ML17171A240

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St. Lucie, Unit 1, Updated Final Safety Analysis Report, Amendment No. 28, Chapter 2, Site Characteristics
ML17171A240
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Site: Saint Lucie NextEra Energy icon.png
Issue date: 05/03/2017
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Florida Power & Light Co
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Office of Nuclear Reactor Regulation
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{{#Wiki_filter:CHAPTER 2 Section Title Page 2.4.10 FLOODING PROTECTION REQUIREMENTS 2.3-33 2.4.11 LOW WATER CONSIDERATIONS 2.4-34 2.4.11.1 Low Flow in the Indian River 2.4-34 2.4.11.2 Low Water Resulting from Surges 2.4-34 2.4.11.3 Plant Requirements 2.4-35 2.4.11.4 Dependability Requirements 2.4-35 2.4.12 ENVIRONMENTAL ACCEPTANCE OF EFFLUENTS 2.4-37 2.4.12.1 Dilution of Circulating Water Discharged to the Environment 2.4-37 2.4.12.2 Recirculation of Discharge Water 2.4-39 2.4.13 GROUNDWATER 2.4-40 2.4.13.1 Description and Onsite Use 2.4-40 2.4.13.2 Sources 2.4-42 2.4.13.3 Accident Effects 2.4-44 2.4.13.4 Monitoring or Safeguard Requirements 2.4-45 2.4.14 TECHNICAL SPECIFICATION AND EMERGENCY OPERATION REQUIREMENTS 2.4-45 REFERENCES 2.4-46 2.5 GEOLOGY AND SEISMOLOGY 2.5-1 2.5.1 BASIC GEOLOGIC AND SEISMIC INFORMATION 2.5-1 2.5.1.1 Regional Geology 2.5-1 2.5.1.2 Subregional Geology 2.5-8 2.5.1.3 Site Geology 2.5-17 2.5.2 VIBRATORY GROUND MOTION 2.5-20 2.5.2.1 Geologic Conditions of the Site 2.5-20 2-iv Amendment No. 22 (05/07)

SITE CHARACTERISTICS CHAPTER 2 2.3-86 Annual Hourly Percent Frequency of Vertical Stability 2.3-74 thru Categories by Wind Direction and Wind Speed, thru 2.3-92 A-G, 1/1/73 - 12/31/73 2.3-77 2.3-93 Annual St. Lucie Relative Concentration Values for 2.3-78 Selected Worst Percentages 2.4-1 PMH Surge Computations 2.4-50 2.4-2 Wave Runup Computations 2.4-51 2.4-2A Florida Hurricanes; Period of Record 1886 to 1974 2.4-52 2.4-3 Water Quality Analysis 2.4-53 2.4-4 Well Location Summary 2.4-55 2.4-5 Public Well Water Supplies 2.4-56 2.5-1 Hawthorne Clay X-Ray Diffraction Analyses 2.5-79 2.5-1A St. Lucie Unit No. 1 Settlements 2.5-80 2.5-1B Summary of Dynamic Settlement Test Results 2.5-81 2.5-2 Penetration Resistance and Percent Fines for 2.5-82 Borings B-4, 5, 6, 15, 19, 20

2.5-3 Cyclic Shear Test Data 2.5-84 2.5-4 Shear Strength Data Summary 2.5-85 2.5-5 Regional Earthquake Summary 2.5-86 2.5-6 Summary of Liquefaction Test Results 2.5-89 Appendix 2C

1 Key Parameters in the Production of Severe 2C-6 Thunderstorms and Tornadoes

2 Approximate Wind Speeds of Continental US Tornadoes 2C-9 3 Intensity Ratings of 429 Florida Tornadoes 2C-10 Appendix 2D

2D-1 Questionnaire Response 2D-4

UNIT 1 2-x Amendment No. 27 (04/15)

CHAPTER 2LIST OF FIGURES (Cont'd)FigureTitle2.5-14Top of Ocala Limestone2.5-15Stratigraphic Sections at Hutchinson Island and Green Cove Springs Area - St. Lucie Plant2.5-15ABoring Plan - Plant Area 2.5-16Site Geologic Section DD 2.5-17Site Geologic Section EE 2.5-18Locations of Epicenters 2.5-19Stratigraphic Sections at Hutchinson Island and Green Cove Springs Area 2.5-20Time Base Expansion El Centro Earthquake 2.5-21Site Exploration Borings 2.5-22Site Exploration Borings 2.5-23Boring Plan 2.5-24Geologic Section A-A 2.5-25Geologic Section B-B 2.5-26Geologic Section C-C 2.5-27Geologic Section D-D 2.5-28Approximate Method of Determining the Shear Strength of Cohesive Soil 2.5-29Excavation and Backfill Procedures 2.5-30Foundation Study 2.5-31Statistical Analyses 2.5-31aSummary Statistical Analyses Class 1 Material 2.5-32Shear Modulus vs. Shear Strain 2.5-33Soil Quality2-xvi

CHAPTER 2LIST OF FIGURES (Cont'd)FigureTitle2G-C8Grain Size Distributions Boring AE-62G-C9Grain Size Distributions Boring AE-7 2G-C10Grain Size Distributions Boring AE-8 2G-C11Grain Size Distributions Boring AE-10 2G-C12Grain Size Distributions Boring AE-11 2G-C13Grain Size Distributions Boring AE-12 2G-C14Grain Size Distributions Boring AE-13 2G-C15Grain Size Distributions Boring AE-14 2G-C16Grain Size Distributions Boring AE-15 2G-C17Grain Size Distributions Boring AE-16 2G-C18Grain Size Distributions Boring AE-17 2G-C19Grain Size Distributions Boring AE-18 2G-C20Grain Size Distributions Boring AE-19 2G-C21Grain Size Distributions Boring AE-21 2G-C22Grain Size Distributions Boring AE-22 2G-C23Grain Size Distributions Boring AE-23 2G-C24Grain Size Distributions Boring AE-24 2G-C25Grain Size Distributions Boring AE-25 2G-C26Grain Size Distributions Boring AE-26 2G-C27Grain Size Distributions Boring AE-27 2G-C28Grain Size Distributions Boring AE-28 2G-D1Cyclic Triaxial Tests Nos. 1-10 thru 2G-D102G-S1Construction Condition Shear Strength Determination 2G-S2Characteristics of Samples Tested2-xxiii CHAPTER 2LIST OF FIGURES (Cont'd)FigureTitle2G-S3Stress-Strain Behavior of Sandy Materials Consolidated Undrained Triaxial Tests2G-S4Excavation and Backfill Plans and Details Sheet No. 2 2G-S5Emergency Cooling Water System Barrier Wall Plan and Sections Masonry2-xxiv

Pages 2.1-4 through 2.1-28 have been deleted2.1-3 Amendment No. 20 (4/04)

54.Gulfstream Villas, Personal Communication, December 1987.55.Sea Point Towers, Personal Communication, December 1987. 56.Spanish Lakes, Personal Communication, December 1987. 57.Development Coordinator, St. Lucie County Planning Division, Personal Communication,December 1987.58."St. Lucie West", News Tribune/St. Lucie on the Move '87, dated 10/25/87. 59.Public Information Office, Indian River Community College, Fort Pierce, Florida, PersonalCommunication, February 1988.60.Director, University Relations, Barry University, Miami, Florida, Personal Communication,February 1988.61.Information Office, Florida Institute of Technology, Melbourne, Florida, Personal Communication,February 1988.62.Registrar, Webster College, Fort Pierce, Florida, Personal Communication, February 1988. 63.Director, Environmental Studies Center, Jensen Beach, Florida, Personal Communication,February 1988.64.Member, Sons of Norway Gulfstream Lodge #514, Fort Pierce, Florida, Personal Communication,February 1988.65.Information, "The Mirror", Jensen Beach, Florida, Personal Communication, February 1988. 66.Manager, Vista St. Lucie Association, Port St. Lucie, Florida, Personal Communication, February 1988.67.Manager, Camelot Gardens, Port St. Lucie, Florida, Personal Communication, February 1988. 68.Holly Creek Development, Jensen Beach, Florida, Personal Communication, February 1988. 69.Tropical Isles, Fort Pierce, Florida, Personal Communication, February 1988. 70.Harbour Ridge, St. Lucie County, Florida, Personal Communication, February 1988.

71. Bridge Engineer, Department of Transportation, Fort Pierce, Florida, Personal Communication,December 1987, February 1988.2.1-33Amendment No. 19 (10/02)

119.Personnel Department, Grumman Aerospace, Stuart, Florida, Letter Dated November 30, 1978.120.Maintenance Foreman, St. Lucie County School Board, Fort Pierce, Florida, Letter DatedNovember 28, 1978.121.Executive Secretary, Sandy Shoes Festival (1979), Fort Pierce, Florida, Letter Dated November 28, 1978.122.South Florida Fair, Palm Beach County Fairgrounds, West Palm Beach, Florida, PersonalCommunication, November 21 and 27, 1978.123.Employment Office, Pratt & Whitney Aircraft, Government Products Division, Palm Beach County,Florida, Personal Communication, November 30, 1978.124.Average Daily Traffic Counts, Bureau of Planning, State of Florida, Department of Transportation,Tallahassee, Florida, February 20, 1978.125.State of Florida, Department of Transportation, Division of Transportation Planning, FloridaInterstate System Bi-Monthly Progress Report, Tallahassee, Florida, September 1978.126.State of Florida, Department of Transportation, Map of "Alternate Corridor Locations." (Undated). 127.US Army Corp of Engineers, Waterbourne Commerce, Jacksonville District, pp 135, 137, 145, 197.128.Lockmaster, St. Lucie Canal - Okeechobee Water, Personal Communication, September 14 andOctober 10, 1978.129.Route Analyst - Eastern Routes Marketing Research Amtrak, Washington, DC, Letter DatedNovember 30, 1978.130.Manager - Eastern Routes - Marketing Research, Amtrak, Washington, DC, PersonalCommunication, May 22, 1979.131.Airport Manager, St. Lucie County Airport, Fort Pierce, Personal Communication, December 6, 1978.132.Director of Public Relations, Allegheny Airlines - Allegheny, Commuter Service, WashingtonNational Airport, Washington DC, Letter Dated December 6, 1978.133.Allegheny Commuter Passenger Traffic Statistics, 1970-1977, Allegheny Airlines, WashingtonNation Airport, Washington DC.134.Director of Planning, Palm Beach International Airport, West Palm Beach, Florida, Letter DatedNovember 30, 1978.2.1-37 Amendment No. 12, (12/93)

151.University of Florida, Bureau of Economics and Business Research, Population Program, Florida Population: A Summary of 1980 Census Results, May 1981.152.University of Florida, Bureau of Economics and Business Research, Division of Population Studies, 1982-2020 Projections of Florida Population by County, Bulletin No. 56 July, 1981.153.Smith, Stanley K., 1978 Projections of Florida Population by County, 1980-2020. Bureau of Economic andBusiness Research, Division of Population Studies, Bulletin 44.154.US Department of Commerce, Bureau of the Census, Current Population Reports, Illustrative Projections ofState Populations by Age, Race, and Sex: 1975 to 2000, March 1979.155.Aerial Photographs by Southern Resource Mapping Corp., Ormond Beach, Florida, April 18 and May 14, 1981.156.Port St. Lucie Planning and Zoning Board, The City of Port St. Lucie Florida Comprehensive Plan 1980,March 1980.157.Bridgetender, Jensen Beach Bridge, Personal Communication, September 14 and November 10, 1978.158.Bridgetender, Stuart Causeway, Personal Communication, September 14, 1978. 159.Engineering Department, Martin County Department of Transportation, Personal Communication, September14, 1978 (Roosevelt Bridge and Hobe Sound Bridge).160.Bridgetender, St. Lucie Bridge, Personal Communication, September 4, 1978. 161.South Florida Water Management District, Summary Status Report, Upper East Coast, Water Use andSupply Development Plan, West Palm Beach, Florida, October 1980.162.Florida Media Guide, January-June 1988; Florida Department of Commerce, Division of Tourism,Tallahassee, Florida.163.Discover the Treasure Coast - The Palm Beach Post, dated September 6, 1987. 164.Savanna Club, Personal Communication, April 4, 1988. 165. Brauner, A. 1982. "Population Estimates, Nuclear Power Plant Nearby Population Concentrations. U.S.Nuclear Regulatory Commission, Washington, D.C.) 2.1-39 Amendment No. 12, (12/93) 166 Bureau of Economic and Business Research (BEBR). Projections of Florida population by county 1990-2020. Stanley K. Smith and Ravi Bayya. College of Business Administration, University of Florida. Vol.24,No.2 Bulletin No.96; July, 1991.167.Census of Population and Housing, 1990: Public Law (P.L.) 94-171 Data (Tennessee) [machine-readabledata files] / prepared by the Bureau of the Census. -- Washington: The Bureau [producer and distributor], 1991.168.Census of Population and Housing, 1990: Public Law (P.L.) 94-171 Data Technical Documentation /prepared by the Bureau of the Census. -- Washington: The Bureau [producer and distributor], 1991.169.Census of Population and Housing, 1990: Summary Tape File 1 on CD-ROM Technical Documentation /prepared by the Bureau of the Census. -- Washington: The Bureau [producer and distributor], 1991.170.Census of Population and Housing, 1990: Summary Tape File 1 on CD-ROM (Tennessee) [machine-readable data files] / prepared by the Bureau of the Census. -- Washington: The Bureau [producer and

distributor], 1991.171.Geographic Reference File - Names, 1990. (Census Version) [machine-readable data file] / prepared by theBureau of the Census. -- Washington: The Bureau [producer and distributor], 1991.172.Sinisgalli, A. 1982. 1980 Residential Population Estimates, 0-80 Kilometers for Nuclear Power Plants. U.S.Nuclear Regulatory Commission, Washington, D.C.173.TIGER/LINE (TM) Census Files, 1990. [machine-readable data file] / prepared by the Bureau of the Census.-- Washington: The Bureau [producer and distributor], 1991.174.TIGER/LINE (TM) Census Files, 1990 Technical Documentation / prepared by the Bureau of the Census. --Washington: The Bureau [producer and distributor], 1991.175.USBC, 1975. "Population Estimates and Projections, Current Population Reports. 1975. Series P-25, No.541. U.S. Dept. of Commerce, Social and Economic Statistics Administration, Bureau of the Census.176.USBC, 1986. U.S. Bureau of the Census, Current Population Reports, Series P-25, No. 984, "Evaluation ofPopulation Procedures for Counties: 1980", by Gilbert R. Felton, U.S. Government Printing Office, Washington, D.C., 1986.177. USBC, 1987. U.S. Bureau of the Census. 1987. "Statistical Abstract of the United States: 1988, 108thedition". U.S. Dept. of Commerce, Washington, D.C. 2.1-40 Amendment No. 12 (12/93)

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3027000mN 3025000mN 3025000mN T 365 TRUEN 71-r l N /\ 9,, \ \ CONTAINMENT TO LIQUID JI _ RELEASE AREA VIA MULTI* <;Ii PORT DIFFUSER $ w t JI .. a: .. , .,, <l . en ? . ...,,,,,... ,, *--, BOUNDARY LINE /) ,,,,/ // BIG MUD/ CREEK INDIAN / 3024000mN ST. LUCIE PLANT BEACH PARK M WAL TON ROCKS BEACH / \. 5700' ' TO MAINLAND SHORE ' _ __J ST. LUCIE COUNTY T 36 S R 41 E AREA 1132

  • ACRES 2000 3000 t -J SCALE IN FEET AMENDMENT NO. 9 171901 FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 PROPERTY PLAN FIGURE 2.1-4
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  • AMENDMENT NO. 12 (12/93) FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT -UNIT 1 COUNTIES WITHIN A 50 MILE RADIUS SHEET 7 FIGURE 2.1-11
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  • AMENDMENT NO. 12 ( 12/93) FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT -UNIT 1 MARTIN COUNTY WITH SECTOR SEGMENTS SHEET 9 FIGURE 2.1-13
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  • AMENDMENT NO. 12 (12/93) FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT -UNIT 1 ST. LUCIE COUNTY WITH SECTOR SEGMENTS SHEET 10 FIGURE 2.1-14

There are two airports in the county -- Sebastian Municipal located 35 miles from the plant site at the City of Sebastian and Vero Beach Municipal -- located at Vero Beach 20 miles from the plant site. Vero

Beach Municipal is served by commercial airlines. Sebastian is not. Okeechobee County Airport is at the northwest corner of the City of Okeechobee 35 miles from the plant site. A small, private airport, known as Dixie Ranch Airport, is located about eight miles northwest

of the city 40 miles from the plant site. Neither of these airports is served by commercial airlines. Lake

Okeechobee, with its 700 square miles of area and 110 miles of shoreline, forms part of the southern

boundary of Okeechobee County. Among the important industrial employers in Palm Beach County are: Pratt Whitney Aircraft - research and 4,500 Employees development on jet engine s, missile propulsion components RCA - data processing systems 1,000 Employees ITT Semiconductors - semiconductors 1,300 Employees and integrated circuits

Solitron Devices - transistor and 600 Employees cryogenic thermometers Palm Beach International Airport, with runways to 8,000 feet, is located 45 miles from the plant site about three and a half miles southwest of downtown West Palm Beach and is served by commercial

airlines. The Flying Cow Airport is located 38 miles from the plant site. Glades Airport is located near

and south of Pahokee, 48 miles southwest of the plant site. Neither of the latter is served by

commercial airlines. The U. S. Navy Base is located at Jupiter Inlet, as is Jupiter Auxiliary Air Force Base and Jupiter Light House. A Coast Guard Station is located on Peanut Island. The J. W. Corbett Wildlife Management Area occupies about 500 square miles of the western portion of the study area in Palm Beach County and is largely in its virgin state. Pahokee State Park is being Management developed near that city. It is located atop the Hoover Dike on Lake Okeechobee and will feature camping, swimming, picnic facilities, boat ramps and fishing. The Port of Palm Beach serves both inland barges and deep sea vessels. Minimum depths of the channel and turning basin are 35 feet and 33 feet, respectively, below mean low water. The Port is

located at Riviera Beach at the Lake Worth Inlet. 2.2-2

c) HurricanesFor the period 1885-1958 a total of 119 tropical cyclones of all intensities significantly affected the Florida area (3). Ofthis total 71 were of full hurricane intensity. The average number of hurricanes for the period was 1.6 storms peryear. Individual years range from none to five.d) Tornadoes and Waterspouts Two independent studies have been made on Florida tornadoes. One submitted to the Commission during the Unit1 construction permit review in October 1969 is provided as Appendix 2C, and a current study is provided as Appendix 2F. Both conclude that the severe 360 mph (Region I) tornadoes are not applicable to Florida, and that historical data does not substantiate speeds exceeding about 200 mph in Florida tornadoes. The earlier study utilized all known Florida tornado data from 1887 to 1968, whereas the current study analyzed data for the period from 1950 to 1972. The current study went beyond the earlier work in that it developed a DBT (Design Basis Tornado) for the Atlantic coast of the United States and the Atlantic coast of Florida. The results of the DBT analysis indicate that a Region III (240 mph) DBT is appropriate for the St. Lucie site.Waterspout reporting in the United States has been coordinated in a systematic way since 1952 by the NationalWeather Service. A total of 190 waterspouts have been reported in Storm Data (published by the National ClimaticCenter), along a 200 mile zone of the Florida Atlantic Coast centered at St. Lucie. Of those, 178 were reported to have occurred within 25 miles of the shore.Because of their very nature (over-water trajectory) only occasionally are remarks given as to their size and their direction of motion.Eleven of the 178 waterspouts were reported to penetrate on-shore and their worst reported damage falls into the"weak tornado" category (estimated wind speeds of 72-112 mph), as defined by Fujita (1971). Golden's analysis of the Lower Matecumbe Key waterspout indicated a maximum estimated wind speed of 170 mph (Ref: Monthly Weather Review, Waterspouts and Tornadoes over South Florida, February 1971, Vol. 99, No. 2). In a personal communication, Golden indicated that errors inherent in this technique are about 15-20% and that his estimate is probably on the high side. This tangential speed when coupled with the translational speed of the waterspout, results in a maximum horizontal velocity of less than 200 mph which is well below the AEC tornado design criteria.In order to compute the probability and recurrence interval of a waterspout at a point, estimates of waterspoutdiameter and path length are necessary. Since very little information was available, a conservative average waterspout width-path length of 200 feet by 4 miles was assumed. 2.3-2

e) Air Pollution PotentialIn the twenty-one year period from 1936-1956, there were approximately one hundred days of atmosphericstagnation in the vicinity of the plant, of which twenty-two cases lasted four or more days. (3a) Between August 1,1960, and April 3, 1970, there were no high air pollution potential days. (3b)2.3.2LOCAL METEOROLOGY2.3.2.1Data SourcesMeteorological and climatological data from the Hutchinson Island site and from the West Palm Beach Weather Bureau-station are presented for the purpose of validating previous estimates of site climatology and to provide estimates of the local diffusion meteorology based on site data.Site data, collected for one year period beginning March 1, 1971 indicate that the Hutchinson Island site hasexcellent diffusion characteristics. A subsequent year's additional meteorological site data indicates that the diffusion characteristics obtained from the original year's data are acceptably conservative. Open flat terrain and proximity to the ocean provides a well ventilated area with strong on-shore wind conditions. The coastal location tends to inhibit deep inversions from occurring and persisting and the majority of the inversion wind directions are associated with off-shore flow.The climatological evaluation of the site is partially or totally supplemented by meteorological data from West Palm Beach Airport, Florida (4,5) because of its longer period of record (1939-1970). This station is located approximatelyforty miles south of Hutchinson Island and somewhat less than three miles inland from the ocean. It is the closest weather station to the site and has climatological characteristics that are very similar to Hutchinson Island. To demonstrate applicability of the West Palm Beach data to the Hutchinson Island site the one year climatological record at Hutchinson Island is compared with the same period of record from West Palm Beach and also with the long term record at West Palm Beach.

2. 3-4 2.3.2.2Normal and Extreme Values of Meteorological Parametersa) Wind DistributionSeasonal (and annual) wind frequency distribution in percent of seasonal occurrence by wind direction versus windspeed classes are shown in Table 2.3-2 through 2.3-6 for the 50-foot level of the meteorological tower at HutchinsonIsland. Detailed interpretation of these tables is provided below.A calm wind is defined as a measured wind speed less than 1.0 mph (the threshold speed of the anemometer). Avariable wind is defined when the wind directional trace is in a steplike pattern and the measured wind speed is between 1.0 and 2.5 mph (the starting speed of the directional value). Table 2.3-7 provides a seasonal and annual distribution of hourly calm and variable wind conditions. The summer season dominates with the highest occurrence of calm (51 hours) and variable (122 hours) winds and also the greatest consecutive hours of non-directional winds (11 hours). The annual percent occurrence of calms at the 50-foot level is 1.05 percent and 4.10 percent of the wind conditions have been identified as variable.Table 2.3-8 illustrates that the 9 wind sectors, NNW clockwise through SSE inclusive, that represent the on- andalong-shore (over water trajectory) wind directions dominate both the percent of occurrence and the higher mean wind speeds. The higher on-shore wind speeds are attributed to the reduction of frictional forces associated with overwater flow. However the seasonal distribution of the 1-3mph wind speed class (tabulated below) into on- and off-shore wind directions indicates that the lower wind speeds are predominately off-shore land breezes. WinterSpringSummerFallAnnualOn Shore (9 sectors)0.80%1.95%4.21%2.48%2.30%Off Shore (7 sectors)2.70%3.10%2.97%3.43%3.06%Table 2.3-9 delineates the primary and secondary prevailing wind directions and speeds on a seasonal and annualbasis. An easterly component of winddirection, associated with the ocean breeze, is identified in all the time periods except the spring season.Summarizing the wind distribution data for Hutchinson Island, there is a high percentage occurrence of strong on-shore winds and a fairly small percentage of calms (1.05%). Off-shore winds comprise approximately 35 percent and on-shore represent 60 percent. High wind speeds are associated with the ocean breeze and low wind speeds are predominately offshore land breezes.

