4 2 0 0 0 0 0 0 7 12.50 - 18.49 0 0 0 0 0 0 0 1 0 2 0 0 0 0 0 0 3 18.50 - 23.99 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 4 2 0 1 2 4 4 0 0 0 0 0 0 17 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 1 2 1 2 1 0 1 2 0 3 1 1 2 0 0 18 3.50 - 7.49 11 10 13 19 16 25 16 12 12 3 13 12 6 3 7 8 186 7.50 - 12.49 25 6 4 16 21 13 13 21 24 18 16 11 15 12 15 10 240 12.50 - 18.49 0 2 0 8 8 15 14 12 11 7 17 19 23 26 18 0 180 18.50 - 23.99 0 0 0 0 1 1 3 2 1 2 1 2 20 14 3 0 50 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 9 20 0 0 29 TOTAL 37 19 19 44 48 55 46 48 50 30 50 45 74 77 43 18 703 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-15 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 MARCH STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 744 TOTAL NUMBER OF VALID OBSERVATIONS: 703 TOTAL NUMBER OF MISSING OBSERVATIONS: 41 PERCENT DATA RECOVERY FOR THIS PERIOD: 94.5%
MEAN WIND SPEED FOR THIS PERIOD: 11.4 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 0.14 1.14 2.28 66.15 18.35 9.53 2.42 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW CALM A 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 B 0 0 1 1 2 4 0 0 0 0 0 0 0 0 0 0 0 C 4 0 1 1 0 3 1 0 0 1 0 0 1 2 0 2 0 D 33 16 13 17 31 27 23 19 18 15 32 28 65 73 41 14 0 E 0 2 2 9 9 13 19 22 19 5 5 12 7 1 2 2 0 F 0 1 2 12 3 8 2 5 9 5 13 5 1 1 0 0 0 G 0 0 0 4 2 0 1 2 4 4 0 0 0 0 0 0 0 Total 37 19 19 44 48 55 46 48 50 30 50 45 74 77 43 18 0 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-16 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 APRIL STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 1 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 3 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 3 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-17 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 APRIL STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 1 0 2 0 0 0 3 7.50 - 12.49 3 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 5 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 1 0 3 2 0 6 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 4 1 0 5 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 3 0 0 0 1 0 0 0 0 0 1 1 3 7 3 0 19 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 2 0 3 0 1 1 0 2 2 3 1 3 1 1 1 4 25 3.50 - 7.49 6 4 9 5 1 6 3 0 0 4 4 13 6 5 2 3 71 7.50 - 12.49 7 7 2 2 1 1 1 4 2 9 23 16 4 5 12 11 107 12.50 - 18.49 3 0 0 3 6 0 2 1 4 19 15 25 15 16 11 2 122 18.50 - 23.99 0 0 0 0 2 6 6 1 1 4 9 12 9 4 1 0 55 > 23.99 0 0 0 0 0 0 2 0 0 0 0 2 0 1 0 0 5 TOTAL 18 11 14 10 11 14 14 8 9 39 52 71 35 32 27 20 385 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-18 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 APRIL STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 150.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 0 2 1 3 1 4 0 0 0 4 2 1 1 2 0 22 3.50 - 7.49 5 1 2 2 6 4 4 4 2 4 7 3 4 1 2 2 53 7.50 - 12.49 1 4 2 3 0 1 5 0 5 2 5 5 6 2 1 3 45 12.50 - 18.49 1 0 0 2 0 2 5 3 5 0 0 2 2 1 0 0 23 18.50 - 23.99 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 8 5 6 8 9 8 18 7 12 7 16 12 13 5 5 5 144 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 1 1 1 0 0 1 2 0 4 2 1 2 0 1 2 19 3.50 - 7.49 4 1 4 7 4 5 0 2 1 4 5 5 5 3 2 3 55 7.50 - 12.49 1 0 0 1 0 0 2 1 0 0 2 5 2 0 0 1 15 12.50 - 18.49 1 0 0 0 0 0 1 1 2 2 0 1 0 0 0 0 8 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 7 2 5 9 4 5 4 6 3 10 9 12 9 3 3 6 97 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-19 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 APRIL STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 3.50 - 7.49 0 0 0 0 0 0 0 0 2 1 6 1 0 2 0 0 12 7.50 - 12.49 0 0 0 0 0 0 2 3 0 0 2 2 0 0 0 0 9 12.50 - 18.49 0 0 0 0 0 0 3 2 0 0 0 0 0 0 0 0 5 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 5 5 2 1 10 3 0 2 0 0 28 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 4 1 6 2 4 2 5 4 2 7 9 6 4 2 4 6 68 3.50 - 7.49 15 6 15 14 11 15 7 6 5 13 23 22 17 11 6 8 194 7.50 - 12.49 13 11 6 6 2 2 10 8 7 11 32 28 13 7 13 15 184 12.50 - 18.49 5 0 0 5 6 2 11 7 11 21 15 29 17 20 13 2 164 18.50 - 23.99 0 0 0 0 2 6 6 1 1 5 9 12 9 8 2 0 61 > 23.99 0 0 0 0 0 0 2 0 0 0 0 2 0 1 0 0 5 TOTAL 37 18 27 27 25 27 41 26 26 57 88 99 60 49 38 31 676 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-20 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 APRIL STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 720 TOTAL NUMBER OF VALID OBSERVATIONS: 676 TOTAL NUMBER OF MISSING OBSERVATIONS: 44 PERCENT DATA RECOVERY FOR THIS PERIOD: 93.9%
MEAN WIND SPEED FOR THIS PERIOD: 10.1 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 0.00 0.44 2.81 56.95 21.30 14.35 4.14 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW CALM A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 B 1 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 3 0 0 0 1 0 0 0 0 0 1 1 3 7 3 0 0 D 18 11 14 10 11 14 14 8 9 39 52 71 35 32 27 20 0 E 8 5 6 8 9 8 18 7 12 7 16 12 13 5 5 5 0 F 7 2 5 9 4 5 4 6 3 10 9 12 9 3 3 6 0 G 0 0 0 0 0 0 5 5 2 1 10 3 0 2 0 0 0 Total 37 18 27 27 25 27 41 26 26 57 88 99 60 49 38 31 0 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-21 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 MAY STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 2 12.50 - 18.49 2 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 2 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1 5 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 2 7.50 - 12.49 4 0 3 1 0 0 0 0 0 1 0 3 1 0 2 2 17 12.50 - 18.49 4 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 9 1 3 2 0 0 0 0 0 1 0 3 1 0 2 2 24 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-22 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 MAY STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 2 0 1 0 1 0 1 0 0 0 1 1 0 1 0 1 9 7.50 - 12.49 3 0 1 0 0 0 0 1 0 0 1 0 5 3 3 1 18 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 5 0 2 0 1 0 1 1 0 0 2 1 7 4 0 2 29 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 1 1 1 1 0 0 0 0 1 1 3 4 5 0 1 19 3.50 - 7.49 5 1 3 10 3 3 0 4 4 6 9 11 9 4 14 10 96 7.50 - 12.49 9 1 0 4 1 3 6 2 6 5 5 4 14 16 7 7 90 12.50 - 18.49 2 0 0 0 0 6 3 0 0 7 25 7 9 9 3 2 73 18.50 - 23.99 3 0 0 0 0 0 1 0 0 1 3 1 6 1 0 0 16 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 19 3 4 15 5 12 10 6 10 20 43 26 42 35 24 20 294 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-23 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 MAY STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 4 1 0 3 1 0 0 0 0 0 1 3 4 3 2 0 22 3.50 - 7.49 4 5 6 6 4 4 1 0 5 1 5 13 11 8 5 3 81 7.50 - 12.49 3 2 0 3 3 2 1 2 2 1 1 6 6 0 4 4 40 12.50 - 18.49 3 1 0 0 0 1 1 0 0 4 8 2 1 0 0 0 21 18.50 - 23.99 0 0 0 0 0 0 1 0 2 0 0 0 0 0 0 0 3 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 14 9 6 12 8 7 4 2 9 6 15 24 22 11 11 7 167 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 1 1 2 0 0 1 0 1 0 1 1 2 1 1 0 13 3.50 - 7.49 5 2 3 3 6 0 0 0 3 4 4 6 14 12 11 3 76 7.50 - 12.49 0 1 2 2 3 1 0 4 2 1 5 3 5 4 4 1 38 12.50 - 18.49 0 0 1 1 0 0 0 0 0 0 0 1 0 0 0 0 3 18.50 - 23.99 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 6 4 7 8 9 1 1 5 6 5 10 11 21 17 16 4 131 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-24 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 MAY STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 1 1 0 0 0 0 0 0 0 0 0 0 1 1 4 3.50 - 7.49 0 0 0 0 0 1 0 0 1 0 0 1 1 1 0 0 5 7.50 - 12.49 0 0 0 0 0 0 0 4 0 0 3 6 4 0 0 0 17 12.50 - 18.49 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 2 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 1 1 0 1 0 5 1 0 4 7 5 1 1 1 28 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 5 3 3 7 2 0 1 0 1 1 3 7 10 9 4 2 58 3.50 - 7.49 17 8 13 20 14 8 2 4 13 11 19 32 35 26 30 17 269 7.50 - 12.49 19 4 7 10 7 6 7 13 10 8 15 22 35 23 20 16 222 12.50 - 18.49 11 3 1 1 0 7 4 1 0 11 34 10 12 9 3 2 109 18.50 - 23.99 3 0 0 0 0 0 2 1 2 1 3 1 6 1 0 0 20 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 55 18 24 38 23 21 16 19 26 32 74 72 98 68 57 37 678 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-25 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 MAY STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 744 TOTAL NUMBER OF VALID OBSERVATIONS: 678 TOTAL NUMBER OF MISSING OBSERVATIONS: 66 PERCENT DATA RECOVERY FOR THIS PERIOD: 91.1%
MEAN WIND SPEED FOR THIS PERIOD: 8.5 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 0.74 3.54 4.28 43.36 24.63 19.32 4.13 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW CALM A 2 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0 B 9 1 3 2 0 0 0 0 0 1 0 3 1 0 2 2 0 C 5 0 2 0 1 0 1 1 0 0 2 1 7 4 3 2 0 D 19 3 4 15 5 12 10 6 10 20 43 26 42 35 24 20 0 E 14 9 6 12 8 7 4 2 9 6 15 24 22 11 11 7 0 F 6 4 7 8 9 1 1 5 6 5 10 11 21 17 16 4 0 G 0 0 1 1 0 1 0 5 1 0 4 7 5 1 1 1 0 Total 55 18 24 38 23 21 16 19 26 32 74 72 98 68 57 37 0 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-26 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 JUNE STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 0 2 1 0 1 0 0 0 0 0 0 0 4 12.50 - 18.49 0 0 0 0 0 0 1 1 0 0 0 0 0 1 0 0 3 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 2 2 1 1 0 0 0 0 1 0 0 7 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 3.50 - 7.49 0 0 0 0 1 1 1 1 2 0 0 1 1 0 0 1 9 7.50 - 12.49 0 0 0 0 1 1 0 1 1 1 0 0 2 3 2 1 13 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 2 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 1 0 2 2 1 2 3 1 0 1 3 7 2 3 28 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-27 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 JUNE STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 1 0 0 2 2 3 0 2 2 2 4 4 1 23 7.50 - 12.49 2 0 0 0 0 0 1 1 3 0 1 1 4 3 4 3 23 12.50 - 18.49 0 0 0 0 0 0 0 0 0 1 1 0 1 1 3 0 7 18.50 - 23.99 0 0 0 0 0 0 0 0 0 1 0 1 3 3 0 0 8 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 2 0 0 1 0 0 3 3 6 2 4 4 10 11 11 4 61 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 1 1 1 0 0 1 0 2 2 2 2 4 0 0 16 3.50 - 7.49 4 0 0 0 0 1 2 6 7 6 4 11 6 2 4 9 62 7.50 - 12.49 9 0 0 0 1 0 0 1 6 14 10 10 4 7 9 11 82 12.50 - 18.49 2 0 0 0 0 0 1 0 1 13 21 19 8 10 13 7 95 18.50 - 23.99 0 0 0 0 0 0 0 0 1 3 1 4 3 4 1 0 17 > 23.99 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 2 TOTAL 15 0 1 1 2 1 3 8 15 38 39 46 23 28 27 27 274 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-28 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 JUNE STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 2 1 0 1 4 4 4 0 1 2 6 2 2 2 1 1 33 3.50 - 7.49 0 1 3 1 1 2 7 1 3 2 6 6 10 2 2 4 51 7.50 - 12.49 5 0 1 0 2 1 1 0 1 3 11 7 6 2 2 0 42 12.50 - 18.49 3 1 0 0 0 0 0 1 0 8 5 7 2 1 7 0 35 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 10 3 4 2 7 7 12 2 5 15 29 22 20 7 12 5 163 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 5 0.75 - 3.49 3 1 1 2 7 2 2 4 1 1 7 4 7 1 3 2 48 3.50 - 7.49 1 3 3 5 7 5 3 6 2 1 3 3 7 1 1 1 52 7.50 - 12.49 1 0 0 0 0 0 3 0 0 1 1 1 8 1 0 0 16 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 2 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 5 4 4 7 14 7 8 10 3 3 12 8 23 3 4 3 123 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-29 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 JUNE STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 2 0 0 0 1 0 0 0 0 0 0 0 3 3.50 - 7.49 0 0 0 0 0 0 2 3 1 0 0 0 0 0 0 0 6 7.50 - 12.49 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 2 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 2 0 2 3 2 1 1 0 0 0 0 0 11 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 6 0.75 - 3.49 5 2 3 4 14 6 6 5 3 5 15 8 11 7 4 3 101 3.50 - 7.49 5 4 6 7 9 9 17 19 18 9 15 23 26 9 11 16 203 7.50 - 12.49 17 0 1 0 4 4 6 3 12 20 24 19 24 16 17 15 182 12.50 - 18.49 5 1 0 0 0 0 2 2 1 22 28 26 12 14 23 8 144 18.50 - 23.99 0 0 0 0 0 0 0 0 1 4 2 5 6 10 1 0 29 > 23.99 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 2 TOTAL 32 7 10 11 27 19 31 29 35 60 85 81 79 57 56 42 667 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-30 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 JUNE STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 720 TOTAL NUMBER OF VALID OBSERVATIONS: 667 TOTAL NUMBER OF MISSING OBSERVATIONS: 53 PERCENT DATA RECOVERY FOR THIS PERIOD: 92.6%
MEAN WIND SPEED FOR THIS PERIOD: 8.7 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 1.05 4.20 9.15 41.08 24.44 18.44 1.65 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW CALM A 0 0 0 0 0 2 2 1 1 0 0 0 0 1 0 0 0 B 0 0 1 0 2 2 1 2 3 1 0 1 3 7 2 3 0 C 2 0 0 1 0 0 3 3 6 2 4 4 10 11 11 4 0 D 15 0 1 1 2 1 3 8 15 38 39 46 23 28 27 27 0 E 10 3 4 2 7 7 12 2 5 15 29 22 20 7 12 5 1 F 5 4 4 7 14 7 8 10 3 3 12 8 23 3 4 3 5 G 0 0 0 0 2 0 2 3 2 1 1 0 0 0 0 0 0 Total 32 7 10 11 27 19 31 29 35 60 85 81 79 57 56 42 6 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-31 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 JULY STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 1 0 0 0 0 0 0 1 1 0 0 0 0 0 0 1 4 7.50 - 12.49 3 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 5 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 4 0 0 0 0 1 0 1 1 0 0 0 0 0 0 2 9 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-32 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 JULY STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 2 3.50 - 7.49 4 1 0 2 0 1 4 1 2 3 3 4 2 1 1 3 32 7.50 - 12.49 2 0 0 0 0 0 0 1 0 4 2 4 3 1 0 0 17 12.50 - 18.49 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 3 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 6 1 0 2 1 1 4 2 3 9 6 8 5 2 1 3 54 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 2 4 1 0 2 1 2 2 1 3 2 5 2 1 2 31 3.50 - 7.49 8 2 3 2 3 2 4 4 6 5 14 15 7 9 3 9 96 7.50 - 12.49 9 0 0 1 1 1 4 7 4 15 27 19 10 9 6 9 122 12.50 - 18.49 1 0 0 0 0 0 3 1 3 1 16 5 3 1 2 1 37 18.50 - 23.99 0 1 0 0 0 0 1 0 2 1 0 0 2 1 0 0 8 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 19 5 7 4 4 5 13 14 17 23 60 41 27 22 12 21 294 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-33 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 JULY STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 3 1 2 2 1 2 2 3 5 1 3 2 14 8 1 2 52 3.50 - 7.49 2 1 7 4 4 4 2 3 5 7 7 8 12 5 0 1 72 7.50 - 12.49 3 0 1 0 0 0 3 2 2 12 11 6 4 4 1 0 49 12.50 - 18.49 1 0 0 1 1 0 0 1 2 8 7 1 0 0 1 2 25 18.50 - 23.99 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 2 > 23.99 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 TOTAL 9 2 10 7 6 7 7 9 15 28 29 17 30 17 3 5 202 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 3 1 0 4 7 2 0 2 4 2 6 5 9 2 4 2 53 3.50 - 7.49 5 1 0 1 2 1 0 2 2 5 2 6 2 9 2 3 43 7.50 - 12.49 1 0 0 0 0 1 1 0 3 6 2 1 0 0 1 1 17 12.50 - 18.49 1 0 0 0 0 0 0 0 1 1 1 0 0 0 0 0 4 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 10 2 0 5 9 4 1 4 10 14 11 12 11 11 7 6 119 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-34 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 JULY STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 3 0.75 - 3.49 7 4 6 7 9 6 3 7 12 4 12 9 28 12 6 6 138 3.50 - 7.49 20 5 10 9 9 8 10 11 16 20 26 33 23 25 6 17 248 7.50 - 12.49 18 1 1 1 1 3 8 10 9 37 42 30 17 14 8 11 211 12.50 - 18.49 3 0 0 1 1 0 3 2 6 12 25 6 3 1 3 3 69 18.50 - 23.99 0 1 0 0 0 1 1 0 3 1 0 0 2 1 0 0 10 > 23.99 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 TOTAL 48 11 17 18 20 18 25 30 46 74 106 78 73 53 23 37 680 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-35 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 JULY STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 744 TOTAL NUMBER OF VALID OBSERVATIONS: 680 TOTAL NUMBER OF MISSING OBSERVATIONS: 64 PERCENT DATA RECOVERY FOR THIS PERIOD: 91.4%
MEAN WIND SPEED FOR THIS PERIOD: 7.2 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 0.15 1.32 7.94 43.24 29.71 17.50 0.15 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW CALM A 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 B 4 0 0 0 0 1 0 1 1 0 0 0 0 0 0 2 0 C 6 1 0 2 1 1 4 2 3 9 6 8 5 2 1 3 0 D 19 5 7 4 4 5 13 14 17 23 60 41 27 22 12 21 0 E 9 2 10 7 6 7 7 9 15 28 29 17 30 17 3 5 1 F 10 2 0 5 9 4 1 4 10 14 11 12 11 11 7 6 2 G 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 Total 48 11 17 18 20 18 25 30 46 74 106 78 73 53 23 37 3 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-36 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 AUGUST STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 1 2 0 0 0 1 0 0 0 0 0 0 0 0 0 4 7.50 - 12.49 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 1 2 0 0 1 1 0 0 0 0 0 0 0 0 0 5 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-37 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 AUGUST STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 2 3.50 - 7.49 0 1 0 2 0 0 1 1 2 0 0 2 1 1 0 0 11 7.50 - 12.49 0 0 0 0 1 0 2 0 0 1 3 1 0 0 0 0 8 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 1 0 2 1 1 3 1 2 1 4 3 1 1 0 0 22 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 3 2 0 1 6 4 3 3 4 3 1 2 2 2 2 3 41 3.50 - 7.49 3 3 0 2 5 7 3 6 8 7 16 27 4 3 3 6 103 7.50 - 12.49 7 1 0 0 3 3 2 1 1 14 45 29 8 9 3 7 133 12.50 - 18.49 0 0 0 0 0 0 0 0 1 11 29 9 12 1 0 1 64 18.50 - 23.99 0 0 0 0 0 0 0 0 1 4 2 0 0 0 0 0 7 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 13 6 0 3 14 14 8 10 15 39 93 67 26 15 8 17 348 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-38 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 AUGUST STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 5 3 3 6 8 6 3 5 4 6 7 6 3 5 5 2 77 3.50 - 7.49 5 2 8 6 2 11 3 3 9 11 21 15 6 4 0 3 109 7.50 - 12.49 2 0 0 2 1 3 0 1 4 20 16 6 8 1 4 4 72 12.50 - 18.49 2 0 0 0 0 1 0 0 0 5 5 0 1 0 0 3 17 18.50 - 23.99 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 2 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 14 5 11 14 11 21 6 9 17 43 50 27 18 10 9 12 279 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 2 5 2 1 0 1 0 1 2 3 6 5 2 1 1 0 32 3.50 - 7.49 0 0 2 0 0 0 0 1 1 6 7 5 1 0 1 0 24 7.50 - 12.49 0 0 0 0 0 0 0 0 3 2 0 0 0 0 0 0 5 12.50 - 18.49 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 2 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 2 5 4 1 0 1 0 2 7 12 13 10 3 1 2 0 65 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-39 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 AUGUST STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 4 0.75 - 3.49 11 10 5 8 14 12 6 9 10 12 14 13 7 8 8 5 152 3.50 - 7.49 8 7 12 10 7 18 8 11 20 24 44 49 12 8 4 9 251 7.50 - 12.49 9 1 0 2 5 7 4 2 8 37 64 36 16 10 7 11 219 12.50 - 18.49 2 0 0 0 0 1 0 0 2 17 35 9 13 1 0 4 84 18.50 - 23.99 0 0 0 0 0 0 0 0 1 5 3 0 0 0 0 0 9 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 30 18 17 20 26 38 18 22 41 95 160 107 48 27 19 29 719 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-40 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 AUGUST STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 744 TOTAL NUMBER OF VALID OBSERVATIONS: 719 TOTAL NUMBER OF MISSING OBSERVATIONS: 25 PERCENT DATA RECOVERY FOR THIS PERIOD: 96.6%
MEAN WIND SPEED FOR THIS PERIOD: 7.3 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 0.00 0.70 3.06 48.40 38.80 9.04 0.00 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW CALM A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 B 0 1 2 0 0 1 1 0 0 0 0 0 0 0 0 0 0 C 1 1 0 2 1 1 3 1 2 1 4 3 1 1 0 0 0 D 13 6 0 3 14 14 8 10 15 39 93 67 26 15 8 17 0 E 14 5 11 14 11 21 6 9 17 43 50 27 18 10 9 12 2 F 2 5 4 1 0 1 0 2 7 12 13 10 3 1 2 0 2 G 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 30 18 17 20 26 38 18 22 41 95 160 107 48 27 19 29 4 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-41 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 SEPTEMBER STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 2 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 3.50 - 7.49 1 1 0 0 0 0 0 0 1 0 0 1 0 0 0 0 4 7.50 - 12.49 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 1 3 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 1 0 0 0 0 0 1 1 0 0 1 0 1 0 2 8 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-42 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 SEPTEMBER STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 2 3.50 - 7.49 0 0 0 0 0 1 2 3 1 1 3 5 2 1 1 0 20 7.50 - 12.49 1 0 0 0 0 0 0 0 1 0 1 4 1 1 1 3 13 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 1 0 0 4 0 0 5 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 2 0 0 0 0 1 2 3 2 1 5 9 3 7 2 3 40 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 3 3 1 1 3 2 1 0 1 0 3 3 6 1 2 3 33 3.50 - 7.49 8 2 1 0 5 3 5 1 6 3 10 10 4 3 3 4 68 7.50 - 12.49 18 0 2 0 0 1 2 3 8 17 16 9 6 4 12 11 109 12.50 - 18.49 1 2 0 0 0 0 0 0 3 16 22 8 11 7 4 2 76 18.50 - 23.99 0 0 0 0 0 0 0 0 2 0 1 2 1 0 0 1 7 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 TOTAL 30 7 4 1 8 6 8 4 20 36 52 32 28 16 21 21 294 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-43 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 SEPTEMBER STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 3 0.75 - 3.49 1 2 2 3 6 2 3 2 1 1 2 2 11 3 2 1 44 3.50 - 7.49 2 4 3 10 1 6 3 1 4 7 10 11 7 7 4 2 82 7.50 - 12.49 5 1 0 0 0 0 1 4 4 6 15 3 1 0 1 4 45 12.50 - 18.49 3 0 0 0 0 1 0 2 4 11 6 2 0 0 0 2 31 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 11 7 5 13 7 9 7 9 13 25 33 18 19 10 7 9 205 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 4 0.75 - 3.49 3 1 3 2 4 3 1 2 1 1 3 4 5 3 7 0 43 3.50 - 7.49 1 2 5 5 1 8 3 2 0 2 8 6 5 1 0 0 49 7.50 - 12.49 0 0 2 1 0 0 1 1 4 5 6 0 0 0 0 4 24 12.50 - 18.49 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 2 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 4 3 10 8 5 11 5 5 5 10 17 10 10 4 7 4 122 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-44 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 SEPTEMBER STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 7 0.75 - 3.49 8 6 6 6 13 8 5 4 3 2 8 9 22 8 11 5 124 3.50 - 7.49 12 9 9 15 7 18 13 8 12 13 31 33 18 12 8 6 224 7.50 - 12.49 25 1 4 1 0 1 4 9 17 28 38 16 8 6 14 23 195 12.50 - 18.49 4 2 0 0 0 1 0 2 7 29 29 10 11 11 4 4 114 18.50 - 23.99 0 0 0 0 0 0 0 0 2 0 1 2 1 0 0 1 7 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 TOTAL 49 18 19 22 20 28 22 23 41 72 107 70 60 38 37 39 672 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-45 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 SEPTEMBER STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 720 TOTAL NUMBER OF VALID OBSERVATIONS: 672 TOTAL NUMBER OF MISSING OBSERVATIONS: 48 PERCENT DATA RECOVERY FOR THIS PERIOD: 93.3%