2.3-5

e) FogHeavy fog with visibilities equal to or less than 1/4 mile are uncommon in the coastal areas of Florida. Table 2.3-13indicates that, for the period of record 1943 to 1970, West Palm Beach observed an average of 8 days per year with heavy fog.f) Hurricanes Since the general area of southeastern Florida is under the influence of the subtropical Azores-Bermuda highpressure area, seasonal pressure changes are relatively small. The lowest pressures are associated with hurricanes or tornadoes. To date, the lowest pressure recorded in the West Palm Beach area was 27.43 inches on September 16, 1928. Pressures lower than this are calculated to occur at the center of tornadoes. Theoretical estimates of the

minimum pressure in the center of a tornado can account for a rapid change of three inches in pressure (6). Themaximum pressure recorded at Hutchinson Island was 30.97 and the minimum was 28.82 inches, for the period of record March 1971 to February 1972.In the vicinity of Palm Beach, the probability of experiencing hurricane force winds in any given year is one in ten. Further up the coast, near Vero Beach, the probability reduces to one in twenty. Since Hutchinson Island is situated north of Palm Beach and south of Vero Beach the probability of hurricane force winds affecting the site would be approximately one in fifteen. Most of the hurricanes occur in the August to October period, although occurrences range from June to December. During the 1958-1971 period, only five hurricanes and four tropical storms have affected the east coast of Florida in the vicinity of Hutchinson Island. Paths of the hurricanes are generally in a west-northwesterly direction entering the area from the ocean (5). A few move in a northerly course entering over thesouthern peninsula of Florida. The forward speed of the hurricane varies, averaging 12 mph in the region. Storms moving inland from the east and south of the site would place the site in the area of maximum winds, the right for-ward quadrant of the hurricane. Paths either over land or in a northerly direction offshore would place the site in areas of less intense wind speeds. 2.3-8

Modifications of the maritime air masses induced by the narrow island would be insignificant duringunstable conditions, minimal under stable conditions, and generally confined to the lowest ten meter height. The span of the Indian River varys from a minimum of 1 1/2 miles to the west of St. Lucie and 5 miles northwest toward Fort Pierce.Prophet 18 , Craig 19 , and Bowman 20 , have concluded that thermal adjustments in the vertical direction(and the heights above water to which mixing extends) responds quite rapidly to the air-water temperaturedifferences. Less stable lapse rates and higher values of vertical diffusivity occur when the air is over warmer water and more stable lapse rates and reduced vertical diffusivity occur when air is over colder waters. Van der Hoven recognized the greater significance of these thermal effects at a cooling pond reservoir, as compared with the influence of horizontal wind variance by that reservoir, and concluded that the presence of a warm water body would have a favorable influence on the diffusion climate of the site because of its warming-from-below influence.Craig 19,22 and Montgomery 23 discuss the rate of modification of the boundary layer temperatures when airmoves over water warmer than the surface air temperatures. In all the data presented, a super adiabaticlayer forms below 20 feet with an adiabatic layer above, extending to a minimum height, in one case of 400 feet, and in other cases to above 1,000 feet. The over water trajectories are long, compared with the St. Lucie site, extending from 8 miles to 100 miles. The data do show, however, that the modification process is much more rapid when the air column is, heated from below than when it is cooled from below. Furthermore, Craig 24 also finds fairly significant, i. e. 20 to 40%, changes in air temperature, occurring inthe lowest fifty feet for a two mile over water trajectory during low wind speed conditions.Accordingly, the flux of sensible heat from the water into the air may be estimated from standardmeteorological wind and temperature measurements under stable conditions. The sensible heat, H = K ( w - a) V a, where w is the surface potential temperature and a , V a is the air potential temperature andmean wind speed at anemometer level (10 meters). A nomogram presented by Van der Hoven 26 andProphet 18 was used investigate stability modification associated with the on-shore sea breeze 24 flow forthe Pilgrim Nuclear Power Station. The air mass modification, due to a solar heated land surface, followsthe same physical laws as the thermal adjustment to cool air moving over warm water. In both cases, with sufficient time, an adiabatic lapse rate results where the temperature at the base of the modified air is equal to the temperature of the underlying surface, Knowing the meteorological conditions, one may then determine the extent of the modification based upon the expected over-water trajectory and the height to which the adiabatic2.3-18Amendment No. 19 (10/02)

Analysis Of The Probability of Fumigation OccurenceFumigation is a meteorological condition whereby an elevated effluent is released during stable (inversion)periods. It then diffuses in a narrow plume above the ground and slowly grows laterally and vertically as is characteristic of inversion conditions. However, as the plume moves downwind from its source, it is brought rapidly down to the ground because the ground level conditions have changed from inversion to lapse conditions while aloft inversion conditions still may exist. This condition can develop in the early morning hours (shortly after sunrise) as the earth's surface is heated by incoming solar radiation. This condition can also occur with a sea breeze situation in the late morning or early afternoon with the trapping of a shallow unstable layer close to the ground and inversion conditions aloft.An analysis was performed to develop a fumigation probability of occurrence at the St. Lucie Site. Onsitemeteorological data from March 1, 1971 to December 30, 1972 were reviewed. Temperature difference measurements were made between approximately 10 and 100 feet and between 10 and 200 feet. All strip charts were reviewed for fumigation occurrence. In this study, a fumigation condition was defined to be a situation whereby inversion conditions exist for a least one hour followed by a crossover to either lapse or neutral conditions. For each case of fumigation that was identified, the stability, wind speed, and wind direction conditions that persisted for the previous hour were listed. These listed conditions were separated according to on-shore and off-shore winds (SSW through WNW being off-shore and NW through S in a clockwise direction being on-shore). Relative concentrations were calculated for each occurrence of fumigation associated with on-shore winds. The equation used was taken from Safety Guide 5 "Assumptions Used For Evaluating The Potential Radiological Consequences Of A Steam Line Break Accident For Boiling Water Reactors".X/Q = 0.0133/ !" uwhere:X/Q =Relative concentration (sec/m 3)!" =the horizontal standard deviation of the plume (meters) - This value was based on thestability class which prevailed for the hour prior to fumigation and was calculated at a distance of 1555m.u =wind speed (m/sec) - This was the average 50 foot wind speed for the hour preceding thefumigation.For the 22 month period there were 255 occurrences of fumigation conditions associated with on-shore winds. Fumigation conditions generally persist only for periods of 30 minutes or less. The relative probability of occurrence of fumigation with on-shore winds is 255-30 minute periods (fumigation) divided by 31680-30 minute periods in 22 months, or less than 1 percent of the time. The probability of occurrence is less than the2.3-21 traditional NRC value of 5 percent worst diffusion factors utilized in assessing potential accidentconsequences.The 255 cases of fumigation were grouped according to the stability class which persisted for the hourprior to fumigation. The maximum, minimum, and average wind speeds were determined for each stability class. The following reflects these statistics:FUMIGATION OCCURRENCES PER STABILITY CLASSWITH ASSOCIATED WIND SPEEDS (m/sec) Stability Class EFG FREQUENCY1627419 MIN WS .4 .2 .2 AVE WS2.71.81.8 MAX WS6.73.13.1A cumulative frequency listing of relative concentration values was prepared. Every ten percentile value was plotted. This plot is presented in Figure 2.3-10. The 50 percentile X/Q is 9.4 x 10 -5 sec/m 3, which isequivalent to a stability of F and a wind speed of 2.55 m/sec.In summary, we feel that it is not necessary to consider the consequences of fumigation since it occursless than I percent of the time in association with on-shore winds. However, if the NRC desires to evaluate these consequences, the X/Q value to be evaluated is 9.4 x 10 -5 sec/m3, which is equivalent to Fstability and a wind speed of 2.55 m/sec.2.3-22

Sigma-theta was calculated by dividing the wind direction range by 6 (15). If the wind speed was below 3mph, the minimum threshold speed of the wind vane, the horizontal and vertical Pasquill categorizationwere both determined by the vertical temperature gradient method using the relationships listed in Table 2.3-15. The breakdown of horizontal Pasquill types versus sigma-theta are listed in Table 2.3-14 (16). Thissplit technique of determining the vertical and horizontal Pasquill categories provides a better means of reflecting local micro-climatological effects than either technique by itself could, i.e., site surface roughness may result in increased wind variability with a resulting enhanced lateral plume growth but yet not effect the vertical turbulence. Using the sigma-theta technique alone could over-predict potential diffusion, while using vertical temperature gradient techniques alone could under-predict potential diffusion in this case. There are other situations which could have the reverse effect, i.e., over-predict diffusion using vertical temperature gradient and under-predict diffusion using the sigma-theta technique. This split technique uses the best of both techniques to provide a more realistic categorization of the vertical and horizontal Pasquill types.2.3.5.2 CalculationsThe 50-foot tower level wind data were selected for the wind distribution stability study because they weredetermined to be appropriately conservative due to the near-ground level potential releases from the St. Lucie Planto However, if the 50-foot wind data were missing or invalid (7.7 percent of annual record period), the 190-foot wind data were substituted. All meteorological tower wind speeds were reduced to a 10-meter level by the Pasquill definition of the vertical temperature lapse rate (Table 2.3-15) and the following wind speed power law: (17) µ10 meter = µh ( 10 meter n ) h meterwhereµ = wind speed (mph) h = 50-foot height (or the 190-foot height when the 50-foot wind speed was missing or invalid)n = .25 for Pasquill A, B, C, D, or .50 PasquillE, F, and GThe above technique is desired by the USAEC for standardization purposes so that different sites can be compared on equal terms.The one year of hourly data was distributed into a 7 by 7 matrix of vertical and horizontal classifications bywind direction versus computed 10-meter wind speeds. Tables 2.3-20 through 2.3-68 are the annual hourly percent frequency distributions of wind direction by wind speed classes for 49 discreet stability categories using the 50-foot level wind data reduced to the 10-meter elevation, the 10-to-200-foot vertical temperature gradient for the vertical Pasquill categorization and wind direction variability at the 50-foot level for the horizontal2.3-25

TABLE 2.3-1 TORNADOES IN SOUTHEASTERN FLORIDA 1958-1970 County Palm BeachMartinSt. LucieIndian RiverOkeechobee 1958 13 0 1 1 0 1959 1 1 0 0 1 1960 2 0 1 1 0 1961 1 0 1 1 1 1962 1 0 1 0 0 1963 2 1 0 1 0 1964 4 1 0 0 0 1965 1 0 0 0 0 1966 0 0 0 1 0 1967 2 0 1 0 0 1968 5 0 0 1 1 1969 4 0 0 0 2 1970 4 1 1 1 12.3-29 TABLE 2.3-1A CUMULATIVE FREQUENCY OF WATERSPOUTSOccurring within 100 milesFrom St. Lucie for Various Distances Offshore and theProbability and Recurrence Internals Based UponStorm Data records from 1952 to 1973Distance From Land (miles) 0 40 25 Frequency 8 17 41 52 Adjusted Frequencies By Apportioning 126 of the Unknown Observations 27 58 140 178 Area Examined (square miles)400800 1600 5000 Probability (10-4)4.604.945.972.40 Recurrence Interval (years)21742024 1675 41672.3-30

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'" " '" ' , . y o,oo 0,110 o,oo c,(11,1 o,oo o.o.;i o,oo o,eo 10 o.oo o,oo o,oo o.oo o,oo o,co o.oo o,oo o,ro " " . I* I> ** a,c.o o,oo o,oo o,oo o.oo o,o<J o,cc C1,co o,oo o,co o.ri1 (l,o..i o,n() o.c.i o,oo 0,01 rn.r:.. o.oo o,"o o,oo o.oo o,o, o,oo o.".lo o.oo c,co 0,00 0 1 0\l 0,Cp 0 1 01,\ O,IJO 0 0 00 0,00 0 1 00 O,OQ tAL" D __ fOTli. Nlhlb[lt nil Vlllll C.6T[r;;.,av " NU11&c1t fl, TQTlr.. \llLID onHA."oAliO*js C.AHGr'lll.IE$1

  • """"" 2.3-52 TABLE 2. 3-28 HGRll)l r: 1 wr.., (, lit H Crtr,PA*.Y

,'I IHt.'li.I St Tr P(ll.100 C' H 1111 TO l/l"'lf1l &NNU&l 1->J*JUY l'fllClfH UF "fRllC.iL 4°h) Hnol.lliJhlAL SlA1.JLll'!' (.:.tL( *. l:IY 'o:!<J Ullll(TFl';

.1.11 .. um

'V[l.TJC4t l*Fll!ffO (IV "ElThT m Q Sl'l>ILITY AS urri11fO .,v r .. s .. uJLL li"'b ll'(l(]' SP1rocnPt) AUJJ:S.t*D Tl 10-'fff{k EllVli.TJ'1'l lltlt:i. l*l a .. 1,;r; u .. 1;, \J .. >JI TUT/-L litHU ""'" -l*lf. ... .. * * ' * ' * '

  • 10 II l* " "

0 Al,1,1 ltloP.1.1.att !U14L o,og o,nu u,ou o;oo o,vo o .* co o.oo o,ot1 o,oo o,no C1,a1 0,03 o,o; o,oo o,oo o,!'n l,05 __ o,oo o,ol,I o,oo o,'lt o,oo o,oo o,oei 0,01 lS,!i!i 11,og o,oo .::i.oo o,o.:i o,oo o,oo o,oo o.oo o,'lO 0,01,1 o.'10 o,o:;i o,oo n,oo o,oo o,oo t',e>o. o.:i.::i 0.10 o,*JO o,l'lo o,oo n.oo o.oo o.oo o,oo n,oo c,no o,ov o,oo o,oo o.oo o.oo o,oo o,no o,n1 o,oo o,oo "'*"'" o.no o,no D.01 0 0 00 O,Ol O,OO o,oo fl 1 1'1C 0 0 00 O,Ol 0,01 o,oo

  • 1,00 a.no o,oo 0,01 o,r.o o,uo o.co O"lO o,oo:i o,oo o,oo o,oo O,C'O O,Ol 0,00 OoOO O,l"IP OoOO 0 0 00 0,0) ,,,S O,QO 0 0 00 O,Cll OoOO 0 1 00 0 0 00 0,01 lDoU' o.oo o,ao o,oo o,oo o,o3* o,oo o,oo o,ol) o,oo o,o5 n,u o,oz 0,10 0,01 0,01 o,oo o.oo o,zi '* Y.!.LlO 'ATF.(.nl'.Y

.. ' l'I f)f TOTAL v*1.l1J !ALL C.!.fCt.('llUESI

  • li704 TABLE 2.3-30 t Lff'IT r"'PUIV +.U!l11\tl'),,t;

\Ht,, SIH PLRIOIJ l!lCl,;;.U1 JI 11,71 llJ ANN'JAL ... rr.o* VF.Rl!thl ST&ULITY Ct.Ttt ... t:f "'1"11 A-1L!TY urf!i.O:!} BY !1EllA*T. II ":--auo.1TIL ,\Ji, ..,f.-[;iLU IJV n li*U l!ClDll SPE£f1l:1Poil .Tl"! IO-* ftt;il tt£VllTln*1 ICtTtl tiUl*fit:il L*l -1>*7 >.H ,, ,,, ... .. ... -" ...

  • liilhl * ' * * * " ll " u l* " " CAl,. 0 v1.1qA3Li:

!Of.IL o,oo 0,01 0,01 o,c:t o.n., 0,01 ?,*1 0,00 O,<l 0,01 OoO.l O,f'O* ('.l,C;I 0,00 0,1.') 11 1 0!. o,o.l o,:n o,o.i o,ou o,og o,oo o,oo o,u 5 0*7 o,oo 0,09 o,oz o,oo O,OD o.oo o,oo o,n 6,*S o,oo o.eo2 c,oo o,oo o,t'o o,oo o,o" *-1>,s1o o,oo o,oa o,c, o,n1 o,n;i o,r,o o,oo;; 0,14 .,,ea o,oo o,oJ 0.01 o,ri> o,".lo o,t'O o,oo o,1s 10,10 0,01 o,oJ o,oo o,oD* o,oo o,oo o,oe 1,01 O,Ol OoOl O,Ol 0,'10 0,11) 0,0;1 O.OO 0 0 06 5fn 0 0 00 O,OI O,OU 0 1 0l O,OJ O,OO O,OO C, I) 130111 o,oo 0,01 0,01 o,o(.! o,no o.oo o.oo 0,02 1,00 o,oo o,'lo o,oo o,oo o,o: e.oo o.oo 0 0 011 (l,oo O,C!O o,oo "*"0 o,oo o,-:io o,oo o,on o.oo q.,oo o,-H o.oo o,oo o,oo ,n,oo o,oo 0,01 o.oo o,oo o.oo o,oo o,nD o,oo o,oo o.oo o,oo 0,00 o.oo 0,02 O.OO O,Ofl o,oo 0 1 00 0,0l MUllf'll nF v*i.11.1 c;.\TE,DS:.V

  • \<6 ltU.llt'll DV TrlT&l, VAl.IU IJ'l${1tV.lr.Tj011S IALL
  • 2.3-53 TABLE 2.3-29 FLO*ll'IA t lTC'IT HlllC"l/:c 1'< ISLA'IJ SI Tr P(lllDO *1.tur.1.11 JI _l/71 T'J l/21172 ANN"*i 111'.)UAlV PrRC{tlT fnE-'<Jf<lCV l)t \lf.RT1,AL STAOILITY UY :op.J "'"[ClJ: .l.".O *ll'*O SfCTCk " "' " '" '" .. ' '" "

SUlllllTY LS IJ/flf.ro llV llOll.Uf'"lfAL JY s1r.*A*lHfTA .. c S!CTU:t SP[t(1tnr1q ADJ.;\Tr1.1 T1 .. (t"I 1-l *-l ti-\l p .. >Jl T!i?AL ' -" ll " " .. " .. o,oo .l,.>1 o,oz o,ciJ c,ro o, u .. ,,, 0,00 O,flJ O,Cll> o,oo O,CJ o,:io O,OJ

  • .u o,oo o,u'l o,oz o.oz o,oo o,oo o.oo 1.1,11o ,.,,, 0,01 o,no u,oJ o,oo o,oo o,oo O,d J,)O u,oo o,oo 0,01 o,{'t, _ o,co o,oo o.co c,01 n.Tl o,oo o,uo 0,02 o,ou o,{'to o,oo a.01 lC.;..> c,co 0,02 o,oo o,oo o,oo ,,,no {'t,n:> o,c? ,,ss o,oo 0,011 0,02 o,;:io o.;io c,oo o,;.., *,11 o.oo o,no o,o.z o,oz O,'IL n,oo o,O.l 0.11 11,,.,, 0,00 CloOl 0,02 0,0;1 o,oo 0,<:10 0,0l !,,, 0,00 0,02 O,OO 0 0 01 O,CO O,OO 0,00 C,Ol *,I. o,oo v.01 0,01 n,co o.oo c,o, "'"' o,oo ti,nl o,oJ o,o) o,no c * .:io o,oo o,F' 11,,,, CA.lM V AND YUll.\OL( O,OO ll,OO !OlAL 0,01 o,'" 0,37 o,JJ o,o, o,oo o,no 1,1\ .,,., NUllBE" OF YALll) 'A1EC.OKY

'JilS£'tYATIUNS

  • .115 NIJ,.IEll.

nf 1014!,. VA.LIO UOS£i1VAT)OJ'if >1u1r .. .*1 l.llr P[itiOi.I Ci' J/ l'/71 T°' ANNUAl ... cv Of \/{ll.ll:H

  • '*0 ST4alLliY l'l'il
    • O VCP.ltCAl

.. 1LtTY Oifl*1ro.i bY "(lT-\*T

  • ST!OHITY t.S .i*Hi.rll bY SjG'IA*TWT&
  • Pf.S.,,IJlLL Tn

-"[!:; SftTOl !l;Jl8[tl 1#1 .... J £'.,ll >Jl "' " ' o,cio ti,n:i o,oo O,"o o,o;> 1:1,,10

i.co o,{'to lNi o,oo o,oo o,oo o,oo o,n, o,oo c.oo ti,Ol'i o,oo ----,--o,oo o,oo o,oo o,oo o,n:i o,oo o,oo 0.011 ,,), > _ESE ____ '-**--o,no o,oo o,oo o.'lo o,no o,oo o.oo o.oo o.eo "
  • 0,01 o,oJ o,no 0,110 o,no* c.oo o.oo o,o) ,,,z ..,---,---

o,oo o,*10 o,oo o,oo o,r.:1 o,co o,or> o.on C'.r-o *. ... .. "" * '---o,oo o,oo o,oo o,oc o,no o,oo o.oo o.oo

  • 10 0 0 00 0 0 0l C,oo O,OO 0,!'1, O,OO 0,01) 0 0 01 \l __ o,oo o,n1 o,oo Cot'CI o,c:i o,oo o,oo 0,01 sz o,oo o,oo o,oo o,.,o o,c:i o,eoo o,oo o.oo o.ro lJ ,. "

" o,oo o,oo 11,00 o,oo o,o:i o,oo o,oo o.oo n,co o,oo o,nu o,oo o,r.o 0,0:1 o,oo o,oo o,o,., o,oo o,oo o,oo o,oo o,eio o,o:i o.co o,oo o,o.;i o,oo 0,011 o,oo o,oo o,oo o.oo o,oo t*v* o ,,,.;i 'f.6i!.Ulli: (l.oo 11,no !DT.t.L TABLE 2.3-32 " lll-'IT t> H'Jlf<*I'<'

  • 1 Pll(:J:> OF

)/ 1/11 r1 l/i'l/1l Aktl0Al ltt;'Jlll'I' OF A'l\! \T*>1IUTY C.\T[r,,1llH$ bY \.I'" SPF.tr* IJi.H':'J LY r, HnkJLDlifAL $1.6.GHllY

  • S >JfJ 1.*u av Pit.S.iUllL r !l f'1 Id**. ELCl'AT!f1.;

Eh*! SfCTliJI, JCl,i6dtll l*J h7 V*li 11-1-1 ii.;,, a* .. Jl )Jl f!ITAL .. *** Ill " "' "' .. .,. '" ,, * * * . -" II .. lJ .. " .. tAL" 1:1 *?,) -J,oo o,-J.i a.co 0 .. 10 o,cJ n,oo o.oo o,o.l o.oo o,oo o,'.Hl o,o.> o,no ::i,l'l:i 'l,no o,no o,ol)_ n,cio o,oo o,uo 11,00 o,oo o,n:i o,<'O o,oo o.oo n,oo o,oo o,t.io \l,no o,r,o o,r.o o.oo o.oo o.oo o,oo o,no o,ou o,'lo o 1 F')O o,oo o,no L.oo o,oo_ n,oo o.eo o,ou o,oo a.no o.oo o.oo o.oo 'l,Oo o,oo o,oo v,ov ll,co o,co t1,:lJ o,oo o.oo o,oo* o,oo o,Jo o,co n,c,o "*fl;) o.llo o,oo o,oo n,oo o,oo ll,Jo o,llo {),oo o,no o,oo o,on r.i,oo o,oo o,;io o,oo o,iio o,oo o,oo o,oo o,oo o,Ju n,ro o.no n,no o,oo o.r.o o,oo o,oo o,oo r,oo o,oo O,CIJ 0,1*0 IJ,00 o,oo 0,0!'I Oot'lO ll,no O,OQ O,flO o,'JO o,oo o,oo o,oo o,oo o,oo o,oo o,.,o o,ro n.ov n,co n,oo o,oo o,oo n.oo' o,cc* c,nJ o,oo o,oo n,rio o,oo o,oo o,oo a.no O,Ot1 O,IJQ o,ao o,N,1 O,OD* 11,00 o,oo o,oo o,oo o,oo o,no o,oo ll,oo o,oo o,oo o,oo o,oo o,oo o,oo TABLE 2.3-34 {, llV'IT ---,ACE 15 *- /I J)LJ'*IJ

  • t*IOLr OF JI 1111 t:i l'lf1J , .. 111'1.L 1-!;IURLY * ..;010 OF A'IO tlnMltni.TA.L SUHUTY s IJV Wl"*O ll'l0 liPEEfl

,\5 i;o-1;.ro UY l'ELTA*T.' H':Jl\llnt.TAL STAUHITY .\!. .. UY

  • PillS..IUilL c; .. il T')

fl£VATJr";1 l'[Ml SECTCI. hli 1fltll * .* J ;, .. 7 b*IZ lh*\11 >Jl TllT/.L "' " ISl . $Soi .. ... " ' * * *

  • 7 * .. " " u I* " .. tAllo O 1.:,3 I !3lE f;JTLL *J,oo o,or;i o,oo 11,co o*.i:;o o,oo o,oo o,ori n,llo o,oo o,no :l,oo o,oo o,.,o o,oo o',oo o,oo l'l,oo l),'ll o,?o o,oo o,c:>* o,oo o,oo 0,01 2:,25 o.oo o,oi;1 o,oo o,oo o,!l:> o 1 oo o,oo o,oo o,oo 0,01 o,oo o,nO* 0 1 00 o,no c,oo o.oo _0,01 10,0). o.oo o,oo o,oo n.oo o.n;, o,no o.no o,oo n.oo o,oo o,no iJ,oo o,oo O,CI:> o,oo o.oo o,oo o,oo o,co O"'O o,co o.oci o,no o,oo o.oo o,oo o.oo o,oo o,;,.o o,oo o.oo o,no o,oo o.co o.oo o.oo o,oo o,:>o o,oo o,oci o,o:> o,oo o.oo o,oo o,oo o,eo o,r:-l o,*'I(,) o,oo o,oei o,oo 0,01 <;1 55 o,oo o',1,0 o,oa o,.,o o,n3 o,a() o,oo o,cl'I n,oo o,oa 0,01 o,oo o.oo o.oo
  • o.ol o,o<'l o,oa TABLE 2.3-33 Fl(J"Jni. ".11..'ll Ct"<<PH<'t