MEAN WIND SPEED FOR THIS PERIOD: 7.8 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 0.30 1.19 5.95 43.75 30.51 18.15 0.15 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW CALM A 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 B 1 1 0 0 0 0 0 1 1 0 0 1 0 1 0 2 0 C 2 0 0 0 0 1 2 3 2 1 5 9 3 7 2 3 0 D 30 7 4 1 8 6 8 4 20 36 52 32 28 16 21 21 0 E 11 7 5 13 7 9 7 9 13 25 33 18 19 10 7 9 3 F 4 3 10 8 5 11 5 5 5 10 17 10 10 4 7 4 4 G 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 Total 49 18 19 22 20 28 22 23 41 72 107 70 60 38 37 39 7 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-46 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 OCTOBER STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 2 12.50 - 18.49 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 2 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 0 1 1 0 1 0 0 0 0 0 0 0 0 0 0 4 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 2 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 3 7.50 - 12.49 2 1 1 1 0 0 1 0 0 3 0 0 0 0 0 0 9 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 18.50 - 23.99 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 4 1 1 1 0 1 1 0 0 3 1 0 1 0 0 0 14 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-47 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 OCTOBER STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 2 7.50 - 12.49 2 0 0 1 0 0 0 0 0 1 3 3 3 0 0 0 13 12.50 - 18.49 0 0 0 0 0 2 0 0 0 1 3 0 0 0 0 0 6 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 2 0 1 1 0 2 0 0 0 2 6 3 3 0 0 1 21 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 0 0 0 1 2 0 2 0 1 1 0 0 0 0 1 9 3.50 - 7.49 2 1 1 5 6 0 5 3 6 3 6 2 5 2 0 5 52 7.50 - 12.49 3 1 0 4 5 1 3 2 5 9 26 23 9 7 4 12 114 12.50 - 18.49 2 2 0 2 0 2 2 0 0 4 11 31 42 16 3 0 117 18.50 - 23.99 0 0 0 0 0 2 2 0 1 3 1 13 14 10 0 0 46 > 23.99 0 0 0 0 0 0 0 0 0 1 0 5 10 0 0 0 16 TOTAL 8 4 1 11 12 7 12 7 12 21 45 74 80 35 7 18 354 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-48 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 OCTOBER STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 1 1 3 1 0 1 7 3.50 - 7.49 1 2 4 3 0 1 0 1 1 1 11 6 14 1 2 0 48 7.50 - 12.49 3 1 0 3 10 1 3 1 4 4 11 12 10 0 3 3 69 12.50 - 18.49 1 1 1 1 3 1 0 1 3 2 12 4 1 1 0 0 32 18.50 - 23.99 0 1 0 0 0 0 0 0 1 0 4 0 0 0 0 0 6 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 5 5 5 7 13 3 3 3 9 7 39 23 28 3 5 4 162 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 0 0 0 0 0 0 2 0 1 3 1 2 1 0 0 11 3.50 - 7.49 3 1 4 7 0 0 0 0 4 3 11 1 1 2 2 1 40 7.50 - 12.49 0 0 2 2 1 0 0 0 5 2 2 1 3 0 1 0 19 12.50 - 18.49 0 0 0 0 0 0 0 0 3 4 3 0 0 0 0 0 10 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 4 1 6 9 1 0 0 2 12 10 19 3 6 3 3 1 80 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-49 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 OCTOBER STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 3.50 - 7.49 0 0 0 0 0 0 0 0 2 4 3 0 0 0 0 0 9 7.50 - 12.49 0 0 0 0 0 0 0 0 4 2 0 0 0 0 0 0 6 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 6 6 4 0 0 0 0 0 16 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 2 0 0 0 1 2 0 4 0 2 6 2 5 2 0 2 28 3.50 - 7.49 8 4 10 15 6 1 5 4 13 11 31 9 21 5 4 7 154 7.50 - 12.49 11 3 3 12 16 2 7 3 18 21 42 39 25 7 8 15 232 12.50 - 18.49 3 3 2 3 3 6 2 1 6 11 30 35 43 17 3 0 168 18.50 - 23.99 0 1 0 0 0 3 2 0 2 3 5 13 14 10 0 0 53 > 23.99 0 0 0 0 0 0 0 0 0 1 0 5 10 0 0 0 16 TOTAL 24 11 15 30 26 14 16 12 39 49 114 103 118 41 15 24 651 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-50 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 OCTOBER STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 744 TOTAL NUMBER OF VALID OBSERVATIONS: 651 TOTAL NUMBER OF MISSING OBSERVATIONS: 93 PERCENT DATA RECOVERY FOR THIS PERIOD: 87.5%
MEAN WIND SPEED FOR THIS PERIOD: 11.2 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 0.61 2.15 3.23 54.38 24.88 12.29 2.46 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW CALM A 1 0 1 1 0 1 0 0 0 0 0 0 0 0 0 0 0 B 4 1 1 1 0 1 1 0 0 3 1 0 1 0 0 0 0 C 2 0 1 1 0 2 0 0 0 2 6 3 3 0 0 1 0 D 8 4 1 11 12 7 12 7 12 21 45 74 80 35 7 18 0 E 5 5 5 7 13 3 3 3 9 7 39 23 28 3 5 4 0 F 4 1 6 9 1 0 0 2 12 10 19 3 6 3 3 1 0 G 0 0 0 0 0 0 0 0 6 6 4 0 0 0 0 0 0 Total 24 11 15 30 26 14 16 12 39 49 114 103 118 41 15 24 0 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-51 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 NOVEMBER STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-52 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 NOVEMBER STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 2 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 2 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 1 0 0 1 1 0 0 0 0 0 0 1 0 0 1 5 3.50 - 7.49 9 4 5 5 4 2 1 1 1 4 6 5 6 1 4 7 65 7.50 - 12.49 24 5 5 4 8 1 0 0 6 6 10 2 11 19 39 23 163 12.50 - 18.49 2 2 0 0 6 3 0 0 0 13 36 18 25 28 30 5 168 18.50 - 23.99 0 0 0 0 0 0 0 0 0 2 7 11 11 5 1 0 37 > 23.99 0 0 0 0 0 0 0 0 0 0 0 1 2 0 0 0 3 TOTAL 35 12 10 9 19 7 1 1 7 25 59 37 56 53 74 36 441 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-53 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 NOVEMBER STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 1 0 1 1 0 1 2 0 0 1 1 2 1 1 0 12 3.50 - 7.49 0 2 1 2 1 1 3 5 5 2 3 7 8 2 1 0 43 7.50 - 12.49 1 0 1 10 1 1 1 2 3 2 1 5 14 1 0 0 43 12.50 - 18.49 0 0 0 0 1 1 0 0 5 1 6 3 6 1 0 0 24 18.50 - 23.99 0 0 0 0 0 0 0 0 0 1 3 0 1 0 0 0 5 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 TOTAL 1 3 2 13 4 3 5 9 13 6 14 16 32 5 2 0 128 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 1 1 3 0 0 0 0 0 0 1 0 6 3.50 - 7.49 0 1 1 0 0 2 7 5 9 1 11 4 2 0 0 0 43 7.50 - 12.49 0 0 0 3 1 1 7 7 2 2 4 1 1 0 0 0 29 12.50 - 18.49 0 0 0 0 0 0 0 0 1 2 2 0 1 0 0 0 6 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 1 1 3 1 4 15 15 12 5 19 5 4 0 1 0 86 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-54 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 NOVEMBER STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 7.50 - 12.49 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 2 12.50 - 18.49 0 0 0 0 0 0 0 0 0 4 2 0 0 0 0 0 6 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 2 0 5 2 0 0 0 0 0 9 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 2 0 1 2 2 2 5 0 0 1 1 3 1 2 1 23 3.50 - 7.49 9 7 7 7 5 5 11 12 15 7 20 16 16 3 5 7 152 7.50 - 12.49 25 5 6 17 10 3 8 10 11 11 15 8 27 20 39 24 239 12.50 - 18.49 2 2 0 0 7 4 0 0 6 20 46 21 32 29 30 5 204 18.50 - 23.99 0 0 0 0 0 0 0 0 0 3 12 11 12 5 1 0 44 > 23.99 0 0 0 0 0 0 0 0 0 0 0 1 3 0 0 0 4 TOTAL 36 16 13 25 24 14 21 27 32 41 94 58 93 58 77 37 666 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-55 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 NOVEMBER STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 720 TOTAL NUMBER OF VALID OBSERVATIONS: 666 TOTAL NUMBER OF MISSING OBSERVATIONS: 54 PERCENT DATA RECOVERY FOR THIS PERIOD: 92.5%
MEAN WIND SPEED FOR THIS PERIOD: 11.1 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 0.00 0.00 0.30 66.22 19.22 12.91 1.35 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW CALM A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 B 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 D 35 12 10 9 19 7 1 1 7 25 59 37 56 53 74 36 0 E 1 3 2 13 4 3 5 9 13 6 14 16 32 5 2 0 0 F 0 1 1 3 1 4 15 15 12 5 19 5 4 0 1 0 0 G 0 0 0 0 0 0 0 2 0 5 2 0 0 0 0 0 0 Total 36 16 13 25 24 14 21 27 32 41 94 58 93 58 77 37 0 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-56 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 DECEMBER STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-57 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 DECEMBER STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 3 0 0 0 0 0 1 0 0 0 0 0 4 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 3 0 0 0 0 0 1 0 2 0 0 0 6 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 4 5 2 2 6 0 3 1 0 1 0 0 0 1 0 26 3.50 - 7.49 6 1 3 19 16 11 5 1 5 3 6 11 6 1 3 11 108 7.50 - 12.49 20 2 1 6 8 6 0 2 4 5 14 16 22 12 17 20 155 12.50 - 18.49 9 1 0 0 0 0 0 0 2 17 24 12 26 14 12 8 125 18.50 - 23.99 0 0 0 0 0 0 0 0 0 2 10 3 10 8 1 1 35 > 23.99 0 0 0 0 0 0 0 0 0 0 0 1 12 3 0 0 16 TOTAL 36 8 9 27 26 23 5 6 12 27 55 43 76 38 34 40 465 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-58 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 DECEMBER STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 4 0.75 - 3.49 1 1 3 0 2 1 2 2 2 2 0 0 1 4 2 0 23 3.50 - 7.49 1 2 2 3 9 9 3 5 7 4 2 1 1 0 2 1 52 7.50 - 12.49 2 0 0 2 1 1 2 1 7 8 15 6 14 0 0 0 59 12.50 - 18.49 0 0 0 0 0 0 0 0 2 7 3 1 4 0 0 0 17 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 4 3 5 5 12 11 7 8 18 21 20 8 20 4 4 1 155 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 0 1 0 1 3 0 2 1 1 0 2 1 0 0 0 1 13 3.50 - 7.49 0 0 4 6 11 3 2 5 2 4 0 0 0 0 0 0 37 7.50 - 12.49 0 0 0 1 1 1 1 1 5 2 2 0 0 0 0 0 14 12.50 - 18.49 0 0 0 0 0 0 1 0 2 1 2 0 0 0 0 0 6 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 1 4 8 15 4 6 7 10 7 6 1 0 0 0 1 71 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-59 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 DECEMBER STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 5 0.75 - 3.49 2 6 8 3 7 7 4 6 4 2 3 1 1 4 3 1 62 3.50 - 7.49 7 3 9 28 39 23 10 11 14 11 9 12 7 1 5 12 201 7.50 - 12.49 22 2 1 9 10 8 3 4 16 15 31 22 37 12 17 20 229 12.50 - 18.49 9 1 0 0 0 0 1 0 7 25 29 13 31 14 12 8 150 18.50 - 23.99 0 0 0 0 0 0 0 0 0 2 10 3 10 8 1 1 35 > 23.99 0 0 0 0 0 0 0 0 0 0 0 1 12 3 0 0 16 TOTAL 40 12 18 40 56 38 18 21 41 55 82 52 98 42 38 42 698 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-60 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 DECEMBER STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 744 TOTAL NUMBER OF VALID OBSERVATIONS: 698 TOTAL NUMBER OF MISSING OBSERVATIONS: 46 PERCENT DATA RECOVERY FOR THIS PERIOD: 93.8%
MEAN WIND SPEED FOR THIS PERIOD: 9.9 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 0.00 0.00 0.86 66.62 22.21 10.17 0.14 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW CALM A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 B 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 0 0 0 0 3 0 0 0 0 0 1 0 2 0 0 0 0 D 36 8 9 27 26 23 5 6 12 27 55 43 76 38 34 40 0 E 4 3 5 5 12 11 7 8 18 21 20 8 20 4 4 1 4 F 0 1 4 8 15 4 6 7 10 7 6 1 0 0 0 1 1 G 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 Total 40 12 18 40 56 38 18 21 41 55 82 52 98 42 38 42 5 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-61 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 ANNUAL STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 2 1 1 1 1 2 1 0 1 0 0 0 0 0 0 1 11 12.50 - 18.49 2 1 1 0 0 1 1 1 0 0 0 0 0 1 0 0 8 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 4 2 2 1 1 4 2 1 1 0 0 0 0 1 0 1 20 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 2 3.50 - 7.49 5 2 2 1 1 3 2 2 4 0 0 2 2 0 0 2 28 7.50 - 12.49 10 1 7 2 3 5 1 2 1 5 0 3 3 4 4 5 56 12.50 - 18.49 4 1 0 1 0 0 0 0 0 0 1 0 0 1 0 1 9 18.50 - 23.99 0 0 0 0 0 1 0 0 0 0 0 0 0 3 0 0 4 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 19 4 10 4 4 9 3 4 5 5 1 5 5 8 4 9 99 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-62 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 ANNUAL STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 2 0 0 0 1 1 0 0 0 0 0 0 0 1 0 0 6 3.50 - 7.49 6 2 2 5 4 5 11 7 1 4 11 14 9 8 6 6 108 7.50 - 12.49 17 0 2 1 3 0 3 3 8 7 11 13 21 8 8 10 111 12.50 - 18.49 0 0 0 1 0 2 0 0 4 4 7 1 6 11 5 0 37 18.50 - 23.99 0 0 0 0 0 0 0 0 0 1 0 1 3 7 1 0 13 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 25 2 4 7 8 8 14 10 13 16 29 29 39 35 20 16 275 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 18 17 17 13 20 18 7 15 12 12 15 17 24 19 8 18 250 3.50 - 7.49 74 33 55 83 74 55 38 33 50 42 95 127 71 40 59 89 1018 7.50 - 12.49 154 30 22 59 52 32 30 43 56 121 228 186 166 165 180 148 1672 12.50 - 18.49 25 9 3 13 21 26 22 6 26 107 247 190 247 175 120 36 1273 18.50 - 23.99 5 1 0 0 3 9 10 2 9 25 41 61 95 67 7 2 337 > 23.99 0 0 0 0 0 0 2 0 0 4 1 20 38 27 0 0 92 TOTAL 276 90 97 168 170 140 109 99 153 311 627 601 641 493 374 293 4643 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-63 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 ANNUAL STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 11 0.75 - 3.49 18 10 14 19 27 17 19 16 14 14 26 21 41 29 17 9 311 3.50 - 7.49 23 24 44 46 40 60 41 30 49 43 78 77 85 38 21 18 717 7.50 - 12.49 25 8 7 34 26 18 41 26 43 66 94 78 88 17 22 20 613 12.50 - 18.49 14 3 1 4 5 8 12 15 29 46 57 29 20 4 9 7 263 18.50 - 23.99 0 1 0 0 0 1 3 4 5 5 9 1 1 0 0 0 30 > 23.99 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 2 TOTAL 80 46 66 103 98 104 116 91 140 174 265 206 236 88 69 54 1947 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 14 0.75 - 3.49 14 12 8 13 21 9 8 17 12 12 33 23 29 9 18 7 245 3.50 - 7.49 20 11 30 42 34 28 20 25 31 33 58 44 37 28 19 11 471 7.50 - 12.49 4 1 7 17 6 10 23 19 33 24 37 15 20 7 7 7 237 12.50 - 18.49 2 0 1 1 0 0 3 4 10 17 15 3 2 0 0 0 58 18.50 - 23.99 0 0 0 0 0 0 0 1 0 0 2 0 0 0 0 0 3 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 40 24 46 73 61 47 54 66 86 86 145 85 88 44 44 25 1028 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-64 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 ANNUAL STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 1 1 2 0 0 0 1 0 3 0 0 0 1 1 10 3.50 - 7.49 0 0 0 4 2 1 2 5 6 6 9 2 1 4 0 0 42 7.50 - 12.49 0 0 0 0 0 0 5 9 15 7 6 8 4 0 0 0 54 12.50 - 18.49 0 0 0 0 0 0 3 4 1 6 3 0 0 0 0 0 17 18.50 - 23.99 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 1 5 4 1 11 18 23 19 21 10 5 4 1 1 124 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 26 0.75 - 3.49 52 39 41 46 71 46 34 48 40 38 77 61 94 58 44 36 825 3.50 - 7.49 128 72 133 181 155 152 114 102 148 128 251 266 205 118 105 126 2384 7.50 - 12.49 212 41 46 114 91 67 104 102 153 230 376 303 302 201 221 191 2754 12.50 - 18.49 47 14 6 20 26 37 41 30 66 180 330 223 275 192 134 44 1665 18.50 - 23.99 5 2 0 0 3 11 14 7 14 31 52 63 99 77 8 2 388 > 23.99 0 0 0 0 0 0 2 0 0 4 2 20 39 27 0 0 94 TOTAL 444 168 226 361 346 313 309 289 421 611 1088 936 1014 673 512 399 8136 BVPS UFSAR UNIT 1 Rev. 22 2A.3C-65 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/80 - 12/31/80 ANNUAL STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 8784 TOTAL NUMBER OF VALID OBSERVATIONS: 8136 TOTAL NUMBER OF MISSING OBSERVATIONS: 648 PERCENT DATA RECOVERY FOR THIS PERIOD: 92.6%
MEAN WIND SPEED FOR THIS PERIOD: 9.5 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 0.25 1.22 3.38 57.07 23.93 12.64 1.52 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW CALM A 4 2 2 1 1 4 2 1 1 0 0 0 0 1 0 1 0 B 19 4 10 4 4 9 3 4 5 5 1 5 5 8 4 9 0 C 25 2 4 7 8 8 14 10 13 16 29 29 39 35 20 16 0 D 276 90 97 168 170 140 109 99 153 311 627 601 641 493 374 293 1 E 80 46 66 103 98 104 116 91 140 174 265 206 236 88 69 54 11 F 40 24 46 73 61 47 54 66 86 86 145 85 88 44 44 25 14 G 0 0 1 5 4 1 11 18 23 19 21 10 5 4 1 1 0 Total 444 168 226 361 346 313 309 289 421 611 1088 936 1014 673 512 399 26 BVPS UFSAR UNIT 1 Rev. 22 2A.3Di
APPENDIX D Monthly and Annual Joint Frequency Distribution of T(500ft-35ft) and 500-ft Wind Data (January 1, 1976 - December 31, 1980)
BVPS UFSAR UNIT 1 Rev. 22 2A.3D-1 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 JANUARY STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-2 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 JANUARY STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 11 5 7 7 6 7 7 8 4 4 3 3 2 2 53 84 3.50 - 7.49 12 12 15 48 35 41 26 17 28 12 41 25 19 12 2422 389 7.50 - 12.49 36 18 44 45 15 24 9 19 14 20 76 159 100 64 6134 738 12.50 - 18.49 3 0 24 11 12 3 3 1 22 12 122 194 204 59 345 709 18.50 - 23.99 0 0 2 4 0 0 0 0 1 5 34 83 92 27 10 249 > 23.99 0 0 0 0 0 0 0 0 0 4 28 50 27 5 00 114 TOTAL 62 35 92 115 68 75 45 45 69 57 304 514 444 169 12564 2285 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-3 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 JANUARY STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 5 2 3 4 3 2 3 6 5 3 3 1 3 4 3 4 54 3.50 - 7.49 11 0 6 12 16 12 19 6 24 12 19 12 7 7 1 3 167 7.50 - 12.49 0 0 3 18 12 9 28 15 10 8 22 21 13 5 1 2 167 12.50 - 18.49 0 0 0 1 3 5 1 6 8 6 12 5 5 0 1 0 53 18.50 - 23.99 0 0 0 0 3 1 0 3 1 2 1 2 2 0 0 0 15 > 23.99 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 2 TOTAL 16 2 12 35 38 29 52 36 48 31 57 41 30 16 6 9 458 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 1 1 4 1 2 3 0 3 2 4 1 3 0 1 1 27 3.50 - 7.49 2 1 3 5 2 2 4 9 6 4 8 9 6 1 0 0 62 7.50 - 12.49 1 0 0 4 0 0 3 5 6 3 0 4 9 1 1 0 37 12.50 - 18.49 0 0 0 0 0 0 1 1 0 2 0 1 1 0 0 0 6 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 3 2 4 13 3 4 11 15 15 11 12 15 19 2 2 1 132 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-4 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 JANUARY STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 2 0 1 1 0 1 0 1 0 0 0 0 6 3.50 - 7.49 0 0 0 0 0 0 1 2 6 2 1 0 0 0 0 0 12 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 2 0 2 3 6 3 1 1 0 0 0 0 18 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 16 8 11 15 12 11 14 15 12 10 106 8 6 9 8 171 3.50 - 7.49 25 13 24 65 54 55 50 34 64 30 6946 32 20 25 25 631 7.50 - 12.49 37 18 47 67 27 33 40 39 30 31 98184 122 70 63 36 942 12.50 - 18.49 3 0 24 12 15 8 5 8 30 20 134200 210 59 35 5 768 18.50 - 23.99 0 0 2 4 3 1 0 3 2 7 3585 94 27 1 0 264 > 23.99 0 0 0 0 1 0 1 0 0 4 2850 27 5 0 0 116 TOTAL 81 39 108 163 112 108 110 99 138 102 374571 493 187 133 74 2894 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-5 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 JANUARY STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 3720 TOTAL NUMBER OF VALID OBSERVATIONS: 2894 TOTAL NUMBER OF MISSING OBSERVATIONS: 826 PERCENT DATA RECOVERY FOR THIS PERIOD: 77.8%
MEAN WIND SPEED FOR THIS PERIOD: 11.5 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 0.00 0.00 0.03 78.96 15.83 4.56 0.62 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNWCALM A 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 B 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 C 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 D 62 35 92 115 68 75 45 45 69 57 304 514 444169 125 64 2 E 16 2 12 35 38 29 52 36 48 31 57 41 3016 6 9 0 F 3 2 4 13 3 4 11 15 15 11 12 15 192 2 1 0 G 0 0 0 0 2 0 2 3 6 3 1 1 00 0 0 0 Total 81 39 108 163 112 108 110 99 138 102 374 571 493187 133 74 2 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-6 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 FEBRUARY STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 4 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 4 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-7 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 FEBRUARY STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 3.50 - 7.49 0 0 1 1 1 1 0 0 0 0 0 0 0 0 0 0 4 7.50 - 12.49 0 0 0 1 3 0 0 0 0 0 0 0 3 2 0 0 9 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 3 1 1 0 5 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 1 2 4 2 0 0 0 0 0 0 6 3 1 0 19 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 6 6 3 4 6 6 2 3 4 2 23 6 3 210 68 3.50 - 7.49 27 9 34 37 33 11 7 12 8 8 4132 20 11 3637 363 7.50 - 12.49 61 13 21 25 19 14 1 3 14 21 7686 122 118 12262 778 12.50 - 18.49 12 3 16 11 2 0 1 2 2 27 11181 162 101 3615 582 18.50 - 23.99 2 0 7 1 0 0 1 0 0 11 4840 50 27 10 188 > 23.99 0 0 5 1 0 1 1 0 0 1 412 29 7 00 61 TOTAL 108 31 86 79 60 32 13 20 28 70 282254 389 267 197124 2040 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-8 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 FEBRUARY STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 3 5 8 0 5 3 2 1 2 4 2 5 4 3 2 5 54 3.50 - 7.49 13 12 13 14 15 11 10 3 3 6 6 13 18 12 3 17 169 7.50 - 12.49 13 1 2 5 18 13 9 12 18 16 13 30 41 12 14 6 223 12.50 - 18.49 0 0 1 1 1 1 5 0 6 19 31 25 17 6 4 0 117 18.50 - 23.99 0 0 0 0 0 1 2 0 0 2 20 8 7 0 0 0 40 > 23.99 0 0 0 0 0 0 1 0 0 0 0 1 2 0 0 0 4 TOTAL 29 18 24 20 39 29 29 16 29 47 72 82 89 33 23 28 608 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 4 3 4 4 6 3 1 5 3 3 9 9 4 3 1 2 64 3.50 - 7.49 7 2 5 6 11 10 6 9 10 5 6 6 6 3 3 4 99 7.50 - 12.49 0 0 1 1 1 9 8 3 14 23 15 6 4 1 1 0 87 12.50 - 18.49 0 0 0 0 0 3 1 0 1 17 17 5 1 0 1 0 46 18.50 - 23.99 0 0 0 0 0 0 2 0 0 1 2 0 0 0 0 0 5 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 11 5 10 11 18 25 18 17 28 49 49 26 15 7 6 6 302 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-9 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 FEBRUARY STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 4 7.50 - 12.49 0 0 0 0 0 0 5 0 7 7 1 0 0 0 0 0 20 12.50 - 18.49 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 3 18.50 - 23.99 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 2 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 5 2 7 13 2 0 0 0 0 0 29 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 13 14 15 8 17 13 5 9 9 9 13 17 14 9 5 17 187 3.50 - 7.49 47 23 53 58 60 33 23 24 21 23 53 51 44 26 42 58 639 7.50 - 12.49 74 14 29 32 41 36 23 18 53 67 105 122 170 133 137 68 1122 12.50 - 18.49 12 3 17 12 3 4 7 2 9 65 160 111 183 108 42 15 753 18.50 - 23.99 2 0 7 1 0 1 5 2 0 14 70 48 57 27 1 0 235 > 23.99 0 0 5 1 0 1 2 0 0 1 4 13 31 7 0 0 65 TOTAL 148 54 126 112 121 88 65 55 92 179 405 362 499 310 227 158 3003 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-10 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 FEBRUARY STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 3408 TOTAL NUMBER OF VALID OBSERVATIONS: 3003 TOTAL NUMBER OF MISSING OBSERVATIONS: 405 PERCENT DATA RECOVERY FOR THIS PERIOD: 88.1%
MEAN WIND SPEED FOR THIS PERIOD: 10.9 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 0.13 0.03 0.63 67.93 20.25 10.06 0.97 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNWCALM A 0 0 4 0 0 0 0 0 0 0 0 0 00 0 0 0 B 0 0 1 0 0 0 0 0 0 0 0 0 00 0 0 0 C 0 0 1 2 4 2 0 0 0 0 0 0 63 1 0 0 D 108 31 86 79 60 32 13 20 28 70 282 254 389267 197 124 0 E 29 18 24 20 39 29 29 16 29 47 72 82 8933 23 28 1 F 11 5 10 11 18 25 18 17 28 49 49 26 157 6 6 1 G 0 0 0 0 0 0 5 2 7 13 2 0 00 0 0 0 Total 148 54 126 112 121 88 65 55 92 179 405 362 499310 227 158 2 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-11 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 MARCH STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 2 12.50 - 18.49 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 1 1 1 0 0 0 0 0 0 0 0 0 3 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 2 1 1 0 0 3 1 0 0 0 0 0 0 0 0 0 8 7.50 - 12.49 1 0 1 0 2 4 2 0 0 0 0 0 0 0 0 1 11 12.50 - 18.49 0 0 1 1 0 1 3 0 0 0 0 0 1 0 0 0 7 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 TOTAL 3 1 3 1 2 8 6 0 0 0 0 0 3 0 0 1 28 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-12 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 MARCH STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 5 1 0 0 1 9 3 0 0 0 0 0 1 0 0 1 21 7.50 - 12.49 5 1 1 0 0 3 2 0 0 1 0 0 5 3 2 5 28 12.50 - 18.49 0 0 2 1 0 0 3 1 0 0 0 2 5 4 2 0 20 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 1 5 2 2 0 10 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 3 1 0 0 4 TOTAL 10 2 3 1 1 12 8 1 0 1 0 3 19 10 6 6 83 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 3 2 6 6 6 2 1 1 6 3 5 3 3 8 43 62 3.50 - 7.49 34 17 23 21 32 23 24 10 10 5 13 19 18 11 2228 310 7.50 - 12.49 55 15 14 45 58 15 30 21 22 35 62 48 64 69 6837 658 12.50 - 18.49 2 7 8 17 14 31 34 12 19 49 84 126 150 100 5311 717 18.50 - 23.99 0 0 0 0 1 5 12 6 13 15 26 38 94 32 91 252 > 23.99 0 0 0 0 0 0 2 0 2 7 10 19 47 30 60 123 TOTAL 94 41 51 89 111 76 103 50 72 114 200 253 376 250 16280 2123 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-13 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 MARCH STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 1 5 4 7 5 3 3 3 6 5 5 8 3 3 0 62 3.50 - 7.49 1 16 12 8 13 21 14 11 14 5 11 8 14 6 14 6 174 7.50 - 12.49 1 0 6 16 17 17 18 19 22 17 11 22 20 15 7 4 212 12.50 - 18.49 0 0 2 1 1 15 21 15 23 25 24 16 8 4 1 0 156 18.50 - 23.99 0 0 0 0 0 3 11 2 5 5 12 2 1 0 0 0 41 > 23.99 0 0 0 0 0 0 0 0 0 2 0 0 0 0 1 0 3 TOTAL 3 17 25 29 38 61 67 50 67 60 63 53 51 28 26 10 648 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 2 2 4 3 2 3 5 3 3 4 4 0 2 0 3 3 43 3.50 - 7.49 5 6 13 12 7 25 16 8 10 4 17 9 4 3 5 2 146 7.50 - 12.49 2 2 8 17 7 15 4 4 14 14 10 0 4 6 3 2 112 12.50 - 18.49 0 0 0 0 0 4 3 5 10 21 2 0 0 0 0 0 45 18.50 - 23.99 0 0 0 0 0 1 5 0 0 0 0 0 0 0 0 0 6 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 9 10 25 32 16 48 33 20 37 43 33 9 10 9 11 7 353 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-14 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 MARCH STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 2 3 5 1 2 0 1 0 1 1 0 0 2 1 0 19 3.50 - 7.49 1 2 5 6 6 1 0 0 3 1 1 0 0 0 0 1 27 7.50 - 12.49 0 0 0 1 3 1 0 1 10 7 3 2 0 0 0 1 29 12.50 - 18.49 1 0 0 0 2 3 0 1 2 12 0 0 0 0 0 0 21 18.50 - 23.99 0 0 0 0 0 0 1 0 0 1 1 0 0 0 0 0 3 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 2 4 8 12 12 7 1 3 15 22 6 2 0 2 1 2 99 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 6 7 18 18 15 12 9 8 12 14 158 13 13 11 6 186 3.50 - 7.49 48 43 54 47 59 82 58 29 37 15 4236 37 20 41 38 686 7.50 - 12.49 64 18 30 79 88 56 56 45 68 74 8672 93 93 80 50 1052 12.50 - 18.49 3 7 13 20 17 54 65 34 54 107 110144 164 108 56 11 967 18.50 - 23.99 0 0 0 0 1 9 29 8 18 21 3941 101 34 11 1 313 > 23.99 0 0 0 0 0 0 2 0 2 9 1019 51 31 7 0 131 TOTAL 121 75 115 164 181 213 219 124 191 240 302320 459 299 206 106 3337 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-15 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 MARCH STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 3720 TOTAL NUMBER OF VALID OBSERVATIONS: 3337 TOTAL NUMBER OF MISSING OBSERVATIONS: 383 PERCENT DATA RECOVERY FOR THIS PERIOD: 89.7%