.... f>l*1**L> S*lf ",JI l/71 T(l Vl"lf1l olillNl'l.l HUURLY FfRCi:llT (,F .. SUuHITY I.of 01 ... I.'.;;; .. Ill;) sr*tn Otrt"'*" rrlH*l. t!ORUDhTAL SIAU\LlfY ufl l**CU iJV .. ltoi:U

  • r:

o-.; HClOll fll

    • tt"* St(fOR 1ojl.;1;.lll l*l .... 1 a .. \c! LJ*>>

r**n )Jl T 1 Tl.l "' "' " "' .* $. ---* '" '* '

  • IO II " lJ .. " "

0 A!<O llt.1\JAaL!i o,oo o,oo o,oo o,uo o,o.:i o,.:io o,-:io o.co o,oo o,oo o,c'll o,oo n,no o,oo o,n.:i o,c.:i (',Co o,oo o,oo o,oo o.roo (l,OJ o,oo o,oo o,o'l o,ro o,oo o,oo o,oo o,Clo o,o) o,oo o.oo o,ori o.co o.oo o,i;o o,oo o,l'J o,n:; o,co o,\lO o.;io o.oo 0,00 o,o.:i o,oo o,co o.co c,c:; l'l,co o,(lo o,uo u,no o.oo o.co o.rio :i,co o,oo o,JIJ o,oo c.oo o.oo o.co o,c.,:, o,co n,oo o,::io o,oo o,c.o 11,00 r,::io Cl,c::i o.c*, l),o;;, o.oo o,.-:o o,oo r.i,r:.o o,o:i* o.oo o,ov o.o'.' c,oo o,oo o,c11 '-'*OO o,:i::i o,oJ l),oo o.vo 1;>,c::i o,oo n,o;i o,oo o,r.v 0,110 o,N1 o,oo ,.,t>::i o.co 0.110 o,oo o,::io o,C10 o,'>o o,oo o,oo o,oo o,oo o,oo o.oo o.oo o.oo c,c;r, o,n-. o,oo o,i;o o,oo o,oo o,oo* o,Oil o,co o.o'> o.o_. TABLE 2.3-35 Pr'.,fK t LIG'IT C"nPANY f.'JTc.,1,.,,.*i lH*<*l* Sltr DI "JI 1/71 T*l i/Z9/7Z PACI l& o\Nl,'UU PrRCo:'H ... 1;F V(RrJtlL Miii w1 .. l!r>1.T4l "ll'U ill".\) .. 0 vr;u1tAL hS llY c

,;; 1:1F:J uv

.. rTA

  • a PillS.,UjlL

!;*8 SH.fD( l'!l setTCll. NU*:oi;ll 1*3 O*ll 1'*\:I >JI T.IT.i.L .. ,,, ' 0,01 o,Jo o,oo o,C10 o,no o,oo 0 1 01 ;.-,l) o,oo o,:n 0,1;11 0.,10 o,oo o,t'o o.oo 0,01 o,oo o,l'.ll o,oo o,t>o o,.,i o,oo o,ao 0.01 1*.,2: -'

  • ft o.oo 0,t'O o,oo o.oo o.oo o.oo o. 00 . ESE " ... ' "' . " ' "" '" * .,
  • lO II u u* " " " tl.lll lJ Ahl.I, VAHl>llL!

o,oo o,oo o,oo o,oo o,oo o,n1 o,c) o,oo o.oo 0.01 p,,) OoOO Oo\lO G,Ol 0 0 01) 0 0 0\1 OoOO Q,O:J O,Q\ I0 0 C) _ O,OO 0,00 ::'1,01 0 1 th) 0 1 00 o.oo O,Q\ Ill.II) c.eo 0,02 0,01 o,oo o,ri) o.oo o,oo 0.01 o.oo 0.02 o,oo o,"o o,o;, o,co o.oo o.ol o,og a,oi .i,01 0,01 n,oo o.oo 0.01 'l,"11 O,OO Ootll O,OO Q,,iu t',00 OollO o,ov 0,Q\ \0)) o.oo o,oz o,oo o,oo o,e, o.eo o,oo o,o, '*" o,oo "*"l o,oo o,eo o,oo o,oo c,o, 1,0) 0,0*1 o.ro nF VALll> (AltGCP<V e )! l*Urtill.i. OF ff:lf.1.1. lALL tAlC:Olll[SI e 2.3-54 TABLE 2.3-36 fl[;R 1".IA t l 1(.*tT foUT(1d:,\,*1 l,ll."I.> PtRIOL tJF 1/7>. J'I ill.'Jl1Z PAGE 17 ANt1UH l'ERCf!;T fP(:.;JFll('I' UF VfRTltl*L o!.lllJ ttnlll!OhlAL STAJl\.ltV (J.fEC..i"H!I 01' Wl*ID Ulll[(fl'!'t A"ll '*IHD \1£1llltAL c;T4tilllfY 1Jlt11,r;1,1 b'I'

  • C HCIAl:.:'l;11Al STAO.lllt'I'

.\S 11V .. tH(fll. "' " ,,, "' " "' ... .. ... "' f.'*** * ' * '

  • lO II " " " ,, CUI< [I "'*-)

PAS.,.UILL o,oo ,,,,Jf 0,07 O,OJ O,Cl o,oo'.. c,oo 0,1? 10,79 o,cio n,ll >J,11 o,*n o,oo o,oo o,z1* l'o,i.1 o,o!> O,C'J 0,01 o,oo o,oo 0,18 "Ioli o,oo o,oJ 0,02 0,01 o,oJ o,oo o,oo 0,1> ii.ez o,oo 0,01 0,01 o,o.:i 0 0 0.:i o.oo o,oo O,l'* 7 1 j,a a.av Cl,Ol 0,01 o.co o.oo c,o9 o.ou o,ci. 0,01 o,ot o.oo o.oo o,o, 10.111 0.01 o,ci.., o,e>d o,cJ o,oo o.oo o,ia ?o19 o,oo t1"1" o,o}, 0,01 0,01 ri,oo o,oo 0,10 ,,.,., o,oo o,;i, c.oo o,vi Cl,"I:> o.oo 1:;.00 OoCl OotO 0.01 o,no O,CO Col!O 6oJl 'l,02 c;,'.IJ c,10 c 1 iQ n,0a o,o.:i o,oo 0,1'* 7,97 o,cg o,i,;, o,o:. o,ou o,oo o,oo 0,1" l?,ti 0,21 o.o .. "/J l'f (AHt..01:.Y

  • 20l TUUL 'tALIO uolSrkV.:qm.:;

IA*L

  • 1!71A TABLE 2.3-38 HOftliA 1>:-1,E,., (. t!t..*H

.. urc .. n.> ** L'.iL/.'<'.!

.IT* 111,:.*LI H l/71 y,1 llZ111l ANN'Jil .. :*.':<LY
    • E'.;f.,(y IJ*

A':O Hrillllr.t.TAL sT;:tL1iY e.\1;.c ... :11r:. 1;v [if ... A"U **1110 51"Hn V!llll(.:OL ST.I; IUTY o:fl:,r.l l.of c kJ1t1t.i*,T£L t:. .. ,\'I' sg*1,1 .. C*;;

1)

T \°c***'"H:O. £tCVAT]l"!'I M(f..N Sf(T?,.11, 14;,:-1r.c111. I*) o1..7 C*l.'.! l)*l-*19*=* )Jl TCTAL '" -,*----. "' " 5Si. ... " ... * * ' ' IO II u " I* " .. n a:*:i vaAt.:.au. fUTAL o,oo o,oo o,c;t:; o,oo ?,o:;i o,oo c,oo o,on o.oo o.co 0,011 u,oo o,l"lo o,oo 0 1 00 o,oo o,ot. ,,s!I o,oo 'l,C'-1 o,(IZ o,cio o,no o,oo o.oo 0,01.

  • . o,co 0,02 i;;,ol o,oo o,oo o.oo 0,03 7,os o,oo o,oz o,r.: 0,01 o,oo o.oo o.oo o, u ?,lo 0,01 o,:iJ O,!'.'o 0,02 o,oo o,rio o.no O,ll llolb 0,01 0,01 o,rio n,co o.no o,oo Ooll 1>1 19 o,oo 0.01 !:',co o,oo oo:io o,oo o,oo 0,01 ,,,, o.oo o,Jo o,co o,,,o o,co n.tiu o,oo n,oo o.oo 0,00 c;,oo e,ou o"'o o,oo o,oo o,no o.oO o,oo o,no a.oil 0,110 o.ro n,no a.on o,oo o,oo o.:;io o,o.;i 0 1 00 o,oo o,oo o,on o,oo o,oo o.llo 11,00 o,no o.ot n.011 o.oo -o,o!) o,oo o.oo o,oo ..;..;. ....... NU'\llilt f'f VALIJ
  • $1: '1\1 * .,.l'\ r.fl T:it:.1, \'t.LIO IAtt. LAH:OnllltSI lf?r,o!i 2.3-.55 TABLE 2.3-37

.. 2 pc..,r .. t LIC'*T H1'Tf:oJ1,S.,., IHJ'iiJ ilf< QF JI _l/71 T'l itl'Jlll '"'"lJAl Hn!lllLY 0,. \'tPT1;11. All.J Sf'*llLITY U' 1;1*11,1 A'*ll odtii) VrRllrl.L ,',5 U'I' "c t">lllllUt;TAL Jtl-IW.i O (*I) SO:CT1)!1. 11 .. ,, .. fjU'*ltLR l-l d*)l n.:., il*H lS-)j )Jl T..:Hl ... " ... " ' "' '" " ' IO II " " tu*t o AN.I l \3Lt: c,01 o,rn o,oo o,oo o,ol) o,oJ 0,1.10 0,02 o,.:iu o,c.i o,c;o o,13 to,*n IJoOl u,nT 0.01 o,O(I o,no o,Zl 7,1) o.oo Oolc o,oei o.oo c,oo c.oo o.oo o,2o1. o,oo o,ihl O.l<> o,o,,, o.oo o,oo IC,J2. 0,02 o,oi ri,01 c.oo o.ro c.22 o,oo 0,11 O,IJ o,r,1 o,oo o,co o,lJ 0,111 o.oo o,C'o o.o.:i o,oA *. *e-HIJ'l1\fll ('F VALli,i " 217 NUlll\i;:t rF f!lTll vi.uo '"LL '"T!tORTfq p .. TABLE 2.3-39 **----,lO!lJTIA

r. LILilf SlTr OF lli.CL:-ul )I l'J 20 Al'\NUAL 11.J'.JiiLV ,r,;C¥ ...

"'"" Ct.T;;C ... r..Y ut ... AU .. 1No H;cn trn*.*:.i [>'I' "'!:LH*T. c ____ HllllZ11111Al Sl.ll>lLll1 A;. .<J 1.,*.1 t*V .. *TllCfA

  • F +'"341.llLL **-*--SEt'TOll.

511;:0-pf"" 'I f"I hl*:*"l"R ti "fU, SECTOR 1*3 o1..1 l"I*\, )J\ T:lTO:.L 5;f:u "------'"' o,oo o,oo o,oo o,c::i o,oa o,oo o.c;o r,oo -,----*-*-c.oo o,flo o,oo o.oo c,o, o.oQ o.oo :i.oo o.oo _fSE ___ .> ___ o,oo o,co o,oo o,oo o,o, o.oo o,!lO o.o'l o,eo* "

  • c.oo O,llo o,no o,oo o.oa o.o:i 0.01 ,..---,---0.00 o,uo o,oo o,>:io o,o,. o,c:i o,oo o.oo o,.::o ____ a ___ o,oo o,oo o,oo o,co o,oo o,oo o.oo o,IJO '" o,oo o,:>o o.oo o,oo (l,o, o.oo o,o:i o,oo .... .,---,,--o,oo o.uo o,oo o,co o,o:i
  • o,o.J o,o'l o.o'l o.c>o 11sw ___ 11 o,oo (l,QO o,oo O,'lO 0,0'l* {l,tlO o,oo ),C'l a.co " o,oo o,no o,oo o,o.i 0,11). o,oo o,c.1 c,co -11Noi---*1J°

____ o.ou o,oo o,oo o.no o,!'l'l* o,co o,oo o.ori c.oo "' "' " " o.oo O,'lO o,oo 0.110 o,n'l tl,CJ o.C'l o.oo 0,(10 0 0 00 (1 1:1.) O,OO 0 0 00 O,ll'l o,OO o,O'l 0,00 O,OO -H ----lo--o,oo o,t"o o,no o,oo o,oo o,oo o,oo o,oo r,co ULM u lollO 0,00 ... ,oo _____ o,oo o,o, o,oo o,oo C'l,oo o,oo 0,01 HWOlfll; n, VALIU cartc..011v lISfllVAThl'U

  • HUt1BEll 0' TOlAL VALIO oJf\Sf1\VAljDt.S l£ll
  • 1117<.'

..... ** *** ... Hi '" ** ... .. ..... TABLE 2.3-40 fl,QQ[!'\l t LIC 1 11 .. urc .. pn," 1.-L.i.*u

  • t*luJ JI l/11 TJ l/l.'>/7J.

:_-flAGt ll A*'1U*l ..

PrRCt'*T fDl ,.f !,iF Au Hn>t!!()l,TllL 1Tt.2h,ITY bt ... , ,u ,:.*qJ .. INO

  • * " II ll u ** " l* o,'lo o,*.i.i .-),OO 0,.10 o,o:i o,i;Hi 9,00 o,oo o,oo o,oo o,'10 c.,oo o.oo o,o) o.Cil o.oo o;oo o.oo o,oo o,?o Q,oo 0 1 00 o,oo* o,oo o,oo o,oo o,oo 0 ,oo O,'H u,oo o,oo o,oo o,oo a.co o,o;.

0,00 O,JO O.oo 0.00 0,1"10 Q,OO O,OO O,QI) OoOO o,oo o,JO o.oo Q,'10 o,ti, o,rio o,oo o,oo o,oo o,oo o,:.io o,oo o,oi.. o,oo o,oo o,oo o.oo o,oo o,oo 0010 o.oo o,oo o,oo* o.oo o.oo a.on o.l.'>O tl,OO 0 0 1'\;j tr,l'lO Q,('IQ O,C'O OoOU OoOO OoOO Q,OO o.oo o.oo c.oo o,no* o,oo o,oo o,oo o,oo o.oo o,oo o,oo o.co o,.)Q o.oo o,o!l ri,oo. c.oo o,oo o.cio o,oo o.oo o,oo o,oo o,Oi) O,.J<J u.i::o Otll:) o,.;))* O,CrO o.oo o,oo o,oo o,oo £' .. flo o,oo o,.,o o,,., o,l'lo o,oo o.oo o,oo o,oo o,o.:i u.oo o.rii) o,oo o,oo o.cio o.,'.)o o,oo o,oo o.oo o,oo o,oo, o,oo o,oo o,oo o,o;.i Cll... 0 '"' w.a1*'.J1.l o,al'I a.oo o,ol) 0 0.:>1 ii,oo o,oo o,oc o,oo 0.01 '' '" *l* nF '14Lll.I (AlE(.011.V " oou*'tt* f.f T'lf1'L VALID l*-'liP1.VAf10hS CALI. (ATH,Oll.IESI "6111<11 TABLE Z,3-42 rm1E-. t LIG4T tnl'.l'lNV l*tJJC,d'*>.,:1 IS\.:."J\I P£1ll0tl J/ l/IL TO l/1.'1112

  • -----PAGE
u Alill*UA\

ttr)UaLY Of VE!ITltAL AUD JTAdlLITY b'r' WPllJ 4111,1 *IND S*'EEO \>ll!.TIC.ll $Ublllf'r' .l.S il'r' t""ElTA*T,. 0 S14UJLITY .\S DY Sl(;'AsfHCTA 1.>*11 IHfOll .. P:l) AO.J* t1 lOGJ*.ru:11 "fAh UCICA 1-l .. 7 .; .. ll 11 .. '"82* is-11 ))l TOTAi,. ::.rF.!:U ... ** *** "' .. ... ... .. ... * ... .. ' 1 * " .. " .. I* .. o,oo IJ,l,l o,o; o,:H 0.111 o,oo' o,oo o,o<;r 11.ti:s O,!JO 0,l]O 0,0) o,n=o 0,"'1 11,01 o.oo o.u 11,21 0,01 o,ll) u,.,l o,ou o:i,u o,oo o.oo o,2s lhl5 o,oo o,oo o,o:i o,nt o.oa a,oo Ool'l 15.Jl 0 .co (l,OJ o,oo 0,01 n,co o,oo o.oo a,in C,Ol O,flO O,(*i> o,oo a,l)O 0,01 ll,5:i a.co o,*n 1J,Ol o,oa Q,01) o.oo O,Q3 . O,OQ 0 1'.111 U 0 00 0 0 00 Q,'lO O,Oa O,Q't o,o') o,*Jl o.oo o,oi) n,no o.oo 0,01 o,oo 0,11 .. o,oo a,oo o,ao* o.oo o.oo 0.01 5,5i 0.01 0,111 0,01 0.110* o,.,o o,oo 0.01 '"'s o,oo o,-:i1 o,o) o, n o,oo (),Vo o,oo o,on 10.i> o,oo o,o> o,no 0,01. o,,.,g* o,no o,oo 0,01 o.oo O,'lJ o,n.t. a.H o,l'IO* o,eoo o,oo o,o.., O,Og C 0?l 0,t'O t'.'11 0,11) 0,00 O,OO O,Oo 0,111 O,o! 0,0.1. 0.011 Ool'IO 0,01 U.lJ 0,Q('I ('1,1'0 ..;. .. G ..... "'*-*tt rf C*Ut,1'l't n_1*tAlol.TI0'*1 a la: .... -tu,, '-'LIO U*Ll .. 1171.* TABLE 2.3-41 FlOR :o*

r. L lG'll ,..,,

SIT! Pe11101.1 Jf 1171 r'" p2 1 uT2 ANNUAL f"Qtlill'r' PrPC(tH or '/[r.rrcn A'U STAJILITY Ul \ll*1u

      • u Si'EEfl VfliTICAL q.11111.nt

.*.s &Y 'l t;Ollll.;i.Tol.L AS ... ru .. A PAS>1111LL IJ*A sgcT;i;t SPo! Dl1*P*1J AOJLSTFO T'1 l>J-f.t!rR ElEVAT11'.'-1 "f!., NIJH;tfll 1-1 4.7 <1-l.! >Jl t.:UL :O'HO> o.oa o,,1u o,co o.oo ,.,,oci o;oo o,oo o.oo _!:IE ____ l C:,!"10 O,Ol 0,00 O,CO O,oa 0,Q;) 0,02 '"' o.oo a,oi o,oo o,no o,!'11 o.oo a.oo 0,02 U,)) -----.--o.oo o,co o.oo 0.110 Cl,0)* a,oo o,oo o,oo o.c-.. _fS£ _____ o,oo o.NI o,Co o,l'.'o 0,11, o,oo o.oo O.l)o o.co "

  • o,oo 0,01,1 o,oo o,..:io n,cJ* o,oo o.oo o,oo n.co ------"' O,UO O,QO 0,00 O.OO O,C) OoOO O,oo o.oo o.co o,oo O,O.! o,oo C'.1t01J O,CI;> o.oo o,oo o,ol ,,,, ... " "' ' " -' ' lO II " " ,, l> CALI' 0 .ill*.10
  • . !OTl..L o,oo o,(.'U o,oo o,oo 0,03 o,no o,oo o,oo o.c;i o,oo c,02 '1,oo o,cl) '1,:'13 o.c;:i o,oo 0,02 '.So)> o,oo n,01 o.no o,uo o,oo, o.oo a.co o,o\ O,C'IO ;i,oi o,ci o,oo O,CIQ o.oo o,oo o.a2 7.§Q O,llo a,o.i. 0 0 01 OoC'IO o,o, OoOO O,Oo o,ol -,,..,, 0,01 0,0.1. o,oo 1),(11) O,O)* l'.loOO o,oo o,oi ..... ) HU:11Ell.

OF VALHI C.t.TfGOll."f 11 "21J NU111![1l OF 'l"QT.ll VALID OliSERV.tiTJllt>S CALL c.1rcom1.1ESl .. TABLE 2.3-43 FUiltl{U, r; LTC'lf

*AC:C 1-1u1c ...

.. *1 IHA'llJ SIT: P[RIOU OF J/ l/7l ft) lfl?(_1l. ANMUb.l OF At-10

  • c:.tcr.,nqr:.

l;I{ ...

.*1u

____ .. Y[R.llCAL lS O(ff11rci bY n HfJ!IUl'INT.11,. SlAbHllY AS 1J(I 1,,n,1 QV PAS.rUI LL Umt SP1:.ro1;:1tr11 f,QJ*is"u T'1 -"fill 1iu11rtt;lt l*l i, .. f -<J*l2 20-*:\l >ll TCTAL _NE. '"' __ ese .. ... '" " "' ' ,, ... ' 1 * * ' * " ll -ll " l* " ** CALM 0 ,f,li(l llA:!,lABlE o.oo 0,aJ o,lb o,H 0,01 o,ad o,oo g,i.7 n.!.t. .,,a1 o,:J a,11 o,tol 0,11 o,oo o.C10 o,9t u,c;, o,oo 0 0 2z o.li o,Jo 0,01 o.oo o,oo o"'" 11.n o.oo Oo lo 0,16 o.oo a.co IOoll o,oo o,ua o,oa 0 0 1,) 0,0;) 0.110 0,03 Ool6 lCo!J o,oo 0,10 o,o.,, o.'1J t',O) o.og o,oo a,zJ a,n o.oo 0,01 o,11a o,n3 o.oo a,oo o,n a.oo .O,O!I a,01 ':i,O) 0.{'a o.oo 0,01 ,,, n o.oz o,i1 o,oJ 0,01

  • o,.,o o,oo o.u-"'*01 o,oo o,1J 0,10 n,DJ o,a3 o.oo o.oo o,z,.. *,u* a.no a.t..1 0,07 a.oz Q,03 a.co c.oo o,t<J *,H o,no 0,1'> o.1u o,ld o,oo* o,cu o.oo o, .. , 11>. u 0.01 0,21 0.21 o,i.J o.oo 0.1:12 o.oo 0,10 0,11 0,21 0,11) o.oo 0,'11 II* o,oo Ooll o,ze. o,*1 o,oJ Q,rio o,oo o, .. ,

.. o,ol'I ;-i, ..; .................. .. np II.II.Ill C.llf(C.OAV '" 6*t1 Nu1rn(11. nF TnfAL V.illO IAU. CAT[:Oi"l.HSI

    • 1 .... 2.3-56 TABLE 2.3-44 JLQll!lnA pr:;,[;( t. LJC.*n cn*,PkUV ... urc * .i ..

stH P[ll!IOO Of JI 1171 Tr:J iN,"Jfll loNtH.ltL l!JURLV HRC(*!T Uf SP<llLJTV ;,l'*U 111,.rtTl'"i .ol.'*0 \olllHl S!*rfiD ___ , "' " "' '" -.. .,. ..