MEAN WIND SPEED FOR THIS PERIOD: 11.7 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 0.09 0.84 2.49 63.62 19.42 10.58 2.97 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNWCALM A 0 0 0 0 1 1 1 0 0 0 0 0 00 0 0 0 B 3 1 3 1 2 8 6 0 0 0 0 0 30 0 1 0 C 10 2 3 1 1 12 8 1 0 1 0 3 1910 6 6 0 D 94 41 51 89 111 76 103 50 72 114 200 253 376250 162 80 1 E 3 17 25 29 38 61 67 50 67 60 63 53 5128 26 10 0 F 9 10 25 32 16 48 33 20 37 43 33 9 109 11 7 1 G 2 4 8 12 12 7 1 3 15 22 6 2 02 1 2 0 Total 121 75 115 164 181 213 219 124 191 240 302 320 459299 206 106 2 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-16 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 APRIL STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 2 7.50 - 12.49 5 2 2 0 1 0 0 0 0 0 2 2 5 3 1 2 25 12.50 - 18.49 2 1 0 2 0 0 0 0 0 0 0 0 5 2 0 1 13 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 7 3 3 2 1 0 0 0 0 0 2 2 11 5 1 5 42 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-17 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 APRIL STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 2 3.50 - 7.49 7 2 2 0 1 0 0 0 0 1 1 1 5 2 4 1 27 7.50 - 12.49 14 1 2 2 1 1 0 0 0 1 0 6 13 4 10 10 65 12.50 - 18.49 7 0 0 3 0 2 0 0 0 1 1 3 6 8 6 8 45 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 1 8 2 1 12 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 1 2 0 0 3 TOTAL 28 3 4 5 2 3 0 0 0 3 2 10 27 25 22 20 154 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 4 4 4 2 3 2 1 3 5 4 36 6 1 68 62 3.50 - 7.49 25 19 41 9 7 7 14 6 12 17 2430 21 17 3116 296 7.50 - 12.49 76 31 6 13 25 20 9 10 10 27 5237 41 61 9574 587 12.50 - 18.49 32 6 0 11 17 22 23 7 6 33 6271 71 100 6935 565 18.50 - 23.99 0 0 0 2 2 15 11 5 4 6 2833 53 26 44 193 > 23.99 0 1 0 0 0 1 2 1 1 1 211 24 10 20 56 TOTAL 137 61 51 37 54 67 60 32 38 88 171188 216 215 207137 1760 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-18 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 APRIL STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 3 0.75 - 3.49 4 0 9 5 9 5 8 1 1 4 7 3 4 2 5 5 72 3.50 - 7.49 20 17 12 15 22 19 15 11 17 8 13 15 17 13 9 9 232 7.50 - 12.49 13 10 5 13 18 8 12 12 15 12 19 14 26 18 11 19 225 12.50 - 18.49 5 2 0 4 4 4 14 6 12 9 7 22 11 5 5 4 114 18.50 - 23.99 0 0 1 1 0 0 0 0 0 2 5 5 3 1 0 0 18 > 23.99 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 2 TOTAL 42 29 27 38 53 36 49 30 45 35 52 59 62 39 30 37 666 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 6 4 7 6 8 2 5 2 9 8 85 10 5 6 6 97 3.50 - 7.49 9 12 22 18 18 12 6 12 13 10 1122 28 13 14 7 227 7.50 - 12.49 4 4 5 10 7 6 6 4 3 6 1530 20 12 3 5 140 12.50 - 18.49 1 0 2 0 0 0 2 3 4 5 65 3 1 1 2 35 18.50 - 23.99 0 0 0 0 0 0 1 0 0 0 20 0 0 0 0 3 > 23.99 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 TOTAL 20 20 36 34 33 20 20 21 29 29 4262 61 31 24 20 504 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-19 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 APRIL STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 5 2 0 1 2 0 0 0 0 3 0 0 0 0 2 16 3.50 - 7.49 0 1 6 7 0 0 1 0 3 2 10 11 1 3 0 0 45 7.50 - 12.49 0 0 0 0 0 0 2 3 0 3 5 11 7 0 0 0 31 12.50 - 18.49 0 0 0 0 0 0 3 2 0 0 1 0 0 0 0 0 6 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 6 8 7 1 2 6 5 3 5 21 22 8 3 0 2 100 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 6 0.75 - 3.49 15 13 23 13 21 11 14 6 15 16 2114 21 9 1721 250 3.50 - 7.49 61 51 83 49 48 38 36 29 45 38 5979 73 48 5834 829 7.50 - 12.49 112 48 20 38 52 35 29 29 28 49 93100 112 98 120110 1073 12.50 - 18.49 47 9 2 20 21 28 42 18 22 48 77101 96 116 8150 778 18.50 - 23.99 0 0 1 3 2 15 12 5 4 8 3738 57 35 66 229 > 23.99 0 1 0 0 0 1 2 1 1 1 311 26 12 20 61 TOTAL 235 122 129 123 144 128 135 88 115 160 290343 385 318 284221 3226 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-20 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 APRIL STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 3600 TOTAL NUMBER OF VALID OBSERVATIONS: 3226 TOTAL NUMBER OF MISSING OBSERVATIONS: 374 PERCENT DATA RECOVERY FOR THIS PERIOD: 89.6%
MEAN WIND SPEED FOR THIS PERIOD: 10.4 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 0.00 1.30 4.77 54.56 20.64 15.62 3.10 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNWCALM A 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 B 7 3 3 2 1 0 0 0 0 0 2 2 115 1 5 0 C 28 3 4 5 2 3 0 0 0 3 2 10 2725 22 20 0 D 137 61 51 37 54 67 60 32 38 88 171 188 216215 207 137 1 E 42 29 27 38 53 36 49 30 45 35 52 59 6239 30 37 3 F 20 20 36 34 33 20 20 21 29 29 42 62 6131 24 20 2 G 1 6 8 7 1 2 6 5 3 5 21 22 83 0 2 0 Total 235 122 129 123 144 128 135 88 115 160 290 343 385318 284 221 6 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-21 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 MAY STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 2 0 2 3 2 0 1 1 0 0 0 0 1 2 0 2 16 12.50 - 18.49 2 1 0 0 3 0 0 0 2 0 0 0 0 3 0 0 11 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 4 1 2 3 5 0 1 1 2 0 0 0 1 5 0 2 27 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 3.50 - 7.49 2 0 1 1 2 1 2 2 1 0 1 0 0 0 0 0 13 7.50 - 12.49 7 3 5 3 0 1 3 3 0 3 0 5 6 2 3 3 47 12.50 - 18.49 6 1 1 1 1 1 1 0 1 0 0 0 1 1 5 1 21 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 TOTAL 15 4 7 5 3 3 6 5 2 3 1 5 7 6 9 4 85 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-22 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 MAY STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 3 3.50 - 7.49 7 3 6 2 5 4 3 0 1 2 4 2 6 4 0 2 51 7.50 - 12.49 13 2 3 3 2 3 3 4 2 3 6 4 12 9 7 3 79 12.50 - 18.49 2 0 1 0 1 0 2 0 0 1 4 6 6 5 8 11 47 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 1 0 2 3 0 0 6 > 23.99 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 2 TOTAL 23 5 10 5 8 7 8 4 3 6 15 13 27 22 15 17 188 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 5 9 8 6 7 3 3 2 3 2 6 6 8 7 33 81 3.50 - 7.49 22 18 22 32 17 23 11 14 16 21 42 42 31 22 3924 396 7.50 - 12.49 52 16 20 22 23 21 28 14 23 41 68 54 39 55 6350 589 12.50 - 18.49 19 5 7 7 10 15 19 8 8 21 72 59 63 38 4127 419 18.50 - 23.99 3 0 0 0 4 1 1 1 1 4 16 2 18 12 22 67 > 23.99 0 0 0 0 0 0 0 0 1 0 3 3 6 2 00 15 TOTAL 101 48 57 67 61 63 62 39 52 89 207 166 165 136 148106 1567 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-23 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 MAY STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 13 4 1 5 8 8 3 5 6 3 2 7 8 7 4 3 87 3.50 - 7.49 16 22 21 21 22 18 13 10 19 13 18 30 21 18 10 6 278 7.50 - 12.49 12 6 15 22 9 12 13 12 13 18 23 16 25 14 17 12 239 12.50 - 18.49 8 7 3 0 0 3 17 8 9 18 32 11 13 0 1 4 134 18.50 - 23.99 0 0 0 0 0 0 6 0 6 0 4 2 0 0 0 0 18 > 23.99 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 TOTAL 49 39 40 48 39 41 52 35 53 52 79 67 67 39 32 25 757 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 5 5 9 7 7 5 8 4 7 1 4 6 7 7 11 7 100 3.50 - 7.49 15 13 19 24 26 13 9 12 15 11 24 24 35 28 20 9 297 7.50 - 12.49 1 3 5 14 6 10 11 10 6 20 16 7 9 9 8 2 137 12.50 - 18.49 1 0 1 2 1 1 9 2 2 9 7 1 1 1 2 1 41 18.50 - 23.99 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 2 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 22 21 34 47 40 29 38 29 30 41 51 38 52 45 41 19 579 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-24 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 MAY STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 2 0 5 10 2 0 3 1 3 2 2 1 3 1 3 2 40 3.50 - 7.49 2 3 3 2 5 8 7 3 4 2 6 5 3 3 1 2 59 7.50 - 12.49 0 2 1 0 1 1 0 4 1 7 3 6 4 0 1 1 32 12.50 - 18.49 0 0 0 0 0 0 0 1 0 0 2 0 0 0 0 0 3 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 4 5 9 12 8 9 10 9 8 11 14 12 10 4 5 5 136 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 3 0.75 - 3.49 26 18 23 28 24 16 17 12 19 8 1420 27 22 2216 312 3.50 - 7.49 64 59 72 82 77 67 45 41 56 49 95103 96 75 7043 1094 7.50 - 12.49 87 32 51 67 43 48 59 48 45 92 11692 96 91 9973 1139 12.50 - 18.49 38 14 13 10 16 20 48 19 22 49 11777 84 48 5744 676 18.50 - 23.99 3 0 0 0 4 1 8 2 7 4 224 20 16 22 95 > 23.99 0 0 0 0 0 0 0 0 1 0 35 6 5 00 20 TOTAL 218 123 159 187 164 152 177 122 150 202 367301 329 257 250178 3339 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-25 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 MAY STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 3720 TOTAL NUMBER OF VALID OBSERVATIONS: 3339 TOTAL NUMBER OF MISSING OBSERVATIONS: 381 PERCENT DATA RECOVERY FOR THIS PERIOD: 89.8%
MEAN WIND SPEED FOR THIS PERIOD: 9.0 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 0.81 2.55 5.63 46.93 22.67 17.34 4.07 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNWCALM A 4 1 2 3 5 0 1 1 2 0 0 0 15 0 2 0 B 15 4 7 5 3 3 6 5 2 3 1 5 76 9 4 0 C 23 5 10 5 8 7 8 4 3 6 15 13 2722 15 17 0 D 101 48 57 67 61 63 62 39 52 89 207 166 165136 148 106 0 E 49 39 40 48 39 41 52 35 53 52 79 67 6739 32 25 0 F 22 21 34 47 40 29 38 29 30 41 51 38 5245 41 19 2 G 4 5 9 12 8 9 10 9 8 11 14 12 104 5 5 1 Total 218 123 159 187 164 152 177 122 150 202 367 301 329257 250 178 3 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-26 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 JUNE STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 3 0 1 0 0 0 0 0 1 1 0 0 0 0 1 0 7 7.50 - 12.49 5 1 0 1 1 3 2 2 3 3 0 2 2 1 5 3 34 12.50 - 18.49 0 0 0 0 0 1 1 3 1 1 0 0 1 2 2 0 12 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 8 1 1 1 1 4 3 5 5 5 0 2 3 3 8 3 53 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 3.50 - 7.49 4 1 3 2 3 1 1 3 2 0 1 2 2 0 0 2 27 7.50 - 12.49 3 0 1 9 7 3 2 4 4 5 3 5 3 9 6 5 69 12.50 - 18.49 1 0 0 0 0 0 0 2 3 3 2 0 1 3 0 1 16 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 1 2 1 3 0 0 7 > 23.99 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 TOTAL 8 1 5 11 10 4 3 9 9 8 8 9 7 15 6 8 121 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-27 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 JUNE STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 3.50 - 7.49 1 0 3 1 1 1 5 3 9 1 3 3 8 7 6 2 54 7.50 - 12.49 7 3 1 5 4 0 1 5 9 6 8 11 13 9 12 12 106 12.50 - 18.49 2 1 0 0 0 0 0 0 2 5 7 4 7 2 9 3 42 18.50 - 23.99 0 0 0 0 0 0 0 0 1 1 3 5 7 5 1 0 23 > 23.99 0 1 0 0 0 0 0 0 0 2 4 4 0 0 1 0 12 TOTAL 10 5 4 6 5 1 6 8 21 15 25 27 36 23 29 17 238 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 3 0 3 4 4 1 4 1 3 3 66 8 6 32 57 3.50 - 7.49 11 14 16 10 7 8 12 16 18 27 2532 32 15 2429 296 7.50 - 12.49 43 9 5 9 12 3 5 17 41 56 6949 25 30 5359 485 12.50 - 18.49 15 1 1 0 1 1 3 7 22 45 8047 35 23 4123 345 18.50 - 23.99 1 0 0 0 0 0 0 0 3 9 137 12 10 63 64 > 23.99 1 0 0 0 0 0 0 0 0 1 33 2 1 01 12 TOTAL 74 24 25 23 24 13 24 41 87 141 196144 114 85 127117 1259 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-28 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 JUNE STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 4 0.75 - 3.49 6 6 9 3 9 17 12 8 4 6 124 14 5 5 3 123 3.50 - 7.49 10 12 15 13 14 22 16 17 25 25 2019 38 21 11 15 293 7.50 - 12.49 17 5 4 5 6 5 9 6 20 44 4030 22 12 9 10 244 12.50 - 18.49 5 4 0 0 0 1 2 6 25 32 2518 7 1 16 4 146 18.50 - 23.99 0 0 0 0 0 0 1 0 1 3 40 1 0 0 1 11 > 23.99 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 TOTAL 38 27 28 21 29 45 40 37 75 110 10171 82 39 41 33 821 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 10 0.75 - 3.49 7 6 6 9 26 7 4 8 10 9 11 17 22 8 9 7 166 3.50 - 7.49 12 10 11 17 23 12 6 15 17 22 29 36 48 20 15 6 299 7.50 - 12.49 3 3 1 1 1 4 6 3 8 20 16 15 11 1 2 3 98 12.50 - 18.49 0 0 0 0 1 1 2 3 4 9 6 0 1 0 0 1 28 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 22 19 18 27 51 24 18 29 39 60 62 68 83 29 26 17 602 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-29 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 JUNE STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 0 0 1 0 2 1 3 0 1 0 0 0 0 0 0 0 8 3.50 - 7.49 0 0 0 1 1 1 2 6 3 0 2 0 0 0 0 0 16 7.50 - 12.49 0 0 0 0 1 1 1 1 1 1 1 0 0 0 0 0 7 12.50 - 18.49 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 3 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 1 1 4 3 8 8 5 1 3 0 0 0 0 0 35 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 15 0.75 - 3.49 16 12 20 16 41 26 23 17 18 18 2927 45 19 1712 356 3.50 - 7.49 41 37 49 44 49 45 42 60 75 76 8092 128 63 5754 992 7.50 - 12.49 78 21 12 30 32 19 26 38 86 135 137112 76 62 8792 1043 12.50 - 18.49 23 6 1 0 2 4 10 22 57 95 12069 52 31 6832 592 18.50 - 23.99 1 0 0 0 0 0 1 0 5 13 2114 22 18 74 106 > 23.99 1 1 0 0 0 0 0 0 0 3 87 2 1 11 25 TOTAL 160 77 82 90 124 94 102 137 241 340 395321 325 194 237195 3129 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-30 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 JUNE STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 3600 TOTAL NUMBER OF VALID OBSERVATIONS: 3129 TOTAL NUMBER OF MISSING OBSERVATIONS: 471 PERCENT DATA RECOVERY FOR THIS PERIOD: 86.9%
MEAN WIND SPEED FOR THIS PERIOD: 8.9 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 1.69 3.87 7.61 40.24 26.24 19.24 1.12 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNWCALM A 8 1 1 1 1 4 3 5 5 5 0 2 33 8 3 0 B 8 1 5 11 10 4 3 9 9 8 8 9 715 6 8 0 C 10 5 4 6 5 1 6 8 21 15 25 27 3623 29 17 0 D 74 24 25 23 24 13 24 41 87 141 196 144 11485 127 117 0 E 38 27 28 21 29 45 40 37 75 110 101 71 8239 41 33 4 F 22 19 18 27 51 24 18 29 39 60 62 68 8329 26 17 10 G 0 0 1 1 4 3 8 8 5 1 3 0 00 0 0 1 Total 160 77 82 90 124 94 102 137 241 340 395 321 325194 237 195 15 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-31 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 JULY STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 3.50 - 7.49 2 1 3 1 1 0 1 0 2 1 0 2 4 0 1 0 19 7.50 - 12.49 3 3 1 3 0 1 0 1 5 2 3 3 0 0 0 2 27 12.50 - 18.49 0 0 0 0 0 0 0 0 1 2 1 0 0 0 0 0 4 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 5 4 5 4 1 1 1 1 8 5 4 5 4 0 1 2 51 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 3.50 - 7.49 2 0 3 1 3 0 1 3 1 2 3 0 1 0 1 3 24 7.50 - 12.49 8 1 1 1 0 2 0 1 7 4 10 7 4 0 5 1 52 12.50 - 18.49 5 0 0 0 0 0 0 1 0 3 3 4 0 8 2 0 26 18.50 - 23.99 0 0 0 0 0 0 0 0 0 1 1 1 0 0 2 0 5 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 16 1 4 2 3 2 1 5 8 10 17 12 5 8 10 4 108 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-32 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 JULY STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 2 3.50 - 7.49 10 5 1 3 3 2 5 2 7 3 8 9 6 3 3 5 75 7.50 - 12.49 6 0 1 1 0 0 0 2 8 12 12 11 8 6 6 2 75 12.50 - 18.49 2 1 0 0 0 0 0 0 1 5 6 6 3 3 2 1 30 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 1 0 2 0 0 3 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 18 6 2 4 4 2 5 4 17 20 26 27 17 14 11 8 185 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 11 5 9 12 6 7 6 3 2 5 8 11 11 7 84 115 3.50 - 7.49 34 16 17 12 11 8 9 12 21 18 39 62 29 32 2433 377 7.50 - 12.49 60 5 14 16 32 6 6 8 33 81 78 68 61 28 4155 592 12.50 - 18.49 7 1 1 2 0 0 3 1 9 32 71 55 45 22 918 276 18.50 - 23.99 0 2 0 0 0 0 1 0 3 1 6 8 4 4 11 31 > 23.99 0 0 0 0 0 0 0 0 0 0 1 0 1 0 00 2 TOTAL 112 29 41 42 49 21 25 24 68 137 203 204 151 93 83111 1395 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-33 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 JULY STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 8 9 12 13 6 9 4 10 23 7 1711 27 14 12 8 190 3.50 - 7.49 19 13 24 17 11 12 19 12 23 27 3656 63 33 18 9 392 7.50 - 12.49 20 4 5 5 2 0 6 4 25 51 5131 34 16 10 15 279 12.50 - 18.49 6 0 0 1 1 0 0 1 7 40 247 9 4 5 6 111 18.50 - 23.99 0 0 0 0 0 1 0 0 1 2 30 1 0 0 0 8 > 23.99 0 0 0 0 0 0 0 0 0 0 10 0 0 0 0 1 TOTAL 53 26 41 36 20 22 29 27 79 127 132105 134 67 45 38 982 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 6 0.75 - 3.49 11 7 10 11 17 9 8 9 12 12 17 22 21 7 11 11 195 3.50 - 7.49 15 13 7 8 10 3 7 10 14 21 21 26 24 21 7 11 218 7.50 - 12.49 6 1 0 1 0 2 3 1 5 10 7 4 14 8 7 6 75 12.50 - 18.49 2 0 0 0 0 0 1 0 4 2 4 0 0 1 3 1 18 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 34 21 17 20 27 14 19 20 35 45 49 52 59 37 28 29 512 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-34 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 JULY STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 2 1 1 0 0 2 00 0 0 0 0 6 3.50 - 7.49 0 0 0 0 0 0 1 1 2 0 00 0 1 0 0 5 7.50 - 12.49 0 0 0 0 0 0 0 0 1 0 00 0 0 0 0 1 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 TOTAL 0 0 0 0 2 1 2 1 3 2 00 0 1 0 0 12 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 9 0.75 - 3.49 31 21 32 36 32 26 19 22 38 26 4244 59 28 3123 510 3.50 - 7.49 82 48 55 42 39 25 43 40 70 72 107155 127 90 5461 1110 7.50 - 12.49 103 14 22 27 34 11 15 17 84 160 161124 121 58 6981 1101 12.50 - 18.49 22 2 1 3 1 0 4 3 22 84 10972 57 38 2126 465 18.50 - 23.99 0 2 0 0 0 1 1 0 4 4 1010 5 6 31 47 > 23.99 0 0 0 0 0 0 0 0 0 0 20 1 0 00 3 TOTAL 238 87 110 108 106 63 82 82 218 346 431405 370 220 178192 3245 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-35 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 JULY STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 3720 TOTAL NUMBER OF VALID OBSERVATIONS: 3245 TOTAL NUMBER OF MISSING OBSERVATIONS: 475 PERCENT DATA RECOVERY FOR THIS PERIOD: 87.2%
MEAN WIND SPEED FOR THIS PERIOD: 7.8 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 1.57 3.33 5.70 42.99 30.26 15.78 0.37 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNWCALM A 5 4 5 4 1 1 1 1 8 5 4 5 4 0 12 0 B 16 1 4 2 3 2 1 5 8 10 17 12 5 8 104 0 C 18 6 2 4 4 2 5 4 17 20 26 27 17 14 118 0 D 112 29 41 42 49 21 25 24 68 137 203 204 151 93 83111 2 E 53 26 41 36 20 22 29 27 79 127 132 105 134 67 4538 1 F 34 21 17 20 27 14 19 20 35 45 49 52 59 37 2829 6 G 0 0 0 0 2 1 2 1 3 2 0 0 0 1 00 0 Total 238 87 110 108 106 63 82 82 218 346 431 405 370 220 178192 9 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-36 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 AUGUST STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 1 2 0 2 1 1 0 0 2 1 1 0 0 0 0 0 11 7.50 - 12.49 0 0 1 6 4 3 0 0 5 5 1 1 0 0 0 0 26 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 2 3 0 0 0 5 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 2 1 8 5 4 0 0 7 6 2 3 3 0 0 0 42 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 1 3 3 2 2 0 2 0 0 0 2 6 1 0 1 2 25 7.50 - 12.49 3 3 3 3 1 2 0 0 0 10 9 6 3 4 0 0 47 12.50 - 18.49 0 0 0 0 0 0 0 0 0 2 3 3 2 2 1 0 13 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 4 6 6 5 3 2 2 0 0 12 14 15 6 6 2 2 85 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-37 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 AUGUST STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 0 0 1 0 1 0 0 1 0 0 0 0 0 0 0 4 3.50 - 7.49 2 1 1 4 2 4 1 1 3 2 3 7 9 1 3 3 47 7.50 - 12.49 1 1 1 1 2 1 2 0 5 8 13 11 0 1 4 2 53 12.50 - 18.49 0 0 1 1 0 0 0 0 0 4 10 5 2 5 1 0 29 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 4 2 3 7 4 6 3 1 9 14 26 23 11 7 8 5 133 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 7 8 7 13 15 9 10 10 12 8 8 6 4 9 9 9 144 3.50 - 7.49 28 18 13 27 24 19 11 14 24 28 50 60 24 19 21 27 407 7.50 - 12.49 52 27 21 9 9 8 9 5 21 65 131 104 65 36 45 32 639 12.50 - 18.49 6 5 4 0 0 1 3 2 3 39 140 48 32 11 9 8 311 18.50 - 23.99 0 0 0 0 0 0 0 0 1 4 5 3 1 0 1 0 15 > 23.99 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 TOTAL 93 58 45 49 48 37 33 31 61 144 335 221 126 75 85 76 1519 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-38 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 AUGUST STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 3 0.75 - 3.49 20 13 18 18 19 13 7 18 20 13 20 30 28 18 17 13 285 3.50 - 7.49 15 12 40 34 18 22 23 20 28 36 57 50 56 33 10 9 463 7.50 - 12.49 16 5 6 6 13 5 5 5 31 70 41 31 31 6 11 9 291 12.50 - 18.49 7 0 0 0 0 2 0 0 16 39 55 3 6 1 5 10 144 18.50 - 23.99 0 0 0 0 0 0 0 0 1 2 4 0 0 0 1 0 8 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 TOTAL 58 30 64 58 50 42 35 43 96 160 177 114 121 58 45 41 1195 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 3 0.75 - 3.49 7 10 9 12 15 5 2 6 8 12 13 17 22 9 10 9 166 3.50 - 7.49 12 11 10 11 21 9 11 4 4 19 30 22 14 17 8 4 207 7.50 - 12.49 5 3 0 2 3 5 2 0 13 15 17 0 2 2 3 3 75 12.50 - 18.49 1 0 0 0 0 0 0 0 5 7 8 0 0 0 0 0 21 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 25 24 19 25 39 19 15 10 30 53 68 39 38 28 21 16 472 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-39 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 AUGUST STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 8 0.75 - 3.49 35 31 34 44 49 28 20 34 41 33 41 53 54 36 36 31 600 3.50 - 7.49 59 47 67 80 68 55 48 39 61 86 143 145 104 70 43 45 1160 7.50 - 12.49 77 39 32 27 32 24 18 10 75 173 212 153 101 49 63 46 1131 12.50 - 18.49 14 5 5 1 0 3 3 2 24 91 216 61 45 19 16 18 523 18.50 - 23.99 0 0 0 0 0 0 0 0 2 6 9 3 1 0 2 0 23 > 23.99 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 2 TOTAL 185 122 138 152 149 110 89 85 203 389 622 415 305 174 161 140 3447 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-40 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 AUGUST STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 3720 TOTAL NUMBER OF VALID OBSERVATIONS: 3447 TOTAL NUMBER OF MISSING OBSERVATIONS: 273 PERCENT DATA RECOVERY FOR THIS PERIOD: 92.7%
MEAN WIND SPEED FOR THIS PERIOD: 7.7 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 1.22 2.47 3.86 44.07 34.67 13.69 0.03 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNWCALM A 1 2 1 8 5 4 0 0 7 6 2 3 3 0 0 0 0 B 4 6 6 5 3 2 2 0 0 12 14 15 6 6 2 2 0 C 4 2 3 7 4 6 3 1 9 14 26 23 11 7 8 5 0 D 93 58 45 49 48 37 33 31 61 144 335 221 126 75 85 76 2 E 58 30 64 58 50 42 35 43 96 160 177 114 121 58 45 41 3 F 25 24 19 25 39 19 15 10 30 53 68 39 38 28 21 16 3 G 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 Total 185 122 138 152 149 110 89 85 203 389 622 415 305 174 161 140 8 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-41 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 SEPTEMBER STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 3.50 - 7.49 1 0 0 0 2 3 1 0 0 0 0 0 0 0 0 1 8 7.50 - 12.49 8 0 0 0 2 2 0 2 0 0 0 2 2 0 0 1 19 12.50 - 18.49 0 0 0 0 0 1 1 1 0 0 0 3 1 0 0 0 7 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 9 0 0 0 4 7 2 3 0 0 0 5 3 0 0 2 35 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 3.50 - 7.49 4 2 1 1 4 1 1 1 4 0 1 4 0 1 2 1 28 7.50 - 12.49 8 1 1 1 0 1 0 1 0 0 5 3 2 2 0 2 27 12.50 - 18.49 0 0 0 0 0 0 0 1 2 0 1 4 7 0 0 0 15 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 12 3 2 2 4 2 1 3 6 0 7 11 10 3 2 4 72 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-42 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 SEPTEMBER STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 0 0 0 0 0 1 0 0 0 0 0 1 1 0 1 5 3.50 - 7.49 4 1 4 1 0 3 2 3 3 2 6 8 3 6 2 3 51 7.50 - 12.49 3 0 5 3 1 1 2 1 2 3 9 13 9 2 2 7 63 12.50 - 18.49 1 0 0 0 0 0 0 0 1 0 4 2 2 5 1 1 17 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 9 1 9 4 1 4 5 4 6 5 19 23 16 14 5 12 137 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 12 8 8 6 8 5 4 0 2 2 9 7 12 5 4 7 99 3.50 - 7.49 24 17 20 7 13 21 19 5 19 21 40 41 27 16 19 28 337 7.50 - 12.49 56 21 10 18 29 16 17 14 28 50 74 76 63 33 61 61 627 12.50 - 18.49 10 10 9 3 6 2 7 8 17 31 64 33 55 29 20 10 314 18.50 - 23.99 0 0 1 0 0 0 1 0 4 1 8 7 11 3 2 3 41 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 5 2 0 0 7 TOTAL 102 56 48 34 56 44 48 27 70 105 195 164 173 88 106 109 1425 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-43 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 SEPTEMBER STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 5 0.75 - 3.49 10 9 11 10 14 14 10 11 9 13 13 11 23 10 3 3 174 3.50 - 7.49 14 22 33 38 29 22 17 13 17 16 42 36 45 19 10 7 386 7.50 - 12.49 10 7 15 10 7 5 19 19 18 38 67 44 27 9 8 15 318 12.50 - 18.49 7 3 0 0 0 4 15 16 10 33 51 25 4 5 1 2 176 18.50 - 23.99 0 0 0 0 0 0 4 0 0 2 2 2 0 0 0 0 10 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 41 41 59 58 50 45 65 59 54 102 175 118 99 43 22 27 1063 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 7 0.75 - 3.49 9 10 10 12 10 5 8 4 9 7 11 16 15 12 15 5 158 3.50 - 7.49 6 5 24 39 11 19 17 10 13 15 55 48 20 7 10 5 304 7.50 - 12.49 3 2 4 5 5 1 4 4 18 17 13 3 13 1 2 5 100 12.50 - 18.49 1 0 0 1 0 1 6 2 1 10 4 1 3 3 0 0 33 18.50 - 23.99 0 0 0 0 0 0 1 1 0 0 1 0 0 0 0 0 3 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 19 17 38 57 26 26 36 21 41 49 84 68 51 23 27 15 605 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-44 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 SEPTEMBER STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 1 0 0 0 0 0 1 2 2 6 3.50 - 7.49 0 0 0 0 0 0 0 3 0 0 0 1 0 0 0 0 4 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 4 0 0 0 1 0 1 2 2 10 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 12 0.75 - 3.49 32 27 29 28 32 25 23 16 20 22 33 34 51 29 24 19 444 3.50 - 7.49 53 47 82 86 59 69 57 35 56 64 144 138 95 49 43 45 1112 7.50 - 12.49 88 31 35 37 44 26 42 41 66 108 168 141 116 47 73 91 1154 12.50 - 18.49 19 13 9 4 6 8 29 28 31 74 124 68 72 42 22 13 562 18.50 - 23.99 0 0 1 0 0 0 6 1 4 3 11 9 13 3 2 3 56 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 5 2 0 0 7 TOTAL 192 118 156 155 141 128 157 121 177 261 480 390 352 172 164 171 3347 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-45 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 SEPTEMBER STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 3600 TOTAL NUMBER OF VALID OBSERVATIONS: 3347 TOTAL NUMBER OF MISSING OBSERVATIONS: 253 PERCENT DATA RECOVERY FOR THIS PERIOD: 93.0%
MEAN WIND SPEED FOR THIS PERIOD: 8.3 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 1.05 2.15 4.09 42.58 31.76 18.08 0.30 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNWCALM A 9 0 0 0 4 7 2 3 0 0 0 5 3 0 0 2 0 B 12 3 2 2 4 2 1 3 6 0 7 11 10 3 2 4 0 C 9 1 9 4 1 4 5 4 6 5 19 23 16 14 5 12 0 D 102 56 48 34 56 44 48 27 70 105 195 164 173 88 106 109 0 E 41 41 59 58 50 45 65 59 54 102 175 118 99 43 22 27 5 F 19 17 38 57 26 26 36 21 41 49 84 68 51 23 27 15 7 G 0 0 0 0 0 0 0 4 0 0 0 1 0 1 2 2 0 Total 192 118 156 155 141 128 157 121 177 261 480 390 352 172 164 171 12 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-46 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 OCTOBER STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 2 12.50 - 18.49 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 2 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 0 1 1 0 1 0 0 0 0 0 0 0 0 0 0 4 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 2 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 3 7.50 - 12.49 2 1 1 3 0 1 1 0 0 3 0 0 0 0 0 0 12 12.50 - 18.49 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 2 18.50 - 23.99 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 4 1 1 3 0 2 2 0 0 3 1 0 1 0 0 0 18 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-47 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 OCTOBER STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 1 0 1 0 1 1 3 0 0 0 0 0 0 1 1 1 10 7.50 - 12.49 2 0 0 2 2 2 4 1 0 1 3 3 3 1 1 0 25 12.50 - 18.49 0 0 0 0 1 3 3 0 0 1 3 0 1 0 0 0 12 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 TOTAL 3 0 1 2 4 6 10 1 0 2 6 3 5 3 2 1 49 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 3 5 5 3 2 4 1 3 1 2 4 2 1 2 1 6 45 3.50 - 7.49 29 19 26 19 19 4 12 14 18 17 23 20 19 13 14 16 282 7.50 - 12.49 56 20 9 21 18 10 12 18 31 35 103 64 74 64 38 48 621 12.50 - 18.49 24 13 4 4 0 6 14 20 23 45 118 134 156 99 35 13 708 18.50 - 23.99 0 2 0 0 0 4 6 2 1 5 20 29 56 23 3 1 152 > 23.99 0 0 0 0 0 0 1 1 0 1 1 10 13 1 0 0 28 TOTAL 112 59 44 47 39 28 46 58 74 105 269 259 319 202 91 84 1836 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-48 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 OCTOBER STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 4 0.75 - 3.49 2 7 4 7 5 5 3 7 10 2 6 9 12 12 3 3 97 3.50 - 7.49 13 16 22 13 22 7 13 24 23 7 41 30 42 15 7 10 305 7.50 - 12.49 14 9 4 23 27 10 15 14 23 22 46 29 37 16 9 8 306 12.50 - 18.49 6 1 1 1 6 8 13 8 8 32 58 19 9 12 2 1 185 18.50 - 23.99 0 1 0 0 0 0 6 2 1 1 7 0 3 1 0 0 22 > 23.99 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 TOTAL 35 34 31 44 60 30 50 55 65 65 158 87 103 56 21 22 916 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 1 1 2 2 2 2 5 12 1 5 10 5 8 2 2 0 60 3.50 - 7.49 13 6 19 22 11 8 9 16 22 26 47 10 10 6 5 6 236 7.50 - 12.49 2 3 17 15 8 9 9 11 17 20 24 3 11 0 4 1 154 12.50 - 18.49 0 0 0 0 2 3 3 3 11 17 22 0 0 0 0 0 61 18.50 - 23.99 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 3 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 16 10 38 39 23 22 28 43 51 68 103 18 29 8 11 7 516 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-49 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 OCTOBER STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 3 1 2 0 0 0 0 0 6 3.50 - 7.49 0 0 0 1 0 1 4 4 6 7 4 0 0 1 0 0 28 7.50 - 12.49 0 0 0 0 0 0 1 4 5 4 4 0 0 0 0 0 18 12.50 - 18.49 0 0 0 0 0 0 2 0 0 0 3 0 0 0 0 0 5 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 1 0 1 7 8 14 12 13 0 0 1 0 0 57 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 6 13 11 12 9 11 9 22 15 10 22 16 21 16 6 9 208 3.50 - 7.49 58 41 68 55 53 21 41 58 69 57 115 60 72 36 27 33 864 7.50 - 12.49 77 33 31 65 55 32 42 48 76 85 180 99 125 81 52 57 1138 12.50 - 18.49 30 14 6 5 9 21 36 31 42 95 205 153 166 111 37 14 975 18.50 - 23.99 0 3 0 0 0 5 14 5 2 6 27 29 60 24 3 1 179 > 23.99 0 0 0 0 0 0 1 1 0 2 1 10 13 2 0 0 30 TOTAL 171 104 116 137 126 90 143 165 204 255 550 367 457 270 125 114 3396 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-50 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 OCTOBER STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 3720 TOTAL NUMBER OF VALID OBSERVATIONS: 3396 TOTAL NUMBER OF MISSING OBSERVATIONS: 324 PERCENT DATA RECOVERY FOR THIS PERIOD: 91.3%
MEAN WIND SPEED FOR THIS PERIOD: 10.5 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 0.12 0.53 1.44 54.06 26.97 15.19 1.68 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNWCALM A 1 0 1 1 0 1 0 0 0 0 0 0 0 0 0 0 0 B 4 1 1 3 0 2 2 0 0 3 1 0 1 0 0 0 0 C 3 0 1 2 4 6 10 1 0 2 6 3 5 3 2 1 0 D 112 59 44 47 39 28 46 58 74 105 269 259 319 202 91 84 0 E 35 34 31 44 60 30 50 55 65 65 158 87 103 56 21 22 0 F 16 10 38 39 23 22 28 43 51 68 103 18 29 8 11 7 2 G 0 0 0 1 0 1 7 8 14 12 13 0 0 1 0 0 0 Total 171 104 116 137 126 90 143 165 204 255 550 367 457 270 125 114 2 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-51 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 NOVEMBER STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-52 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 NOVEMBER STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 1 1 1 0 1 0 1 0 0 0 1 0 0 1 7 12.50 - 18.49 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 2 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 1 1 1 0 3 0 1 0 0 0 1 0 0 1 9 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 9 6 11 10 8 4 1 4 2 3 1 3 4 1 1 6 74 3.50 - 7.49 22 27 35 49 15 23 13 11 11 10 16 26 26 18 22 13 337 7.50 - 12.49 40 21 17 38 64 24 20 22 20 54 55 45 73 81 79 32 685 12.50 - 18.49 2 2 4 8 29 18 11 15 14 62 148 110 177 90 50 5 745 18.50 - 23.99 0 0 0 0 0 2 5 6 3 11 26 57 76 25 1 0 212 > 23.99 0 0 0 0 0 0 0 0 0 0 3 7 11 5 0 0 26 TOTAL 73 56 67 105 116 71 50 58 50 140 249 248 367 220 153 56 2079 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-53 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 NOVEMBER STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 5 2 4 6 3 2 3 6 1 2 8 3 11 3 9 2 70 3.50 - 7.49 3 7 8 12 15 15 8 14 13 7 11 19 25 10 6 6 179 7.50 - 12.49 4 1 5 22 13 13 11 9 18 26 30 23 27 11 2 4 219 12.50 - 18.49 0 0 0 1 2 19 7 7 11 11 49 13 13 2 0 0 135 18.50 - 23.99 0 0 0 0 0 4 6 0 0 5 7 2 1 0 0 0 25 > 23.99 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 2 TOTAL 12 10 17 41 33 53 36 36 43 51 105 60 78 26 17 12 632 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 1 0 3 3 1 5 7 7 4 1 4 7 8 4 7 0 62 3.50 - 7.49 2 2 8 7 9 7 12 12 18 16 24 15 20 7 0 0 159 7.50 - 12.49 0 0 1 4 5 1 9 17 8 11 21 10 8 7 2 0 104 12.50 - 18.49 0 0 0 0 0 0 1 4 2 6 7 3 3 1 0 0 27 18.50 - 23.99 0 0 0 0 0 0 1 0 1 0 2 0 0 0 0 0 4 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 3 2 12 14 15 13 30 40 33 34 58 35 39 19 9 0 357 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-54 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 NOVEMBER STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 1 0 0 1 0 1 1 0 1 2 3 1 0 1 0 13 3.50 - 7.49 0 0 0 0 0 0 0 2 4 5 8 5 1 2 0 0 27 7.50 - 12.49 0 0 0 0 0 0 0 2 0 2 2 0 0 0 0 0 6 12.50 - 18.49 0 0 0 0 0 0 0 0 1 5 2 0 0 0 0 0 8 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 1 0 0 1 0 1 5 5 13 14 8 2 2 1 0 54 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 3 0.75 - 3.49 16 9 18 19 13 11 12 18 7 7 15 16 24 8 18 8 219 3.50 - 7.49 27 36 51 68 39 45 33 39 46 38 59 65 72 37 28 19 702 7.50 - 12.49 44 22 24 65 83 38 41 50 47 93 108 78 109 99 83 37 1021 12.50 - 18.49 2 2 4 9 31 37 21 26 28 84 206 126 193 93 50 5 917 18.50 - 23.99 0 0 0 0 0 6 12 6 4 16 35 59 77 25 1 0 241 > 23.99 0 0 0 0 0 0 1 0 0 0 3 7 12 5 0 0 28 TOTAL 89 69 97 161 166 137 120 139 132 238 426 351 487 267 180 69 3131 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-55 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 NOVEMBER STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 3600 TOTAL NUMBER OF VALID OBSERVATIONS: 3131 TOTAL NUMBER OF MISSING OBSERVATIONS: 469 PERCENT DATA RECOVERY FOR THIS PERIOD: 87.0%
MEAN WIND SPEED FOR THIS PERIOD: 10.9 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 0.00 0.00 0.29 66.40 20.19 11.40 1.72 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNWCALM A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 B 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 0 0 1 1 1 0 3 0 1 0 0 0 1 0 0 1 0 D 73 56 67 105 116 71 50 58 50 140 249 248 367 220 153 56 0 E 12 10 17 41 33 53 36 36 43 51 105 60 78 26 17 12 2 F 3 2 12 14 15 13 30 40 33 34 58 35 39 19 9 0 1 G 1 1 0 0 1 0 1 5 5 13 14 8 2 2 1 0 0 Total 89 69 97 161 166 137 120 139 132 238 426 351 487 267 180 69 3 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-56 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 DECEMBER STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.50 - 12.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-57 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 DECEMBER STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 - 7.49 0 0 0 1 3 0 0 0 0 0 1 0 0 0 0 0 5 7.50 - 12.49 0 0 0 2 0 0 0 0 0 0 0 0 1 0 0 0 3 12.50 - 18.49 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 3 3 0 0 0 0 0 1 0 2 0 0 0 9 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 3 4 8 3 3 7 3 5 2 3 3 2 1 2 1 0 50 3.50 - 7.49 18 9 16 35 37 20 18 8 9 12 38 21 21 5 12 24 303 7.50 - 12.49 46 8 7 22 31 20 11 20 51 43 81 95 87 48 57 47 674 12.50 - 18.49 13 2 0 3 3 6 2 5 18 84 164 111 173 59 40 12 695 18.50 - 23.99 0 1 0 0 0 0 0 1 6 13 38 42 100 43 6 1 251 > 23.99 0 0 0 0 0 0 0 0 0 1 5 22 63 20 0 0 111 TOTAL 80 24 31 63 74 53 34 39 86 156 329 293 445 177 116 84 2084 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-58 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 DECEMBER STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 4 0.75 - 3.49 2 2 5 0 3 6 3 5 5 3 1 2 3 4 2 3 49 3.50 - 7.49 1 5 5 4 30 19 18 24 22 10 15 8 4 1 3 2 171 7.50 - 12.49 2 0 3 15 21 31 20 31 36 40 41 32 23 2 3 1 301 12.50 - 18.49 0 0 0 0 0 0 3 3 12 47 49 11 8 0 0 0 133 18.50 - 23.99 0 0 0 0 0 0 1 0 0 1 6 1 0 0 1 0 10 > 23.99 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 2 TOTAL 5 7 13 19 54 56 45 63 75 103 112 54 38 7 9 6 670 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 1 0.75 - 3.49 2 1 2 1 5 0 3 3 2 0 6 1 1 1 0 1 29 3.50 - 7.49 0 0 7 20 16 3 6 12 11 10 7 3 0 4 1 0 100 7.50 - 12.49 0 0 0 5 5 5 6 11 30 18 18 3 0 0 0 0 101 12.50 - 18.49 0 0 0 0 0 3 2 0 6 10 9 0 0 0 0 0 30 18.50 - 23.99 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 2 1 9 26 26 11 17 26 49 39 40 7 1 5 1 1 262 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-59 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 DECEMBER STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 0 0 0 0 0 0 1 2 0 0 0 0 0 0 3 3.50 - 7.49 0 0 0 1 1 0 0 0 5 0 1 0 0 0 0 0 8 7.50 - 12.49 0 0 0 1 1 0 0 0 1 5 5 0 0 0 0 0 13 12.50 - 18.49 0 0 0 0 0 0 0 0 1 6 1 0 0 0 0 0 8 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 2 2 0 0 0 8 13 7 0 0 0 0 0 32 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 5 0.75 - 3.49 7 7 15 4 11 13 9 13 10 8 10 5 5 7 3 4 131 3.50 - 7.49 19 14 28 61 87 42 42 44 47 32 62 32 25 10 16 26 587 7.50 - 12.49 48 8 10 45 58 56 37 62 118 106 145 130 111 50 60 48 1092 12.50 - 18.49 13 2 0 3 3 9 7 8 37 147 223 122 182 59 40 12 867 18.50 - 23.99 0 1 0 0 0 0 1 1 6 15 44 43 100 43 7 1 262 > 23.99 0 0 0 0 0 0 0 0 0 3 5 22 63 20 0 0 113 TOTAL 87 32 53 113 159 120 96 128 218 311 489 354 486 189 126 91 3057 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-60 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 DECEMBER STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 3720 TOTAL NUMBER OF VALID OBSERVATIONS: 3057 TOTAL NUMBER OF MISSING OBSERVATIONS: 663 PERCENT DATA RECOVERY FOR THIS PERIOD: 82.2%
MEAN WIND SPEED FOR THIS PERIOD: 11.8 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 0.00 0.00 0.29 68.17 21.92 8.57 1.05 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNWCALM A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 B 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 0 0 0 3 3 0 0 0 0 0 1 0 2 0 0 0 0 D 80 24 31 63 74 53 34 39 86 156 329 293 445 177 116 84 0 E 5 7 13 19 54 56 45 63 75 103 112 54 38 7 9 6 4 F 2 1 9 26 26 11 17 26 49 39 40 7 1 5 1 1 1 G 0 0 0 2 2 0 0 0 8 13 7 0 0 0 0 0 0 Total 87 32 53 113 159 120 96 128 218 311 489 354 486 189 126 91 5 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-61 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 ANNUAL STABILITY CLASS A STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 2 3.50 - 7.49 7 3 4 3 4 4 2 0 5 3 1 2 4 0 2 1 45 7.50 - 12.49 19 4 8 14 10 10 3 6 13 10 4 8 5 3 5 8 130 12.50 - 18.49 2 1 1 0 3 3 3 4 4 3 1 5 5 5 2 0 42 18.50 - 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 28 8 14 17 17 18 8 10 22 16 6 15 14 8 9 9 219 STABILITY CLASS B STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 1 0 2 0 0 0 0 0 0 0 0 0 0 0 1 1 5 3.50 - 7.49 17 7 12 7 14 6 8 9 8 2 8 12 6 1 4 9 130 7.50 - 12.49 37 11 16 20 11 14 8 9 11 25 29 28 23 20 15 14 291 12.50 - 18.49 14 2 2 4 1 2 5 4 6 8 10 11 17 16 8 3 113 18.50 - 23.99 0 0 0 0 0 1 0 0 0 1 2 3 3 4 2 1 17 > 23.99 0 0 0 0 0 0 0 0 0 0 1 0 1 2 0 0 4 TOTAL 69 20 32 31 26 23 21 22 25 36 50 54 50 43 30 28 560 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-62 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 ANNUAL STABILITY CLASS C STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 0 0.75 - 3.49 3 0 0 1 1 2 1 0 2 0 0 0 4 2 0 2 18 3.50 - 7.49 37 13 19 13 19 25 22 9 23 11 26 30 38 24 19 18 346 7.50 - 12.49 51 8 15 21 16 11 15 13 27 35 51 59 68 37 44 42 513 12.50 - 18.49 14 2 4 5 2 5 10 1 4 17 35 28 36 33 30 24 250 18.50 - 23.99 0 0 0 0 0 0 0 0 1 1 4 7 17 20 5 1 56 > 23.99 0 1 0 0 0 0 0 0 0 2 4 5 4 5 1 0 22 TOTAL 105 24 38 40 38 43 48 23 57 66 120 129 167 121 99 87 1205 STABILITY CLASS D STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 8 0.75 - 3.49 77 62 79 76 74 57 43 43 46 41 58 58 6653 47 61 941 3.50 - 7.49 286 195 278 386 250 208 176 139 194 196 392 410 287191 288 297 4093 7.50 - 12.49 633 204 188 283 335 181 157 171 308 528 925 885 814687 783 591 7673 12.50 - 18.49 145 55 78 77 94 105 123 88 163 480 12361069 1323731 437 182 6386 18.50 - 23.99 6 5 10 7 7 27 38 21 40 85 268 349 567232 37 16 1715 > 23.99 1 1 5 1 0 2 6 2 4 16 61 137 22883 8 1 556 TOTAL 1148 522 638 750 760 580 543 464 755 1346 29402908 32851977 1600 1148 21372 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-63 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 ANNUAL STABILITY CLASS E STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 23 0.75 - 3.49 79 60 89 75 91 89 61 81 89 66 96 91 145 85 68 52 1317 3.50 - 7.49 136 154 211 201 227 200 185 165 228 172 289 296 350 188 102 99 3203 7.50 - 12.49 122 48 73 160 163 128 165 158 249 362 404 323 326 136 102 105 3024 12.50 - 18.49 44 17 7 10 18 62 98 76 147 311 417 175 110 40 41 31 1604 18.50 - 23.99 0 1 1 1 3 10 37 7 16 27 75 24 19 2 2 1 226 > 23.99 0 0 0 0 1 0 3 0 0 5 2 2 4 0 2 0 19 TOTAL 381 280 381 447 503 489 549 487 729 943 1283911 954 451 317 288 9416 STABILITY CLASS F STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 36 0.75 - 3.49 55 50 67 74 100 48 59 63 71 64 101 106 123 58 76 52 1167 3.50 - 7.49 98 81 148 189 165 123 109 129 153 163 279 230 215 130 88 54 2354 7.50 - 12.49 27 21 42 79 48 67 71 73 142 177 172 85 105 48 36 27 1220 12.50 - 18.49 6 0 3 3 4 16 31 23 50 115 92 16 13 7 7 5 391 18.50 - 23.99 0 0 0 0 0 1 13 3 1 2 7 0 1 0 0 0 28 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 186 152 260 345 317 255 283 291 417 521 651 437 457 243 207 138 5196 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-64 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 ANNUAL STABILITY CLASS G STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 2 0.75 - 3.49 4 8 11 15 11 6 10 5 8 10 10 5 4 4 7 6 124 3.50 - 7.49 3 6 14 18 13 11 16 21 36 23 33 22 5 10 1 3 235 7.50 - 12.49 0 2 1 2 6 3 9 15 26 36 24 19 11 0 1 2 157 12.50 - 18.49 1 0 0 0 2 3 7 5 4 25 10 0 0 0 0 0 57 18.50 - 23.99 0 0 0 0 0 0 1 2 0 1 4 0 0 0 0 0 8 > 23.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 8 16 26 35 32 23 43 48 74 95 81 46 20 14 9 11 583 STABILITY CLASS ALL STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH JOINT FREQUENCY DISTRIBUTION OF WIND SPEED AND DIRECTION IN HOURS AT 500.00 FEET SPEED (MPH) N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNW TOTAL CALM 69 0.75 - 3.49 219 180 249 241 277 203 174 192 216 181 265 260 342202 199 174 3574 3.50 - 7.49 584 459 686 737 692 577 518 472 647 570 10281002 905544 504 481 10406 7.50 - 12.49 889 298 343 579 589 414 428 445 776 1173 16091407 1352931 986 789 13008 12.50 - 18.49 226 77 95 99 124 196 277 201 378 959 18011304 1504832 525 245 8843 18.50 - 23.99 6 6 11 8 10 39 89 33 58 117 360 383 607258 46 19 2050 > 23.99 1 2 5 1 1 2 9 2 4 23 68 144 23790 11 1 601 TOTAL 1925 1022 1389 1665169314311495134520793023 51314500 49472857 2271 1709 38551 BVPS UFSAR UNIT 1 Rev. 22 2A.3D-65 PROGRAM: JFD REVISION: 4P BEAVER VALLEY JFD-500 FOOT LEVEL FOR CY1976 TO 1980 SITE IDENTIFIER: LBV2 DATA PERIOD EXAMINED: 1/1/76 - 12/31/80 ANNUAL STABILITY BASED ON: DELTA T BETWEEN 500.0 AND 35.0 FEET WIND MEASURED AT: 500.0 FEET WIND THRESHOLD AT: 0.75 MPH TOTAL NUMBER OF OBSERVATIONS: 43848 TOTAL NUMBER OF VALID OBSERVATIONS: 38551 TOTAL NUMBER OF MISSING OBSERVATIONS: 5297 PERCENT DATA RECOVERY FOR THIS PERIOD: 87.9%
MEAN WIND SPEED FOR THIS PERIOD: 9.9 MPH TOTAL NUMBER OF OBSERVATIONS WITH BACKUP DATA: 0 PERCENTAGE OCCURRENCE OF STABILITY CLASSES A B C D E F G 0.57 1.45 3.13 55.44 24.42 13.48 1.51 DISTRIBUTION OF WIND DIRECTION VS STABILITY N NNE NE ENE E ESE SE SSE S SSW SW WSW W WNW NW NNWCALM A 28 8 14 17 17 18 8 10 22 16 6 15 14 8 9 9 0 B 69 20 32 31 26 23 21 22 25 36 50 54 50 43 30 28 0 C 105 24 38 40 38 43 48 23 57 66 120 129 167 121 99 87 0 D 1148 522 638 750 760 580 543 464 755 1346 2940 2908 3285 1977 1600 1148 8 E 381 280 381 447 503 489 549 487 729 943 1283 911 954 451 317 288 23 F 186 152 260 345 317 255 283 291 417 521 651 437 457 243 207 138 36 G 8 16 26 35 32 23 43 48 74 95 81 46 20 14 9 11 2 Total 1925 1022 1389 1665 1693 1431 1495 1345 2079 3023 5131 4500 4947 2857 2271 1709 69 BVPS UFSAR UNIT 1 Rev. 19 2B-1
APPENDIX 2B GEOLOGICAL CONSIDERATIONS Influencing the Proposed BEAVER VALLEY POWER STATION Shippingport, Beaver County, Pennsylvania
June 3, 1968
John R. Rand Consulting Geologist Little Flying Point Freeport, Maine
Paul J. Mayrose Stone & Webster Engineering Corporation 225 Franklin Street Boston, Massachusetts BVPS UFSAR UNIT 1 Rev. 19 2B-2 Appendix 2B was retyped/reformatted as part of the Update of the FSAR.
BVPS UFSAR UNIT 1 Rev. 19 2B-3 Stone & Webster Engineering Corporation 225 Franklin Street June 3, 1968 Boston, Massachusetts 02107 Gentlemen:
In accordance with your request, we have investigated the geology of an area within several miles of Shippingport Borough, Beaver County, Pennsylvania, where Duquesne Liqht Company proposes to construct a second atomic power plant and allied facilities immediately adjacent to the present Shippingport Nuclear Power Station.
Our investigations conclude that,
- 1. The proposed power plant will be constructed on a 100 foot thick terrace of unconsolidated stratified sand and gravel outwash of medium to high density and low compressibility. These valley-fill gravels exhibit moderate to high permeability, and they drain freely.
- 2. The valley-fill gravels in which the plant is to be built will not be subject to excessive settlement under heavy loading.
- 3. Bedrock underlying the 100-foot thick gravel terrace in the plant area is characterized by flat-lying unmetamorphosed sedimentary rocks predominantly consisting of shales and sandstones. Several thin coal seams and occasional thin limestone units are interbedded in the sedimentary sequence.
- 4. While the Upper Freeport coal seam is mined in the general plant area at an elevation about 200 feet higher than that of the plant, no coal seams underlying the plant elevation have been mined in the area, and none is of sufficient thickness, quality or lateral continuity to merit commercial development.
- 5. Other mineral resources in Beaver County which lie at elevations below that of the plant include oil, gas, rock salt and limestone. None of these commodities has been exploited at depth beneath the plant, and none is inferred to be of commercial potential for future development. 6. The plant is to be built in an area of tectonic stability, and no faults are known or inferred to have occurred within many tens of miles of the plant area.
BVPS UFSAR UNIT 1 Rev. 19 2B-4 7. Groundwater in the plant area occurs in both bedrock and valley-fill gravels. In bedrock, groundwater flow is normally less than 10 gallons per minute. In the gravels, groundwater flow ranges to more than 1000 gallons per minute. Most public and industrial water supplies along the Ohio River in Beaver County are drawn from valley-fill gravels. Groundwater migration in bedrock is from the upland areas downward toward the Ohio River; migration in gravels is downstream to the west.
- 8. The proposed plant is located on a gravel terrace well isolated from other more heavily populated terraces by the open flow of the Ohio River, and no migration of potential contaminants from the plant through the ground to municipal or industrial water supplies is to be expected.
It is our opinion based on currently available information that the proposed new plant is favorably situated geologically, and that no unusual design, construction or maintenance techniques should be required because of geologic features.
Yours very truly,
(Originally signed by) (Originally signed by)
Paul J. Mayrose John R. Rand Stone & Webster Engineering Corporation Consulting Geologist 225 Franklin Street Little Flying Point Boston, Massachusetts Freeport, Maine BVPS UFSAR UNIT 1 Rev. 19 2B-5 TABLE OF CONTENTS INTRODUCTION 2B-7 BEDROCK GEOLOGY 2B-8 A. Lithologies 2B-9
- 1. Conemaugh Formation - Pennsylvanian 2B-9 2. Allegheny Formation - Pennsylvanian 2B-9 3. Pottsville Formation - Pennsylvanian 2B-10
- 4. Pocono Formation - Mississippian 2B-10
- 5. Chemung Formation - Upper Devonian 2B-10
- 6. Oriskany Formation - Lower Devonian 2B-10 7. Cayuga Series - Upper Silurian 2B-10 B. Structure 2B-11
VALLEY-FILL DEPOSITS 2B-11 GROUNDWATER 2B-12 A. Bedrock Groundwater 2B-12 B. Groundwater in Valley-Fill Deposits 2B-14 REFERENCES 2B-16 BVPS UFSAR UNIT 1 Rev. 19 2B-6 LIST OF FIGURES Figure Title 2B-1 Generalized Stratigraphic Section 2B-2 Borings Location Plan, Plant Area 2B-3 Typical Cross Section, Valley-Fill Deposits 2B-4 Generalized Bedrock and Surficial Geology BVPS UFSAR UNIT 1 Rev. 19 2B-7 INTRODUCTION It is proposed by Duquesne Light Company to construct a second atomic power plant, the Beaver Valley Power Station, and allied service facilities immediately adjacent to the present Shippingport Nuclear Power Station on the south shore of the Ohio River at Shippingport Borough, central Beaver County, Pennsylvania.