6) t;f.fl',[J bY
  • tl MllAllf'NTAL p41t1LITY 4!. c-1f11,\V

.,v SJt.11.\.,fKOA

  • ' lo ll ll " " "

I.I*" o,'lJ o,ll o,z-. o,oJ o,o;i o,."Ji.l n.oo n,2a 0 ,01. o.ll 0,10 a.co o,n,. n,oo (l,no 7,41 0 ,o) 0,2. u.1'> o.ou o,i'lO o,oo l,*J o,ol o,H v,ss o,l) v,oiJ o,oo o.oo o,31 0 , 03 o,sto o.zs o,oi o,no1 o,oo o,oo o.e1 '!1,99 0 ,c<> o,o 0,21 t1,co a.no o,oo o,1J 0 ,:ii:. o,ll 0 0 4t> o,l) LJ,o:i o,oo o,ao o,91 '1,42 0,01 o,H 0,1, o,h n.ao o.oo 'l,U 0.01 Q,)Q 0,2] a.1 .. O,ftl 'l.00 O,'lo O,!ill 'il,21> 0,011 O,t,Q O,lll t'l,l) 0 0 0) 0,00 Oo00 l,l} 0 ,oz o,2'1 o.zl o,ao c,f'.'O o.nc o.oo 0,07 o, 1J '),OJ o,oo ::i,o:i 'loOO o,oo O,Z'.' 5. )0 0,01 a.cl o,N.1 c-,.:ir.t o,Cil o,oo 0.22 1o,H o,o) n,21o 0.11 a.no .,,ro n,oo o.oo o,4n 1,,4., o,O) 0,14 .:>,OJ o,oo a,oo o,ao O,ZJ 5,19 o,Ol o,U 0 0 Ze> a,03 0,00 Oo'lO o,oa 0,4) n,89 CAll' 0 II*) o,i.l n,02 !4Ui1df1 flF Y/ILIO tlTFlo!JkY ObSf.11.\IAll\JtiS " 'ilOO NU'.dl.1 l"f T'JTiL VALIU !All. TABLE 2.3-46 ---FLOlllTJA Pn .. L!C'lT 1<1JIC><ll*S.,11 IHA':.i S!fr *Ell.IOOJ UP J/ 1/71 TU At<"liJAL 1-lJU;t.LY PfF.Cl,_T F?f;.:*.*(:iCY ,l.llU -* STiBILllY bY \ol"<IJ

    • 10 .,11-10 Si'f[O \li:ll.TICAL LV ilLT;,oT
  • T'l HClilll:1i,H.L sui:atn .i.r.

r,1 "F .. UILL li*f SrtTO'l SP,r()[l'l' 1!1 AO-hJSfro) T:J 1.:i-11rTCi\ EUVATll'1:t f,l!j. Sttlllk HU"lli:l 1-) "-ll l.3*1" 2'.i-31 >31 5rLELl "' " . SSE ... .. WSiil blhl * * '

  • 7 -*
  • 10 II .. u .. " I* CAL1'1 0 &1-itl Uoollill( JOUL o,oo o,111J o,oo a,oo *o,op o,oo* o,ou o,oo o,oo o. co n,oo o,oo 0,(\0
  • o,oo o,oo n.oo o.oo o,oo o,co o,oo o,l'JP* l'),oo l'l,oo o,oa o,oo o.oa o,oo 0,00 o.oo o,oo o.oo o,oo o,oo o.oo o.oo o,oo o,oo a.co 0,(10 o,oo o,oo o,oo o,oo O,Of/ o,ol (1,00 o,oo o,oo O,ClO o,oo o,Ol ,,,s o,oo o,co o,co o,ov c,.,o o,r;u o,oo -o,oo o,oo** o,oo O,!'!} a,Ol o.oo O,OP* o.oo a.op o,o, 6,1>7 o,oo o,na ;),Ol o.oo o,".10* o.oo a.co o.c'> !:i, ll o,01) o.oi o,oo o,oo o,oo a.nu o,oo o,oz s,s5 o,oo o,oo a,oo a.co o,oo o,oa o,oo o.oo o,oo o,oo o,oo o,co o,cJ o.oo o,oo o.oo o,oo o,oci u,oo o,oci o,oo, o.oo o,oo o,oo !),oo 0,00 0 0 00 0,00 O.".la O,OO OoOO O,Oll Q,OO o.oo o,Jc o,oo o,oci n,oo o,oo o,oo o,o1'J o,oo o,oo o,ol o,oa o.oo o.oo o,oc 0,01 o,oo o.oo

..;.DUOD<D f'U,*.l[;t! l:, VALlil t.6TF.G0k'f a 'LA ll, ff.lft.\, VALhl IALL C.6Hi.C.RllSI u ll'l'f1fl 2.3-57 TABLE 2.3-45 JLOll.ln.\ Pc .. r.i. c LfC.'1T tr'l .. i.llHnlloL,PJ Sllr PtRIClO )/ 1/71 yrJ Ul,111 llJ\l!ILY fR(JU[!,(*Y A.',J SUl!ILITY bY 1o-1:,l) l.ll><'(TJ:'\ .11. * .; *l"J src(O VERTICAL fLlH*T *I' STAGILITY 1*"0

  • Lo*l PAGt 26 sn:rui:: SPL!OP:P>-1) t.L;JJSlrJ T'1 IO-l'rl(R "f SECTCll :.u.nf;ll.

1-l 4.7 )JI T.hl .. , "' "' -, "' .. ... " '" -' * ' IO ll lZ 13 15 l* o,oo o,nu n,co 0 .. 10 o.oci o,o;i o.oo o.llO o.oo o,!lo o,l'II 0,110 o,o:i o,oo n,co 0.01 0,00 0,01 o.ov 0,CJ o,oo O,OJ O,ol '7,C) 0,0) 1,1,01 o,co o,OlJ o.oo o. ta "'<<'2 oJ,Ol o,o;: O,!'IZ o,co o,r>J o,oo o.oo o,o* o,Ol 0,\Cb 0,01 O,OJ o,c.o o.co J,JJ o_,oo o,s .. o,q7 0.11 0,'"'J o,:iJ o.c.; *,n 0.01 o,3J 0,1., 0.0.1 o,o) o.cJ 1,1 .. o,c:;> c,0.1 o,oo o,:::::t o,r-:i ri.o::t c.oo o.oz o,O.J O,DO o,ov

},-1.;; c.oo o.c2 o,oo o,oo o.ro o,oo o,l'::t c.oo o,oo o,o, o,ri; 0,01 O,-;ig O,GO Oo'lO 0,00 OtOl lo2> o,oa o,u1 o,oo o,oo o,cJ o,oo o,oo 0.111 CALio! 0 :i. Q(\ o.oo * .u;.i o,16 z,11 o,o::t o,oo o.oo
  • ,u, '*

!"If VALli'l (AT[G014.Y

  • NU:iclER llF TOTAL '01LIO l.G:)£t<\IATIOl1S IAL\. tA.lF;Cir.IESI
  • 1l<1* TABLE 2. 3-4 7 PIClofM t LlC.'1T roiv o<111Ci<P*>
"I HT* PflllOO

)/ 1171 T" UZ?/72 AHtlUAL i-.cu.1LY nllti.0:1 1-<ril.llG'"L ST6HILITY bY ui .. ,.*.u SPUD 15 !>Y

  • I)

.. ¥ P.AS,.UtLL u*1t --* 5Ptt01"""' AOJ.:.snu T" t:i-rt(R;. 5ECTOll. 1-:i-.,_, r.-u p .. z*,.,, >JI Ntt(" o,oo o,::to o,cJ o,.,o o,r.J o,co u,oo O,oo 'O 0,00 0,0Q o.oo o,co n.oo :), co Q,{'J

  • o.oo o * .:iu o.oo il,.in o.oo o,oo o,oo o.c.:. -----,--o,oQ o,o.:i o.oo o,':IY O,C'l o,oci o.co c.oti m ___ s ___ o,oo c,.:io o,no o.CQ o,oJ* o.co o.oo c,c:i
  • .. -,--o,oo o,oo o.oo o.<>o v,oo o,co o,oo o,co o,c.J ... ** '"---II lZ ... '" l* "'" (1,00 0 0 00 0,00 O,C'*O 0,.1:i a,oo 0 0 00 0,:)0 C,VQ 0 0 00 OoUO 0,CO Q,OQ O,Cl O,CO Q,OO 0,0> o,:J o,oo o,oo o.ro o,e: ti,oo o.oo c.o::t (l,.io o,oo c.oo o,oo o ... c. 0,11:> o.co o.oo a.co a.co o,OO O,OO O:,t>O t\1 0il o,CU Q,0,) O,co o,:<y o.oo o,oo a.co (l,!'O 11,cJ o.oo o.flo o.c:i "l,r-,;i o.oo o,oil o,oo a,c;i o,oo o,oo o.t:i o.cv lo---Q,00 0 0 0V O,OO 0 1 00 O,OO o,OQ 0,00 01ilO t.6L1'1 0 41011 VU,JLilL( _.JUT AL 11u.1U,R.

l'I' VALIO ,nrcc;..'I

  • O ,C-'l l *-----NUolDEll.

OF TOTA.L \IALTD unHil.VAljC:a t.C.lL c.1.1;;.'1"!.;$1.

  • 7!><11 TABLE 2.3-48 fLOlllOA P':lot" t l1CHT G"f*fl111V 11UTCHlt.:i__,*4

[If JI \111 JO Ui'l/12. ,\14HUAl 1-1..,Uit\.Y UF "lll:TftAL A'lO Hn11tin11TAl _, ---* STAi>lLllY b1' lijt>O illk:c!it*J 1t.*.u WIND Sl>Ei;D 'l{Jltl(.H STA*llllTY llllf';f,l d'{ D F M::>AIL111Hl.I

    • ,,,,1.1ntn i\S *.* bY
  • A * .. l*.i ... .. ... -, "' .. ) * ' * -JiSi--l s ... ** ... * ... *** * *
  • 10 II .. lJ .. .. ** t.ll." 0 Aliu \IJ,ll;J!.il.t

_]QT.lL o,co o.av o,oo o,ou. 0,011 o,ni;i o.oo o,oo o,oo 0,01 o,Ol o,oo o,oo a,o:> o,oo o.oo o,ol 4,45 O,OZ O,:l(I O,C'O 0 1 041 0 0 011 OoOO OoOJ O,OZ 2,25 0 ,oo 0,01 o,oo o,oo o,e:> o,oo o,oo 0,01 s,ss o,oo o,oo o,oo o.co o,o:i o.oo o,oo o,oo_ o,oo_. o,oo o,O.:J o,un o."o o,r.o o.oo o,oo o,oo ri,oo 0 ,oo o,'12 o,oo o.oo o,or;* o.oo o,oo o,oz o.oo o,oz o.oo o.oo o.n') Oo".10 &,oo o,oz !l,!iS 0 ,oo ':l,oo o,oo o,ov o,.;':l ll.oo o,oo o,oo o,oa o,oo 0,011 O,Nl Co*lO 0,1)0 o,oo o.oo o,ui> o,oo o.nu 0,01 v,oo o,Jl o,o':l o,ou n,oo o.oz 10,!ij o,oi o,u1 o,n.J D,'IJ' ('l,O\I Cl,co 0,01 s

  • o.oo o,o:t u,u1 v,no o,oo* o.oo o,oo 0,01 1,oli o.oo. Oo<iO 0.01 0,01) !.',('.Qo o,oo o,oo o,ol l!l,OS o.':ll o,?1 0,01 n,.Jo o,oo, o.oo o,oo o.u, s,02 o,ol o,oo o,oo .,,(111 o,oo* o,oo o.oo 0,01 z,z> 0,01'1 o.oo ,.;. ...........

J.Ut\9EI, nF YA\,111 CAfH,QM.Y t\llSEIWATJUliS

  • ,Jlj JlliUUilf*

n, TOTAL YAL10 1.a::.nVATiO***S II.LL

  • ITb" ** TABLE 2.3-50 i LfC'iT 111JTG,.lt*ll,,U

.'..I Tt PCllJO() Of .. )/ lfll T'1 UZ'H72 ----'JACE

U -* &N11UAL l-IOUl!L'f P!llCi;'IT OF Hn11.1z1111tAL ST&aJLIT'I' tAliG .... llH!t b'f i.tj*111 Liflittffn'i

&l!U "INU Sl'IEO -----*--Vfll;ff(.U AS \lr.FJt,riJ llY t:Elfh*T

  • t 511.i.JLJT'I' t!i 11'( s1r,"A-tHeTA . PAS * .UILL (*' z ' ..
  • o,o.i o,co 0,1*1 0,01 o,o:i o,oo o.oo 0.19 o,n> o,z4 o,z9 o.oi o,(ll o.oo o,oo o,on R,Js o,Ol o,zv d 0 (oll O,ll 0 0 00 l),Oo OoOO O,'JO '*:it o,q;z 0,1*1 ..,,JJ <l,11 o,oo o.tJo o,oo *
  • o,&e 9,.01 0,01 c,s1 o,,a o,o'f
  • o,oD o,rio o.oo 1,2., !l,tol o,oz O,l!I 0 0 10 0 0 11 !l,l'J:I OoOO O,OQ C,47 't,,,
  • o,oo 0,11 o.co 0 0 t'lll o,no o,oo 0,11
  • 7,6o
  • o,o.i o,cti 0,01 o,o!J o,oD* o,r.o o,oo o,o-"t,19 .. ..... , ... . uJ * ** 11 .. lJ .. " ... : *t* d 1 W&kl-"ilt 0,02

..,,01 o,*lll n,o:i* o,oo o,ol) o.ott ,,z5 o,oJ o,J7 o,on o,*n o,OD o.oo o,oo

  • 0,11 1,00 0 0 0> OoU 1'ol'o Q.OI o,n:I OoOO O,OO Ool9 To09 c_,os o,z;z o.tn o,.,u o,oD* o,oo o,oo o,3, o1o,z9 o,OJ Od<; 0.21 o.ou o,DD o,oo 0,0\) O,liJ '*"II! 0,01 o.u o,.r.l a.nu o,oD* o,oo o,oo 0,111. 11,s1 o,Ol O,h 0 0 Z7 n,01) O,O:I* o,OO OoOO O,ir.1. 9o1i 0 0 oa o.!n 0,11 o,oo 0,011-o,oo o,oo o,iz *.s1 o.oo rt,oo **'Mllll M'fl VI.LIO '41HtOMY
  • 6Z1 ....... Ille "" rnu.1.. Y*LHI Uf1iti1.\IAfl0115 (A\.l, c.*1u;nM.l£SJ
  • lllulj TABLE 2.3-49
c. 1.1r.*1r Slit PEll.lCJ UF llLCU5'UI J/ l/11 T!l i1l'l/1l PAC[ JO AHNV*t. MuU11.LV FQl=J[t<CV IJ;" vciu:*L .........

stadlLITV Cill1C .. .:i:ft:io "l*O 01 .. .:O'J .. JN!) Sl'ClO 5tCllill. "' -. ... ... ... " "' ' " Si!(TiJll srlrtll'"'-""I

  • IJJ..!5TtR l*l 4*1 "-ll 11*1;, 1*;.:4 )JI 7,.JLL

' ** *

  • 7 * .. lo o.oJ: o,*J' u,oe; o,.>1 o
  • _o.oa o.-n r,1o1 0.01 o,OJ o.od o.cio o,r..*, n,oo o,oo o, 11 11,"10 o,oo o,o"' o,oo 0,01 o,.,:i o,rio o,oo 0,1\ :i,\o 0,01 1',n> o,o.: 0,0:1 o.oo o.oo o,r.*1 111,1.1 o,oo O,ilil CJ,oo o,ou o,n::i o,oo o.oo o,,,., o.no 0,01 O,llJ o,C'o 0,01 o.oo o,o;i o,t'.. "*a.* o.oo o,;)) u,oo o,no o,.oo o,o., o, 0 ,

0,01 a,oJ o.oo o,no o,co o.l:'o '* o,.a1 0,01 o,oi. ci,cu O,f'il o.Oil c.oo o,ol ,,tt:, 0,02 o,ot u,oo a,oo o,,n o.oo 11,oi 1,h 0,01 0,01; o.:n c,rid o,r.i) c.co v.oo o,o' 0,01 o,o, u,02 v,no .:>,oi:I ,1,ou .;i,co o,Ol o,u1 ..i,0,1 o,C'.;i n,rv o,u.,i O,O'i .,,..,,, o,oo lhOto o,i,1 o,oo J,oo o,no O,D'f .,,Jo 0,01 o,>>l o,oJ 1>.oo:> o,ov o,oo o,o.. 1,,')

  • o,oo 0,04 0,01 o.uo o,na 0 1 00 o,oo o,ol 1,05 0 ANIJ '4AR1Alll.C 1:1,0., n.co fUTAf.

nF \IALIU lf'3\I UloStllVA.Tl<J'iS

  • '>I' HU,-181:11.

OF TOTAL YALfO IALL (All!lf:'.'f..lESI

  • *"'lo* TABLE 2.3-51 flDll.l!J.:0 Pn. t1' £. LUi'<l hUrr..11;,5_,, flilllUl.I OF 11 .. c .. o1.u1 JI 1111 r:1 l/l1/1l ANNUAL !!Qtll<LV ru.ct*H Hl ... .Jrricv ui:

ol .. <.1 Hrlo!.lll'l"TA\. S*TAiill,ITV or Wl".J <.1lo1fCTl*1\

  • \"0 *IND SPEUI YEA.fl(AL 5ThHllITV

.\$ ll£F1:1£..i i>'t

  • £ Ki:JIUllJl(fAL Sl&&ILIF"I'

.:.:io JE>*I**"" .. v It ** PAs .. ou.1. c'"" S!CTllll T1 llJ*';'fS"f; El(ll&Tlf1'1 "[A'I s1croa NU .. ntlL 1*-l ,._, *!-ll lJ*l"' l'>*l\ )Jl TCfAL !i:"L(.J " *** z o,oJ n.zl c;.1:1 o,r11 o,o:) o,co o,J1 t, 11 O,G"I' 0,)0 0.1 .. o,oo n,OD* o.ou o.oo 0.4. e.z* 0,11 o,7L o,1:r. o,oo i>0 no* o,c1' o.oo 1,01 ,,1s * ... .---0,09 OotllJ 0,:14 o,o., 0 0 011 0 0 00 o,oo l,JS SE ... '" '" * *-* 7 * ' .. 11 .. lJ .. .. l* tAlll 0 ANO YAl !OfAL o,lJ lolT o.Jz n,oi! 0 0 00-ci,oo o,oo 1.9* ... o:' 0,1* 1,11.11 o.3& o,l:'g o.oo 0.1.10 l,O, t,co o,*T 0,01 1),31 o,o* o,oo t>,ou o.oo 1.1* .,,, o,u 0,11 o,oi:. 11,01 o,oo o,,., o.oo 0,11 o.l* 0,111 0,19 o,u1 o,oo 0 1 0:) o.ov \,n

  • o.zz tt,t.J o.o* o,(lo o,t:::i n,oo o.ov o."* ,.1 .. 1:1,1s O,J'o u,ti;: 0,110 o,c:) n,oo o.oo O,t.l ... 1r !Joli. 0 0 4.., o,n* 0 0 01,1 o,o;i o,t'O 0,01,1 o.t' .. O,JO o.*l O,ZJ o,c.o o.oo o,oo '*'" l'ol) o,ot Oo>l 0,10 o.oio
  • o,oo o.oo o.\* ... ll 0,01 o,z, 0.01.1
  • o.oo o,oo o,n 1,0.a o,oo (!,00 ..........

** NUUll(ll UP VAl.IU (U[{.CllY

  • \lll nF T(ITlf. *ALlt IJl'l)lll.YAflflUS IAlL Cl\TCIOl'IMllSI
  • llllo"' 2.3-58

.. ttlf "' " m ... "" ** '" ' TABLE 2.3-52

c. Lll'IT
  • . \,l(,*1 1","'
.ttt L;< l>l,L<!n JI \J7l 1'1 l/l"l/1i 'llFo1,lJ(Al SUulLIH .\'1 :lHJ,.=J
  • F ll"RflC1<.TAl .. IUlY :.io J * '
  • 1 ' " IL " ll 15 lo O,Ci n,uJ O,tu c,**o O,IJO o,oo D,Of.

0 ,ot. n,o;J o,co o,'lo o,":> o,oo o.oo 0.01 i,49 0,02 o,J.., o,oo o,oo o,n:i n.c:io o.oo 0,011 **"l 0 ,01 il,C'o O,(llJ u,'l:i o,oo o.oo Ool7 0 ,\9 o,H c.oo o.oo o,oo* o,no o,oo o,::n 1,1<z' o,?9 o,JU o.oo o,'l<. o.oo o.oo oi.,!il Q,U lo*ll O,\o 0,00 Oo'lU 0,0.) loll S,4i 0,19 1.1.z 0,2!> 0,02 o,oo o.oo o,39 0,11'1 o,o:. r,,uo o,ca* o,oo o.oo 0.n o.n1 o,oo o,no <'.Cl:> o.oo n.no o,ll 0"11 o,co t1,oo n,oo o.oo o,o,, i,t-o 0 ,11> o,c1 11,00 C1,uo,1 o,oc o,oo o,p 7,1.1 0 ,11> 0,10 o,oo o,'lo o.oo o.oo o,zi. ,,,., o,oJ o,H o,!'lo o,nu o,:lo o.oo ?-,01 o,Ol o,Jl o,oo o,tiD o.oo o.oo l,01 tAL" 0 jJ,p V,U.l.l.8ll 11,011 ..; .................... .. !UOL z,JJ 4,.,1 0,61 OoOl flF II.I.LID CAUGOll;T

"'U.illll 1:F TOTAL VALll.1 O'JStli.VATiCWi OLL

  • -'164 TABLE 2. 3-54 'LORI!'!.!.

PliEr1 C. LICHT CD:1PlHY SlT* Cf Pa1.**u1 )/ 1(71 TCT Ul"f1l. AHN!JAl l'JU;ilV rEllCt'll t1nitJl!;ttTAL SUalLilV c .. Ill \ll'llJ A'!O otlfHI Si'CEfl uErt:.,u Ii.II t.ELTA*T. E HOll.UmiTAL

TAl>llllY AS vtfl
.i:u

... v. c

  • L* .. SHT;;lt IO*:*'.ltll .SfCTCl I*> .,,.7 J*i.t il*l31 TOTAL

'" "' " * *

  • o,oo o,:-o o:-,co o,od o,oo o,o? o,oo 0,00 O,llll 0,00 O,CO O,C'J 0,0(1 0 0 00 O,OO _ OollO o,oo u,11c o,r.o o,.:io c..oo o,oo o,oo o,oo o,co o,oo O,r'!o o,no o,oJ o,oc o.oo o.oo o,oo o.oo o,cc o,oo o.oo o,cg o,oo o.oo o,oo o,oo o.oo o,o;, o,ro ci."o o,no c-,oo o,oo o,o\ s,,5 0.0>1 0 0 ('oJ O,c.u o,oo fl,Oo OoOO Q,OO 0 1 00 ... " '" ' * *
  • lO II u n .. .. ..

0 6':-o) 116,IAILE. _ fCIT&L o,oo o,oo o.oo o,ou o.oo o.oo o,oo (i,00 o,OO 0 0 00 .,)0 00 O,OO (1 0 0) 0 0 00 0 1 00 O,Q':I 0,00 o.oi o,oo o,no o,*)O o,-:o o,o:J 0,01 o,oo c,no o.oo o,no o,n, 11,00 o.oo o,oo o,oo o,oo 0 .* 011 o.oo o.nu o,oo o.oo o,oo OoOO o,oo o,oi> o,no o.oo o,(')3 o,oo (l,oo o,oo o,oo o,oo 0,.10 o,oo o.oo o,o3 o,oo o,oo o.on o,oo OoOO 0 0?0 <iJ,OO OoOU 0 0!'11) O,OU 0 0 00 O,i;l(I Q,OO o,Ol 0 0?11 o,oo o,oo o,oo o,oo 0 1 00 O,Ol z,Z§ o,oo n,oo .;. .................... ... _. o,oz o,oo o,ou o,oo o,oo o,oo 0,01 3,>s tF VALio cncc.::a'I

  • C1F Tn11L ltlllD ,;;t.S!*oi\IAlirlll5 ULI, 'ATrliDlllESl
  • 1111.>" 2.3-5Q TABLE 2.3-53 p(I,,(,. t lf(,*'T ,., .. r11.v .. u1c ..

.. I IH-"'*J SIH PCRIO.i JI 1/71 T:l AN!lUAL llUURlV ... rNC'I' er A'IJ ....... iUn1L1TT l>V **r**u L!liH(li"h ,1."0 .. 11.1* \<'!(0 V(l\Tl(Al STAi>ILITV

,S
  • r llOi\llu,,,rAl SfAUILl!Y

,\) utH*o\j,, ,;'I'

  • F P.&!>\jUllL SHTCI!.

Sl'Lrnl ... Pt;} T., 'lL'I t;U**Clill l*l .... 1 C*ll l'l*H **ll >JI T_T.:,l )Plf,) '" . " '" '

  • 10 II u u ,, " " t*lll 0 Mi.)