Discontinuously during the period of February 15 to May 10, 1968, we have conducted field reconnaissance and technical literature surveys relating to the geology and groundwater characteristics of the general plant area; and have studied records of 28 borings put down in 1954 and 16 borings put down in March-April, 1968, in the immediate location of the proposed new power plant.
Our analysis of available geologic information indicates that the proposed new power plant will be constructed on a 100-foot thick terrace of unconsolidated stratified sand and gravel which lies in the bedrock trough of the Ohio River. A detailed analysis of the soil conditions in the terrace will be presented by Stone & Webster Engineering Corporation in a separate report.
Immediately underlying the plant site, the deposits consist principally of poorly-sorted, medium-brown sands with gravel, occasional cobbles and angular sandstone fragments. There are infrequent layers of medium-grained brown sand, and the silt-clay content of the sand is variable. Standard penetration tests in this material were in the range of 10 to 50 blows per foot, with the majority falling in the 20-40 blows-per-foot category. These sands and gravels are moderately to highly permeable. Considering their gradation and the relatively low groundwater level, they are unlikely to be subject to liquefaction. They are of such density that excessive settlement will not occur under loading.
In the portion of the area subject to flooding by the Ohio River, the sands and gravels are overlain by a layer of brown silty clay about 30 feet deep. Blow counts in the clay are low, averaging about one blow per foot. It appears that the river has eroded the sand and gravel, the older material, and has partially replaced the eroded material locally with silt deposited during flood stages. The silt appears to be unsuitable foundation material for heavy structures.
Bedrock underlying the project area, and forming the hills which rise to an elevation of about 1100 feet adjacent to the plant to the north and south of the Ohio River valley, is characterized by sandstones and shales of Pennsylvanian age, interbedded with several thin coal seams and occasional thin limestone beds. Structurally, the sedimentary formations in central Beaver County are very nearly horizontal, and are not metamorphosed. No faults are known or inferred to occur within many tens of miles of the project area.
BVPS UFSAR UNIT 1 Rev. 19 2B-8 The only comercial coal seam in the area is the Upper Freeport seam which lies at elevation 900 feet, approximately 150 feet above the plant elevation. Coal seams underlying the plant are too thin or discontinuous to be of commercial value, and no coal seam has been mined in the area at an elevation below that of the plant. Relatively minor oil production has been realized within about 3 miles of the plant site, drawing from the Berea sandstone member of the Pocono formation of Mississippian age. This unit lies some 750 feet below the land surface and is not inferred to have commercial potential for oil or gas in the immediate plant area.
Groundwater occurs in large volume in the stratified gravels in the Ohio River valley, and is drawn heavily for municipal and industrial use at various places along the river upstream from the plant site. Well yields in valley-fill gravels commonly range from 500 to 1000 gallons per minute, and pumping tests indicate that recharge of gravel waters is supplied directly and rapidly by inflow of river water filtered through the gravels. Groundwater migrates downstream through the gravels, and where these gravels form thin remnant veneers against bedrock valley walls, groundwater flows directly outward from the gravels into the river water.
Groundwater occurs in bedrock in joints in shales and in joints and permeable lithologies in sandstone. Water well records indicate that normal groundwater flow potential in these rocks is less than 10 gallons per minute, with only occasional wells yielding up to 60 gallons per minute. Limestone beds and coal seams also have been found occasionally to produce comparable volumes of water. Because the plant is located on thick and very permeable gravels which interconnect freely with the Ohio River, potential contaminants from the plant would migrate away from bedrock through the gravels and into the open water of the river.
BEDROCK GEOLOGY Bedrock geology in the area of the proposed power facility is characterized by a sequence of flat-lying sedimentary rocks, predominantly shales and sandstone, of Pennsylvanian age. Five thin coal seams are interbedded in the sedimentary sequence at elevations higher than the plant site, and at least six thin seams underlie the plant at depths ranging from about 100 feet to 400 feet. No coal seam underlying the plant has been mined in the area, and none is believed to be of sufficient thickness, lateral continuity, or quality to merit future consideration for commercial development. A single thin limestone bed is inter-preted from regional studies to underlie the plant elevation by about 75 feet, cropping out against valley-fill gravels to the south of the plant site. Since there is no detailed deep drill-hole information available for the immediate vicinity of the power plant site, the following lithologic data are generalized and have been assembled from regional information.
BVPS UFSAR UNIT 1 Rev. 19 2B-9 A. Lithologies (See Figure 2B-1) Lithologic characterics of the sedimentary rocks in Beaver County are known to vary considerably from place to place, and Figure 2B-1 and the following written descriptions represent only a broad approximation of the stratigraphic sequence in the plant area.
- 1. Conemaugh Formation - Pennsylvanian The Conemaugh formation in the plant area lies above the Upper Freeport coal seam at elevation 900 feet, and forms hilltops along the Ohio River and underlies the broad dissected uplands away from the river to the north and to the south of the plant. The formation in the plant area is predominantly shaley. Because the Conemaugh lies more than 150 feet above the power plant elevation, it does not influence engineering or maintenance considerations with respect to new construction.
- 2. Allegheny Formation - Pennsylvanian The Allegheny formation is estimated from regional studies to be about 350 feet thick in the plant area, consisting of about two-thirds shale and one-third sandstone, with seven interbedded coal seams and associated underclays, and a thin bed of fossiliferous Vanport limestone. The Upper Freeport coal seam, at elevation 900 feet, is mined commercially in the vicinity of the plant. Only the lower 175-foot section of the Allegheny formation, underlying the Lower Kittanning coal seam, lies below the power plant elevation. No coal seam has been mined in the plant area at elevations below that of the plant, and no seam is considered to have commercial potential at elevations below that of the plant. The Lower Kittanning coal seam lies at about elevation 725 feet in the plant area. This is approximately ground surface elevation at the plant site. Where seen in Haden Run, about 1 mile to the northeast of the plant site, the coal is only about 1 foot thick and of no commercial value. Underlying the Lower Kittanning seam, the Allegheny formation is predominantly flat-lying shale or sandy shale interbedded with the Vanport limestone, the Clarion and Brookville coal seams, and probably a thin sandstone bed.
The Vanport limestone is reported to range in thickness from a few feet up to about 20 feet in the general area, and where thickest is interbedded with calcareous shale beds. The Vanport has not been encountered in shallow test borings in the plant area; if it exists, it may be expected to crop out against valley-fill gravels well beneath surface to the south of the plant.
The Vanport limestone is quarried and mined commercially in northern Beaver County, but not in the plant area. It is reported to be a hard, brittle rock which breaks with an irregular fracture. While the nature and thickness of the Vanport in the plant area are not known; the unit is normally made up of competent rock not notably subject to groundwater solution.
The Clarion and Brookville coal seams are considered to be too thin and discontinuous in central Beaver County to be any commercial interest. The Clarion seam is reported to be 6 to 12 inches thick near Beaver Falls, about 10 miles northeast of the plant site, and elsewhere is very thin or absent.
BVPS UFSAR UNIT 1 Rev. 19 2B-10 3. Pottsville Formation - Pennsylvanian The Pottsville formation is reported to be on the order of 250 feet thick in Beaver County, made up of about equal parts of shale and sandstone, and interbedded with 4 or 5 thin coal seams. None of the coal seams is of commercial interest in the plant area.
The Pottsville sandstones are described as normally quite massive, hard and light colored, and usually coarse-grained or conglomeratic. Locally the sandstones are reported to become thin-bedded and shaley.
The Pottsville is estimated to lie at a depth of from 170 to 420 feet below the plant area, and is not considered to be of material influence in plant design or other considerations.
- 4. Pocono Formation - Mississippian The Pocono formation in Beaver County is reported to be on the order of 500 feet in thickness, more than 80% made up of shale, sandy shale or shaley sandstone. At the base of the Pocono formation, estimated to underlie the plant area by some 750 feet, the Berea sandstone is a minor oil producing horizon at Hookstown, 3 to 4 miles southwest of the plant site; and at Smith's Ferry, 4 miles west northwest of the plant site. Regional test drilling suggests that the Berea sandstone will not be productive of oil or gas beneath the immediate plant area.
- 5. Chemung Formation - Upper Devonian The Chemung formation, lying more than 800 feet below the plant site, is composed of shale with thin sandstone or siltstone interbeds. The rocks in this formation are not considered to influence plant design or maintenance considerations.
- 6. Oriskany Formation - Lower Devonian Underlying Beaver County by about 4500 feet, (not shown on Figure 2B-1) the Oriskany sandstone has locally been found to be an important gas producer. The nearest gas production in the general plant area is about 8 miles north northwest of the plant site, at the South Beaver pool. No gas production potential is known or inferred for the immediate plant area.
- 7. Cayuga Series - Upper Silurian Underlying the Oriskany formation by some 250 feet, the Salina group of the Cayuga Series contains rock salt in beds ranging in thickness from less than 5 feet to nearly 200 feet in parts of western Pennsylvania, with groups of salt beds ranging up to 1200 feet in total thickness locally. The uppermost salt bed occurs at a depth of about 4700 feet below the plant site.
The combined thickness of salt beds immediately beneath the plant site is probably not more than 100 feet, and the thickest single bed may be on the order of 20 to 40 feet thick. Salt has not been recovered by mining or solution extraction in the plant area, and the presence of salt beds at great depth below the project area is not considered to be of material importance to project considerations.
BVPS UFSAR UNIT 1 Rev. 19 2B-11 B. Structure 1. Folding The sedimentary rocks in Beaver County are generally flat- lying, with a slight regional dip to the south or southeast of about 15 to 20 feet per mile. Locally, very small flexures interrupt this broad flat structure, and wide northeast-trending anticlines and synclines of low amplitude are superimposed on the gentle regional structure. For practical purposes, rocks in the plant area may be considered to be essentially horizontal.
- 2. Faulting No faults are reported or inferred to occur in the bedrock in the plant area. Structure-contour maps constructed on the Oriskany formation at a depth of some 4500 feet below the plant site show a uniformly gently-dipping structure, comparable to that of the surface formation, extending for at least 20 miles from the plant site. The surface of the Precambrian crystalline basement, about 10,500 feet below the plant site, also generally parallels that of the over- lying Paleozoic sedimentary rocks, with a dip of about 100 feet to the mile to the southeast. The nearest known faulting appears to have occurred on the order of 60 miles southeast of the plant site, and strikes northeasterly tangentially away from the plant area.
C. Weathering Borings put down at the plant site in March-April, 1968, show only slight weathering in the shales underlying the valley-fill alluvial gravels in the project area. The depth of weathering is variable but has not been found to extend more than 6 feet below the rock surface. In all cases, the weathering is slight and is characterized mainly by the tendency of the shale to separate easily along bedding planes, and to separate into small (0.5 to 4 inch) pieces. Core recovery was in the 85% to 100% range, approaching 100% at depths of 10 to 20 feet below the rock surface. Occasionally, the weathered zone contains rock which is slightly softer than the underlying fresh bedrock.
VALLEY-FILL DEPOSITS The proposed new power plant facility is to be built on uncon-solidated granular deposits which lie in the bedrock trough of the Ohio River. Figure 2B-1 shows a generalized section of the river valley at the plant site (note vertical exaggeration of l0x). Figures 2B-2 and 2B-3 show respectively the locations of 1954 and 1968 test borings in the project area, and a typical cross-section of the valley-fill deposits derived from these test borings. In general, the unconsolidated deposits in the Ohio River valley in the plant area are made up of stratified sand and gravel outwash derived from the melting of glacial ice at the end of Pleistocene time, overlain locally by thin deposits of mud, silt, and sand deposited by flood water on the Ohio River and tributary streams.
Test borings show the total thickness of the valley-fill deposits to be 90 to 100 feet in the plant area, from approximately elevation 735 to 635 feet. The major portion of the terrace in the plant area is made up of variably silty or clayey poorly sorted sands and gravels. These sands and gravels contain cobbles and angular fragments of rock which appear to have been plucked from bedrock by glacial ice and subsequently deposited at the site by the waters of the Ohio River.
BVPS UFSAR UNIT 1 Rev. 19 2B-12 The valley-fill deposits show only the crudest stratification. Samples from the borings show only three clearly-defined layers of material: A) a 10-20 foot thick layer of gray sand, gravel, and rock fragments immediately overlying the shale bedrock; B) an 80-90 foot layer of brown sand, gravel and cobbles overlying the basal gray material, forming the highest level of the terrace; and C) a 20-30 foot layer of brown silty clay which has been deposited by the Ohio River in Recent geologic time. The brown sands and gravels were partially eroded away along the river bank at some time after deposition, and the eroded portion has subse- quently been partially refilled with the silty clay during flood stages of the river. The sand-gravel deposits show poorly-defined layers or lenses of relatively clean sand with occasional silt and clay streaks. Deposition of sand layers was too discontinuous to permit meaningful correlation of individual beds from borehole to borehole.
The valley-filled deposits of sand and gravel are of medium to high density and low compressibility, and they drain freely. It would appear that heavy structures founded in these materials will not be subject to excessive settlement. Further, considering their gradations and the low groundwater levels, these soils will not be subject to liquefaction during earth- quakes.
GROUNDWATER In the project area, groundwater in bedrock migrates downward from the upland areas and outward into the granular valley-fill deposits bordering the Ohio River. Groundwater in the valley- fill deposits migrates downstream to the westward. Figure 2B-4 shows the aerial relationships of the plant location to the upland bedrock areas and lowland valley-fill deposits. Downstream from the plant site groundwater in valley-fill deposits moves outward into the open flow of the river where the valley-fill deposits have been eroded away to a thin veneer south of Phillis Island. The river itself prevents waters from beneath the plant area from entering the valley-fill deposits beneath the City of Midland or the Town of Georgetown. A. Bedrock Groundwater Because of the large-volume availability of groundwater in the valley-fill gravels lying in the troughs of the major river and stream valleys in Beaver County, groundwater in bedrock aquifers is generally sought primarily for small-consumption domestic use in upland areas away from major streams.
In 1966, the Pennsylvania Bureau of Topographic and Geologic Survey, Department of Internal Affairs, initiated a statutory water well reporting system, whereby water well drillers were licensed and were required to report results of all wells drilled. From June 1, 1966, through March 14, 1968, 180 "Water Well Completion Reports" for Beaver County have been received by the Geologic Survey at Harrisburg, and 161 reports contain sufficient information to use in analyzing bedrock groundwater flow characteristics.
BVPS UFSAR UNIT 1 Rev. 19 2B-13 Of the usable reports, 94 described wells completed in shale; 58 in sandstone; 6 in limestone; and 3 in coal seams. None of these wells was in the immediate vicinity of the power plant site.
Most were drilled in eastern Beaver County, in the Aliquippa area, 7 to 10 miles east of the plant site. Several were drilled near Hookstown, 3 to 6 miles south and southeast of the plant site. Although well collar elevations are not reported, it appears that all wells drilled since 1966 were bottomed at elevations above that of the power plant site.
The 3 coal wells yielded l/2, 3, and 50 gallons per minute, and the waters were high in iron.
Normally, drillers case off water encountered in coal seams because of the poor quality of these waters. The 6 limestone wells yielded an average of 26 gallons per minute, with a range of from 1/2 to 10 gallons per minute for 5 wells, and with one well reporting 132 gallons per minute.
Limestone is not normally a good producer of water in Beaver County, and is not specifically sought by the drillers. An abandoned well in Midland, a little under 2 miles northwest of the plant site, was reported to have been drilled in Vanport limestone in 1920 for use in ice-making. No yield data are available, but it probably was a low-yield well since a 5 horse- power plunger pump was used to recover water from the well.
The most useful information for purposes of this study is taken from the shale and sandstone well records. Sandstones are the more porous and permeable rocks, but grain size and sorting and degree of cementing appears to vary widely and rapidly from place to place, and no sandstone unit is considered uniformly to be an important aquifer throughout the area. Most shale wells are considered to derive water from joints, joint sets or bedding plane channelways, and occasionally may actually draw from thin sandstone units or sandy shales not detected as such by the driller.
The following table compares yields from shale and sandstone wells, and shows generally that sandstone wells yield appreciably more water than shale wells.
No. of Wells Yielding Wells Yield Range <2 1/2 GPM <5 GPM <10 GPM Shale Wells 94 0 to 30 GPM 45% 60% 86% Sandstone Wells 58 1/2 to 60 GPM 33% 55% 71%
Only 14% of the shale wells yielded 10 GPM or more, while 29% of the sandstone wells yielded 10 GPM or more.
BVPS UFSAR UNIT 1 Rev. 19 2B-14 There is a definite decline in yield, or in groundwater flow, with depth. It appears likely that there is normally an insigni- ficant flow potential in bedrock at depths greater than a few hundred feet below the plant, as indicated by the following table: TABLE: Decrease in Well Yield with Depth Shale Holes Sandstone Holes Hole Depth No. of Holes Ave. GPM No. of Holes Ave. GPM 0 to 50' 3 13 3 15 51 to 100' 32 5 26 11 101 to 150' 29 5 15 8 151 to 200' 16 2 11 5 201 to 250' 5 2 1 2 251 to 300' 4 1 2 2 301 to 350' 2 2 - - 351 to 400' 1 2 - - 401 to 450' 1 0 - - 451 to 500' 1 0 - - It should be pointed out that in the course of drilling most of the shale holes encountered one or more sandstones beds which were not found by the driller to be water-bearing.
In 5 shale holes, ranging in depth from 161 to 500 feet, no usable volume of water was encountered. Some one dozen wells reported in the Hookstown area, 3 to 5 miles southwest of the plant site, encountered water in shale or sandstone at depths of from 60 to 150 feet, with yields ranging from 1/2 to 10 gallons per minute. These wells all bottomed above plant elevation.
It does not appear likely that potential contaminants from the power plant could migrate into bedrock groundwater passages, or that movement of groundwater in bedrock is sufficiently extensive to transport such contaminants appreciable distances. Groundwater migration in bedrock in upland areas in the vicinity of the plant will migrate toward the river valleys and down the hillside slopes into the valley-fill deposits adjacent to the Ohio River.
B. Groundwater in Unconsolidated Valley-Fill Deposits Most of the municipal and other public water supplies along the Ohio River within a few miles of the plant site are derived either directly from the river or are from wells and well fields in the stratified glacial outwash deposits in the river valley. Beneath the active river bed near the plant, the major part of the outwash gravels originally deposited in the river's bedrock trough have been removed by subsequent river erosion, and the gravels are only about 30 feet thick in this area. The bedrock surface is estimated to lie at about elevation 617 feet beneath the river bed opposite the plant site, and appears to slope downstream at about 0.6 feet per mile.
Groundwater migration in the gravels is also downstream to the west.
Underlying the flat terraces along the sides of the river valley, as beneath the Crucible Steel Company plant at Midland one mile downstream and across the river from the plant site, stratified gravels approach 120 feet in thickness, and are overlain by 30 to 40 feet of Recent silts and clays.
BVPS UFSAR UNIT 1 Rev. 19 2B-15 The terrace gravels in the Ohio River valley in the area of the plant site yield large quantities of groundwater. Van Tuyl and Klein (1951) report on eleven wells (most are 12-inch in diameter) in gravels along the Ohio River from Beaver for 9 miles downstream to Midland, with yields ranging from 195 to 1380 gallons per minute, and averaging 765 gallons per minute. The well in Midland in this series is a 10-inch well 1 mile west north-west of the power plant site, drawing water from gravel at an elevation of about 660 feet. Water in the well was tested in 1941 and showed:
- 2. Sulfite (SO3) 54 PPM
- 6. pH 7.4
- 7. Temperature 53 F
- 8. Yield 195 GPM Pumping tests on gravel wells at various locations along the Ohio River indicate that groundwater recharge in gravels derives principally and rapidly from river inflow into and through the gravels.
The plant site is located on an isolated terrace remnant (see Figure 2B-4) which interconnects only at depth beneath the Ohio River with other terraces at the communities of Industry, upstream, and Midland and Georgetown, downstream.
Midland has by far the largest population to be served, and in 1948 was reported to use Ohio River water directly for its public water supply, after chemical and filtration cleaning. The river itself forms a natural barrier against migration of potential contaminants from the power plant site into the Midland system. Industry cannot be affected by the plant because river and groundwater flow is downstream from the plant, away from the village. Within one-half mile downstream from the plant site, the valley-fill gravel terrace on which the plant will be situated pinches to a thin veneer against the bedrock wall of the Ohio River trough, effectively blocking groundwater migration in the gravels from moving into the gravel terrace 3 miles to the west at Georgetown. It does not appear, accordingly, that a potential water supply contamination problem exists in the proposed power plant area.
BVPS UFSAR UNIT 1 Rev. 19 2B-16 References Ashley, G. H. and others (1928) Bituminous coal fields of Pennsylvania. Pennsylvania Geological Survey, Fourth Series, Bulletin M6, Parts I, II, III; Harrisburg.
Beck, M. E. and R. E. Mattick (1964) Interpretation of an Aeromagnetic survey in western Pennsylvania and parts of eastern Ohio, northern West Virginia, and western Maryland.
Pennsylvania Topographic and Geologic Survey Information Circular 52; Harrisburg.
Cate, A. S. (1962) Subsurface structure of the Plateau region of north-central and western Pennsylvania on top of the Oriskany formation. Pennsylvania Topographic and Geologic Survey (Revision of Plate 3, Bulletin G27; 1953); Harrisburg.
Fettke, C. R. (1941) Subsurface sections across western Pennsylvania. Pennsylvania Topographic and Geologic Survey Progress Report 127; Harrisburg.
Fettke, C. R. (1950) Summarized records of deep wells in Pennsylvania. Pennsylvania Topographic and Geologic Survey Bulletin M31; Harrisburg.
Fettke, C. R. (1954) Structure-contour maps of the Plateau region of north-central and western Pennsylvania. Pennsylvania Topographic and Geologic Survey Bulletin G27; Harrisburg.
Fettke, C. R. (1955) Preliminary Report: Occurrence of rock salt in Pennsylvania. Pennsylvania Topographic and Geologic Survey; Harrisburg (Map with text on back).
Fettke, C. R. (1956) Summarized records of deep wells in Pennsylvania, 1950-1954. Pennsylvania Topographic and Geologic Survey Bulletin M39; Harrisburg.
Gray, C. and Other (1960) Geologic map of Pennsylvania. Pennsylvania Topographic and Geologic Survey, Scale 1:250,000; Harrisburg. Leggette, R. M. (1936) Ground water in northwestern Pennsylvania.
Pennsylvania Topographic and Geologic Survey Bulletin W3; Harrisburg.
Lytle, W. S. and L. A. Heeren (1964) Maps of the oil and gas fields, natural gas pipelines, and oil pipelines of Pennsylvania. Pennsylvania Topographic and Geologic Survey Map No. 3; Harrisburg.
Noecker, M., D. W. Greenman and H. H. Beamer (1954) Water resources of the Pittsburgh area, Pennsylvania. U. S. Geological Survey Circular 315; Washington.
BVPS UFSAR UNIT 1 Rev. 19 2B-17 References (Cont'd) Patterson, E. D. (1963) Coal resources of Beaver County, Pennsylvania. U.S. Geological Survey Bulletin 1143-A; Washington.
Poth, C. W. (1962) The occurrence of brine in western Pennsylvania. Pennsylvania Topographic and Geologic Survey Bulletin M47; Harrisburg.
Van Tuyl, D. W. and N. H. Klein (1951) Groundwater resources of Beaver County, Pennsylvania. Pennsylvania Topographic and Geologic Survey Bulletin W9, Harrisburg.
Water Well Completion Reports (1966-1968) Card file records of water wells drilled in Beaver County, Pennsylvania. Pennsylvania Topographic and Geologic Survey; Harrisburg. Woolsey, L. H. (1905) Beaver Folio, Pennsylvania. U.S. Geological Survey Geologic Folio; Washington.
Woolsey, L. H. (1906) Economic geology of the Beaver quadrangle, Pennsylvania. U.S.
Geological Survey Bulletin, 286; Washington.
BVPS UFSAR UNIT 1 Rev. 19 2C-1 APPENDIX 2C SEISMICITY ANALYSIS
BEAVER VALLEY POWER STATION of the DUQUESNE LIGHT COMPANY SHIPPINGPORT, PENNSYLVANIA
Prepared for STONE & WEBSTER ENGINEERING CORPORATION
Prepared by WESTON GEOPHYSICAL RESEARCH, INC. WESTON, MASSACHUSETTS BVPS UFSAR UNIT 1 Rev. 19 2C-2 The Weston Geophysical Engineers Inc. report was retyped/reformatted as part of the Update of the FSAR.
BVPS UFSAR UNIT 1 Rev. 19 2C-3 TABLE OF CONTENTS Page Introduction 2C-5
Seismicity 2C-5 Geologic and Tectonic Setting 2C-6 Regional Seismicity 2C-6 Local Seismic Activity 2C-6 Earthquake Affects at the Site 2C-7 Operational Earthquake 2C-7 Design Earthquake 2C-8 References 2C-9
Bibliography 2C-10 Appendix to 2C 2C-13 BVPS UFSAR UNIT 1 Rev. 19 2C-4 LIST OF FIGURES Figure Title 2C-1 Earthquake Intensity - Acceleration Relationships 2C-2 Modified Mercalli Intensity Scale Approximate Relationship with Magnitude, Ground Acceleration and Rossi-Forel Intensity Scale 2C-3 Tectonic Map 2C-4 Compilation of Earthquakes Western Pennsylvania & Ohio Area 2C-5 Compilation of Earthquakes Western Pennsylvania -Eastern Ohio 2C-6 Earthquake Intensity Attenuation Northeastern United States 2C-7 Isoseismal Map Charleston, So. Carolina Earthquake of August 31, 1886 - Weston Geophysical Research, Inc. 2C-8 Isoseismal Map Earthquake of March 1, 1925 2C-9 Isoseismal Map Earthquake of November 1, 1935 2C-10 Anna Ohio Earthquake 2C-11 Isoseismal Map Earthquake of September 5, 1944 BVPS UFSAR UNIT 1 Rev. 19 2C-5 INTRODUCTION A seismicity study of the Beaver Valley Power Station was performed under the direction and guidance of Stone & Webster Engineering Corporation.
The purpose of the seismicity study is the determination of the "operational" and "design" earthquakes to be used in the engineering design of the plant.
A seismic field investigation was conducted by Weston Geophysical Engineers, Inc. The results of the field measurements and the soils amplification curves constructed from field data were used as a guide in performing this seismicity analysis.
Reverend Daniel Linehan, S. J., Director of Weston Observatory, was retained as the chief consultant for the seismicity study by Weston Geophysical Research, Inc. SEISMICITY The seismicity of an area is a function of the time and areal distribution of earthquake epicenters and the strength of focal depth and relation to regional tectonic features of the earthquake. The purpose of this seismicity analysis is the evaluation of earthquakes which have been recorded historically and instrumentally in order to determine the "operational" and "design" earthquakes that might affect the site of the power station.
There are two measures of the strength of an earthquake, magnitude and intensity. The magnitude of an earthquake is determined from the records of calibrated seismographs and yields an approximation of the amount of energy released by the earthquake (Richter, 1958). The intensity of an earthquake is a measure of the earthquake's affect on both buildings and people. The intensity depends upon the strength of the earthquake, the depth of focus, the foundation conditions of the structures affected, the design and quality of construction of these structures, as well as an accurate and complete record of human observations. Important in the prediction of an intensity at some distance from an earthquake epicenter is the attenuation of the earthquake force with distance. This attenuation is governed by the local and regional geologic environment and depth of focus.
Several relationships of intensity to ground acceleration have been proposed. These are shown in Figure 2C-1. All of these relationships are based on data in active earthquake areas where such data is readily available. These areas are not typical of all geologic environments or types of construction; in many cases they are not representative of other areas. In the United States most of the data that is used for the empirical relationship of earthquake intensity versus acceleration is from the California area. Although it is convenient for the engineer to use accelerations or particle velocities in relationship to a predicted earthquake intensity, the earthquake relationship to damage of the structure and its components is dependent upon other factors such as time duration and frequency content of the earthquake energy to arrive at the site under consideration.
BVPS UFSAR UNIT 1 Rev. 19 2C-6 An approximate relationship between the Modified Mercalli Intensity Scale currently used in the United States and Europe, the earlier Rossi-Forel Intensity Scale, magnitude, and ground acceleration is shown on Figure 2C-2. It should be mentioned that any relationship given between intensity and/or magnitude and ground acceleration should be applied with great caution, since soils and structure conditions vary considerably. The prediction of the effects of ground acceleration or particle velocity from an earthquake should be the combined effort of an engineer familiar with the dynamics of structures, a person knowledgeable in soils mechanics, a seismologist, and a geologist.