JOUL O,()to o,n..i o,co n.oo o.co o.c.:i o.o!) e.r,o o.oo u,oo o,'.lo O,too o.co t1,oo o,oo o,'JO o,o,

  • o,oJ o.oo o.oo o,='O o.o.i o *

?,1>0 0,01 o,oz o,oo o,i:;-;i o,l'lo o,01J o.oi ..... , 0,06 O,IJ u,01 O,CJ O,f'O 'l.::i :'.l.l? *,t .. o.cv O,J9 ll,oo o,oo o,no o,t'O 0,0.,1

  • ,1J o,o) tl,:lJ o,oo o,oo o,oo o.oo 0.01 1,?o 0,01 o,oo o,co o,oo o,">J .:i.oo c.01 0,01 o,oo o,oo o,r, o,C'J 0,01 1.21 c,o5 0,01 o,uo o,co c,ro o,e:i o,..,, t.11 0,01 o,oo ':!,r;i .i,e1 ri,110 o.no u,oo 0,:11 o,no o,co c,oo ;,'Jl o,oo o,oo o,oo o.r.o o,c.o o.oo o.1.1J o.)O :i,oo n,oo 0.19 o,511 u,02 o,oo 0,03 o,oo o,oo o,'i1 TABLE 2.3-55 "tOD'C*LSO*z

---1ic:;:qr:. r,., .. L -*rt1;V . -------...r.::.c J' ,,urc .. r:.1,*: .* )l\r Pl RIC;) Uf .... JI l/71 T ! AliliUH f>Q'JJ;.lV 11-. .. 0:1*:,,, """ *'" SrHl'I VERTlt*L STA!llllTV II!, :;:1-11.',-u ,j;¥ "HT.l*T. r HCRIZ')111.TAL SlllblLITY l.) .. ft<(tl * .I. ---- t*-4 .*::.q**; ,, IECTCP; H!."ilii.11 J .. ) .... : **-1.-.. 1_ i'*)i __ NE ____ l __ o.oo 0,01 o.co :;>,!IO 0,l'la n,C'(I o.OJ 0.01 '"' o,oo u,co !l.Jo o.co o.oJ o.c'I r.-:o -,----... --O,Oli o,JO 11,CO Q,'.)Q 0,:':J o.co c.co C*JC c.cJ ESE ___ , __ . o.oo .i,co o.Jo o.oo o,co o.e-o " m '" " II u " " " 0,00 O,?Q >J,00 OoOO O,C'O O,CO O.C:l o,.:, c,oo o. 'o -:.c-o o,oo 0,03* o.oo o.co o.ro ,,--0,01 o,oo o,oo o,o<J o.oo o,ro o,oi tAl" 0 AtiJ --_JOT&L TABLE 2.3-56 11;1ro1, t LlC'IT i..UIC*.tl.J..J'l 1*.L.nu >IH PitJOil )/ \/H T"J ANll'JAL l<J..,IRLY P£RCl>IT .. lJF A'lO Hn!l.fl('t.Tol.L 5TA.JH.!1'1' CHfC*.i' 1rs LY '-'!';(< ..i.1:\l o<!/tO VCll.flCll LO\;" 0 *,v F H<=a.UO:*fAL Sfll>ILlll' !S ... rH .. r.-uv .. P .. s ,UilL .. o $!:Clll:!. l'l \; *. irt(:> El:il.'Aflf'!I S((f.;.. :1 *. *:>.,.( i*l ti*!' >Jl T'1Tt.1,. . " ** *** * ... .. ... ... ** ... ' ... ** * * ) * * * ' * * " " " lJ H \5 .. CAL!'! 0 A';;) 'l',lJl,lf.alE o,oo o, 11,uo o.ov O,':'O* o,od :;i,oo o,uo o,oo n.oo 1i,oo o,oo o,oo ri,r:l o.oQ o.oo o,oo o,oo o,oo 0,01;1 <J,oo o,no o,oJ o.uo o,oo o,oo o,oo Q,00 0 1 1JU lloCO OollQ 0 0 (!;) OoOO 0 0 00 0 0 00 O,OC Q,('Q 0,00 0,0Q O,OO O,r:I OoNI .<loOO O,OO OoOO o.oo o,co o.oo o.ro o,oo o.oo o,oo o,oo o,oo o,oo a.ca o,no o,oo o,cio o,ao o,oo* 0.01 0,01 a.co o,oo o,OO* o,oo o.oa o,oz o,oo a.au c.oo o.oo o,C'o* o,oa o,oo o.otl o,co 0,01 o.oa a.vo o,oo o,rio n,o.:i o,oo 0,01 2,2s a.co o,Ja 11,00 oj,oo a.co o.oo o,oo o,oo 0,02 o,J1 v.co o,no o,oa a.ca 0,01 o,oo _o, 1 la o.oo o,io o,no* o,oo o,ao o,oo o,oo 0,01 o,*_:o o,oo ,,,no ri,oo o.oo o,ol ?.1 25 o.oo o,o-; o,r.o o,oo Ool'IO o,oo o,oo n,oo o,oo o,oa u,<:10 O,llO o,oo* o,oo o.oo o,oo o,oo

  • o,oo n,oo ,;.;. .. .;. ...... _ ........
  • MUHUl'I nP VALID (Alti;.::111.v IJ115£11VATIUHS
  • ' TABLE 2.3-58
t. llG'!T WJTClll1'S,,.!J ISlA'*lJ SITE JI 1/71 Tll ANloUAL llCJ;{LY l'fllCL'lr .. <J(';iCY A*ll) HnRllf1t1TAl STA.Jll.ltY C..l.TLr;'J;(H'i bY Miii\)

A'>il 1dli'.l .SPCiO S£C. T*ll'I. ** f"'1f. ... " SSi . ' . ... ... * ..

  • VUl'fl(Al -sf'*,ILITY
,;j

!l'f' '*[lfhf

  • F Hl'11t1ZttoTAl sr.:.;,11.1rv

"!:Hllt\I 11'1' .. TH£TA .. D !"*V s.*cT:i* :;:. '"'l" z ' * ' * *

  • lo 11 .. " l* " ,.

,\(IJ>>ITCO

r1 l*l 4 .. f

\1*1" >JI 11[.IHI. Sl'EEJ o.?z o.uJ u,oo o,1ti 1"!0 (.!:l* o.ou a.oo o,o'.lo *0 2J l).os o.::a o.oo 0 0 no* n.oo o,;oo o,o., 3,90 o,o, o,oz 0.01 OtOO 0 1 00* o,oo a,oo o,ou t, 1 31 0,09 OoOl O,'lO 1)0 00 Oo\lO Oo01) Oo\) hSCt o,ol o,o9 o,oz o,no o,OO* o,r;a o.oo o,1s .i.,ai; 0.01 0,01 o,no o,oo* 0 1 00 o.oo o,u 4,o;i o,oJ 0,01 o,r;o o,oo o,o:> o,nl) o.oo 0.011 lo6b 0,01 o,oJ o,ou o,oo o,oo* o.oo o,oo 0 1 10 l,J, 0,10 O,O!I :>,t'Q O,lJO o,oo* o.r.o o.oo D,15 J,Z7 Oo\l O,oa O,CQ O,CIO n,OO* O,Oo O,OO 0 0 11 l 0)J. 0.06 0,(1, O,oo .OoOO 0 0<111 n,oo o.oo Dol"I \,1l o.o:. o,*u IJ,oo o,oo o.oa o.oo o.oo 0.01' '*'*Cl o,Olb 0,11 o,cio o.oo o,1Jo o,no o.oo o,\l ***5 g,r,2 o. u O,CIO o,oo o,no o,oo Q,01) a,z2: \,lo (.t.LM O ,**10 YA.\U.SU: 0.02 o,oJ o,r,o o,oi 0,011* 0 1 00 o.oo 0,01 . 11,1;.i o,oo o,oo ........... JUIAL toual'l(A nP V.\1.IO ClTH,OllY l11,1SE*vt.Tltl'IS .. 1117 llUr.ltil. Cl' TQJlL VALHI IALL

  • ill? ... TABLE 2.3-57 rtr.1t1n11
1. LIC.*lf cn .*

t*UlC"°lio.i,11 SIH Pflt\'Jo OF .. 11-.1 )I 1/71 1*1 Ul'll'U. A .. NU.\L fl:JUl:LV l'-u SPJILlfY l>Y l*i.';J .. urn S"EtO 'IFRT!Cil DLdl*"!l ilY ;*(tl1 ... r. F WlRT!:J,'jTAL Si(,'l,J, .. ¥.>S 1lllLL f*C. *, ., . SfCTl'll. N!iE ,\:lJ' T"1 10-:trn;r; Cl';V.t.fl"l'L r,1;.i:;;ri 1 .. 1 '**7 ... 1: .. .:*-n >H '"L sru:a fSf " ... . .. ,, '"' '"' * . l * * ' 10 11 lZ lJ l* " l* CALM O A!ill) VAll.U&lE .. !OT.l.L Q,CIO OoVl o,tu fl.no o,n:J o,oo o,oo t',Ol ,.ss o,oo \l,\11) c,oo a,oo o,ol) o.oo o.oo o,oo o.o.:> 0,02 o,1H o,oo O,OCI o,nl) o.oo o,oo 0,01 'J,J) 0,01 0,110 a.no n.o.;i ll,O)* o,oo o.oo a,01 2,2) o.oo o,oo o.oo o,ou 0,011 O.'JO n.oo o,o;) o,e 0 o.oo o,oo o,oo o.oo n,oo o,oo o.oo o.oo Oo*".'O o,oo o,oo o,Oil o,,)o o,oo o,oo o.no 0.0 11 o,oo o,uo o,oo o.oo o,no o.no o,oo 11,110 o.co O,Ol OolJO 0,(10 t\o'JO O,OQ O,ilO o,oo ll,O.? o,ol Oo:JL 0,01 o.oo 0,'10 o.oo ;!,OS :.,oz 0.01 o,no o,oo o,oo o,o;i* n,oo o.oo 0.01 ::,:, a.oz o,no o.oo o.llO o,oo o,oo o,oo o,o.z z,2::;. 0,01 o.o;z o,oo o,oo a,oo o.oo o,oa o,oJ ** 0,01 o.oo o.oo o,no o,oo* o.oo o.oo 0,01 2.1> o,oo o,JL o.o.:> 0,011 0,013. o,oo o.oa 0,01 o;,,, o,oo OoQl o,oo o,oo o,oll* o,oo o.oo 0,01 ,,SJ 0,03 n.co ..;. ... _ ,. __ _ HUotBt:A OP VAi.Hi (AlEIOQ)l.Y 01.1StRVA1h.il*S

  • 2"1 NUtllfR OP llllAI. VAi.iD l!Blil:itYATjCIUS IAl.I. (ATrGt'R1tSI
  • 111U4 TABLE 2.3-59 Fl[il\1nf,

.. (, 1.IG'<T lSlA'*\I !ilTF PERlrJlJ uF JI l/71 T1 Uil'l/7;: ANNUAi: IJF A*:a STlt.lllTY 1,;Y 1ai.;.*c.Ti"'i A'*O S?E(fl VCkTICAI. A:. ..... r'lllfl .. T

  • F Sl*'l>ll:1f'I' wtfl1.;:u f;Y
    • ***

w.:.!ri.R ' -,---. _ES£_ .. -,Si,--_! __ _ ss* '

  • 1
  • s .. ----10 11
  • lZ u l* u " tAlM I) . .e.i.n P.:>S*IJllL .... SP ..

Tl £lt\',\Tl'::l l*l .... 1 l)*l-> 2; .. 31 ,,1 o,oa o,Jo u,oo o,t'i> o,oo o,oi> o.oo o,ot :r,z, 0.02 o,.li o,t'O 0<<)0 o,oo* o,oo o,no o,oJ ,,,, o,oz ..a,C10 o,L>o o.eo o.oo o.og o.al z.zJ 0,10 o,cz i>.l)l o,oo 0.013 o,oo o.oo 0,1* ),.,, O,lJ o.a1 o.-oo o,oo o.oo o,co o.co 0,1* z,49 O,lb Oolll O,Oo o,oo o,co OoOO o,oo 0,Jc. 11o,01 OolO 0,19 0,01 OoCO 0 0 00* 0 0 00 0 0 00 1..11z o,os 0,01 u.oo o,oo o.oa o,oo o,oo> c.u *,ZJ 11.11 Oo2o o,oo o.oo o,no o,<JO o.oo Q,JI ... o,olb 0,01 o,oo o.oo t',oo o,oo 0,1.1 .i..=is a,11 o,'lJ o.oo o,oo o,c:i o,oo. o.oo 0.1, 1.01 o,tl 0.:1 o.oo o,oa o,oo* o,oo c.oo o,J1 *.11 o,oJ o,o;i'f a.no o,'}Q 0 0 co o.oo o,oll "*") 0,0fl n,eo *-*-*--*-fllUhiJUl. <'P VAi.iQ (.1.f[(;.Qll.Y O,.'.'llll.VATIQt..'1 !.>L* *II !ill[ *i:lll!lU " 1111 t'l .... NU&l l'rJ'J<.LY _AllO

c .. Ill l.(:<ll Ul1<.'Cf1f;*1 A"ll >jlitO !IPffn Vfl.TIC*L \t4tdLtrv

,!> l1dl'*CU ll'I' 'l(LT-\*T
  • F MDAll"-*lo\L sr.t.iinllV 11<11;,r;;

11T s;:t.:i_ Sl'.*t-IJ'I' 11 Al,;J,!T J T'i 1r.- ELCl'ATLn*, l'(HI Slct;a ,,_ * . .,;. 1-1 *-I *-ll .* >H TCTAL

      • _!ll_. *** ... ... " ... ' * * ' ** II " IJ .. .. "

.:J ":> _!Or.ti,, o.r:l 'l,OIJ o,* .i o,r:, o,c\l o.oo 11,uz 2,25 o,Gl o,oo o,ri, o,oo o,on 0,02 1.,2, 0,01 0,:10 o,oo o,ou 0.011 o,oo 0.01 z,zs 0,01 0,01 o,ro o,o.i c,:io o.oo 0,02 1,<io -o,riJ 11,:11 o.oo o,oo o,oo o,oo o,o, J,01 0.01 o,::iJ o,oo o.'lil o,rJ o,oo o.oo 0,10 ,,1, 0,10 Oo'l'J O,C'O O,'lO O,OO 0 1 00 O,OO 0,16 l,itJ 0.10 o,o.! o.oo o.l'.'o o.oo o.oo 0,11 ,,@s o,oo 0,01 0,00 a,1a o,r.o o,oo o.oo 0,01 ll,OT o,H u,llO IJ,vo o,r., o,oo a.no o,o<J ,,OT 0,10 o,.n .:i,oo o,oo o,oo o,oo o.oo o.u 2,511 a,00> o,1).1 O.l)J o.ot> o.oo 1,1'l 0,01 a,*)0 '>.oo o,*10 o.co o,oo o,u7 -o,o, .o.o:i o,co o,.,o o,co o,oo o, in *,na 0.02 o,o) o,oo 0, 1 10 o,oo o.oo o,or *,*) o,oz o,ao o,l)O o,oo a.ao o,oi -2,2, e>,:n. ; ......... HU"!3llt :'!F Vt.LIO tAHCOOliV u l'l' kU1lollt Cl, TOTAL VALIO IA\.\. 'ATfft>lol!fSI u TABLE 2.3-62 lll.6. G lf(;llT c;ri11au11

  • "Uf(llfhSJ:I l)lA:11) SIH IJF J/ 1111 Tll U2?11J AHN'JAl P[ll.Cf!IT 'Jtll.TIOL A*;u 'IJl,iJ A*.I,) Hl/;i) SPEiD Yt*TIC.t.l Sft...!LITY 1.s cr..-111!;)

l'[Lfll*T. (, M!;AJLi.;;tT.t.L SrAHLfll' a:. .. lflJ,[(; UY PA5.,.UjlL L*oli

  • I

.. ,., 10-i<rff;; 1'l'.:v.1.r1m1 S£CTCA *f* =*L" l-J ._, -;-1, lJ-1*> z*, .. n >H TUTt.L. :f>l>LfD .. ... "' .. "' .. '" '" ' * * * ' * ' IO II " IJ .. .. .. CALM 0 Al;iJ (OUL o.oo u,ca o,vo *. o,oo o,oa o,oo n.oo o,oo o,')o n,ro a.no '>,fl, n,ou a,oo o,oo o,oo o,co n,uo o,oo o,oo o,oa o,ov o,oo o,oo o,oo a,oo o,oo 0,.,1.1 a,no o,ou o,oo a,oo o,no o.oo o,oo o,oo a.ao o,oo* o,oo o.oo o,oo o.oo o,oo o,oo o,oo a,oa o,(!:i o,ao o,oo o,on n,tia a,oo a,oo 1>,co o,oo o,oo l°J,uu a,oo a,oo n,uo o,oo o,oo o,aa a.11,1 o.oo o,oo o,oo n,rio o,oo o,oo o,oo o.oa o,n:i a,nu o.oo o,oo n,\Jo o,aa o,oo Cl,oo n,oo a,OD* o,oo o,oa o,co a,oo o,oo o,ao o,oo o,oo o,oo a,c;a o,an a.co o.co a,oo o,oo n,op o,c.:i a.no o,oo o,o., o,oo o,oo a,oo o,no 0,()0 o,co o,ao o,oQ o,oa o.oo. o,oo o,oo o,tia o,nD 0,(1;) o.oo 0,0() o,ao o,ao o.oo o,oo o.oo Oo<'O o.oo 0,01' n,oo o.oo o,oo o,c.o a.ao 0,011* o.oo o,oa o,oo o.oo o,oa o.oa ................ ... o.oo o,oo o,oo o.ao o,co o,oa o,oo o,oo (1t"0 2.3-61 TABLE 2. 3-61 FLOllfnA p.,.,£.1 I. LICllT tr'l1<*t.tlV l.i SITr Pfll.100 Uf .ii l/'1l T'l 1/2'JIT,!

p,\(;f 41 -AN!illAL !l()Ukl.Y Pfll.tfNT 1rt.:.'Lf'1Ct.

O' v;:11r1:.sL A'l!J Mrllll*':'T'l 11'!' l>l'hl A'*;J Sl>((n V[ll.flCAl

    • Jllfl' 1,:)

C.Y HUIULC'i*T*L ns Ll' s1r."1.t.-Tt1tlt.. G Pt.S .. t*C. 5P1Pr.C!'I"') ,, 10-:*frA SECTOR NU L*I *-l t*ll 11 .. 1., >JI TCT.t.L aPH;, "' '"' '" ' .. IO II " ll I* .. .. C,CU O, ;o U,C'Q O,\l;J o,C) l),c11) O,OO 0,01) o,C..O o,oo o,oo o,no o.oo o,n11 o,oo o,oo o,co o.ro o,oo a,,o o,nu o,oo 0,011 o,<'o o.o., o,oo o,<io o,oo a,u!J o,no o,oa 0,011 o,uQ o,oo o,oo o,c..o o.oo a,oo a,oo o,oo a,oa o.no o.oo o,oo o,co n,co a.no !'l,oo o.oo o.oo o.oc r.oo o,oo o.cu o.Ju o,::iG o,oo o.oo o,oo c,tu 0.02 o,o.;i o.oo a.oo o,ao o.o.l a.co 0,01 :.25 o,oo o,ou o,oo o,o.,i o,::i:: o,!lo o,oa o,llo o,oo o,uu 11,ou o.oo o,co i.;,C;) 0,0::> t",QO o,oo o,oo u,oo a,C'o .:i,llO a.co o,oo o,oo o,..io o,oo a,oo o,no o,no o.oo ti.o:io o,Ql"I o.co o.oo o,oo o,cu o,t'O a,<io o,o!J o.oo o.oo a.co 0,01 a,oo o,oo a,oa o,oo o.oa o,ol 11,2,, C&LM -0 Alla 0.01 .. !llUL 0,06 11,00 o,OI) n,oo o.oo

  • o,o, 1,11. HUl'IBf'l f!F VALll.1 tATf(,OltY
  • rlUc:d[ll; OF TOTAL VALID (ALL

.. ,17 .. TABLE 2.3-63 *----FLDA !!'IA t C"I* HUTC1*1 .. SI r* P[ .. 100 OF i/ l/7l T'.:< Z/2'H1;: liNNUAt Hc;t.:il.LY rfll.CflH ur o!V Oll'*IJ A'.() *INO SPELO YUl.TJCH CH l>V

  • C. HCltlZO!iT.t.L SIAblLllV

""' SIC"A*T.i[IA

    • ---Pt.:i*,UILL t.-.; -----IFCli:llt i'oJ*..:stro f1 10-v*lfli;

[l["l.t.T1"'*1 -'*(Uj IECTOll HIH8El l*l ,._, ,l.l*l.* .!J*3l >*I h'UL SPt[LJ -HNE---* *--o,oo 0,::111 .;,oo o,oo o.oo o,oo o,aa ___ o,oo 0,011 o,oo a,co o,!'I:> o.o.:i o.oo o,oo o.co "' ' o,co o,i>o o,!'o o,co o,rio o.r:io o.oo a.on o.oo -----,---0 0 00 0,00 0,00 a,P)O O,OO* OoOO OoOO O,Q.) O,OQ _lsE ___ , __ o.ao o,ca o,oo o,no o,ao a,o;:i o,oo o.ro ..

  • a,oo o,oa o,oa o,ca a,ng o,r,o a.co o,oo ,,.---,--o,oo o,oo o,oo a,oo a,ng o.rio o.oo o,o;:i o,oo -'----1 ___ 0.00 c.ou o,oo o,oo o,ao* a.co o,OQ a.co 11,00
  • o,oo a,oo o,co c,oo o,n:i o,oo o.ao o.oo o.oo '" -.. .. --o,co o,oo o,oo o,oo a.oo o,oo o.ao n * .:io _wsw ___ ll __ o,oo o,va a,oo o,ou o,oo a.co o,co o.c.o " o,aa o,oo o,rto a.ao

.;i,oo a.co o,oo t1,,o o,aa o,oo i>,oo a,rt\l o.no o,o,;i

  • o.oo o.oo u,ro .. ..

a -&Mil VA*U&aLt o,no o.oo o,no a.co o,oa* o,aa o,oo ci.on f'l,l'lO a.co o,oo o,oo o,oo a,.,o o,oo o.oo c,oo o,oo o.ao n,oo ---*-o,oo o.oo o,oo o,na 0,011 o,aa o.co

  • o.oo o,co MU14ll" 01' VALID (4T'fl>tll<V llllSlllV&tlll"ll u '*I) !ill111tl Cll' TOTAL Y*LIO CAI.I. (.l.TF"lllES) u llO' TAJlLE 2.3-64 FLo*1nA Pni.r>1 t LIC"!T ti'l1!P'11Y i..\JfC><l!l>c,ll SITF Pl!IJOll Of Ci;Cl,;A.l)I 31 l/7l TU Z/Z'H"ll ANNUAL t.IQ\JA.lY P[llCt'*T fV.li.l..J('*CY UF VEllTJtAL AllU S.fA<lJLITV ill ... "'"' 01w.rcti*-i 11INU SJ'E.ED Y"lilf!CAL STAJILIP' IJ(FJllfO l>Y

.. *r II c HC!AllOllTAI. STAl!lllrY A) I'." SIC'll ... TH£TA PAS..1Ull.L c; .. .; Sl'.CTCR S'ECOlllPHl 60.J.J<;T!l.i 'fl'! to-1:rrcP. ElEVATll'HI -* HEAtl. Sl:CTCI\ Hl.l*t'Ell l*l ..,.,, :l*IZ 1'1 .. a:i .. 11 >Jl TOTA\, IOti. ** . lS( .. .* ... .. ... ' ... ,, * * . -* * ** II " .. o.oO o,.,o o,co o,oo o,oo* o,oo a.co* o,oo o,oo ,,,no u,oo o,oo o,llG* n,l'Jo o,oo _ G,oo n.oo 0 0 00 0 0'10 O,CO OoOO o,oo 0,00 0 0 00 O,QO OoOO o.oo o,oo o,oo o.uo o,oo* o,ao l'l.OO o,on o.oo Q,QQ 0100 O,OO OrOO 0,00* Q,OO OoOO Q,Q!J o.oo o.oo o,co o.oo o,oo o,t)O o,oo o,oo o,on o,oo o,oo. o,oo 0,<10 0 1 00 O,OO Oo'lO 0,1)0 O,OO OoOO O,OO OoOO 0,01 o,oo 0,011 n,"o o,oo o.ao o,oo 0,01 z,25 o,oJ o,oo o.oo o,r.o o,oo* o,oo o,oo o,oJ __ ?.,2:!1 o,oo <'.oo 0.111;1 o,oo* 0,110 o,oo o,oo c,oo o,oo o,oo o.oo o,oo o,oo* o,oo o,oo o,oo -o,oo 0,01 o,*'1 o.oo o.oo o,no* o,no o,oo o,oz _ ?.,<Jo o,no o,l)O o,oo fl.co o,oil* o,oo o,oo o,oo l),oo o.oi 0,130 o,oo Ot1'.IO o,no o.oo o,oo o,oz tA\,11 O AllQ "A*IAll,i; 0.1:0 o.oo ... ............... _ NU.tlUt 'lF v*1,,10 C.*TtC.OkY

  • * ., NU'1lolll CF TOfAl VAllO UO$EKVAf10itS IAlL .;'.ATF.t;Clt.IE.SI
  • 071,14' TAJlLE 2.3-66
r. [

:-ri1ec*

,., -P(lqOo RliCURUI )I l/fl T'l AHMU*l. Pr!i.CUlt 0" VtRrttil. Allll \1A1'HITY ll't' Wl'!U ANU 1111-10 SPEED ____ __: SICTC:I ** *** ... .. "' ' '" ** *** **

  • VfllllC,AI.