GEOLOGIC AND TECTONIC SETTING The Beaver Valley Power Station is located in an unglaciated area on sand and gravel deposits along the Ohio River, west of Pittsburgh and a few miles east of the Pennsylvania - Ohio line.
Physiographically, the site is located in the Appalachian Plateau Province. The bedrock in the area is the Allegheny formation of Pennsylvanian Age. It consists of approximately two-thirds shale and one-third sandstone with several interbedded coal seams and a thin bed of fossiliferous Vanport limestone.
Structurally, the bedrock is generally flat lying. It has a regional dip of approximately 15 to 20 feet per mile to the south and southeast with a low amplitude anticlines and synclines. The regional dip and structure were imposed by orogenic movements which formed the Appalachian Mountains, 100 miles southeast of the site, at the close of the Paleozoic Era (approximately 225 million years ago). There are no known faults in the site area; the nearest area of considerable faulting is in the Appalachian Mountain region. A Regional Tectonic Map is shown on Figure 2C-3. REGIONAL SEISMICITY The site is located in an inactive seismic area. No earthquake of Intensity V (M.M.) or greater has occurred within 80 miles of the site (see Figure 2C-4). The nearest earthquake of Intensity V or greater (M.M.) took place at Fairport, Ohio near Cleveland, 80 miles northwest of the site.
It occurred on June 27, 1906. The nearest areas of repetitive seismic activity to the site are Fairport - Cleveland, Ohio area, the Attica, New York area, and the Anna, Ohio area. The activity in the Fairport - Cleveland, Ohio area has been minor. The largest earthquakes associated with this area are of Intensity V (M.M.). The Attica, New York area, 180 miles northeast of the site, experienced an earthquake of Intensity VIII (M.M.) (August 12, 1929) and two earthquakes of Intensity VI (M.M.). In the Anna, Ohio area, approximately 200 miles west of the site, one earthquake of Intensity VII - VIII (M.M.) (March 8, 1937) and three earthquakes of Intensity VII (M.M.) have occurred.
LOCAL SEISMIC ACTIVITY Only one earthquake has been reported as having its epicenter within 60 miles of the site (see Figure 2C-5). This earthquake reportedly took place at Sharon, Pennsylvania, approximately 40 miles north of the site, on August 17, 1873. Rockwood reports that the earthquake lasted ten seconds but gives no other details (Rockwood, 1874). Since Rockwood's reports of other earthquakes usually include the degree of motion which was felt, this earthquake is interpreted as being slight, probably of Intensity III (M.M.) and certainly no greater than Intensity IV (M.M.).
BVPS UFSAR UNIT 1 Rev. 19 2C-7 EARTHQUAKE EFFECTS AT THE SITE There have been very few earthquakes which have been felt at the site. The only earthquake effects at the site have been from large, distant events. Isoseismal information indicates that the strongest earthquakes from the Attica, New York, and the Anna, Ohio areas were barely perceptible at the site. The Attica earthquake of August 12, 1929 was felt with Intensity IV (M.M.) (windows rattled) at New Castle, 25 miles north of the site, and at Butler, 35 miles northeast of the site. It was felt only slightly at Pittsburgh which is 25 miles southeast of the site (United States Earthquakes, 1929). The maximum estimated intensity at the site is III (M.M.).
An isoseismal map prepared by Westland and Heinrich (1940) for the Anna, Ohio earthquake of March 8, 1937, shows that Shippingport is at the eastern limit of the area of perceptibility. The intensity at the site as determined from the isoseismal map was Intensity II (M.M.). Canadian and northeastern United States earthquakes which have affected the site area include the St. Lawrence River Valley earthquake of March 1, 1925 with an epicentral Intensity of IX (M.M.), the Timiskaming, Canada earthquake of November 1, 1935, epicentral Intensity VII (M.M.), and the Cornwall-Massena earthquake of September 5, 1944, epicentral intensity VIII (M.M.). The maximum result of these earthquakes at the site area was an estimated Intensity of II to III.
It appears that the earthquake which has most affected the site area was the Charleston, South Caroline earthquake of August 31, 1886, which had an epicentral Intensity of IX-X (M.M.).
Dutton's isoseismal map indicates a Rossi-Forel Intensity of approximately IV which would correspond to a Modified Mercalli Intensity of a middle IV at the site area. Descriptions contained in Dutton's article indicate intensities may have been slightly higher, possibly as high as low Intensity V along the rivers. However, the descriptions contained in articles are somewhat suspect, especially at a distance of 565 miles from the earthquake epicenter.
It is possible that the New Madrid, Missouri earthquakes of 1811 and 1812 may have had intensities similar to those of the Charleston earthquake in the site area. Fuller (1912) reports that the earthquake "was severe at Pittsburgh being greater than any previously experienced. Many persons left their houses." The nearest significant damage from the New Madrid earthquake was at Cincinnati, Ohio, approximately 330 miles from the epicenter or about 250 miles closer to the epicenter than Shippingport.
OPERATIONAL EARTHQUAKE Considering attenuation data shown in Figure 2C-6 of the north-eastern United States area, an "operational" acceleration value of 5% of gravity would correspond to an Intensity of high V to low VI for the site area. Working backwards to the nearest areas of activity, we would have an Intensity of VIII-IX in the Cleveland, Ohio area or an Intensity X in the Anna, Ohio or Attica, New York areas. Since none of these areas have displayed any intensities this high, it would appear that an "operational" acceleration of .05g is conservative.
BVPS UFSAR UNIT 1 Rev. 19 2C-8 DESIGN EARTHQUAKE It has been a practice in the past to use a maximum earthquake for design of critical structures in the nuclear power plant complex. This earthquake design must be such as to assure safe shutdown of the plant. In areas of known seismicity, the selection of the "design" earthquake usually has been made on the basis of selecting the largest earthquake which has occurred along the fault at its nearest point to the nuclear power plant site. This application is valid in an area where faults can be associated with earthquake activity such as the St. Lawrence River Valley and areas of California. In lieu of a known fault system to guide the seismologist in the selection of a "design" earthquake, the selection of such a quake must be made on some other basis. One such basis is a simple doubling of "operational" earthquake acceleration or the selecting of an earthquake one intensity higher than the "operational base" intensity. At this particular site, this procedure would result in a "design" acceleration of 10% of gravity corresponding to a high Intensity VI or a low Intensity VII which is about two intensities higher than the intensity estimated from historical data at the site area.
Considering the minor seismicity of this area such a procedure is considered conservative.
Accordingly, a "design" earthquake of 0.10g Modified Mercalli Intensity is recommended.
BVPS UFSAR UNIT 1 Rev. 19 2C-9 References Dutton, Capt. Clarence F. "The Charleston Earthquake of August 31, 1886." United States Geological Survey, Ninth Annual Report, p. 209-528 (1887-1888).
Eppley, R. A. "Stronger Earthquakes of the United States (Exclusive of California and Western Nevada)." Earthquake History of the United States, Washington: Government Printing Office (1965).
Fuller, M. L. "The New Madrid Earthquake." United States Geological Survey Bulletin 494, Washington: Government Printing Office (1912).
Richter, Charles. Elementary Seismology. San Francisco: W. H. Freeman Company (1958). Rockwood, C. G., Jr. "Notices of Recent Earthquakes." American Journal of Science and Arts, Third Series, Vol 3, 4, 5, 6, 7, 9, 12, 15, 17, 19, 21, 23, 25, 27, 32, 1872 through 1887.
Smith, W. E. T. "Earthquakes of Eastern Canada and Adjacent Areas, 1534-1927." Canada: Department of Mines and Technical Surveys, Dominion Observatories, Vol. XXVI, No. 5 (1962).
United States Department of Commerce, Coast and Geodetic Survey, United States Earthquakes, 1928-1965, Washington: Government Printing Office.
Westland, A. J., S. J., and R. R. Heinrich. "A Macroscopic Study of the Ohio Earthquakes of March, 1937." Bulletin of the Seismological Society of America, Vol. 30, No. 3, p. 251-260 (l940).
BVPS UFSAR UNIT 1 Rev. 19 2C-10 Bibliography Bradley, E. A., S. J, and T. J. Bennett. "Earthquake History of Ohio." Bulletin of the Seismological Society of America, Vol. 55, No. 4, 1965, p. 745-752.
Cancani, A. "Sur l'Emploi d'une Double Échelle Sismique des Intensities, Empirique et Absolue." Gerlands Beitr. z. Geophys. Erganzungsband II, 1904, p. 281-283.
Dutton, Capt. Clarence E. "The Charleston Earthquake of August 31, 1886." United States Geological Survey, Ninth Annual Report, 1887-1888, p. 209-528.
Eiby, G. A. "The Assessment of Earthquake Felt Intensities." Proceedings of the Third World Conference on Earthquake Engineering, Vol. 1, New Zealand: 1965. Eppley, R. A. "Stronger Earthquakes of the United States (Exclusive of California and Western Nevada)." Earthquake History of the United States, Washington: Government Printing Office, 1965.
Fuller, M. L. "The New Madrid Earthquake." United States Geological Survey Bulletin 494, Washington: Government Printing Office, 1912.
Gutenberg, B. and C. F. Richter. "Earthquake Magnitude, Intensity, Energy, and Acceleration."
Bulletin of the Seismological Society of America, Vol. 32, 1942, p. 163-191.
Gutenberg, B. and C. F. Richter. "Earthquake Magnitude, Intensity, Energy, and Acceleration." Bulletin of the Seismological Society of America, Vol. 46, 1956, p. 105-145. Hershberger, J. "A Comparison of Earthquake Acceleration With Intensity Ratings." Bulletin of the Seismological Society of America, Vol. 46, 1956, p. 317. Housner, G. W. "Spectrum Intensities of Strong-Motion Earthquakes." Proceedings of the Symposium on Earthquake and Blast Effects on Structures, Los Angeles, Earthquake Engineering Research Institute and University of California, 1952.
Ishimoto, M. "Échelle d'Intensité Séismique et Acceleration Maxima." Bulletin of the Earthquake Research Institute, Tokyo, Vol. 10, 1932 p. 613-626.
Kawasumi, H. "Measures of Earthquake Danger and Expectancy of Maximum Intensity Throughout Japan as Inferred from the Seismic Activity in Historical Times." Bulletin of the Earthquake Research Institute, Tokyo, Vol. 29, 1951, p. 469-481.
BVPS UFSAR UNIT 1 Rev. 19 2C-11 Bibliography (Con'd) Kershner, Jefferson K. "An Earthquake in Pennsylvania." Science, Vol. XIII, No. 322, 1889.
Landsberg, H. "The Clover Creek Earthquake of July 15, 1938." Bulletin of the Seismological Society of America, Vol. 28, No. 4, 1938.
Medvedev, S., W. Sponheuer, and V. Kárník. "Seismische Skala." Inst. fur Bodendynamik und Erdbebenforschung, Jena, 1963, p. 6.
Neumann, F. and H. O. Wood. "Modified Mercalli Intensity Scale, 1931." Bulletin of the Seismological Society of America, Vol. 21, No. 4, 1931, p. 277-283.
Draft New Zealand Standard By-Law. D7547, p. 12. Peterschmitt, E. "Sur la Variation de l'Intensite Macroseismique avec la Distance Epicentrale,"
Trav. Sci. Bur. Cent. Int. Seism. Ser. A Fasc. 8, 1951, p. 183-208.
Rand, J. R. and P. J. Mayrose. "Geologic Considerations Influencing the Proposed Beaver Valley Atomic Power Plant Expansion." Draft of report submitted to Stone & Webster Engineering Corporation, March 26, 1968.
Reid, H. F. Earthquake Data Published in American Yearbook. 1910 through 1917.
Reid, H. R. Unpublished Records Including Card Index and Newspaper Clippings on File at United States Coast and Geodetic Survey, Washington, D.C.
Richter, Charles, Elementary Seismology. San Francisco: W. H. Freeman Company, 1958.
Rockwood, C. G., Jr., "Notices of Recent Earthquakes." American Journal of Science and Arts, Third Series, Vol. 3, 4, 5, 6, 7, 9, 12, 15, 17, 19, 21, 23, 25, 27, 29, 32, 1872 through 1887.
Savarensky, E. F. and D. P. Kirnos. "Elementy Seismologii i Seismometrii." Gos. Izdat. Tekh.-
Teoret. Lit., Moscow, 2nd ed., 543 pp., 1955. See p. 24.
Smith, W. E. T. "Earthquakes of Eastern Canada and Adjacent Areas, 1534-1927." Canada: Department of Mines and Technical Surveys, Dominion Observatories, Vol. XXVI, No. 5, 1962.
Smith, W. E. T. "Earthquakes of Eastern Canada and Adjacent Areas, 1928-1959." Canada: Department of Mines and Technical Surveys, Dominion Observatories, Vol. XXXII, No. 3, 1966. Stone, R. W. "Earthquake, September 5, 1944, Felt in Pennsylvania." Commonwealth of Pennsylvania, Department of Internal Affairs, Vol. 12, No. 11. United States Atomic Energy Commission, Division of Technical Information, Nuclear Reactors and Earthquakes TID 7024, Washington: 1963. United States Department of Commerce, Coast and Geodetic Survey, Quarterly Seismological Report, 1925-1927.
BVPS UFSAR UNIT 1 Rev. 19 2C-12 Bibliography (Con'd) United States Department of Commerce, Coast and Geodetic Survey, United States Earthquakes, 1928-1965, Washington: Government Printing Office.
United States Department of Commerce, Coast and Geodetic Survey, "The Western Ohio Earthquake of September 20, 1931." Earthquake Notes, Vol. 3, No. 3, 1931, p. 6-8.
United States Weather Bureau. "United States Seismological Reports." Monthly Weather Review, October 1914 to June 1924, Washington: Government Printing Office.
Van Tuyl, D. W. and N. H. Klein. "Ground Water Resources of Beaver County, Pennsylvania.
Pennsylvania Geological Survey, Fourth Series, Bulletin W9, 1951. Westland, A. J., S. J., and R. R. Heinrich. "A Macroscopic Study of the Ohio Earthquakes of March, 1937." Bulletin of the Seismological Society of America, Vol. 30, No. 3, 1940, p. 251-260.
Woolsey, L. H. Geologic Atlas of the United States, Beaver Folio, Pennsylvania, No. 134. Engraved and Printed by United States Geological Survey, Washington, D.C.
BVPS UFSAR UNIT 1 Rev. 19 2C-13
APPENDIX to 2C EARTHQUAKES WHICH HAVE AFFECTED THE BEAVER VALLEY POWER STATION SHIPPINGPORT, PENNSYLVANIA BVPS UFSAR UNIT 1 Rev. 19 2C-14 The Earthquake of 1811 and 1812 (36.6N, 89.6W - Intensity XII) The New Madrid Missouri earthquakes of December 16, 1811, January 23, 1812, and February 7, 1812 were each felt over most of the eastern two-thirds of the United States, an affected area of at least two million square miles. Topographic changes including uplifts, landslides and fissures took place over an area of 30,000 to 50,000 square miles, principally along the Mississippi and Ohio Rivers. The Nuclear Power Plant Site is located about 585 miles from the epicenter. The nearest report of significant damage from these earthquakes came from the Cincinnati, Ohio area, about 330 miles from the epicenter and 250 miles from the site. In the Cincinnati area, the tops of chimneys were thrown down and some walls were cracked; a probable Intensity of VI, perhaps low VII, when considering the type and quality of construction and the foundation conditions. Fuller (1912) reports that "the earthquake was severe at Pittsburgh, being greater than any previously experienced. Many persons left their houses." Eppley (1965) reports that the earthquake was "strongly felt in Butler County, Pennsylvania." Butler, in the center of Butler County, is about 35 miles east-northeast of the site. Based upon the available data and intensity attenuation characteristics, the intensity at the site is estimated at low to middle V.
The Earthquake of August 31, 1886 (32.9N, 80.0W - Intensity IX-X) This earthquake was felt over a two million square mile area of eastern United States. In the epicentral area, located a few miles north and west of Charleston, South Carolina, chimneys and fireplaces collapsed, railroad tracks were bent and laterally displaced, and fissures occurred in the ground with ejection of some water, sand, and mud. The area within 100 miles of the epicenter was strongly affected with damage to plaster and chimneys. C. E. Dutton (1886-1887) conducted a thorough investigation of the effects of this earthquake in the epicentral area and throughout the eastern United States. Dutton prepared an isoseismal map which showed a Rossi-Forel Intensity of V in the vicinity of the site (see Figure 2C-7). A Rossi-Forel Intensity V is equivalent to a Modified Mercalli Intensity of middle IV (see Figure 2C-2 of text). Reports from Pittsburgh and other towns in the site area indicate a similar intensity except along and near the rivers where somewhat stronger effects were noted. In towns located along rivers, dishes were thrown from shelves and clocks were stopped; an approximate intensity of low V (M.M). The site, located adjacent to the Ohio River, may have experienced a similar intensity. The Earthquake of February 10, 1914 (45.0N, 76.9W - Intensity VII - Magnitude 5.5) The epicenter was located about 25 miles west Lanark, Ontario. The quake was felt over a 200,000 square mile area including New England, New York State, and Pennsylvania. Cities and towns located at similar distances from the epicenter (345 miles) experienced intensities of III to IV. A similar intensity is estimated at the site area (Smith, 1962; Eppley, 1965).
The Earthquake of February 28, 1925 (47.6N, 70.1W - Intensity IX - Magnitude 7.0) The epicenter was located in the St. Lawrence River Valley northeast of Quebec City, a distance of 700 miles from the site. The quake was felt over an area of approximately two million miles, extending south to Virginia and west to the Mississippi River. Important damage was confined to a narrow belt along the St. Lawrence River Valley. Isoseismals prepared by the Dominion Observatory and the United States Coast and Geodetic Survey (see Figure 2C-8) show that the estimated intensity at the site was II.
BVPS UFSAR UNIT 1 Rev. 19 2C-15 Other earthquakes of Intensity IX and X have originated in the St. Lawrence River Valley near the epicenter of the February 28, 1925 earthquake. Nearly all of these earthquakes took place during colonial times when reporting of earthquakes effects may be accurate in some cases and inaccurate and exaggerated in others. Based on attenuation data and the effects of the February 28, 1925 earthquake, it is estimated that some of these historical earthquakes may have had an intensity of III in the site area.
The Earthquake of August 12, 1929 (42.9N, 78.3W - Intensity VIII - Magnitude 5.8) The quake was centered near Attica, New York, about 180 miles northeast of the site. The quake was felt over a 100,000 square mile area of the northeastern United States and Ontario, Canada, extending from Cleveland, Ohio and Port Huron, Michigan on the west; to Montreal and the Connecticut River Valley on the east. The maximum intensity of VIII was confined to the eastern part of the city of Attica and the immediate area to the east, where many chimneys were thrown down and some buildings were structurally damaged. Intensity VI or greater was noted at Batavia, Dale, East Bethany, Johnsonburg, Warsaw, and Wyoming, New York. All of these localities are within ten miles of the epicenter.
In the vicinity of the site, intensities ranged from IV at New Castle (25 miles north) and Butler (35 miles northeast) where windows rattled, to III at Pittsburgh (25 miles southeast) where the earthquake was only slightly felt. Similar intensities are estimated for the site. (United States Earthquakes, 1929) . The Earthquake of November 1, 1935 (46.8N, 79.1W - Intensity VII - Magnitude 6.25) The epicenter was located about 425 miles north of the site near Timiskaming Station, Quebec, where some damage was reported. The quake was felt over a one million square mile area of the north-eastern United States and eastern Canada. The quake was felt as far south as Virginia and Kentucky and as far west as Wisconsin. Damage in the epicentral region was relatively small when compared to the large area affected. Isoseismals prepared by the Dominion Observatory of Canada and the United States Coast and Geodetic Survey (see Figure 2C-9) show that the intensity in the vicinity of the site was III. The Earthquake of March 8, 1937 (40.6N, 84.0W - Intensity VII-VIII) This earthquake occurred in western Ohio in the vicinity of Anna where walls of brick buildings cracked, chimneys were thrown down and furniture was upset. The earthquake was felt over a 150,000 square mile area including all of Ohio, most of Indiana and adjacent areas of Michigan, Kentucky, West Virginia, and south-eastern Ontario, Canada. The site is located at the eastern limit of the perceptible area and may possibly have experienced an intensity of II. (Westland and Heinrich, 1940) (See Figure 2C-10)
The Earthquake of September 4, 1944 (44.95N, 74.9W - Intensity VIII - Magnitude 5.9) The epicenter was located in the vicinity of Massena, New York and Cornwall, Ontario, about 405 miles northeast of the site. Damage was estimated at two million dollars. The quake was felt over an estimated area of 175,000 square miles. Isoseismals prepared by the Dominion Observatory of Canada (see Figure 2C-11) show that the area of damage (Intensity VI or greater) was elongated along the St. Lawrence River Valley. The isoseismals show that the intensity in the vicinity of the site was II.
BVPS UFSAR UNIT 1 Rev. 19 2D-1 APPENDIX 2D EFFECT OF LOCAL SOIL CONDITIONS UPON SEISMIC THREAT TO BEAVER VALLEY POWER STATION
Prepared for DUQUESNE LIGHT COMPANY
Prepared by ROBERT V. WHITMAN
BVPS UFSAR UNIT 1 Rev. 19 2D-2 The R. V. Whitman report was retyped/reformatted as part of the Update of the FSAR.
BVPS UFSAR UNIT 1 Rev. 19 2D-3 TABLE OF CONTENTS Page 1. Introduction 2D-5
- 2. Methods of Estimating Effect of Local Soil Conditions 2D-5
- 3. Soil Properties 2D-6
- 4. Results 2D-7
- 5. Recommended Response Spectra 2D-8 REFERENCES 2D-9 BVPS UFSAR UNIT 1 Rev. 19 2D-4 LIST OF FIGURES Figure Title 2D-1 Computing Ratio of Response Spectra 2D-2 Measured and Computed Values of Shear Wave Velocity 2D-3 Properties Used for Analysis 2D-4 Ratio of Response Spectra at 40 Foot Depth to Response Spectra for Bedrock 2D-5 Effective Shear Wave Velocity and Shear Modulus Applicable for Computed Average Peak Strain 2D-6 Computed Shear Stress as Function of Depth 2D-7 Ratio of Response Spectra El Centro 1940 N-S Earthquake Record 2D-8 Ratio of Response Spectra Taft Earthquake N69W Record 2D-9 Ratio of Response Spectra Golden Gate Park Earthquake Record 2D-10 Ratio of Response Spectra 10 Seconds of Stationary Random Process 2D-11 Recommended Ratio of Response Spectra
BVPS UFSAR UNIT 1 Rev. 19 2D-5 1. INTRODUCTION The seismicity study for the proposed Beaver Valley Power Station has indicated that earthquakes of interest cause different intensities of ground motion in the uplands and lowlands of the region.
For the uplands, where structures would be founded on firm shale encountered at shallow depth, the maximum credible seismic threat (design basis earthquake) is a Modified Mercalli intensity V+ or VI-. The corresponding maximum ground acceleration is 0.035g, and the appropriate corresponding response spectra are Housner's average smoothed curves (AEC TID -7024) normalized to this acceleration.
The proposed power station will actually be founded upon a gravel terrace along the Ohio River. This report considers the seismic threat appropriate for such foundation conditions. 2. METHODS FOR ESTIMATING EFFECT OF LOCAL SOIL CONDITIONS Recently, several methods have been developed for computing the possible modifying effect of local soil conditions upon earthquake ground motions. These include a continuous wave reflection and refraction procedure developed by workers at U.C.L.A. (Ref. 1) and a lumped mass-spring method of analysis used by Professor Seed of Berkeley (Ref. 2). These procedures are described in detail in the report "Effect of Local Soil Conditions upon the Seismic Threat to Nuclear Power Plants" by the Consultant (Ref. 3). For comparable assumptions regarding the input and for comparable forms of output, both procedures give the same result.
Reference 3 also discusses the relative advantages of the two procedures with regard to specific types of problems. It is recommended that response spectra for facilities founded upon soil be obtained by multiplying the response spectra suitable for firm ground by a quantity called the ratio of response spectra. The appropriate ratio of response spectra is most conveniently determined using the lumped mass-spring method of analysis, with modal superposition. This involves (see Figure 2D-1): 1. Selecting suitable time-histories of acceleration as input to the bottom of the soil profile, and computing for several values of structural damping the response spectra corresponding to each of these input ground motions.
- 2. Computing the time-history of acceleration at the top of the soil, or at various levels within the soil, corresponding to each of these input ground motions. 3. Computing for several values of structural damping the response spectra for each of these computed time-histories of acceleration at the top of or within the soil. 4. Dividing each response spectrum from step 3 by the corresponding response spectrum for step 1, to obtain the ratio of response spectra.
BVPS UFSAR UNIT 1 Rev. 19 2D-6 For these calculations, it is necessary to select suitable values for the stiffness and internal damping of the soil, and an additional amount of damping to account for the energy which escapes back into the firm ground as the overlying soil vibrates. Since, as will be seen in Section 3, the soil properties depend upon strain, a trial-and-error approach is necessary until the average of the peak strains computed during the analysis are consistent with the soil properties used as input to the analysis.
- 3. SOIL PROPERTIES Shear wave velocities as determined from surface and cross bore-hole field investigations by Weston Geophysical Engineering Co.are shown in Figure 2D-2.
Also shown in this figure are shear wave velocities computedusing the following equations derived from laboratory studies by Hardin and Richart (Refs. 4, 5): psiin,Ge1e31230Go1/2o2 psfin,Ge1e314,760o1/2o2 (2D-1) ft/sec.in C psf,in;SeGe387.2CSo1/4osS (2D-2) where: G = shear modulus e = void ratio o = average principal effective stress CS = shear wave velocity GS = specific gravity of mineral particles S = degree of saturation BVPS UFSAR UNIT 1 Rev. 19 2D-7 Two different assumptions were made concerning the total unit weight t of the soil and the specific gravity GS and corresponding values of e were derived. It was assumed that: o = v where: v = the vertical effective stress With this information the shear wave velocity was computed from Eq. 2D-2, and the results are also plotted in Figure 2D-2. The various assumptions concerning unit weight, etc., led to only a small spread in computed values of wave velocity.
There is good agreement between the velocities measured insitu and those computed from the empirical equation. This agreement leads to considerable confidence in the values for seismic shear wave velocity. The values of seismic shear wave velocity finally selected for the analysis are shown in the upper diagram of Figure 2D-3.
The results in Figure 2D-2 and the upper part of Figure 2D-3 are applicable for very small strains. Since soil is a non-linear material, the value of wave velocity which should be used in an analysis must be adjusted taking into consideration the actual magnitude of strain to be expected. The middle diagram in Figure 2D-3 shows the relationship between effective shear wave velocity and shear strain. This relationship was derived by the consultant, based upon a review of the results of many dynamic, repeated loading tests upon granular soils.
The internal damping of soil is also a function of the level of strain, as indicated by the lower diagram in Figure 2D-3. Damping is expressed as the ratio of the actual damping to the critical damping. The curve in this diagram also is based upon a review of the results of many dynamic, repeated loading tests on granular soils.
The additional damping to account for the energy which escapes from the soil back into the rock is computed by methods described in Reference 3. This additional damping depends primarily upon the ratio of the average effective wave velocity in the soil to the wave velocity in the rock. For purposes of determining this additional damping, the rock was assumed to have a unit weight of 160 pcf and a shear wave velocity of 6000 fps.
- 4. RESULTS The most appropriate calculated values for the ratio of response spectra are given in Figure 2D-4. For this analysis, the soil was represented by 22 masses and springs, and the first three modes were retained for the calculation. These results were computed using as input the 1952 Taft accelerogram, N69W component, normalized to a peak acceleration of 0.035g. The effective wave velocity, determined after several trials, is given in Figure 2D-5.
BVPS UFSAR UNIT 1 Rev. 19 2D-8 The corresponding average peak strains ranged from 1 x 10-4 in/in to 1.45 x 10-4 in/in, except for values as low as 0.6 x 10-4 in/in very near to ground surface. For these strains, the average internal damping of the soil was 5.6%. The additional damping term, computed as described in Reference 3, was 7% for the first mode, 2.6% for the 2nd mode, and 1.6% for the 3rd mode. Thus the total damping was 12.6% in the first mode, etc. The peak shear stresses, and the average of the 10 largest peaks of shear stress, are plotted vs. depth in Figure 2D-6. The peak surface acceleration was computed to be 0.098g.
Figure 2D-4 is based upon the computed motions at a depth of 40 feet below the surface of the soil; that is, approximately at the founding level for the reactor containment structure. Since the mass and flexibility of the containment structure are roughly the same as the mass and flexibility of the soil replaced by the structure, the motions computed at this depth give the best estimate for the input to the structure.
The curves in Figure 2D-4 show a peak ratio of about 3.5 at a period of about 0.45 seconds. That is to say, a structure with a natural period of 0.45 seconds founded in the soil would exper-ience accelerations 3.5 times greater than the same structure founded directly upon firm ground. This amplification effect occurs when the natural period of the structure coincides with the natural period of the stratum of soil. However, the ampli-fication is much less for structures having natural periods different from the natural period of the soil.
A special set of calculations were made to determine whether the ratio of response spectra is dependent upon the assumed transient motion. The results of these calculations are given in Figures 2D-7, 2D-8, 2D-9, and 2D-10. (The soil profile used for these preliminary calculations differed slightly, primarily by having more damping, from that leading to the results in Figure 2D-4, but the conclusion is still valid.) It may be seen that the results, especially the peak amplification, are for all practical purposes independent of the assumed input transient motion.
Several other calculations were made using different assumed soil properties, to determine the possible range of the natural period of the soil. The range was from about 0.3 seconds to about 0.6 seconds.
- 5. RECOMMENDED RESPONSE SPECTRA Based upon a study of all these results, it is recommended that response spectra for design of the Beaver Valley Power Station be obtained by multiplying Housner's smoothed average curves normalized to 0.035g by the ratio of response spectra given in Figure 2D-11.
It would be conservative to multiply by 3.5 over the entire range of periods, and hence to simply use Housner's curves normalized to 3.5 x 0.035g = 0.121g, or, say, to 0.125g.
BVPS UFSAR UNIT 1 Rev. 19 2D-9 References 1. N.C. Donovan, and R.B. Matthiesen, "Effects of Site Conditions on Ground Motions During Earthquakes," State-of-the-Art Symposium, Earthquake Engineering of Buildings, San Francisco (1968).
- 2. H.B. Seed, and I.M. Idriss, "The Influence of Soil Conditions on Ground Motions During Earthquakes," Proc. ASCE, Soil Mechanics Journal (in publication) (1968). 3. R.V. Whitman, "Effect of Local Soil Conditions upon the Seismic Threat to Nuclear Power Plants," Report to Stone & Webster Engineering Corporation (1968). 4. B.O. Hardin, and F.E. Richart, "Elastic Wave Velocities in Granular Soils," Proc. ASCE, Vol. 89, No. SM1, pp. 33-65 (1963).
- 5. B.O. Hardin, and W.L. Black, "Vibration Modulus of Normally Consolidated Clay," Proc. ASCE, Vol. 94, No. SM2, pp. 353-369 (1968).
BVPS UFSAR UNIT 1 Rev. 19 2E-1
APPENDIX 2E REPORT ON SUBSURFACE CONDITIONS - SHIPPINGPORT SITE Prepared for DUQUESNE LIGHT COMPANY
Prepared by STONE & WEBSTER ENGINEERING CORPORATION BVPS UFSAR UNIT 1 Rev. 19 2E-2 The Stone & Webster Engineering Corporation Report was retyped/reformatted as part of the Update of the FSAR.
BVPS UFSAR UNIT 1 Rev. 19 2E-3 STONE & WEBSTER ENGINEERING CORPORATION 225 FRANKLIN STREET BOSTON, MASSACHUSETTS 02107 August 9, 1954 NEW YORK DESIGN BOSTON CONSTRUCTION CHICAGO REPORTS GARDEN CITY APPRAISALS HOUSTON EXAMINATIONS LOS ANGELES CONSULTING SAN FRANCISCO ENGINEERING Mr. C. T. Sinclair, Vice President, Duquesne Light Company, 435 Sixth Avenue, Pittsburgh 19, Pennsylvania.
Dear Sir:
In accordance with your authorization of April 29, 1954, we have carried out investigations of subsurface conditions at the Shippingport Site of the Duquesne Light Company in order to determine the general soil profiles and significant variations therein, and to establish the general type of foundations and appropriate soil values which would be suitable for these conditions.
A total of 28 borings were made, the logs being shown in the attached report. They show that the site may be divided into three provinces, each with its characteristic soil profile. Immediately to the north of the New Cumberland and Pittsburgh Railway Co. right of way is a high level terrace, called Area A, composed of sand and sand and gravel. This terrace slopes gently toward the Ohio River and the top is about 70 to 90 ft above normal pool level. The upper 10 to 20 ft of material in this area is composed principally of medium sands, and the underlying materials down to the bedrock are sands and gravels of medium density.
Immediately north of Area A is a lower terrace with a surface about 20 ft above normal pool level; this will be called Area B. It is believed that this area was originally occupied by terrace deposits of sand and gravel similar to that of Area A to an elevation well above the level of the present ground. This sand and gravel was eroded by the Ohio River to a depth of 20 to 30 ft and replaced to present ground level by silts, clays and very fine sands. These recent deposits are variable in character, strength and depth. Underlying them and extending to the bedrock are sand and gravel.
Sloping downward from the edge of Area B to the Ohio River, and varying in width from approximately 110 ft at the westerly end of the site to about 440 ft near the easterly end, is an area which has been subject to erosion and redeposition within a very recent geological time; this will be termed Area C. Surface soils in this area, to a depth of about 15 ft, consist of silt and clay with some sand members. These deposits contain considerable organic matter and are soft and highly compressible. Underlying them and extending down to the bedrock is sand and gravel.
Bedrock throughout the site is a gray, thinly bedded shale with occasional sandy shale or sandstone members. It is horizontally bedded and in general shows only a small amount of weathering along its surface.
BVPS UFSAR UNIT 1 Rev. 19 2E-4 In Area A, structures may be founded either in the surface sands or in the underlying sand and gravel. The surface deposits of silt, clay and fine silty sands blanketing Area B are not considered satisfactory for the support of major structures such as the reactor or the turbine building. Foundations for such structures should be carried through these soils to the underlying sand and gravel. This may be done by dropping the footings, by using short piles, or by removing the unsatisfactory material and replacing it with carefully compacted fill. Fill may be placed over Area B to provide yard area above flood levels adjacent to the station; and small structures not subject to distress from moderate settlement such as switchgear, transformers and transmission towers may be found on the surface soils of Area B. The surface soils of Area C are not suitable for the support of structures or equipment. Foundations in this area should be carried through the surface deposits to the underlying sands and gravel or to the bedrock.
Bearing values for footings on sand and for sand and gravel throughout the site are given in graphical form in the attached report.
Studies of flood grades made by your organization indicate that under extreme conditions flood waters may rise to about 20 ft above the ground level of Area B. Thorough consideration and care must be given to the problem of erosion or undermining of foundations of structures located in Area B or C or in the bank between Areas A and B. The brush, grass and trees that blanket portions of the site afford considerable protection against erosion, and these should not be disturbed or destroyed except where unavoidable.
The site is located in a seismically stable area and a review of the earthquake history of the United States, dating back to the 18th Century, indicates that no earthquakes of sufficient intensity to be felt have epicentered near the Pittsburgh area. Considering the stable character of the soil underlying the site, and this freedom from seismic shocks, it is our opinion that it is not necessary to design structures or equipment for seismic resistance.
Samples of soil recovered from the site were analyzed by The Thompson & Lichtner Co., Inc. to determine whether the ground water contained material deleterious to concrete or which would result in accelerated corrosion of steel. Their report indicated that the ground waters are nearly neutral and are low in dissolved solids with insignificant amounts of compounds which would attack either steel or concrete.
BVPS UFSAR UNIT 1 Rev. 19 2E-5 The borings of this investigation developed general soil conditions over the site. Significant variations from the subsurface profiles shown in this report are believed improbable. However, after the plant layout has been established, additional borings should be taken at the location of the major elements of the proposed station to determine with greater accuracy the grades of the bearing strata under the important structures.
For greater detail and for the reasoning which supports the findings, you are referred to the following pages of this report.
Yours very truly, (Originally signed by)
F. W. Argue Engineering Manager BVPS UFSAR UNIT 1 Rev. 19 2E-6 TABLE OF CONTENTS Page Scope and Purpose 2E-8 Subsurface Structure 2E-8 Support of Structures 2E-10 Access Bridge 2E-12 Mining 2E-12 Erosion 2E-12 Seismicity 2E-12 Ground Water 2E-13 Further Investigations 2E-13 Analysis of Soils - The Thompson & 2E-14 Lichtner Co., Inc.
BVPS UFSAR UNIT 1 Rev. 19 2E-7 LIST OF FIGURES Figure Title 2E-1 Boring Plan 2E-2 Boring Logs 1 Through 4 2E-3 Boring Logs 5 Through 8 2E-4 Boring Logs 9 Through 12 2E-5 Boring Logs 13 Through 16 2E-6 Boring Logs 17 Through 20 2E-7 Boring Logs 21 Through 24 2E-8 Boring Logs 25 Through 28 2E-9 Soil Profile - Section "A-A" 2E-10 Soil Profile - Section "B-B" 2E-11 Soil Profile - Section "C-C" 2E-12 Soil Profile - Section "D-D" 2E-13 Unconfined Compression Tests 2E-14 Bearing Values for Square or Rectangular Footings BVPS UFSAR UNIT 1 Rev. 19 2E-8 SCOPE AND PURPOSE This report presents the findinqs of investigations made of the subsurface conditions at the Shippingport site of the Duquesne Light Company. The purpose of these studies was as follows:
- 1. To determine general soil profiles over the area considered.
- 2. To establish significant variations in these soil profiles. 3. To establish general types of foundations which would be suitable for the structures considered and appropriate soil loading values.
SUBSURFACE STRUCTURE A total of 28 borings were made. The locations are shown on the Boring Plan, Figure 2E-1, attached. The logs of each of these borings as classified by the driller, and as classified in the Stone & Webster Engineering Corporation Soils Laboratory, and based on the samples submitted, are shown on Figures 2E-2, 2E-3, 2E-4, 2E-5, 2E-6, 2E-7 and 2E-8. On the basis of these borings, approximate soil profiles have been prepared and are shown on Figure 2E-9, 2E-10, 2E-11 and 2E-12. These profiles are, of necessity, accurate only at the boring locations, but show, based upon geological reasoning, the probable conditions between borings. Investigations were limited to the portion of the site lying between the New Cumberland &
Pittsburgh Railway Co. right of way and the Ohio River.
The borings indicate that the site may be divided into three distinct provinces, each with its own typical soil stratification. The boundaries of each province are marked by slopes or changes in slope. At the southerly portion of the site, immediately to the north of the railroad, is a relatively high bench with ground surface varying between approximately El. 730 and El. 750, which for convenience will be called Area A. It slopes gently to the north and to the west, but all portions are well above extreme floodwater of the Ohio River. The soils of Area A are terrace deposits of sand, and sand and gravel laid down by the Ohio River, probably at the close of the last glacial period. The top 10 or 20 ft are generally finer than the lower lying material, being composed principally of medium sands with occasional gravel, and the top few feet of this material are very silty. This sand is of a medium loose density judging from the blows required to drive the sampling spoon. There are some apparent variations in density which would be typical of river deposited materials.
Underlying these sands and extending downward to the bedrock are sands and gravels. As is characteristic of river deposited materials, these are locally variable in character and density, and range from medium sands with occasional gravel to well graded material ranging from silt sizes through heavy gravel. Variations in density were noted. Based upon the blows required to drive the sampling spoon, and from previous studies made of similar deposits, it is believed these sands and gravels are generally of about medium density, although some members may be medium loose and others quite dense.
BVPS UFSAR UNIT 1 Rev. 19 2E-9 Area A ends abruptly in a steep bank which runs essentially parallel to the Ohio River. Immediately north of it lies a low terrace which will be called Area B. The surface of this area is nearly level, with the river edge slightly higher than the middle portion. The surface elevation varies from approximately El. 685 to El. 688. It is believed that this area was originally occupied by terrace deposits which extended well above the level of the present ground. These were eroded by the Ohio River to a depth of 20 to 30 ft below present ground level and replaced to ground level with more recent deposits of silt, clay and very fine sand. These recent deposits are variable in character and in depth.
Blanketing the surface of Area B are a series of clays. At some locations these clay deposits, for example, borings 2 and 14, extend downward to the underlying sand and gravel. At others, for example, boring 8, they merge to fine, brown, silty sands which then extend down to the sand and gravel. These clays vary erratically in strength, but generally the upper portions have been strengthened and preconsolidated drying, which also altered the color from its original gray when first laid down to its present brown. The deeper lying clay members are generally gray in color and are soft, but occasional stiffer brown clays were found at depth. The variations in shear strength are shown in the results of unconfined compression tests made upon relatively undisturbed samples of these clay soils recovered from borings 21 and 22 which are shown in graphical from on Figure 2E-13. The quick shearing strength of clay at rupture is approximately equal to half the unit compressive stress at failure of samples tested in unconfined compression.
Underlying these surface deposits and extending downward to the bedrock are silty sands and gravels of the same character as those found in Area A. The top of this sand and gravel stratum apparently slopes gently downward toward the north, and in the westerly portion of the site, as at boring 14, it slopes toward the west also. Immediately along the Ohio River, and extending back from the edge of the water at normal pool level about 110 ft near the westerly end of the site to about 440 ft near the easterly end, is an area which has been subject to erosion and redeposition within very recent geological time, this will be called Area C. Surface soils in this area, to a depth of about 15 ft, consist of soft recent deposits, usually of silt or clay grain sizes, but frequently including loosely deposited fine sands. These soils which contain considerable organic matter are termed organic silts on the soil profiles and are low in shearing strength, as shown by the results of unconfined compression tests made on samples from boring 20, Figure 2E-13; they are very compressible. Underlying these recent surface deposits and extending down to bedrock are sands and gravels typical of those found underlying Areas A and B. Bedrock throughout the site is a hard, gray, thinly bedded shale with occasional sandy shale or sandstone members. This material is horizontally bedded. It shows a small amount of weathering at its surface, generally only about a foot being of a character which could be removed with a chopping bit. It was core bored at a number of locations and recovery as shown on the attached logs was generally good to excellent. The surface of the shale sloped to the north and east.
BVPS UFSAR UNIT 1 Rev. 19 2E-10 SUPPORT OF STRUCTURES Foundation conditions in Area A are generally excellent. Structures may be founded either in the surface sands or upon the underlying denser sand and gravel. However, since the surface materials are somewhat looser than the deeper lying materials and consequently will compress slightly more under load, the foundations of any individual structure should be placed wholly in one stratum or in the other, or provision made by means of slip joints or other structural discontinuities for slight differential settlement between the portions of the structure founded on the higher lying sand. The surface silts, silty clays and fine loose silty sands found blanketing Area B are not considered satisfactory for the support of the reactor or the turbine building and foundations for these major structures should be carried through these soils to the underlying sand and gravel.
This may be accomplished by dropping the footings to these soils by using short piles driven to the underlying sand and gravel or by removing the unsatisfactory material and replacing it with carefully compacted fill.
Piles used for this purpose should be of a displacement type such as concrete or creosoted wood. Compacted fill used for the support of structures or equipment may be granulated slag, sand, or sand and gravel excavated from the high terrace. It should be compacted into place under careful control of moisture, lift thickness and compactive effort. The top edge of compacted fills should start not less than 5 ft outside the edge of the outside line of footings or mats. The bottom edge should be outside a line sloping one vertical on two horizontal and passing through the top edge of the fill. The surface materials are satisfactory for the support of yard fill placed over Area B for access to the station or of small structures not susceptible to distress or damage from moderate settlements.
The very recent alluviums along the bank of the Ohio, shown generally as organic silts on the boring logs and soil profiles, are extremely compressible. Accordingly, any structure founded in or above these silts would be subject to excessive settlements. Examination of the surface profile, and of trees growing in this area, indicates that these organic silts are still consolidating, and there may be localized slippage toward the river. Foundations of all structures located in Area C should be carried to the underlying sands and gravel or to the bedrock. Determination of the angle of internal friction of undisturbed deposits of sand and gravel is extremely difficult. Undisturbed sampling of such deposits is virtually impossible, and it is equally impossible to reproduce in the laboratory test specimens of the same density and particle orientation as exist in nature. Also because of the erratic variations in density and character in river deposits, values may vary appreciably within a single stratum. The range is not large and the angle of internal friction of such soils can be estimated with reasonable accuracy by trained observers. From examination of samples recovered and similar soils exposed in nearby excavations, it is recommended that the angle of internal friction of the higher lying sands in Area A be assumed to be about 32 deg and that of the sand and gravel about 34 deg.
BVPS UFSAR UNIT 1 Rev. 19 2E-11 The bearing value of soil to be used for the design of footings may be limited either by the shearing strength or by settlement. The unit soil pressure imposed must be kept below that which would cause a sudden shearing rupture of the soil mass under the footing. Consideration must also be given to the elastic and inelastic deformations of the soil under load, which may limit bearing value in order to prevent undesirably large settlement of the individual footings.
For soils such as uniform clay, in which the modulus of elasticity is approximately constant, settlement of individual footings is roughly proportional to the unit bearing value and the width of the footing. This is not the case for footings on sand or gravel. For such soils the settlement increased with the unit soil pressure, but it is virtually independent of footing width. This is because the modulus of elasticity of granular materials is roughly proportional to the minor principal stress. Thus while the soil is stressed to a greater depth under a large footing than under a small one, the modulus of elasticity of the soil under the large footing is proportionally greater, and for the same unit soil pressure the settlement of both large and small footings will be about the same.
The bearing value for footings on granular soil, as limited by shearing strength, is a function of the angle of internal friction of the soil, the unit weight of the soil, the depth of the footing below surrounding areas, and the footing widths. While for granular soils the angle of internal friction does not change with saturation, the unit weight of the soil is decreased by buoyancy below the ground water level. Consequently, footings located near or below ground water level must be more lightly loaded than footings well above ground water level, in order to have the same factor of safety against rupture of the soil mass.
These factors having been considered, graphs have been prepared and are given on Figure 2E-14, showing recommended bearing values for use with footings of various sizes located at various depths below the surrounding ground for the sand and sand and gravel. These curves have been prepared for the loose sands near the surface in Area A, and also for the sand and gravel underlying the entire site for conditions of ground water level well below the footing and for ground water level near, or above, footing grade. In using these graphs it should be noted that the depth of the footing should be measured as the vertical distance between the bottom of the footing and the lowest ground surface within about 3 1/2 times the width of the footing measured from the footing's edge. In this connection, interior basement floors, which consist essentially of a slab on fill, should be considered as a free ground surface.
The bearing values of footings located upon clay, when limited by the shearing strength of the soil, are independent of footing width and increase very slightly with increased depth of the footing below surrounding ground surface. Footings located in the surface clays or clayey silts blanketing Area B may be loaded to not exceeding 3,000 psf.
These surface clays are silty and have a crumbly structure. In periods of wet weather they may be rather easily disturbed and will readily become muddy. Accordingly, it is suggested that after each footing is fine graded a seal of concrete about 2 in. thick be placed to serve as a support for placing reinforcement. Such a seal mat should not be required for footings in sand or sand and gravel.
BVPS UFSAR UNIT 1 Rev. 19 2E-12 ACCESS BRIDGE The access bridge over the New Cumberland and Pittsburgh Railway will be located in Area A. This structure may be founded upon spread footings in the sand, or sand and gravel. The railroad is presently single track. However, that it may be widened to two or more tracks must be considered. Footings located below track level may be designed at bearing values in accordance with Figure 2E-14. Footings at the bridge abutments should be carried to such a grade that they will not be undermined or disturbed by future track widening. They should be located not less than 4 ft below a line sloping one vertical on two horizontal which passes just below but does not intersect the line of excavation. When so located they may be loaded to not more than 4,000 psf, total of dead plus live load. These footings should be protected against erosion or washing by rain waters, and the road drainage system of the access bridge must be arranged so that the water collected does not discharge on the slope near these footings.
MINING It is understood that coal measures underlying the site are so deep that mining would not be economical, and that there are no old mines or workings underlying the site.
EROSION Studies by the Duquesne Light Company indicate the 1936 flood reached E1. 703 at the Shippingport site. This is not considered the probable maximum flood on the Ohio River.
Studies by the Pittsburgh District of the U.S. Army Corps of Engineers are based on a design flood, assuming maximum effective usage of presently constructed dams, which would reach approximately El. 700.5 at the site. Area B will be flooded at frequent intervals, and under extreme conditions flood water may rise to about 20 ft above the present ground level. The surface soils and the underlying sands and gravels could be eroded by such flood flows, and careful consideration must be given to protective measures to insure the safety of the foundations of structures erected on, or immediately adjacent, to Area B. It should be noted that the organic silts of Area C tend to be unstable and could be quickly eroded, which would expose the underlying sand and gravel to erosion. Protection of foundations of structures located in this area will be essential.
Brush, grass and trees all afford considerable protection against erosion and these should not be disturbed or destroyed, except where unavoidable. Care should be taken in laying out construction facilities to keep disturbance and damage of the natural cover to a minimum.
SEISMICITY The site is located in a stable area free from seismic shocks. Heck1 lists only five earthquakes of sufficient intensity to be noticeable epicentering in Pennsylvania, together with a few other quakes epicentering in the Appalachian system just to the north and south of Pennsylvania. All of the quakes listed epicentered in the Appalachian area or along its eastern flank at a considerable distance from the Pittsburgh area. While the early records which date back to the 18th and early 19th centuries are rather inconclusive, it would appear that none of the quakes were of sufficient intensity to damage even the masonry structures prevalent through the area. 1 Heck, N. H., Earthquake History of the United States: U.S. Coast & Geodetic Survey Special Publication No. 149.
BVPS UFSAR UNIT 1 Rev. 19 2E-13 It should be noted that masonry structures, particularly of the type frequently constructed before 1900, are extremely susceptible to damage, even from earthquakes which would in no way affect a modern framed structure. All of these quakes were of very small areal extent, and it is doubtful that any of them were felt in an area in excess of about 5,000 sq miles. The record indicates no earthquakes epicentering in Western Pennsylvania or in the eastern portion of Ohio. It is possible that a few strong earthquakes epicentering in distant regions, such as the New Madrid, Missouri earthquake of December 1811, and January and February, 1812, or some of the earthquakes originating along the southern border of the Laurentian Shield were felt slightly in the Pittsburgh area. Considering the stable character of the soils underlying the site, and the extreme improbability of an earthquake, of even slightly damaging intensity, occurring during the life of the station, it is not necessary to design structures or equipment on this site for seismic resistance.
GROUND WATER Six representative samples of soil were submitted to The Thompson & Lichtner Co., Inc. for analysis of the ground water. A copy of their report is attached. Their studies show the ground water at this site to be nearly neutral, pH ranging from 6.8 to 7.1, and to be low in dissolved solids, with insignificant amounts of compounds deleterious to steel or concrete. These test data indicate there should be a minimum of deterioration of concrete and the corrosive effects on steel should be limited to that resulting from the usual moisture conditions or electrolysis by ground currents in the vicinity.
The ground water level as measured in an old well, located approximately as shown on Figure 2E-1, was El. 663.1 on June 23, 1954. River level on this date was El. 663.6. FURTHER INVESTIGATIONS The borings made in this study were deliberately widely spaced in order to develop the general soil conditions over the entire site. The soil profile disclosed by the borings agrees with the profile anticipated from general geologic history and surface examination. While significant variations from the profiles shown are improbable, it is considered prudent engineering to have additional borings taken when plant layout is decided upon. These borings should be taken adjacent to the power station and screen well in order to establish, with greater accuracy, the bearing strata under these important structures.
BVPS UFSAR UNIT 1 Rev. 19 2E-14 THE THOMPSON & LICHTNER CO. INC. _____________ July 19, 1954 ANALYSIS OF SOILS J.O. 9147 _____________ Test Number: Q 558 Date Received: 6-24-54 Source: Submitted by you, reference your letter dated June 22, 1954 Sample: Six sealed jar samples of soils identified as follows: A - Duquesne Light Co., Shippingport Light Sta. O.F.E. 4939, Hole #19, 6-9-54 @ 85', 20 blows per foot, damp silt and sand medium B - Hole #6, 6-11-54 @ 85', 28 blows per foot, damp brown sand and gravel C - Hole #23, 6-15-54 @ 20', 26 blows per foot, damp brown silty sand and small gravel D - Hole #ll, 5-25-54 @ 30', 10 blows per foot, wet brown sand and gravel E - Hole #19, 6-10-54 @ 95', 25 blows per foot, wet silt, sand, some shale and small gravel, thin layers of silt and sand medium with soft layers. F - Hole #28, 6-17-54 @ 35', 3 blows per foot, wet silt, sand and medium gravel, medium with soft layers Test Procedure: Standard AOAC Methods Results: The following data has been received:
BVPS UFSAR UNIT 1 Rev. 19 2E-15 THE THOMPSON & LICHTNER CO. INC. All analyses on the air-dry sample basis Sample A B C D E F PH 7.6 7.7 6.9 6.8 7.1 7.5
Sulphates, as Na2 S04 % .015 .020 .005 .018 .005 .013 Chlorides, as Na Cl % Trace Trace Trace Trace Trace .0003 Carbonates, as Na2 C03 % Trace Trace Nil Nil Nil Nil The tests made on these soils show nothing of a chemical nature which would be deleterious to buried concrete or steel. The pH reactions are all substantially neutral, indicating absence of acid or alkali. The total soluble salts are in no case higher than 200 parts per million (.02%) due probably to an insignificant amount of gypsum.
This soil should present a minimum of deterioration to concrete, and the corrosive effect on steel would be limited to the usual moisture conditions, or electrolysis by ground currents in the vicinity. In our opinion, no encasement of steel is required in strata represented by the soils tested.
Very truly yours, THE THOMPSON & LICHTNER CO., INC. (Originally signed by) G. E. Jacobs GEJ:C
BVPS UFSAR UNIT 1 Rev. 19 2F-1
APPENDIX 2F BORING LOGS AND CALCULATION SHEETS
Prepared for DUQUESNE LIGHT COMPANY
Prepared by STONE & WEBSTER ENGINEERING CORPORTION BOSTON, MASSACHUSETTS BVPS UFSAR UNIT 1 Rev. 20 2F-2 LIST OF FIGURES Figure Title
2F-1 Boring Log 101 2F-2 Boring Log 102 2F-3 Boring Log 103 2F-4 Boring Log 104 2F-5 Boring Log 105 2F-6 Boring Log 106 2F-7 Boring Log 107 2F-8 Boring Log 108 2F-9 Boring Log 109 2F-10 Boring Log 110 2F-11 Boring Log 111 2F-12 Boring Log 112 2F-13 Boring Log 113 2F-14 Boring Log 114 2F-15 Boring Log 115 2F-16 Boring Log 116 2F-17 Boring Log 117 2F-18 Unconfined Compression Test Boring 109 - Test No. 109-3N 2F-19 Compressive Stress vs. Strain - Test No. 109-3N 2F-20 Unconfined Compression Test Boring 109 - Test No. 109-6N 2F-21 Unconfined Compression Test Boring 109 - Test No. 109-6R BVPS UFSAR UNIT 1 Rev. 20 2F-3 LIST OF FIGURES (CONT'D) Figure Title 2F-22 Compressive Stress vs. Strain - Test No. 109-6 (N&R) 2F-23 Unconfined Compression Test Boring 109 - Test No. 109-7N 2F-24 Unconfined Compression Test Boring 109 - Test No. 109-7R 2F-25 Compressive Stress vs. Strain - Test No. 109-7 (N&R) 2F-26 Unconfined Compression Test Boring 109 - Test No. 109-9N 2F-27 Compressive Stress vs. Strain - Test No. 109-9N 2F-28 Unconfined Compression Test Boring 110 - Test No. 110-2N 2F-29 Unconfined Compression Test Boring 110 - Test No. 110-2R 2F-30 Compressive Stress vs. Strain - Test No. 110-2 (N&R) 2F-31 Unconfined Compression Test Boring 110 - Test No. 110-6N 2F-32 Unconfined Compression Test Boring 110 - Test No. 110-6R 2F-33 Compressive Stress vs. Strain - Test No. 110-6 (N&R) 2F-34 Unconfined Compression Test Boring 110 - Test No. 110-9N 2F-35 Unconfined Compression Test Boring 110 - Test No. 110-9R 2F-36 Compressive Stress vs. Strain - Test No. 110-9 (N&R) 2F-37 Unconfined Compression Test Boring 110 - Test No. 110-11N 2F-38 Compressive Stress vs. Strain - Test No. 110-11N 2F-39 Unconfined Compression Test Boring 111 - Test No. 111-1N 2F-40 Unconfined Compression Test Boring 111 - Test No. 111-1R 2F-41 Compressive Stress vs. Strain - Test No. 111-1 (N&R) 2F-42 Unconfined Compression Test Boring 111 - Test No. 111-2N 2F-43 Unconfined Compression Test Boring 111 - Test No. 111-2R 2F-44 Compressive Stress vs. Strain - Test No. 11-2 (N&R)
BVPS UFSAR UNIT 1 Rev. 20 2F-4 LIST OF FIGURES (CONT'D) Figure Title 2F-45 Unconfined Compression Test Boring 111 - Test No. 111-2AN 2F-46 Unconfined Compression Test Boring 111 - Test No. 111-2AR 2F-47 Compressive Stress vs. Strain - Test No. 111-2A (N&R) 2F-48 Unconfined Compression Test Boring 117 - Test No. 117-2N 2F-49 Compressive Stress vs. Strain - Test No. 117-2N 2F-50 Unconfined Compression Test Boring 117 - Test No. 117-5N 2F-51 Compressive Stress vs. Strain - Test No. 117-5N 2F-52 Unconfined Compression Test Boring 117 - Test No. 117-10N 2F-53 Compressive Stress vs. Strain - Test No. 117-10N 2F-54 Grain Size - Test No. B101-SS2 2F-55 Grain Size - Test No. B101-SS4 2F-56 Grain Size - Test No. B101-SS6 2F-57 Grain Size - Test No. B101-SS7 2F-58 Grain Size - Test No. B101-SS8 2F-59 Grain Size - Test No. B101-SS10 2F-60 Grain Size - Test No. B101-SS12 2F-61 Grain Size - Test No. B101-SS13 2F-62 Grain Size - Test No. B101-SS17 2F-63 Grain Size - Test No. B101-SS19 2F-64 Grain Size - Test No. B101-SS22 2F-65 Grain Size - Test No. B103-SS12 2F-66 Grain Size - Test No. B103-SS14 2F-67 Grain Size - Test No. B103-SS17 BVPS UFSAR UNIT 1 Rev. 20 2F-5 LIST OF FIGURES (CONT'D) Figure Title 2F-68 Grain Size - Test No. B103-SS24 2F-69 Grain Size - Test No. B104-SS4 2F-70 Grain Size - Test No. B104-SS6 2F-71 Grain Size - Test No. B104-SS7 2F-72 Grain Size - Test No. B104-SS8 2F-73 Grain Size - Test No. B104-SS11 2F-74 Grain Size - Test No. B104-SS12 2F-75 Grain Size - Test No. B104-SS13 2F-76 Grain Size - Test No. B104-SS18 2F-77 Grain Size - Test No. B104-SS20 2F-78 Grain Size - Test No. B104-SS21 2F-79 Grain Size - Test No. B108-SS2 2F-80 Grain Size - Test No. B108-SS4 2F-81 Grain Size - Test No. B108-SS5 2F-82 Grain Size - Test No. B108-SS6 2F-83 Grain Size - Test No. B108-SS7 2F-84 Grain Size - Test No. B108-SS9 2F-85 Grain Size - Test No. B108-SS10 2F-86 Grain Size - Test No. B108-SS12 2F-87 Grain Size - Test No. B108-SS13 2F-88 Grain Size - Test No. B108-SS14 2F-89 Grain Size - Test No. B108-SS15 2F-90 Grain Size - Test No. B108-ST2 BVPS UFSAR UNIT 1 Rev. 20 2F-6 LIST OF FIGURES (CONT'D) Figure Title 2F-91 Grain Size - Test No. B108-ST4 2F-92 Grain Size - Test No. B108-ST6 2F-93 Grain Size - Test No. 109-9 2F-94 Grain Size - Test No. B115-SS22 2F-95 Grain Size - Test No. B115-SS32 2F-96 Grain Size - Test No. B117-ST15
BVPS UFSAR UNIT 1 Rev. 19 2G-1 APPENDIX 2G SEISMIC VELOCITY MEASUREMENTS for the BEAVER VALLEY POWER STATION of the DUQUESNE LIGHT COMPANY SHIPPINGPORT, PENNSYLVANIA
Prepared for STONE & WEBSTER ENGINEERING CORPORATION
Prepared by WESTON GEOPHYSICAL ENGINEERS, INC. WESTON, MASSACHUSETTS BVPS UFSAR UNIT 1 Rev. 19 2G-2 The Weston Geophysical Engineers Inc. report was retyped/reformatted as part of the Update of the FSAR.