'Toltlll.IT'I {li'.fl"ro B'I r'flTA*f

  • G Nllll.U0,11Al STAblLITY

.\S i.lt!*1<;0 dY Slr.11.\-fHCTi\ e PA:;,,UILL 1.o*i.. S"CTc11 \.:t'.Ft.Ht'*tl .1t1J .. rt'! i*J*r--rn:Jt 11.eAtt 1.1,; ,;:.t,lr. i*? ,,.7 1; .. 1;: ... l'*H >JI TUTAl $1'EEO ' * * * * * * ** ll 11 u ** " ** o,eo c,10 o.oo o,oo 0 0 01> o,vu. o,oo o.oo o,oo o,no o.oo o,eo o,t10 0 0 11:1 o.oo o,oo o,o!'I o.oo 0,01 o.oo o,oo o,oo o,o:i* o,oo 6,oo 2.zs OoOl OoOU OoOl O,OO O,n!I* OoOO 0 0 00 0 0 02 fitlS o,oz o,l'lo o.oo o,oo l'l,o:i o.oo o.oo 2,z5 0,01 0.01 o,oo o,1l11 o,<:;i o,o>J o,oo o,ol ,,<JO o,oo .o.oo o,oo o,oo o,r.O* o,oo o,oo o,o'J o,oo 0.01 o,n1 o.oo o,no 0,1":1* n,oo o,oo 0.02 1,'>0 o,oJ o,w1 o,oo o.oo o,co* o,oo o.oo o,o5 J,o7 o,a" c,oo O,llQ 0,01)* 0,011 o,oo DolO 2t'f* o,oo o.oo a.no o,,o o,ou o.oo o,o::t z.::tJ o,o!> 0,'>1 o,oo Oo'>U o,n:i o,oo o,oo O,O'* Zo91 0,09 o,r*o> o,oo o,*Jo o,oo O.'!IO o.o** z,z) 0.07 o,n. 1.1.,,0 o,ao o.oo o,oo o,1s tt,oJ o,oJ t>.llt c,r.o o,no o,n11 o.oo o,oo o,o., J,!o7 C4Ll'I 0 ***a ""'lli>l.i 0.01 o.oo u,oo O,llo O,OD o,oo o.oo o,o, i.z:t o,oo o,oo .................. ..... !DhL "U.*U* rP Y*Llo (.ll(C.CllV 1h$[1tv.\lhJ'J'

  • 5" ...,_,,, ... r* TnlAl. V.6.1.IU IALI.. (.ATC,OltlEll
  • *'Po* TAJlLE 2.3-65
t.

(.'1",l'l*IY 1<UTC;;Hi:;.,11 1:.L.l"*:; ll!RIOl.o Of "<CU'tlJI l/ 1171 T'I lll'>f"fl A"INllAL HUUlll'f !jF VE,TIC'L .l'll; UV l*jlo.i l.I/.<, .io,IJ *lliJ o*H*1*(1 U't l r, Ill v<Ht,fi.O llY a Q \,*U . . NIH: srcr111t NU**r,llt 5r: """"J 41lJ ... 5HIJ T'.1 El£1'&titi* 1 1-0 ,,,.f ** .. 12. 11-b 1*1a,*b )JI o,oo o,,hJ n.cu o,oo o,rJ !l,co o.rro O, C.t' l '"' ) o,o, o.oo o.oo o.oo O,OJ o.ao O,OJ 0.01 o.oo o,.iu u,oo o,oo o,o, o.oo o.oo

  • o,oz o,oo 0,(1(1 o,oo 0,!'11)* o.oo o.oo ... "
  • o,oo 0,011 o,no 0 1 00 o,rro o,oo o.oo c,e, 0,02 o.oo ll,co o.o;;i o,r.o o.ou c,oJ o,oo o,oo o,t10 o.oo o,o:;. n.oo o.oo i>.c, c,:J '"
  • o,oo o,ou o,co o,oo o,rr:i o,rro o.oo f'",'l ***--*10 *--* 0,03 o,oo u,oo o,oo o,o:i o,oo o,oJ o,;' II " " .. o,na o,oo o,oo o.oo o,cJ o.c:i
* .;; O,t'O 0,02 0,00 o,nu Cl,00 0,01) 0,01) 0,C). *.H IS 0,00 0,1)\ ('l,OO O,.'.'O 0 0 (',) O,OJ 0 0 00 O,O\ ' ** 0,01 o,.i.u J,oo o,o.,:i o,oJ* o,oo o,oo 0,01

'ALH O ANU YAA.1.1.!)l.t o,:;o n,ca _!OTAL lilJHlllll nF Vli!,,111 (o\YfC.ORV m1Sf.ll;VAt[Or1s .. 1.11 flUHBE11. 0, YCIYAL VAt.lD ll!l:ttP.VATJ.0>*$ IALI. CaTrl>CRfCSJ II * ., ... TAJlLE 2.3-67 -cooe*Lso-2

  • -------f:1.01111u

... E ltC'!T t"':*ra*1v . --ll'AG&: <ti ---*-__ PtlllOO OF JI 1111 T1 Z/2"1/'fZ ANNUAl lltJUftlV fnt.JJ[l.(Y fjl' At!U Hllli.UnhTAL _____ STAKILlfV ClftG ... P.ii) "' l>lllU l.ll1<lo;11 .. A:iu i.ltoO Sl'FiO VERTJC*I. 'if.111111.llY ilV er, ___ HCIULUHT4L ST*bll.lfY a:i ,;rH *. :w .. f'.:t.>..UllL _., ____ , __ 0.01 0,0\l' J.Co o,oo O,t'IO o.oo (1,01) a,01 _. :,?) ENE Ji o.oo o.oi> o.oo Q,OIJ .,,o:i o,oo o.oo o,oo o,oo -,------o,,u 'O,oo o.oo o,oo o,o:i* o,oo o.oo 0.01 z.2:. _ES£ ' o,oz. o,oo o,oo c..e.:1 o.no o,oo o.oo w.oz z,2) St

  • o,oo o,oo 0.110 o,o;> o,oo o.oo o.oo g.oo o,o:> -*stc---*,---

0,01 o,uo c,oo a.Oil o,o:i o,oo o.oo 0.01 z,:> -*----*--O.Oll O,OO 0,00 OtOO 0 0 t'IO O,OO OoDO 0 1 0) ... * -.. ---,.--Q,00 O,OL o.oo OoOO O,O;J o,ou o.oo O,OI 11 __ a.co o,ol a.oo o.oo o,o:i* o,oo 0 ,no 0,01 " o,oz 0,011 o,oo o,oo o,o.>* o,co o,oo o,o! i,:, - u--o,oz o,oo o,oo o.nu o,o:i o.eo 0 , 00 o,o: " .. 0,02 o.ou o.no o.no o,o:i o,oo o,oo 0.1 ... o,oa o.el o.oo o.oo o,oo. o,oo (',oo 0.01 *" ) o,oo o.Oo o,oo 0 1 00 o,oo o,co o,oo o,::> CAlll 0 ANO lti11,JA1"£ _!OTAL -----O,l'f Doll o,oo o,oo o,o;) o,oo o,oo 0,211 '*'-' H!JHillflt n* V.&1.10 CATCG:l11.'i'

  • .as liVHllll n* fOfA!,, VALIU lJl'IS[llV.t.TIONS IAl\. C&ftt.MllES-
  • <1111>' 2.3-62 TABLE 2.3-68 . CCOi*LS0*2 I", r'I'*'*' ' L If. tr I *l t* . .., ,, Tl *A.ia ,o., 'El IOU ,. r. '* i; I " 117 l TO A*N'JU " \*ti I I .,IL ST6.;lLITY " :* )'IU

,, , ., .. . " *llW srrtn Vtll.TIC.H ., ll<** r*.1 u " '"llll-*T . ' Mt'A. I Lr :*T .l.L

.;; oJ! 11,*;;, " . '

.;.." -----S!CTOll. *Pfr :' 'I l".1 tc .. 1-*rn; fl['.'AT1n,1 "(11:1 SICTCA. hL *rtll. ,_, '**, ,*.iz i 1_* I., l ,. 'I >'I !*:1 .. 1 ,r*li .i h!*l ----0.110 OollLI u.co o,co o*,011 o,oo o,o;i fl,l*ll -** "---* --O,'lZ o ,no o,oo o,niJ 'l,":;t 0,110 o.oo O,Ol '. 2) f'IE o,oo o,no o,r.o o,oo o,oo o,oo 0,01) Q ,uo .... oo ""* --"-.--o,oo o, oo o,oo 0.-10 o,oo o,ou o.oo o,oo o.oo -... ___ , ___ o,oo 0,1)0 O,l)Q Oo'10 o,no o.oo o,OiJ o.on O,C'O ..

  • o.oo O,OGI o.oo o.oo O,t'lll o.o*; Q,O(l O, QO ri.oo T--o,tiu o, 00 o,c.o Oo'lO O,t'IO o.oo o,oo o, 00 n,C'O ----* 0,01 O, O.l o,oo o,no o,oo o.oo '),O(l 0 ,OJ ,,l':) '"
  • 0,01 o,oo o,oo o,oo c,oo* o,ou o,oo u,rn 'ol) .. ---10--* o,r.l o,oo *1,00 o,r*o o,n;> o,oo o,oo o.oz z. '"--.. __ o,oi o, no o,oo o,ou " ,, o.oo 0,0l :?. 2!> * " o.oo o, )\) ti.co o,oo C),('1,) o.oo o, 00 n.oo "* ..

o,oo l},CO o,ou 0,1)0 o,oo 0,01> o, 2 ,1.) " I* O,Q, o, 00 o,oo o,oo o,ro* C'l,l)Q o.oo o, ?..,) 1111. IS c.oo 0,1,Hl u.oo o.ou o,oi.; o,oo o,oo i'.lollO

  • l* C,00 o,oo Oot'O o.uo o,oo o,oo o,oo 0,00 o,oo t.Ult
  • o, 7'1 o,41 &r,;;, VlO\l!.iH.C

....................... v _ _!DUL ***---* o,oo o,oo o,oo 0,011 o,oo o,oo o,a1 MU"1Sfl!. " VlLf!l ti T!llti:IV . " NU:t3El " 1C1Ai. \'ii.ID 1Jl\:.U1>'*Ti1'1'<5 l*LL c.1.1rr.Dt1.IES) . b7u* 2.3-63 TABLE 2. 3-69 ... *-* * .. .., .. *' I' " .. . ' -l .. _, .. *-* St. Lucie Plant SITE AVERAGE ANNUAL RSLAT!YS _ -AS_ A fUNCTJON CF-K!NO Oll'!:CTJPN

***-------*-

'Z(*l.t3 '102.25 604,50 1$"54-.29 __ 4022.50 -5631-50 -*si:cTOR ---0.125" ------O.Z5 ---o.s; ---0.97'* --1.5 Z.5 3.5 -------**

*---------------------------------.. NNE NE ENE E ESE SE SSE s .$5\.1 SW \.ISW II \.INW ri'>>I MJW -N z. 5 2 c::_,, s* -s s c;---1-; s-6 o-ct ---6---::os :0-:1 c::-=-*(_ i. :4 9: ::.c-r 2e47:-o7 4.59D-05 .

5 .. :;6s-.:.7--2"01:-o-r i.5BJ-0s

f41;-o'l 4.42)-Gb s.53)-05 7 .. ll)-C7 7 .,C*SC-(..7
.,3..+
-c-;

3,34>C7 2031:-07 5.47)-05

.6G;-cG 1.z:J-06 6.02J-C7 9.3lJ-C7 i .. t6c:-,;s-3. 33C-\.,c, .. --*1 .. oCJc-::6--*-5

.. s1;;.-o-; 6.7L:;:.-D5 4.68:,-:')5

3. 79D<*5 4. 2 lD-:J5
  • 5. 2s;;-cs 3. Z9l'-il5 3.100-05 t.45;-05 ,.zo:-00 6.B4C-J7 :.2so-o-r
9. Cl .:--c6 3.500-06
.430-06 3;939-C7 L c2s-*0*1 L,36D-07 **---------------------
  • RESIJ\!CTED DtSTANCE -.S£CTOR 8. 890-08 1.100-07 1.470-07 1-550-07 2.030-07 1.990-07 1-980-07 1.960-07 -1. 62D-07 2.400-07 1. 70IJ-07 1.36D-07 1.530-07 1. 940-07 1. 200-07 1.110-07 ' --------------------------------

NNE N;: f:No -E ESE SE SSE s SSW --SW WSW w NW rmw --N ----5. 9 3 o*-os --4* o J: c a*3 ... -i-c ;:'. ---*5*::.: -**3-" s.; c ..:.c '> l .. 81J-CS e ** .. .. .. l .. l.liD-01_ 0 .. l.-;,l".J-V7 i.10:;-07 2 * .; .. !1J-,:;g*-*1 .. 2;.:i-(:S .. <; 1.300-01 l.09;;-c7 6.laJ-05 l.070-C? .. 9.769-J9 l.59D-J7 L.32G-07 .. l.ljD-J7 9.460-0S s .. Lo060-C6

l. CZ B. ;c-:;-:Je

... 4. Z> *1.--..-.-:, 8 -* .. .;* .. 59 D-t.:*9 7 :-,: 9. 6.L5G-J9 e.03J-0S L-51)(:--ce 7.42C-0S *-*l.21J-08 4,Q60-09 -------------------------------

    • LOW POPULATlOM_;ONE DISTANCE 2.3-64 2.56lJ-09 3,SOD-09 4.250-09 4, 53D-09 5.960-09 S.91D-09 5.750-09 S.540-09 4.520-09 6.870-09 4.950-09 4.02D-09 4.480-09 5.65D-09 3.500-09 3.230-C9 TABLE 2.3-70 F L 0 R I D A P 0 W E R t L I G H T C 0 M P A N V CODE*LSo-s ST LUCIE SITE

__ AVERAGE ANNUAL RELATIVE CDNCEtlTRATIONS IS A FUNCTION OF WINO DIRECTION AND DISTANCE OF RHORO;__ Ol/Ol/72 TD .. 12/31/72 _________

*----

'----------- ---. .. DISTAllCE. IN flETERS ANO HILES __ i WIND ZQl,13 _, __ SECTOR __ 0, 12) I *--------------* __ ___ z,7°0-05 .. 7 .. blti ... Ob. ' NE e.910-Cb ENE 41370-05 l.190-05 _* __ e ___ i.4cu-cs ESf 5ol40-C5 ! SE l*_49D-d5 4,6'11J-05 -l.33D-o5 ' s t.290-1)5 1.300-05 ___ sw ... ______ s.2::iu-cs 1.4su-os wsw w 4,190-os i WNW 5,z6u-c5 i.45U-05 ----NW 1.44(1-05 NNW __ _t.\ _____ z..?.5D-0!5 _8, lOD ... Q6

  • ------1554,29 ----0,':17* 2.170-06 __ 7 '051)-07 2.5111-06 6,C6[l .. ,)7 3.3!-0-06 l

3.940-0b. 11270-0b. 3.9:::0-ob

1. 290 .. ()b 4.2'-_o-oti_

l 1 311',).,Cb. j,!J30-Cb 11&:>0-06 3, 7 1, 22[1-()6 -,._:[J-06 l123t*-?6 4, 2.l)-('6

3. s.:.0-06 1,250-06 3,3::'*0-0b l109D-n6 't.190-06 11310-t)U 4.150-06 l, 35{)-Dt* 2, 4':U-06 7,U20-07 2.330-0b __ . OtSTt.!ltE . IN 3 I 50D-07 *-4.('*08-07

!i,37Ll-07 b,2.fi0-07 b.3".>D-07 6,2.0tl-07

6. 04 t1-Q7 6, lJt:-O"I 6,B*J0-07 b,22(.i-07 5.4?0-07 6,85D-07.

6.750-07 3,900-07 _3,76[J-07 ANO MILES 4CZ2, 50 2.5 I, 650-07 i.e10 ... 01 2.soo-01 2.920-07 2.970-07 3,lQD-07 z.e0t> .. 01 2.,!l3S-07 2,ER:J-07 3,20D-C7 2.,S4P--07

2. ... 07

'.}.:: .:.*2 l 0 bDQ-(17 i,7Bti-o7 5031,50 3,5 9,BCO-O'l i,110-01 i,4eo-01 l17:!C-o7 lo76D-c7 l189D-o7 t.7lD-o7 .. _ lo lo71D-o7 lt95D fo ll:)-OI 1. oco-01 __ ____ _ -------------------------------------------------------------------w , ___ ____ b, s20-oe _ s." 5o-os NE ENE 9,s5u-oe s.22u-oa _: __ E ____ l,l."':J-07. 9,S<tD-03 I ESE 11160-07 9.7uD-oB : SE 11250*07 t.05U-07 SSE ____ l, l 30-C*7. 9. 4;'0-C'8 s 11110-07 9.280-08 , SSW 111?.U-07 9,440-08 _, __ sw ____ l.ZbO-C7._ l.050-07

  • wsw 9.73r-os w 1.,20-01 8.SOD-oa *-* ___ \l.'NW. ___ l13"D-C-7 l.O'>V-07 1* t-i'tl r.-z;o-,:01
t. 010-01 ! NNW 7e4lO-OS t.21u-oa
  • ___ N.

... oe __ ,5.680-oa i 3. t (.1 0-oe i, 2ori .. ,,a ___ 6

3. a10-o? 2, al o-o? 3,520-00 4,41C-Q? 3.21D-09 4.bqo-oe i,ezc-ua 9.JJ0-09 4.930-oq 2,14U-eo b,930-09 5.970*08 Z,33Q-08 l,lR0-08 7.600-09 5,540-0? 5,370-UU 2,0RQ-08 .. 1 1 040-0A 6,700R09 4,870-09 2,03U-J0 l,ClD-OR 6.45C-C9 s.310-oP 2,obr-os 1.030-00 b.55C-o9 4,7'-D*o?

s.c;*Jo-CI'! _2.32G-08 -l,lbD-08 7,1,so-09 ,5,4(:D-C9 5.54u-oa z,l7u-oe i.c9D-oq 7,050-09 5.13D-o9 4.6 4 0-00 l,89D-J6 9,53U-09 6.l4U-09 4 1 460*09 . 2,430-GA 7 1 2t.0-C9 5,7CD*C9 6,oro-oo Z,370-08 l,l9D-Oa 7.670-09 5,570-09 3,>4D-06 6,960-09 4 1 470-09 3 1 240-09 .3.3'-'0-0S,_ la39Q"'OO. _(>,49D-09 ___ 't,16D-09 _31010-09 TO MllES IN TITLE! IS THE RESTR!CTEO MSTAl<CE

  • 2) (:/EXT TO"MJLES ltl ts THE PCrULhTION DISTANCE ' THf LETTER 1'0" IN THf ASDVE JNO!CATt:S THE NUrHlEK lS FUR.He. (THE \'Al.Ut: .Of "U" .IS 10) 2.3-65 I_ TABLE 2.3-71 FCOR!DA P 0 W E I< & L I G H T C 0 M P A N V ST LUCIE SITE ----..... NNE NE ENE E ESE SE SSE s SSW 51> WSW w WNW NNW N NNE NE ENE E ESE st: SSE s SSW Sw WSW w WNW NW NNW N AVEPAGE ANNUAL RELATIVE AS A FUNCTION OF WIND AND D!STINCt PERIOD DF RECORD!

TO lZ/3!/73 DISTANCE IN METERS AND M!LcS -- zoi.t3 0,125 ___ ,.._.,. __ 1',760-05 2*. 240-05 2*.120-05 2 *, 990-05 3,450*05 2*,920.05 2;940,,05 2*, 2;610.05 2*, 2,530.os 3*, zoo.as 3*, 680*05 i*,9so.os

r. aso.:.os 402,25 0,25 .,._.., __ .,. __ 4,B.50-06 6,260-06 e,200-00 l,060-05 9,490-06 e,010-06 8,090-06 7,950.06 7,380-06 6,140-06 6,980*06 8,BlD-06 l,020-05 5,4RQ.Q6 5,200wQ6 804,SO 0,5 ...... -................

1 0 480.06 l,89Q.06 l,750.06 2,440-06 3,2)0.06 2,840-06 2,450.00 2,520.06 2,450-06 2,260-06 l,860-06 2,120.06 2,080.06 3,090-06 1,070.06 1,000.06 .. -... ---...... 5,o90-07 7d60.o7 6,690-07 9,430-07 l,240-06 l,lOD-06 9.620-07 9,760-07 9,240-07 6,700-07 7.llD-07 8,030-07 1.020.06 l,170-06 6,280-07 b,040-07 ...... c;;:i-............ 3,070*07 3,830*07 3,600*07 !l,080*07 o,73D*07 !>,950*07 !>,240-07 !>,270*07 !>oOl0-07 4,700*07 >,aso-01 4 ,360*07 !>,510-07 o,Z'lD-07 3,390*07 4022,50 2,5 _.,. ____ ... _ 1.s20-01 l*89Q-Q7 l,770-07 2,SOD-07 3,32D-07 2,940-U7 2,59Q-07 2,000-01 2,SOD-07 2,33tl-07 ),920-07 2.180-07 2,750-01 3, Po-01 4,bBD-07 lo OOD-07 ... ...... ____ ,.. 9.330*08 ld6D-07 le09D*07 l,53D-07 2u04D-07 1,sno-01 l,6no-o7 i.sso-01 lo44D-07 lel9Q-07 lo35Q-07 1,1no-01 leO*Q;07 9,830-08 _ _ _ _DISTANCE IN METERS AND MILES _ _ 7240,50 ""*---*-- 'l',4io .. oe 1;040;;07

r.

1;230;07 1',0A0;00i 9*, 79p;;oe a". iso;;os i*.110;;07 l,33D;o7 7*, 1*0-os b-, 1no .. oe sa45,oo 5,0** .,._.,._.,.,._.., 5,340*08 b,o3D-OB b,240*08 B,72D*OB 1,l7D*07 l,030*07 9,060-08 9,l2D*OB a, 960-oa 8,25D*OB 6,890-0B 7,85D*OB 9,8BD.OB l,l3D*07 o,03D-QB 5,640-08 3,100.os 3,850908 3,020.os s,oso.oa o, no.cs 5,900.0B 5,240.0B 5,280-08 5,220.oe 4,790.0B 4,010.os 4,SBo.OB s,160.08 o,5BO.OB 3,:>10.oe 3,zeo.oe 24135,o 1s,o ..,_..,_Iii' __ _ 1,230-0B 1,530.QB l,440.QB 2,000.os 2,090.oe Z. 380-0B 2,Q7D-08 2,0BD-08 2,080-0B l,9CD.Q8 i,e:.10.os l,840.08 2, HD-OB 2,b30-0B l,400-0B l,29D-08 4022s.o 25,0 ....... 'El .......... "'\' ... b,230*09 7,760*09 7. 330.*09 i.020-oa I, 37D*08 10210-08 leOSD*OB 10050-08 1,oso-oe 9,670*09 ij,240*09 9,370*09 i.1eo-os le34D*OR 7 el5D*09 b,550*09 56315.o 35,0 4,Q3p-09 5,030-09 4. 770-09 6,910-09 7,SB0-09 o,B2D-09 b,770-09 b,820-09 b,270-09 5,360-09 b,OBD-09 7,b5Q-09 S,71D-09 4,63Q.Q9 4,23D-09 72405-.o 45,0 2,94Q-09 3,670*09 3,490-09 '*, 87Do09 o,510-09 5,770*09 4,980009 4,930-09 4,96Q.09 4,570*09 3 1 9\0*09 4,430;09 5,5RD*09 0,350 .... ol? 3,080*09 NOTES! p A * !NEXT TD MILES !N T!HE) 15 THE EXCi.USION DISTANCE Zl A ** (NEXT TO MILES IN T!TLEI IS THE Lnw POPLiLAT!Ol1 DISTANCE 31 THE "D !N THE ABOVE INDICATES THE NUMBER !S IN EXPONENTIAi. FORM, (THE OF *o* 1s 10) 2.3-66 N w I "' _, SECTOR DIR NNE NE ENE. E ESE SE SSE s SS. -* *SW

  • WN* .. NN* " TOT TABLE 2.3-72
  • FLORIDA POWER ANO LIGHT COMPANY PERIOD OF J/1/71 to 2/29/72 ANNUAL HOUHLY PERCENT FREQUENCY OF VERTICAL STABILITY CATAGORIES BY WINO DlllECTION ANO WINO SP.EEO PASOUILL A SPEEOlMPH)

ADJUSTED TO 10 METER ELEVATION 1-4 4-8 8-13 19-25 25-31 31* TOT AVG o.ooo .J31 .742 .023 .445 1.483 .593 .046 2.613 1.095 .023 1.689 1.101 .011 1.278 2.716 .011 .zos .so2 ,()23 .023 ,034 o.ooo ,046 .011 .011 o.ooo e 126 .240 .211 .211 .. 274 e422 el94 .zes e205 .. 137 .183 .217 .111 .,319 .. 126 .228 .160 .742 .091 o.ooo 9.000 o.ooo 1,164 9.205 ,011 o.ooo 9.000 1.s1e 6.89S ,057 o.ooo o.ooo o.ooo 2.202 7.097 .148 .011 9.000 J.914 T.199 ,057 o.ooo o.ooo o.ooo 2.875 7.453 .285 o.ooo 9.000 o.ooo 4.290 9.056 ,JOB o.ooo g,ooo o.ooo l.d27 10.111 .126 o.ooo o.ooo o.ooo ,057 o.ooo 9.000 o.ooo .. 160 .000 .057 .046 o.ooo 9.000 .023 o.ooo o.ooo .023_ o.ooo ,057 -,034 .137 o.ooo o.ooo o.ooo .060 o .. ooo o.ooo ,513 9.946 .. 513 8.418 .936 9 .. 948 ,582 9,.757 0422 9o22? .536 9.173 0639 9.882 .434 9.413 .536 o.ooo o.ooo 21.sa2 .JJl 10.292 l0.007 2.236 VARIAIJLE ANO :ALMS .137 23.003 e.536 .. 066 .090 TOTAL 23.012 e.s11 NUMBER OF VALID ".'ATEGORY OBSERVATIONS 2024 OF TOl.\'. l/ALlD OBSERVATIONS (ALL CATEGORIES!