BVPS UFSAR UNIT 1 Rev. 19 2G-3 WESTON GEOPHYSICAL ENGINEERS, INC. POST OFFICE BOX 306 WESTON, Massachusetts 02193 AREA CODE 617 899-0060 May 27, 1968
Stone & Webster Engineering Corporation 225 Franklin Street Boston, Massachusetts
Attention: Mr. William F. Swiger, Consulting Engineer Gentlemen:
Seismic velocity measurements at the Beaver Valley Power Station of the Duquesne Light Company were made under the terms of your Purchase Order Number BV-5, Job Number 11700.
The scope of this study was outlined during conferences with your Mr. W. F. Swiger, Consulting Engineer and Mr. P. A. Wild, Senior Soils Engineer.
This report is a complete presentation of our findings.
Very truly yours, WESTON GEOPHYSICAL ENGINEERS, INC.
(Originally signed by) Vincent J. Murphy Vice President - Geophysicist VJM:jh
BVPS UFSAR UNIT 1 Rev. 19 2G-4 TABLE OF CONTENTS Introduction 2G-6 Method of Measurement 2G-6 Results 2G-6 BVPS UFSAR UNIT 1 Rev. 19 2G-5 LIST OF FIGURES Figure Title 2G-1a Seismic Velocity Measurement, Sheet 1 2G-1b Seismic Velocity Measurement, Sheet 2 BVPS UFSAR UNIT 1 Rev. 19 2G-6 INTRODUCTION A seismic field investigation program took place at the Beaver Valley Power Station during the period April 17 through 27, 1968.
This investigation consisted of the measurements of velocity values for "P" (longitudinal, compressional) waves and "S" (shear, transverse) waves in a series of boreholes and on the ground surface. These data would be used by the engineers for the foundation evaluations of subsurface materials and for soil dynamics considerations. METHOD OF MEASUREMENT Velocity values were measured in various direction by up-hole, down-hole, and cross-hole procedures. Vertically and horizontally oriented seismic wave detectors were used for all "S" wave measurements. A limited amount of seismic refraction survey investigation took place to verify the elevation of bedrock and to also determine velocity layering.
All data were photographically recorded with twelve-channel instrumentation and processed immediately for preliminary evaluation. The pattern of holes for these measurements was established to provide different length of wave paths and different azimuths for measurements.
The positions of these holes are shown on the Plan Map which accompanies this report (the Plant Map was prepared from Stone & Webster Engineering Corporation drawing No. SK-11700-S-50). Lines of investigation for seismic refraction measurements and for surface shear wave measurements were oriented in a number of random directions in the vicinity of the boreholes; these lines are not shown on the Plan Map.
RESULTS On Figure 2G-1b of the drawings which accompany this report, we have noted "P" wave and "S" wave velocity values for the overburden materials and for bedrock.
The best quality filed recordings of "S" waves were recorded from cross-hole measurements.
The velocity values are shown on Figure 2G-1b at elevations corresponding to the positions of cross-hole measurements.
No anomalous conditions, such as low velocity zones or layers, were disclosed during these measurements.
BVPS UFSAR UNIT 1 Rev. 19 2H-i
APPENDIX 2H ADDITIONAL BORING AND SOIL TEST DATA
Prepared for DUQUESNE LIGHT COMPANY
Prepared by STONE & WEBSTER ENGINEERING CORPORATION BOSTON, MASSACHUSETTS BVPS UFSAR UNIT 1 Rev. 19 2H-ii The Stone & Webster Engineering Corporation report was retyped/ reformatted as part of the Update of the FSAR.
BVPS UFSAR UNIT 1 Rev. 21 2H-1 APPENDIX 2H ADDITIONAL BORING AND SOIL TEST DATA 2H.1 GENERAL This appendix furnishes additional information regarding foundations and soil conditions at the Beaver Valley Power Station.
The following material is included in this appendix: Results of insitu density tests of sands and gravels as found during excavation for the auxiliary building and reactor containment structure.
Details of computations of liquefaction potential under the various structures and facilities. Boring logs and soil tests as listed later.
Cross hole seismic test results.
Drawings showing location and critical slip circles for the stability analyses reported in Section 2.6.
Supplementary Shippingport site boring data and accompanying letter (borings were made to extend initial investigations for the Shippingport Power Station).
2H.2 INSITU DENSITY TESTS Seven insitu density tests were made during excavation for the containment structure and auxiliary building. These are shown in Table 2H-1. They indicate insitu relative densities of about 80 to 90 percent. 2H.3 LIQUEFACTION ANALYSIS Initial studies of liquefaction were made only for the high level terrace, El. 735. These studies were based on shear stresses in the soil mass developed from a modal dynamic analysis made to determine shear motion amplification in the soil column. The results are given in Figure 2.6-7. The indicated factors of safety were large, and no detailed analysis was made of the several structures since these weighed as much or more than the soil displaced and factors of safety against liquefaction under them would have been equal to or slightly higher than for the soil column.
Additional studies were then made using shear stresses computed from the acceleration for the DBE for the soil column. For this purpose the shear stress of any depth Z is computed from the relation:
t = ALPHA
- M
- a where: M = total mass above point considered, including any superimposed structures BVPS UFSAR UNIT 1 Rev. 19 2H-2 a = maximum ground acceleration, single pulse peak, expressed as a fraction of acceleration due to gravity ALPHA = ratio which gives average acceleration of mass above elevation considered for the number of cycles of vibration used and the reduction of acceleration with depth below surface. Since at the soil rock interface the soil acceleration must be equal to the rock acceleration, values of ALPHA for the strong motion portion of recorded earthquake (5 to 8 cycles) generally have values of about 0.7 near the surface and reduce with depth below the surface.
Computations of factor of safety against liquefaction have been made for values of ALPEA of 0.72, 0.90, and 1.00. Figure 2.6-4 shows a plot of penetration resistance against elevation for borings on the high level terrace at or above El. 735, from investigations for Beaver Valley and from earlier investigations for Shippingport. These data have been plotted in Figure 2H-1 for the high level terrace in the form of penetration resistance against effective vertical stress at the location of each sample when taken. Similar plots are shown in Figure 2H-2 for the borings on the intermediate terrace and in Figure 2H-3 for the borings along the low level terrace of El. 670680. These several plots indicate median densities for the lower sands and gravels of about 60 percent relative density.
Relatively low blow counts were recorded in some locations and accordingly a study was made to determine whether these indicated merely random and erratic variations, in which case the median values of density could be properly used for evaluation of liquefaction potential, or whether they represented continuous strata of loose materials which must be considered separately.
The penetration values indicate relative densities in the upper soils of the high level terrace (above El. 675) of about DR = 80. Seven insitu samples were taken of these soils for field density measurement during excavation for the reactor and auxiliary building. Results are shown in Table 2H-1. They indicate insitu densities of 80 to 90 percent, which compare favorably with the penetration test results.
Comparison of N values in adjoining borings indicated no continuous loose stratum of significant extent. Thus boring 110 shows relatively low N values at about E1. 655 and 640. Boring 20 shows low values at El. 645 and 632. Boring 310 which is located between them shows no low values. Again, borings 112 and 111 show low values at about El. 655 but boring 8, between them, shows appreciably higher N values at the same elevations. Accordingly, it was concluded that relative density would be defined by average values of penetration resistance.
During site excavation three small elongated lenses of fine sand were noted in the sands and gravels of the terrace. These were small, 5 ft to 8 ft wide and 2 ft to 3 ft thick. They appeared to be small stream cut channels which had filled with fine sand and a fine silt top. Because of their very limited extent they are considered to not be significant as regards liquefaction hazard.
BVPS UFSAR UNIT 1 Rev. 19 2H-3 To investigate density further, selected groups of borings were considered. Thus, for the area occupied by the turbine building and adjoining transformer terrace, borings, 8, 25, 108, 109, 111, and 112 were studied as shown in Figure 2H-4. For this purpose the samples were considered in two groups: those lying between El. 665 and 645 and from El. 645 to 630. There were some samples near and below El. 630 which showed very high densities. Ignoring these very high blow counts, the plots indicated median relative densities in this area as follows:
El. 665645 DR = 55 percent El. 645630 DR = 55 percent For the low level terrace, a study was made of borings 20, 21, 109, 110, 111 and 310. The results are plotted in Figure 2H-5. Median values of DR from this plot are about:
El. 665645 DR = 65 percent El. 645630 DR = 55 percent+
Accordingly, it was decided to use relative densities of 55 percent for analysis of the turbine building area, intermediate terrace, level and low level terrace at the foot of the slope from the intermediate terrace. This review indicated that the values of relative density in the high level terrace used in earlier studies of this area were conservative. Accordingly, the same values have been used again including an assumed DR = 55 percent for soils above the GWL which is extremely conservative, since insitu tests show values of DR = 80 percent plus.
Results of this analysis are given in Table 2H-2 for the several structures for eight cycles of motion, for the several values of an ALPHA previously indicated and for a ground acceleration of 0.125 g. Analyses have been made for the normal flood, El. 675, which has a recurrence frequency of about 2 yr and for the Corps of Engineers of Pittsburgh District "Standard Project Flood," El. 705.0, which is estimated to have a recurrence frequency in excess of 1,000 yr. Minimum factors of safety, assuming ALPHA equals 1.0, found are as follows:
GWL @ EL. 675 GWL @ El. 705.0 F.S. F.S.
Containment Structure 2.1 1.7 Auxiliary Building 2.1 1.5 Fuel Building 2.1 1.8 Turbine Room 1.7 1.25 Transformer Area (Intermediate Terrace) 1.7 1.25 BVPS UFSAR UNIT 1 Rev. 19 2H-4 Initially, once through condenser cooling was planned with circulating water supplied from an intake on the shore of the river near the upstream edge of the site. To minimize thermal discharge to the river, subsequently the decision was reached to install complete off-river cooling using a large cooling tower. Whereas with the original concept, the river water lines paralleled the circulating water pipes for a portion of their course and a joint intake structure was planned, with the new concept the river water lines cross the circulating water system at only one location and extend then straight to the river. The intake structure for the river water lines is supported on bedrock. The sands and gravels of the lower terrace over which the river intake lines pass have been recompacted to median relative densities exceeding 75 percent along the route of these pipe lines. Liquefaction of the sands and gravels along the route of these lines therefore is not a hazard.
The indicated factors of safety are considered to be adequate to ensure a satisfactory level of safety for the following reasons: 1. It is assumed that the peak of the design flood and DBE occurs simultaneously. The design flood has a recurrence frequency of about 1,000 to 2,000 years and a very sharp peak of short duration. The recurrence frequency for the DBE is estimated to be longer than 10,000 years. The probability of simultaneous occurrences is less than 1 x 10-9. 2. The shearing stresses in this analysis have been computed from the expression tz = ALPHA
- M
- Ap where:
ALPHA = a factor which establishes approximate equivalence between transient shaking involving peaks of varying amplitude and a steady shaking in which all peaks have the same amplitude (ALPHA varies with number of peaks considered and with depth below surface.) tz = shearing stress at depth z
M = total mass above depth z Ap = peak acceleration at ground surface, expressed as a fraction of acceleration due to gravity The minimum safety factor of 1.25 obtains for ALPHA equal to 1.0, which implies that all soil and structures above each elevation considered simultaneously experience the peak acceleration in the same direction and all eight cycles of motion are equal and equal the peak acceleration. As indicated in Figure 2H-6, ALPHA decreases rapidly with depth below surface and for the turbine building area for the critical depth, which is in the region of El. 630 to El. 650, the ratio of the peak acceleration at the centroid of the mass to the peak acceleration at ground surface is of the order of 0.6. Observed ratios of eight major peaks to maximum single peaks in available records indicate values of ALPHA recorded that are approximately equal to 0.75. These data indicate that actually ALPHA equals 0.5% for the critical depth.
BVPS UFSAR UNIT 1 Rev. 19 2H-5 3. Eight major cycles of shaking have been used in the analysis. This corresponds to a duration of intense motion of about 20 seconds. The DBE for this site has been established by Weston Geophysical Research, Inc.,(See Appendix 2C) as MM VI to VII, which is about two orders larger than the largest earthquake of record in the site area. Twenty seconds of intense motion with an average acceleration at the ground surface of 0.125g would correspond to a much larger and more intense earthquake than the postulated DBE. It is concluded therefore that the computed factor of safety is adequate because: a) It assumes simultaneous occurrence of two improbable events.
b) The earthquake motions assumed are very conservative.
c) The method of calculation and the value of ALPHA used are extremely conservative. The probable value of ALPHA for the critical depth is of the order of 0.5, indicating a factor of safety against initial liquefaction (pore pressures first equal minor principal stress) of about 2.5.
The probability of simultaneous occurrence of the maximum DBE probable maximum flood to El. 730.0 does not justify evaluation of the liquefaction potential under the aforementioned combination of conditions. Therefore, liquefaction under the DBE is not a hazard to any of the seismic Class I structures of the project discussed above.
2H.4 MEASUREMENT OF SHEAR WAVE VELOCITY IN SOIL Time distance plots of crosshole seismic tests made to determine shear wave velocities for these soils are shown in Figures 2H-7, 2H-8, and 2H-9.
2H.5 DETAILS OF THE SLOPE STABILITY ANALYSES A plan showing the location of the sections analyzed for stability of banks is shown in Figure 2H-10. Profiles and typical stability analysis results and slip circles are shown in Figures 2H-11, 2H-12 and 2H-13.
2H.6 SUPPLEMENTARY SOIL TEST DATA Additional boring logs and soil test data not included in Appendix 2E are included as follows: Logs of Borings 301 through 310 Figures 2H-15, 2H-16, 2H-17, 2H-18, and 2H-19 Logs of Borings 401 through 404 Figures 2H-20 and 2H-21 Triaxial Test Data Figures 2H-22, 2H-23, 2H-24, 2H-25, 2H-26, 2H-27, 2H-28, 2H-29, 2H-30, 2H-31, 2H-32, 2H-33, 2H-34, 2H-35, and 2H-36 Summary of Laboratory Test Data Figures 2H-37 and 2H-38 Laboratory Test Procedures Figure 2H-39 BVPS UFSAR UNIT 1 Rev. 19 2H-6 Unconfined Compression Test Data Figures 2H-40, 2H-41, 2H-42, 2H-43, 2H-44, 2H-45, 2H-46, 2H-47, 2H-48, 2H-49, 2H-50, 2H-51, 2H-52, 2H-53, 2H-54, 2H-55, 2H-56, 2H-57, 2H-58, 2H-59, 2H-60, and 2H-61 Grain Size Tests Figures 2H-62, 2H-63, 2H-64, 2H-65, 2H-66, 2H-67, 2H-68, 2H-69, 2H-70, 2H-71, 2H-72, 2H-73, 2H-74, 2H-75, 2H-76, 2H-77, 2H-78, 2H-79, 2H-80, and 2H-81 2H.7 SUPPLEMENTARY SHIPPINGPORT SITE BORINGS DATA A letter, dated April 22, 1955, with Shippingport Atomic Power Station site boring data is included in the immediately following pages.
BVPS UFSAR UNIT 1 Rev. 19 2H-7 STONE & WEBSTER ENGINEERING CORPORATION 49 FEDERAL STREET, BOSTON 7, MASSACHUSETTS NEW YORK BOSTON CHICAGO HOUSTON PITTSBURGH LOS ANGELES SAN FRANCISCO April 22, 1955 Mr. R. B. Horner, Chief Design Engineer, EXECUTIVE Duquesne Light Company, J.O.No.9147 435 Sixth Avenue, Pittsburgh 19, Pennsylvania
Dear Sir:
ADDITIONAL BORINGS SHIPPINGPORT NUCLEAR POWER STATION In accordance with your authorization of February 14, 1955, we have examined the samples taken in 18 additional borings made at the site of the proposed Shippingport Nuclear Power Station. Attached are prints of our drawings SK-42155-C1, SK-42155-C2, SK-42155-C3, SK-42155-C4 and SK-42155-C5, inclusive, showing the logs of these borings as prepared by the driller and the classification of the soil samples received in our Soils Laboratory. Also attached is a print of drawing SK-42155-C6 showing the location of the above borings.
The borings made adjacent to the proposed plant and along the intake and discharge tunnels agree both in character of soils found and, with one exception, in elevations at which changes of strata occur with the soil profiles prepared from the borings made in the initial investigation during the spring and summer of 1954. These additional borings allow more accurate determination of the elevation of the bearing stratum of sand and gravel and will be of use during the construction program. The exception was Boring F which showed the recent clay and silt deposits extending to a greater depth than had been anticipated from other borings.
At this boring, the bearing stratum is about 8 ft lower than the original boring program had indicated. Since Boring G and H indicate that the top of the bearing stratum rises, it appears that this is a localized condition which probably originated from vagaries of the old river channel. In view of the excellent agreement between the soils found in these additional borings and those found in the preliminary investigation, there is no reason to modify or change our recommendations in our previous Report on Subsurface Conditions Shippingport Site dated August 9, 1954, concerning the foundations for the power station or its major auxiliaries in the area lying north of the railroad tracks.
BVPS UFSAR UNIT 1 Rev. 19 2H-8 R.B.H. 2. April 22, 1955 On April 18, 1955, Mr. Conwell outlined by telephone the general features of the circulating water intake and discharge, and requested that we comment on the soil conditions along the route of these facilities. We understand that the intake probably will be a castinplace concrete tunnel having inside dimensions of approximately 8 ft by 8 ft, or equivalent precast concrete pipe, and that the general route of the intake and discharge lines will follow that shown on your drawing 4939-B39 dated January 27, 1955, and marked "Preliminary".
This tunnel will start from the intake structure which will be founded on sand and gravel and, consequently, will provide a relatively rigid support, cross the low lying soft compressible soils of Area C described in our report of August 9, 1954, and then cross the more stable soils of Area B to the power station. In Area C, the center line of the tunnel will be approximately El. 674 which is about the level of present ground surface, and the tunnel will be covered by fill and riprap for erosion protection. In Area B, the area above the tunnel will not be filled, initially, except in the immediate vicinity of the power station. As the tunnel crosses Area B, the following conditions may be expected:
Section 1. Tunnel buried in and underlain by clay silt soils of Area B without additional fill over it. Tunnel in operation weighs approximately the same as soil it displaces. Section 2. Tunnel buried in and underlain by clay silt soils of Area B. Area above tunnel filled to about Gr. 706. Section 3. Tunnel supported on and underlain by sand and gravel or by well compacted granular fill placed for the support of the turbine room. Area above tunnel filled to about Gr. 706.
Within Area B where no additional fill is placed above the tunnel, there should be practically no settlement since the tunnel will weigh essentially the same as the soil it displaces.
Through Area C, however, the fill to be placed will cause considerable compression of the underlying soils. Accordingly, if the tunnel were founded directly on these soils, it would settle appreciably, while at the ends there would be substantially no settlement since one end terminates in a rigidly supported intake structure and the other enters the relatively stable soils of Area B. Therefore, founding directly upon the soil of Area C would result in severe and probably damaging differential settlements. Even if precast concrete pipe were used, which can accommodate some settlement by joint rotation, it appears probable that distortion near the ends of Area C would be more than the joints could accommodate and remain tight.
BVPS UFSAR UNIT 1 Rev. 19 2H-9 R.B.H. 3. April 22, 1955 It is therefore recommended that, in Area C, the intake tunnel be supported upon a rigid foundation deriving its support from the underlying sands and gravels. Piles are suggested, and if used, should be conservatively loaded since compression of the soil under the weight of the fill would cause some additional load on them by dragdown. In computing the load on the piles, the weight of the soil over the tunnel within a trapezoid having a base equal to the width of the tunnel and sloping outward on both sides at two vertical to one horizontal should be used. Through Area B, the intake will pass from a section of substantially no settlement, Section 1, through a section of appreciable settlement due to the weight of deep fill, Section 2, to a section of negligible settlement, Section 3. In Section 3, although considerable fill will be placed above it, the intake will be founded either directly on the sand and gravel stratum or on the northerly part of the dense, compact fill placed to sup- port the turbine room. Differential settlement between Section 2 and the adjoining sections would, therefore, occur if the tunnel were founded in the existing soils without special precautions. While only moderate settlements are anticipated, the differential settlements would probably be sufficient to crack a rigid tunnel founded directly in the soil. Because of the large amount of fill to be placed over the tunnels near the station, the use of piles for the support of the tunnels through this section to avoid differential settlement appears costly. It might be possible to excavate to stable sand and gravel through this section and backfill with well compacted fill. If this were done, the tunnel and its support would be appreciably more rigid than the surrounding soil. As shown on attached SK-42155-C7, because of soil arching, this would result in an extremely heavy load being placed on the tunnel. For design purposes, the tunnel should be considered as supporting the soil within a trapezoid having a base equal to the width of the tunnel and sides sloping out at two vertical to one horizontal. This requirement might result in an expensive section if a rigid tunnel were used.
A reinforced precast concrete pipe, such as Lock Joint Pipe, founded directly in these soils without piles or other special precaution, might accommodate by joint rotation such differential settlements as may reasonably be anticipated along this portion of the intake.
Careful study would be required to determine whether joint rotation would result in leakage.
A properly stiffened circular steel pipe might have sufficient elasticity to adjust itself without damage to the differential settlements to be anticipated.
BVPS UFSAR UNIT 1 Rev. 19 2H-10 R.B.H. 4. April 22, 1955 We have attempted to describe the several different loading and founding conditions along the route of the intake. We believe that further study and comparative estimates of alternative designs to meet these conditions will be required to determine a sound economic solution.
We shall be glad to assist you in such studies in any way you may request. Our present information is this matter is somewhat general and further data as to your requirements might modify the problem. To illustrate, we list the following:
Dimensions of the heavy fill to be placed north of the turbine room.
What consideration should be given to possible future extension northward of this fill beyond the limits planned initially?
Dimensions of the berm of compacted fill to be placed under the north side of the turbine room to replace compressible materials between the bottom of the foundation and the sand and gravel stratum. Relation of contemplated future intake lines to the initial intake.
The same general soil conditions described for the intake apply to the discharge tunnel as it leaves the turbine room.
It is our understanding that consideration is being given to the use of an open flume for a portion of the discharge. The change from tunnel to open ditch or flume will be made at a drop structure. We anticipate this structure will be of concrete and that it will be relatively heavy and massive. We assume it will be founded upon the underlying sand and gravel, either directly, if the grades are suitable, or by using piles or excavating the compressible clay silts and replacing them with compacted, granular fill. In studying comparative economics of these various methods, it should be noted that the top of the bearing stratum is well below ground water level.
This open flume or canal would extend from approximately the location of Boring F through Borings G and H to the river. We estimate that, near Boring F, this canal will be approximately 30 ft deep in order to provide a water depth of 6 to 8 ft at normal pool level in the river. The lower members of the soil through which this canal will be excavated are relatively weak and, accordingly, the stability of the canal banks was investigated. Preliminary computations based on an assumed slope of sides of two horizontal to one vertical BVPS UFSAR UNIT 1 Rev. 19 2H-11 R.B.H. 5. April 22, 1955 indicated the banks should be stable under normal conditions. However, some difficulty may be expected with sloughing following periods of high water in the river, especially if the river level drops rapidly. Also, the soils are fine grained and weak and will be readily eroded, either by relatively high velocities in the discharge canal or, possibly, by erosion during flood stages of the Ohio River. Considering the relative grades of the discharge tunnel and the normal pool level of the Ohio River, we do not believe such sloughing as may occur would interfere with the operation of the plant. However, it would be well in laying out miscellaneous structures, roads and other facilities to keep these at a reasonable distance from the canal banks. We suggest a minimum distance of 100 ft.
As shown by Borings J and K, soil conditions at the site of the transmission substation are different from those at the power station site. This area is blanketed by a considerable depth of fine grained soils which probably originated as outwash deposits from the weathering of the hills just to the south. These consist of interbedded sandy silts and very fine silty sands, the upper few feet being predominantly clay of a medium-to-stiff consistency. While inorganic, these soils are loose and structures founded above them will be subject to slight-to-moderate settlements, depending upon the weight of the structure and the size of the area loaded. We consider them, however, satisfactory for the support of transmission towers, bus structures and transformers such as are usually placed in a transmission substation.
There is a 15 ft difference in ground elevation between Borings J and K, approximately 175 ft apart. At Boring K there is 8 ft of medium-to-stiff clay on the surface underlain by 9 ft of loose silts and sands. At Boring J the thickness of surface clay is 4 ft and the thickness of loose silts and sands has increased to 19 ft. We would prefer to have the foundations supported on the surface clay or in a moderate amount of well compacted fill above the clay. To accomplish this, we suggest that consideration be given to orienting the substation parallel to the ground contours to reduce the maximum difference in ground elevation as much as possible. We also suggest benching the area, using a minimum of excavation at the south side of each bench and building up the north side with compacted fill. This grading work should be done well in advance of the construction of foundations to permit time for the area to consolidate and come to equilibrium under the changed loading conditions.
We suggest that foundations be loaded to not exceeding 2,000 psf dead loads, and to not exceeding 2,500 psf dead plus live plus wind loads. Foundations of the substation and equip-ment may be placed in filled areas, assuming the fill is properly compacted to secure good density and that all rubbish, debris, BVPS UFSAR UNIT 1 Rev. 19 2H-12 R.B.H. 6. April 22, 1955 brush and organic matter are stripped from the surface before placing the fill. We suggest using the same bearing for footings founded in this fill as are to be used in the natural soil.
Boring L, which is located approximately at the site of the 60,000 gal water tank, shows recent outwash deposits to a depth of about 4 ft, below which, 5 ft of coal blossom was found. This in turn was underlain by a very hard gray clay which the driller termed "fire clay". While the coal blossom was marked compact on the boring, we suggest that, if the tank is a tower supported structure, the tower legs be carried through it to the underlying compact clay.
This material is hard and dry and it may be loaded 4 tons per sq ft. If a ground supported tank is contemplated, some other procedure may be desirable.
We are sending you eight copies of this letter with all attachments in order that you will have the necessary copies for distribution.
If you have further questions or if you wish additional copies of this letter or prints of these boring logs, please advise us. Yours very truly, (Originally signed by)
F. W. Argue, Engineering Manager Enclosures