B764 TABLE 2.3-73 fLORIOA POWER ANO LIGHT COMPANY PERIOD Of RECOHO: J/l/72 to 2/29/72 ANNUAL HOURLY PERCENT FREQUENCY Of VERTICAL STAMILJTV CATAbORIES BY WINO DIRECTION AND WINO SPEED SECTOR DIR NNE NE ENE. E ESE SE SSE s SSW -* *s* " wN* NW NNW N PASUUILL 0 SPEEOCMPH)

ADJUSTED TO 10 ELEVATION 1-4 4-8 8-13 13-19 19-25 25-31 31* o.ooo o.ooo .034 .011 .011 o.ooo .011 .034 o .. ooo

  • 011 .011 o.ooo o.ooo *o.ooo .103 .148 e 160 ,205 .114 .114 ,046 .091 .. 046
  • 091 .000 .034 .o57 ,034 o.ooo

!*000 .o6B o.ooo o.ooo .046 .034 o.ooo o.ooo o .. ooo .os7 .023 o.ooo 9.000 .034 .011 o.ooo o.ooo o.ooo .o57 .034 o.ooo o.ooo .091 .046 o.ooo 9.000 o.ooo .034 O.ooo o.ooo o.ooo o.ooo .046 .011 o.ooo o.ooo o.ooo ,080 ,046 .034 o.ooo o.ooo .OJ.It .. OZJ .011 o.ooo o.ooo .046 o.ooo o.ooo o.ooo .02J .011 o.ooo OeOOO .011 o.ooo o.ooo o .. ooo .068 .023 .023 a046 .. 046 o.ooo o.ooo .023 .103 .. 034 o.ooo 9.000 TOT AVG .194 .217 6,971 .274 7 .. 138 ,297 7.060 .111 6,899 .211 6,137 .183 l0,297 .1J7 6.,402 ,IH .251 10.982 .160 s.eso .. 091 7.387 0034 8s8BO olOJ T .659 ell4 11,715 0262 13 .. 310 TOT sl37 lo369 .. 103 .822 .,434 .. oao o.ooo 2.a41 e.683 VARIABLE ANO TOTAL NUMAER OF VALID CATEGORY oasERVATIONS = 253 NUMOER OF TOTAL VALID OBSERVATIONS (ALL CATEGORIES! s e046 ollO Z .. 887 80547 8764 N ...., I °' CX> SECTOR DIR NNE N* ENE E ESE SE SSE s SS* -* lfSW * *Nw N* NNill N TOT TABLE 2.3-74 FLORIDA POWEH ANO LIGHT COMPANY PERIOD Of RECOHO: J/1/71 to 2/29/72. ANNUAL HOUALY PERCENT fREOUENCY OF VERTICAL STABILITY CATAGORIES BY l'IJNO OIHECTION At-10 WINO SPEED PASOUILL C SPEEO(MPHI AOJUSTED TO 10 ELEVATION l-4 8*13 13-19 19-25 25-31 31* .011 .011 .091 .011 o.ooo .011 .OJ,. .011 .023 .ozJ .023 .ozJ .. 023 .023 *o.ooo ... 114 .zos .114 .zs1 .297 .2za .160 .osr .111 .319 .114 .126 .11ts

  • 114 .ObB .103 ell It .137 .103 .o46 .023 o.ooo

.0J1t o.ooo .011. .03, 9.000 .091 .oeo o.ooo el60 0.000 0.000 O.DOO ?*000 .126 .o34 o.ooo .183 .114 0.009 .zs1 .148 .262 .057 .023 oO't6 .046 .046 o.ooo o.ooo o.ooo .137 .011 .057 .011 o.ooo .011 .011 o.ooo ,011 o.ooo o.ooo ,011 o.ouo o.ooo o.ooo .011 o.ooo- .114 o.ooo 0.009 .137 .. oeo .023 9.090 o.ooo .319 2.590 1.997 .685 TOT AVG .308 9.,764 .388 7o9ZO .354 .434 8.Z49 .-.56 7.125 a388 7.88? e4b8 9.666 .398 9.020 a479 10.099 .673 8.313 .211 7.75, al83 6e3Z7 .tie 6o6ltl ol94 .. 009 oZO:S 7.682 .342 l0.748 VARIABLE AND CALMS .114 o.ooo o.ooo 5.705 .zos 0040 TOTAL 5 .. 911 8.146 OF VALID CATEGORY = 518 NUMOlH Of TOTAL VALIO OBSERVATIONS lALL CATEGORlESJ = 6764 SECTOR DIR NNE NE ENE E ESE SE *ssE s SSW -* WSW * *** N* NNW N TOT TABLE 2.l-7S fLORIOA POWER AND'LIGHT COMPANY PERIOD OF RECOflD: J/l/71 to 2/29/72 ANNUAL HOURLY PERCENT fREOUEl'ICY Of VERTICAL STABILITY CATAGOtllES UY WINO At40 WINO SPEEO PASOUJLL 0. SPEEOIHPHI ADJUSTED TO 10 METER ELEV*TION TOT AVG 1-4 4-8 8-13 13.:.19 19-25 25-31 31* a034 .023 .068 .068 ,046 .068 .011 .zze .445 .262 .491 .456 .776 .,890 la004

  • 71b ,536 .616 .388 .s4e .e10 .011 1.061

.046 1.164 .091 1.118

  • 091 oObtt .os1 .023 .466 .308 0399 .. 571 .274 .274 .844 .548 .. 342 .148
  • lib .,342 ,2s1 .559 .zs1 elt68 .445 .oeo o.ooo 1.038 11.02* 11183 .011 o.ooo 1.438 12.499 .111 o.ooo o.ooo l.917 11.002 ,46.8 .068 o.ooo 2.4119

.148 .011 o.ooo o.ooo 1.s1e e.140 .126 o.ooo 1.198 7.862 .240 o.ooo o.ooo 1.609 9.280 .zst o.ooo o.ooo 2.104 e.761 .3b5 aOll 0.000 0.000 Zo4l0 8.627 .111 .046 o.ooo t.974 1.se+ .o34 o.ooo .OJ4 o.ooo o.ooo .zos o.ooo o.ouo o.ooo .87¥ 7.451 6 .. 767 .,1'1'l 8o54Z .137 o.ooo 1.130 1.095 .zza o.ooo o.ooo .. &10 9.529 .. 468 .034 1.356 11.z45 0822 9 .. 4)4 80991 4 .. 039 .,605 .Oll o.ooo 23 .. 882 9.23Z VARIABLE AND CALMS e4ll TOTAL Z*.Z93 9.076 NUMBER Of VALID CATEGORY 08SERVAT!ONS = 2130 Of TOTAL VALID OBSERVATIONS fALL CATEGORIES> a 876* N w I "' ,0 SECTOR DIR NNE NE ENE E ESE SE SSE s SS* _. ...

  • nN\li NW NNW N TOT TABLE 2.3-76 FLORIDA POWER AND LIGHT COMPANY PERIOD OF UECOHD: 3/1/71 to 2/29/_72 ANNUAL HOURLY PERCENT FREQUENCY OF VERTICAL STABILITY CATAGOHlES BY WINO OIHECTION ANO WIND SPEED PASQUlLL E SPEEO(MPhJ ADJUSTED TO 10 METER ELEVATION 1-4 4-8 8-13 13-19 19-25 25-31 31* TOT AVG .103 .331 .183 +628 .240 1.107 .262 1.107 .445 2 .. 042 .571 2.168 .422 1.917 .354 1.666 .365
  • 799 .. 753 1.814 .,525 .961 .411 .628 .365 .. 101 .285 l .. 175 .137 .513 .. 103 .30.8 .377 .491 .719 .719 .901 .571 .460 .023 o .. ooo o.ooo .eJJ T.451 .034 .057 ?*000 o .. ooo 1.392 7.604 .137 0.000 2.202 7.278 .194 o.ooo .. ooo 2 .. 362 7.372 .114 o.ooo o.ooo o.ooo 3.503 6.616 .t4B o.ooo J.457 6.193 .o34 o.ooo o.ooo 2.041 s.919 .468 .o34 o.ooo o.ooo o.ooo 2.szz 6.os5 .365 .046 o.ooo o.ooo o.ooo

!.575 6.120 .297 .. 080 o.ooo o.ooo o.ooo z.944 s.429 .,240 .023 o.ooo o.ooo o.ooo 5.309 .148 o.ooo o.ooo o.ooo o.ooo 1.187 4.970 .297 o.ooo o.ooo o.ooo o.ooo 1.369 5.645 .673 o.ooo o.ooo o.ooo o.ooo 2.134 6.526 .422 0.,000 0.000 OcOOO 0.000 l.073 6.904 a319 .057 o.ooo o.ooo o.ooo .1a1 7.669 s.523 17.971 7.474 .,924 .057 o.ooo o.ooo 31.949 6.349 VARIABLE ANO CALMS 1.403 .oao TOTAL 33.352 6.085 NUMBER OF VALID CATEGOHV OBSERVATIONS 2924 NUHBEO OF TOTAL VALID OBSERVATIONS (ALL CATEGORIES) = 8764 TABLE 2.J-77 FLORIOA POWER ANO LIGHT COMPANY PER I OD Of RECORD: 3/1/71 to 2/29/72 ANNUAL HOURLY PERCENT FREQUENCY OF VERTICAL STABILITY CATAGOHIES BY Wlf'IO OlRECTlON ANO WINO SPEED SECTOR DIR NNE NE ENE E ESE SE SSE s SSW oW WSW w WNW Nw NNW N PASQUILL f SPEEO(MPH) ADJUSTED TO 10 METER ELlVATION 1-4 4-8 8-13 . 19-25 25-31 31* .126 .103 .240 .285 .342 .20s .183 .Joa .331 .111 .262 .. 220 .091 .194 .oao .os1 o.ooo o.ooo .046 o.ooo o.ooo o.ooo o.ooo .046 .011 o.ooo o.ooo o.ooo o.ooo .os1 .oz3 o.ooo o.ooo o.ooo .111 .274 .251 .034 o.ooo o.ooo o.ooo .023 o.ooo o.ooo o.ooo .011 o.ooo p.ooo o.ooo .126 o.ooo o.ooo o.ooo o.ooo o.uoo .331 o.ooo o.ooo o.ooo o.ooo o .. ooo .146 sOll 0.000 0.,000 o.ooo .091 o .. ooo o.ooo o.ooo o.ooo o.ooo .,103 0.000 0.000 0.000 0.000 OoOOO 0386 OeOOO 0.000 0.000 OoOOO 0.000 .342 o .. ooo o.ooo o.ooo o .. ooo .. ooo .103 o.ooo .011 o.ooo o.ooo o.ooo .057 0.000 0@000 0.000 OoOOO 0.000 TOT AVG .20s J.167 .111 3.130 .160 3.751 .319 3.396 .491 30328 o63Y J.943 .548 3.926 .308 3 .. 800 .. 639 3.959 .4.?l J.558 .2&2 3.398 .,365 3.177 .616 "-*326 ,434 4.854 .30_0 3.,940 ,137 3.625 TOT J.377 2.590

  • 114 .011 o.ooo o.ooo o.ooo 6.093 3.787 VARIABLE AND CALMS 2s236 eJJO TOTAL 8.330 2.861 NUMOER OF VALID CATEGORY OBSERVATIONS

= 731 NUMBER Of TOTAL VALID 08SERVATIOtJS {ALL CATEGOH1£SI = U764 "' w I ...., 0 SECTOR DIR NNE NE ENE E ESE SE SSE s SSW

  • WSW * *** N* """ N TOT TABLE 2. 3-7i FLORIDA POWER ANO LIGHT COMPANY PERIOD Of J/1/71 to 2/29/72 ANNUAL HOURLY PERCENT FREQUENCY Of VERTICAL STABILITY CATAGOHIES RY WltlD OinE.CTION ANO WINO SPEED PASOUILL G.
  • SPEEOU1PHJ ADJUSTED TO 10 METER ELEVATION 1-4 4-8. 8-13 13-19 19-25 2S-31 31+ TOT AVG .011 o .* ooo o.ooo o.ooo o.ooo o.ooo .011 2.2so .034 o.ooo o.ooo o.ooo o.ooo .034 o.ooo o.ooo o.ooo o.ooo o.ooo .ozJ o.ooo .011 o.ooo o.ooo .obs o.ooo o.ooo o.ooo o.ooo o.ooo .011 .011 o.ooo 9.000 o.ooo

.034 o.ooo o.ooo o.ooo o.ooo o.ooo o.ooo .. 057 .os7 e 148 .011 o.ooo o.ooo o.ooo o.ooo .011 o.ooo o.ooo 9.000 .034 o.ooo o.ooo u.ooo o.ooo o.ooo .. oJtt. 2.2so .034 2.2so .034 4.850 .o6B 2.2so .023 3.900 .034-2.2so .oos 2.eoo .or.a 2.191 .183 2.067 .103 .011 o.ooo o.ooo o.oaa o.ooo o.aoo .114 2.saa .091 .011 o.ooo o.ooo o.ooo o.ooo o.ooo .laJ 2.617 ol48 0.000 OoOOO 0.000 O.OOO O.OOO 0.000 2.250 elJ7 .194 0.000 0.000 OoOOO O.OOO 0.000 1331 .D4b o.ooo o.ooo o.ooo o.ooo .091 J.9oo .os1 o.ooo o.ooo o.ooo o.ooo o.ooo .057 2e250 i.o6l .331 .011 o.ooo o.ooo a.coo o.aoo 38092 VARIABLE ANO CALMS .696 .410 TOTAL 2.099 2.203 NUMBER Of VALID CATEGORY 104 Of TOTAL VALID IALL CATEGOHJ[Sl = SEC"lOR DIR NNE NE ENE E ESE SE SSE s SSW SW WSW w "'"' NW ....

  • TOT VARlABLE CAUi TABLE 2. l-79 FLORIDA POWER AND LIGHT a>MPANY ST LUCIE SITE PERIOD OF RECORD: 1/1/72 TO 12/31/72 ANNUAL HOURLY PERCENT FREQUENCY OF VERTICAL STABILITY CATEGORIES BY WIND DIRECTION AND WIND SPEED STABILITY A SPEED (MPH) ADJUSTED TO 10 METER ELEVATION 1-4 4-8 8-ll ll-19 19-25 25-ll ll+ TOT AVG .022 .547
  • 558
  • 068 0. 000 o.ooo o.ooo l.19S 6.538 .216 1.48 .606 .148 0.000 0.000 o.ooo 2.450 6.909 .274 1.766 .717 .137 0.000 0.000 o.ooo 2.894 6.927 .273 2.552 1.)22 .194 o.ooo 0.000 o.ooo 4. 341 7. S6l .091 1.653 .842 .046 o.ooo 0.000 o.ooo 2.632 7.440 .022 .980 2.518 o.ooo 0.000 0.000 o.ooo 3.520 8.689 .011 .174 .599 .217 0.000 o.ooo o.ooo .992 10.426 .069 .046 .034 0.000 o.ooo 0.000 o.ooo .149 5.900 .034 .102 .103 o.ooo 0.000 0.000 o.ooo .239 7.309 .091 .239 .456 .091 o.ooo o.ooo o.ooo

.877 8.920 .011 .296 .524 .057 o.ooo o.ooo o.ooo -888 9-065 .022 .149 .034 ,0-11 0.000 o.ooo .44.l 9.053 .022 .262 .197 .022 .022 o.ooo o.ooo. .525 8.671 .068 ,479 .111 o.ooo o.ooo o.ooo o.ooo .719 6.809 .057 .lBl .227 o.ooo 0.000 o.ooo 0.000 .(167 7.475 .034 .148 .820 .102 .Oll 0.000 o.ooo l.115 9.72) 1.317 11.056 9. 912 1. 116 . 044 o.ooo 0.000 23.445 7.860 .011 1-800 .023 o.ooo roTAL 23.479 7.840 NUMBER OF VALID CATEGORY OBSERVATIONS

  • 2061 HUMBER OF TOTAL VALID OBSERVATIONS.

{l\LL CATEGORIES) "' 8778 N w I ..... ..... SECTOR DIR NNE NE ENE E ESE SE SSE s SSW SW WSW w WWW NW """ N roT VARIABLE Cl\LKS TABLE 2. 3-80 FIDRIDA POWER AND LIGHT COMPANY ST WCIE SITE PERIOD OF RECORD: 1/1/72 TO 12/31/72 llNNUAL HOURLY PERCENT FREQUENCY OF VERTICAL STABILITY CATEGORIES BY WIND DIRECTION AND WIND SPEED STABILITY 8 SPEED (MPH) AD.JUSTED TO 10 METER ELEVATION 1-4 4-8 8-13 13-19 19-25 25-31 0.000 .092 .023 o.ooo 0.000 o.ooo 0.000 .034 .092 .068 .023 0.000 o.ooo 0.000 .034 .ooo .045 0.000 0.000 0.000 0.000 .023 .115 .125 .011 0.000 0.000 o.ooo .011 .115 .034 o.ooo o.ooo 0.000 o.ooo .034 .12s .068 o.ooo 0.000 o.ooo 0.000 .011 .023 .092 .011 0.000 0.000 o.ooo .011 .034 .023 .011 o.ooo o.ooo 0.000 o.ooo .034 .057 .011 0.000 o.ooo o.ooo o.ooo .080 .092 .043 0.000 0.000 o.ooo .011 .oao .034 .011 0.000 0.000 0.000 .02] 0.000 .011 0.000 o.ooo 0.000 0.000 .011 .034 .011 0.000 o.ooo o.ooo o.ooo .023 .034 .034 o.ooo o.ooo 0.000 0.000 .023 .011 .057 .011 0.000 o.ooo 0.000 .011 .023 .057 .034 .011 0.000 0.000 .260 .972 .831 .166 .011 o.ooo 0.000 TOTAL NUMBER OF VJ\LIO CATEGORY OBSERVATIONS "' 199 N!Y.'IBER OF TCYl'AL VALID OBSERVATIONS (ALL CATEGORIES) = 8779 TOT AVG .155 6.66 .217 7.86 .15'9 6.30 .274 7.95 .160 6.29 .227 6. 70 .137 9.67 .079 7.58 .102 9.16 .215 9.BO .136 7.27 .034 5.10 .056 s.ss .091 6.18 .102 9.30 .136 11.93 2.240 7.90 .000 .000 .023 .ooo 2.263 .7B2 SECTOR DIR TABLE 2. 3-81 POWER Affri LIGJiT c.i:>MPANY ST LUCIE SITE PERIOD OF RECORD: l/l/72 TO 12/31/72 , llNNUAL HOURLY PERCENT FREQUENCY OF VERTICAL STABILITY CATEGORIES BY WIND DIRECTION AND WINO SPEED STABILITY C SPEED (MPH) ADJUSTED TO 10 METER ELEVATION 1-4 4-8 8-13 13-19 19-25 25-31 31+ NNE a.ODO .114 .045 .011 o.ooo o.ooo o.ooo NE .067 .113 .079 0.000 o.ooo 0.000 0.000 ENE .033 .080 .051 .011 o.ooo 0.000 0.000 E .056 .138 .114 0.000 o.ooo 0.000 o.ooo ESE .069 .114 .056 0.000 o.ooo 0.000 o.ooo SE .011 .034 .056 0.000 o.ooo 0.000 0.000 SSE .011 .046 .091 o.ooo o.ooo 0.000 0.000 s .023 .023 .114 .011 o.ooo 0.000 o.ooo SSW. .045 .080 .OBO .011 0.000 0.000 0.000 SW .022 .138 .OBO .Oll 0.000 o.ooo o:ooo WSW .045 0.000 .034 .023 o.ooo 0.000 o.ooo w .034 .046 o.qoo o.ooo o.ooo o.ooo 0.000 WNW .034 .034 0.000 o.ooo o.ooo 0.000 o.ooo NW .034 .023 .011 0.000 o.ooo 0.000 o.ooo NNW .034 .046 0.000 0.000 o.ooo 0.000 0.000 N .023 .056 .093 .011 .023 0.000 0.000 TOT .541 1.084 .910 .089 .023 o.ooo o.ooo VARIABLE CALMS TOTAL or VALID CATEGORY OBSERVATIONS = 237 OF 'IOTAL VALID OBSERVATIONS {ALL CATEGORIES) "' 8778 'l'OT AVG .172 6. 780 .261 6.417 .182 7.594 .308 7.300 .239 6.300 .101 7 .600 .148 7.754 .171 9. 780 .216 7.200 .251 7.568 .102 8.100 .oeo 4.886 .068 5.100 .068 4.950 .080 5. 796 .206 9.749 2.641 7.308 .022 .022 2.697 N . .... I " N SEC"IOR DIR NNE HE ENE E ESE SE SSE s SSW SW WSW w -NW -N TOT VARIABLE CAU'S TABLE 2.3-82 FlDRIDA PŽER AND LIGliT COMPANY ST LUCIE SITE PERIOD OF RECORD: 1/1/72 TO 12/31/72 ANNUAL HCXIRLY PERCENT FREQUENCY OF STl\BILITY CATEGORIES BY WIND DIRECTION AND WIND SPEED STABILITY D SPEED (MPH) ADJUSTED TO 10 HETER ELEVATION

  • -* 4-8 8-13 13-19 19-25 25-31 31+ TOT AVG .148 .411 .377 .102 .034 o.ooo o.ooo 1.072 8.53 .216
  • 318 .935 .490 .011 o.ooo 0.000 1.970 10. 34 .228 .581 1.299 .262 o.ooo o.ooo 0.000 2.370 B.92 .298 1.138 1. 754 .319 0.000 o.ooo o.ooo 3.509 8.80 .194 .809 .855 .1)7 .011 o.ooo o.ooo 2 .006 B.46 .170 .662 .433 .056 .023 o.ooo 0.000 l.344 7.29 .137 .760 .BOO .148 0.000 o.ooo 0.000 1.845 8.13 .125 1.094 1.435 .12s o.ooo o.ooo 0.000 2.779 8.24 .171 1.162 1.139 .310 0.000 o.ooo 0.000 2.792 8.52 .211 .878 .672 .148 0.000 o.ooo 0.000 1.915 7.40 .091 .JJ2 .432 .011 0.000 o.ooo o.ooo

.866. 7.64 .171 .182 .160 o.ooo 0.000 o.ooo a.coo .513 6.oo .251 .421 .148 ,068 O.OOQ o.ooo o.ooo .aaa 6.54 .20s .614 ,422 ,045 o.ooo o.ooo 0.000 1.286 7.52 .114 .205 .444 .080 0.000 o.ooo o.ooo .843 8.45 .068 -468 .638 .422 .045 0.000 0.000 l.641 10.Sl 2.804 10.035 11.943 2.733 .124 o.ooo o.ooo 27.639 8.46 .125 1.727 .159 0.000 TOTAL 27.92) 8.38 NllKfH:R Of' VALID CATEGORY OBSERVATIONS = 2451 I< rw 'JVI'll.L VfiLID OBSERV/,TIONS (ALL CATl::GORIES) .. 8778 SECTOR DIR -WE ENE E ENE SE SSE s SSW SW WSW w WNW NW -N 'l'O'l' VARIABLE CALMS TABLE 2.3-83 .FLORIDA POWER AND LIGHT COMPANY ST WCIE SITE PERIOD OF RECORD: 1/1/72 'IO 12/31/72 ANNUAL HOURLY PERCENT FREQUENCY OF VERTICAL STABILITY CATEGORIES BY WINO DIRECTION AND WINO SPEED STABILITY E SPEED (MPH) ADJUSTED TO 10 METER ELEVATION 1-4 4-8 8-13 13-19 19025 25-31 31+ TOT AVG .228 .492 .102 o.ooo o.ooo a.ODO 0.000 *.822 5.074 .296 .752 .613 .125 o.ooo 0.000 0.000 1.755 6.918 .376 1.536 .649 .138 o.ooo 0.000 0.000 2.699 6.581 .285 1.537 1.265 .034 0.000 o.ooo 0.000 J.121 6.890 ,660 2.302, .843 0.000 o.ooo 0.000 0.000 3.805 5. 779 .752 2.596 .696 .011 o.ooo 0.000 o.ooo 4.055 5.642

  • 729 1.880 .490 0.000 0.000
  • 0.000 0.000 3.099 S.303 .296 1.355 .478 .114 .. 023 o.ooo o.ooo 2.266 6.513 .433 .900 .204 .068 o.ooo 0.000 o.ooo 1.605 6.680 .661 1.391 .114 .011 0.000 o.ooo o.ooo 2".177 4.732 .957 .934

.092 o.ooo o.ooo 0.000 0.000 1.9BO 4.187 .569 .057 o.ooo o.ooo 0.000 o.ooo 1.389 J.796 ,Sll ,808 .137 o.ooo o.ooo o.ooo o.ooo 1.4$8 4.696 .410 1.276 .263 .011 o.ooo 0.000 o.ooo 1.960 S.512 .2so .422 -148 o.ooo 0.000 0.000 o.ooo .920 5.416 .170 .399 .274 .034 o.ooo o.ooo o.ooo .877 6.653 7.778 19.148 6.392 .545 .021 0.000 0.000 ll.BBB S.854 .182 1.497 .627 o.ooo TOTAL 34.697 5.602 NUMBER OF VALID CATEGORY OBSERVATIONS = 3046 NU/1IlER OF TOTAL VALID OBSERVATIONS (ALL CATEGORIES) 8778 N "' I ..., "' TABLE 2.3.:54 FLORIDA POWER AND LIGHT COMPANY ST LUCIE SITE PERIOD OF RECORD: 1/1/72 TO 12/31/72 ANNUAL HOURLY PERCENT FREQUENCY OF VERTICl\L STABILITY CATEGORIES BY WIND DIRECTION AND WIND SPEED SECTOR DIR ... NE ENE E ESE SE SSE s SSW SW NSW * """ "" -N TOT VARIABLE Cl\UMPANY ST LUCIE SITE PERIOD OF RECORD: 1/1/72 ro 12/31/72 J\NNUAL HOURLY PERCENT FREQUENCY OF VERTICAL STABILI'l"I' CATEGORIES BY WIND DIRECTION ANO WIND SPEED STABILITY G SPEED (MPH) ADJUSTED TO 10 METER ELEVATION 4-B 8-13 13-19 19-2S 25-31 31+ .011 .012 o.ooo 6.ooo o.ooo 0.000 0.000 NE o.ooo 0.000 0.000 o.ooo o.ooo 0.000 o.ooo ENE E ESE SE SSE s SSW SW WSW * -NW NllW N TOT VARIABLE Cl\U SECTOR DIR .HNE NE ENE [ ESE SE SSE 5 SSW ** ... * *** ** *** " TOT TABLE 2.3-86

  • FLORIDA POWER ANO LIGHT COMPANY ST LUCIE SITE PERIOD Of RECORD: l/ l/TJ TO 12/31/JJ ANNUAL HOURLY PERCENT FREOUENCY 0F VERTICAL STABILITY CATAGOR!(S BY WINO OlHECTlON AND WINO SPEED , ... .011 .oso .11z PASOUILL A SPEEDIMPHJ ADJUSTED To io HETER ELEVATION 4-8 8-13 13-19 19-ZS 31* .111 1. 032 .zz9 o.ooo o.ooo o.ooo 9.000 .s39 .oso o.ooo o.ooo TOT .951 1. 731 *** 6.696 7.347 .. 986 .367 o.ooo o.ooo o.ooo o.ooo 1.525 e206 Z.098 lol69 .011 o.ooo o.ooo o.ooo l.485 7.116 .011 o.ooo o.ooo o.ooo z.4a1 1.191 .092 o.ooo o.ooo o.ooo 3.370 8.817 .309 o.ooo o.ooo 1.192 i1.z39 .oao t.szs .a11 .ozl *. 011 .023 .011 .837 Z.419 .011 .011 .011 .011 .11s olOJ .034 .os1 el60 ol83 .126 .504 .zz9 .757 .103 .011 o.ooo o.ooo o.ooo

.103 o.ooo o.ooo o.ooo o.ooo 0 229 .Ol3 o.ooo O.ooo 0.000 .09Z .023 0.000 o.ooo O.OOO .023

  • 023 o.ooo o.ooo o.ooo .413
  • 034 . o.ooo o.ooo
  • 252 o.ooo o.ooo o.ooo o.ooo 0413 o.ooo o.ooo o.ooo o.ooo

.241 6.83t> .149 .321 9.722 .zsr 1.161 .Zltl 6.900 .585 9.JJS .757 T.236 0642 8.181 1.000 o.ooo o.ooo o2ftl

  • 860 0.000 OoOOO 0.000 O.OOO lolOO 9.103 0665 8.838 VARIABLE CALMS 0619 o.ooo o.ooo o.ooo 19.062 7.881 o.ooo o.ooo o.ooo TOTAL 19.062 T.881 HUMBER Of VALID CATEGORY c 1666 NUMBER Of TOTAL VALID OBSERVATIONS IALL. CAYEGOHlt.S)
  • 8724 0 0 <> 0 c t. .. " <> .. I . (" I" ----

--* ;:* . .::":-:' TABLE 2. 3-87 .-*:--:-FLORIDA POWER ANO LlGKT COMPANY PERIOD Of RECORD: l/ l/73 TO JZ/Jl/73 ANNUAL HOURLY PERCENT fREOUENCY Of VERTICAL STABILITY CATAGORJES BY WIND DIRECTION AND WIND SPEED SECTOR DIR NNE NE ENE E ES( SE SSE s SSW Sd *** * *** NW *** " PASOUILL B SPEEO!HPHI ADJUSTED TO 10 MET£R ELEVATION 1-* 4-8 8-13 13-19 19-25 ZS-31 31* o.ooo .oao .046 *o.ooo o.ooo o.ooo o.ooo .oeo .241 .195 .011 o.ooo o.ooo o.ooo .oso .200 .160 o.ooo o.ooo o.ooo o.ooo .ozJ .zsz __ -.206 .011 o.ooo o.ooo o.ooo .osr .046 o.ooo .206 .zsz .Oil .023 .023 o.ooo .04-6 e034 .osl .011 .023 o. 000

  • 023 o.ooo ** 023 .023 .osT 0034 &069 o.ooo .126 .160 o.ooo o.ooo o.ooo

.112 o.ooo o.ooo o.ooo o.ooo oDJ4 .057 o.ooo o.ooo o.ooo .057 o.ooo o.ooo o.ooo o.ooo .069 .011 o.ooo o.ooo o.ooo .069 .011 o.ooo o.ooo o.ooo .034 .034 o.ooo o.ooo o.ooo .011 o.ooo o.ooo o.ooo o.ooo .023 o.ooo o.ooo o.ooo o.ooo .069 o.ooo o.ooo o.ooo o.ooo .057 o.ooo o.oco o.ooo o.ooo olZb o,ooo o.ooo 0.000 O.ooo TOT .126 *** 4.90\1' .527 6.907 e447 6e7l5 .4'i3 6.988 .424 6,4115 .470 1.zoo .103 10.SSl .tOl 7.000 .1Z6 8.649 .172: S.71Z .. 101 8.400 .034 SolOO e046 8.lOD .149 6.902 .160 6.201!1 .asz 1 .. 113 TOT .413 l.696 1.490 VARIABLE CALMS .138 0&000 o.ooo 09000 J.137 6@992 o.ooo o.ooo 10TAL NUH8[R Of VALID CATEGORY OBSERVATIONS "' .011 3. 748 6 .. 97! NUMaER OF TOTAL VALID OOSERVAYIONS CALL CAT[GOHJESl

  • 8724 -..

N ...., I ..... "' 0 e c < c <' SECTOR DIR NNE NE ENE E ESE SE SSE s SS* Sw *** * *** ** *** N TOT TABLE 2. 3-88 FLORIDA ANO LIGHT COMPANY PERIOD OF RECORD: l/ l/73 TO lZ/31/73 ANNUAL HOURLY PERCENT fREOUENCY OF STABlL1TY CATAGOR!ES BY WINO DIRECTION AND WIND SPEED PASQUILL C SPfEDIMPHJ ADJUSTED TO 10 METER ELEVATION 1-4 4-8 8-13 13-19 19-25 25-31 31* o.ooo 0057 .069 e034 .023 .057 .103 .115 ol83 .12& .. 034 *183 .. 011 .ozJ o.ooo .. 011 e034 .011 .011 ..034 ..046 .oZJ .. 011 0023 .011 0069 0046 0057 0034 0057 .. oeo .. 11s .011 o.ooo o.ooo o.ooo o.ooo 0046 oOZJ OoOOO 0 0 000 0 0 000 .023 o.ooo o.ooo o.ooo o.ooo .OJ4 o.ooo o.ooo 0 0 000 o.ooo .046 o.ooo o.ooo o.ooo .126 o.ooo o.ooo o,ooo o.ooo .160 oOZJ Q,000 0,000 0,000 .092. o.ooo o.ooo o.ooo o.ooo ,069 .011 o.ooo o.ooo o.ooo 0046 .023 o.ooo o.ooo o.ooo .011 o.ooo o.ooo o.ooo o.ooo .011 o.ooo o.ooo o.ooo o.ooo .046 o.ooo o.ooo o.ooo o.ooo 0069 o.ooo o.ooo o.ooo o.ooo .os1 o.ooo o.ooo o.ooo o.ooo .252 o.ooo o.ooo o.ooo o.ooo 0413 }.284 1.100 TOT AVG 3.800 .. 229 60660 oZ06 50137 .2sz s.624 .195 5.869 0344 6.707 .21e

  • 9.142 .115 7.864 .103 7.307 .172 6.500 .069 3.800 .oao 4.963 0115 7.,020 .172 7.098 0}60 6 0 429 .378 7.670 VARIABLE .oeo o.ooo o.ooo o.ooo z.s11 6.612 .o 11 l.8 .023 CAU'\S TOTAL NUMBER OF VALID CATEGOHY OBSERVATIONS 255 NUMBER Ot TOTAL VALID OBSERVATIONS

<ALL CATEGORIES) 2.912 6.542 8724 < ,_ " ,_ c ' .. .. .. * .. * .. I "' -*-**-: *---:. . . .... ".* . .-.* .* TABLE 2.3-89 SECTOR O!R NNE NE ENE E ESE SE SSE s ss* Sw ... * ... "' ""' N TOT FLORIDA POWER AND LIGHT COMPANY PERIOD Of RECDHD; 11 1113 TO 12131173 ANNUAL HOURLY PERCENT FREQUENCY OF VERTICAL STABILITY CATAGORIES BY WlND OIHECTION ANO WIND SPEED PASQUlLL 0 SPEEOCMPHI ADJUSTED TO 10 METER ELEVATION 1-4 4-8 8-13 13-19 19-ZS ZS-31 Jl* TOT *** .160 .229 .* z1a .oao .zte .264 .149 .os7 .115 .138 .149 el49 .149 .183 .172 oll5 .soz .344 .309 0264 .527 .sss .619 .928 o.ooo o.ooo o.ooo o.ooo l.891 7.524 .275 .573 .287 .699 0573 0493 .046 o.ooo o.ooo o.ooo 0 894 6 0 SZO .115 o.ooo o.ooo o.ooo }.215 8.057 .oz3 o.ooo o.ooo .65) 10.635 .OST o.ooo o.ooo o.ooo 1.soz T.835 .OST 0.000 o.ooo 0,000 l.479 T.202 .378 .940 0046 0.000 Q,000 0.000 1.307 Tol8l ol49 o.ooo o.ooo o.ooo 1.szs 9.135 ol26 o.ooo o.ooo o.ooo 2.z93 8.618 .138 .011 o.ooo o.ooo 2.029 8.362 ol38 OoOOO OoOOO OoOOO l.lb9

  • T.43d .. TT9 la272 0119 .963 .562 .112 .229 o3Zi 0057 oOll OoOOO OoOOO OoOOO 0069 o.ooo o.ooo o.ooo o.ooo .390 4.980 .447 4.9ZS .s16 o.ooo o.ooo o.ooo o.ooo 1.oss 6.663 .734 o72i? G0ll o.ooo o.ooo o.ooo 1.639 7.4bZ .504 o33Z o.ooo o.ooo o.ooo o.ooo

.951 6.958 z.s4s a.10* e.a61 .917 .Cll 0.000 0.000 Z0.438 *7.733 VARIABLE CALMS .o '46 1.z ol49 TOTAL NUMBER Of VALID CATEGORY OSSERVATlONS 1799 NUMBER Of TOTAL VALID OBSEMVATJONS IALL CAT[GORllSI Z'0.633 Tob6J 8724

  • 0 * > c z. -M -c > ... WM * " .. WN ... w ... N ** -> . 0 0 0 0
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  • o.O * . * * * * * . *
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  • z * * * * . * * .; * . * .; * * * *
  • z 2.3-76 * * * .; * . * .; * * * * * * . .; * * *
  • N --. .. ! N * * .. N * .. * * *
  • 0 * * . .;
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  • a * " g ... ... c u * .. z 0 ... c > " w ..
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  • TABLE '2.. 3-92 FLORIDA POWER AND LIGHT COMPANY PERIOD OF RECOHO: I/ 1173 TO lZ/31/73 ANNUAL HOURLY PERCENT FREQUENCY OF VERTICAL STABILITY CATAGORIES BY WIND DIRECTION AND VIND SPEED PASQUJLL G SECTOR SPEED(MPHI ADJUSTED TO JO METER ELEVATION DIR 1-4 *-* 8-13 19*25 ZS-31 31* TOT AVG NNE .034 o.ooo o.ooo o. 000 o.ooo o.ooo o.ooo

.034 1.867 ** .011 o.ooo o.ooo o.ooo o.ooo o.ooo o.ooo .011 o.ooo ENE o.ooo .011 o.ooo o.ooo o.ooo o.ooo o.ooo .011 o.ooo E .011 .023 o.ooo o.ooo o.ooo o.ooo o.ooo .034 o. 000 N . ESE .034 o.ooo o.ooo O. ODO o.ooo 0. 000 o.ooo ,OJ4 t.067 w I SE .011 o. 000 o.ooo o.ooo o.ooo o.ooo o.ooo .01 l o.ooo ._. ._. SSE o.ooo o.ooo o.ooo o.ooo 0. 000 o.ooo o.ooo o.ooo o.ooo s .069 .OZ3 o.ooo o.ooo Oo ODO o.ooo o.ooo .092 2.310 SSW .138 .034 o.ooo O, ODO o.ooo o.ooo o. 000 .172 2.252 SW .080 .046 o. 000 o.ooo o.ooo o.ooo o.ooo .IZ6 J,.309 WSW .oeo e046 o.ooo 0. 000 o.ooo o.ooo o.ooo .126 3.0B2 * .103 .046 o.ooo o.ooo o. 000 o.ooo o.ooo .149 3.108 *** .IZ6 .160 o.ooo o.ooo o.ooo 'O .. 000 a.ooo .287 3.000 NW .z29 .1 OJ o.ooo o.ooo o.ooo o.ooo o.ooo .332 2.979 *** 0057 .080 o.ooo o.ooo o.ooo o.ooo o.ooo .138 3.192: N .. 057

  • 011 o.ooo o.ooo o.ooo o. 000 o.ooo .06q 1.600 TOT le043 .. sa5 o.ooo o.ooo 0. ODO 0. 000 o.ooo 1;:628 Z.f>SJ VARIABLE .o 92 }.J CALMS ,09Z TOTAL i.e11 2.481 NUMBER OF VALIO CATEGORY OBSERVATIONS 158 NUMOER OF TOTAL VALID OBSERVATIONS IALL CATEGORIES) 8724

ST LUCIE PLANT SITE .METEOROLOGICAL TOWER -PHOTO FIGURE 2. 3-2

  • *
  • Ill. 10-3 9 i ! 8 7 6 5 4 3 : ; l 2 u . 1
  • L&J (/) ',. z '. z 0 ..... Ix I0-4 -< 9 0:: ..... 8 z L&J ' u :z: 0 6 u L&J > ..... 4 <II( ...J L&J a::: 3 2 0.05 0.1 0.2 0.5 2 5 10 20 30 40 50 60 70 CUMULATIVE PERCENT PROBABILITY CUMULA!IVE PERCENT DISTRIBUTION OF RUNNING HOURLY XIQ VALUES (SEC/Mj) F'OR THE TIME PERIOD OF 0 TO 2 HOURS AT THE RESTRICTED DISTANCE OF 1555 METERS. PERIOD OF RECORD: MARCH 1, 1971 TO FEBRUARY 29, 1972. St. Lucie Plant FIGURE 2.3-3
  • *
  • Ix 10-lS 9 8 7 6 5 1 i 4 3 ('(") 2 u I w I ff) z z 0 Ix 10-6 I-< 9 0::: 8 I-z w u :z 6 0 u w 5 > I-4 < -' w Q'.'. 3 I X Io" 7 0,01 0,05 0.1 0.2 0.5 2 CUMULATI CUMULAIIVE PERCENT DI IBUTI (SEC/Mj) tOR THE TIME PERIOD or 0 TO POPULATION DISTANCE or 5 MILES (8o47 MARCH 1, 1971 tEBRUARY 29, 1972. ,!, 10 20 ' I I 30 40 50 GO 70 VALUES Of" RECORD: St. Lucie Plant FIGURE 2.3-4 4 3 (V') 2 u w VJ z '.; i z 0 1
  • t-4111( 0::: t-8 z Li.I u z 0 u w > t-4 4111( _, w 0::: 2 0.05 0.1 0.2 0.5 JO 20 30 40 50 60 70 CUMULATIVE PERCENT CUMULAJIVE PERCENT DISTRIBUTION OF RUNNING HOURLY XIQ VALUES (SEC/Mj) FOR THE TIME PERIOD OF 0 TO 16 HOURS AT THE L0\11 POPULATION DISTANCE Of 5 MILES (8o47 METERS) PERIOD Of RECORD: MARCH 1, 1971 TO FEBRUARY 29, 1972. St. Lucie Plant FIGURE 2.3-5
  • *
  • Ix 10-S ,: : i 9 8 I I i 11 1 ,, 7 I \ j 6 5 4 3 ' ('I") :::E 2 ' u w (/') z z 0 I-Ix 10*6 < 9 0:: I-8 z L&J 7 u :z 0 6 u L&J 5 > I-4 < _, L&J 0:: 3 2 0.05 0.1 0.2 0.5 2 10 20 30 40 50 60 70 CUMULATIVE PERCENT CUMULATIVE PERCENT DISTRIBUTION OF' RUNNING HOURLY X/Q VALUES (SEC/M3) roR THE TIME PERIOD 0 TQ 72 HOURS AT THE LCW POPULATION DISTANCE or 5 MILES (8o47 METtRS) PERIOD OF' RECORD: MARCH 1, 1971 TO FEBRUARY 29, 1972. St. Lucie Plant FIGURE 2.3-6 4 : i. (\"') 2 u Li.I (f) z z 0 ..... 11110** < 9 0:: ..... 8 z Li.I u z 6 0 u Li.I -..... 4 < ..J LU tt: 2 2 10 20 30 40 50 60 70 CUMULATIVE PERCENT CUMULAIIVE PERCENT DISTRIBUTION or RUNNING HOURLY XIQ VALUES {SEC/Mj) FOR THE TIME PERIOD Of 0 TO 26 DAYS AT THE LC1# POPULATION DISTANCE Of 5 MILES {&:.l47 METERS) PERIOD Of RECORD: MARCH 1, 1971 TO FEBRUARY 29, 1972. St. Lucie Plant FIGURE 2.3-7
  • a:: w L:i * :2 v ai :;) u ' u w If) z Q a:: I-z w u z 0 u w !::t _J Id a::
  • 1.0 x RELATIVE CONCENTRATION IN SEC./ CUBIC METER AS A FUNCTION OF DISTANCE DURING THE 0-2 HOUR FIVE PERCENTILE CONDITION I,-h-I 7 i-t 6 ' t t i lH ' , __ *t I ' 4 ,._ i 3 *t 2 t*-9.L __ i . -* 8 7 -*-----*+ 6 5

___ .... .. , ... 4 3 i 2 LO x 9}'--------**-+-+-*i-*++-i I 1.0 x I.OX ; (___ s*----* .. **-* 5 --* --4 : 3

  • 2 -6 I 9 7 -..... 6 ... 5 J 2 3 .. -* g 2 *-I *-*** *' = 1 T-i . .,.._. ' I ' --+ --I i. -* i ! i : i : I i I Ii 'I I *7 9 e I .

1 l \ ! 7 6 H--------1---+-*+-+*+++r*-*-- ,__. -+--+--+-, +-+-t-t+---t 5 4 3 2 1.0 x 2 3 4 5 DISTANCE IN METERS St. Lucie Plant FIGURE 2.3-8

  • *
  • RELATIVE CONCENTRATION IN SEC./ CUBIC METER AS A FUNCTION OF DISTANCE DURING THE WORST METEOROLOGICAL CONDITIONS FOR FOUR TIME PERIODS I 9 8 7 I 6 5 ' -LOX a: w I-w ::z u iD '.:) u ...... 0 w 1.0 x (/") z 0 j:: "' a: I-z w u z 0 u w > I.OX j:: <t _J w a: ' --1 I I I 4 :---1 tttt I i I I I I 31---I I i I 1 I , i \ 2 I i I N I I I i I i I I I I I J I i I\ I I " I I 10-; I M' -\:--\ +-__j::l{) I 8 '\ ' 7 '\ I <fl 6 I a: I '\ ' I I w I I 5 I \ \* : I I 4 i i : *' I'\ \. I 11'-I ! I I I 3 ! I ! I \ \ 17 I i I I Ii I ! '\ '; i fi5 I I 2 I ! I I\ \1.K1 I I I I I I I I 11 i ' I I I : ! 10-5 I '\.I " 9 ' " 8 " ,, " \. ,, I 7 '\ '\. I I\ I 6 \ ' : l\ I 5 \ ' I t " \ : I I : 4 I \ \ \ I 11 I I 3 I\ I I '\ '\ I [\ I 2 \ It I I I f\ 10-E I ! [\ " 9 -' \Oc,, ,, I 6 '\ I'\. " 5 . ' ' I a: I\ '\. ' ' I
  • w I '\. 0 I I-i\ F\ \ w 3 ::z ' \ I l() w \ Kv'o '\. l() u 2 i z \o,f\ \I ! ;:! I I I w <fl u 0 I 10" 7 z <[ z ' 9 I-0 8 I-,q, ' 7 a ... ' {i' 6 a _J 5 w :::i I-0.. ' '\. 4 0 '\, I fi CL i I 3 I-3: \I\ I (,/) LLJ CJ I a: _J 1.0 x 2 I\ I !"-16 8 I I.OX 3 4 5 103 2 3 4 5 104 2 2 3 4 5 105 DISTANCE IN METERS St. Lucie Plant FIGURE 2. 3-9
  • M
  • Cl'-0-. 00 Cl'-'° °' 0 0--0 QC >-..... 0 " ...I iii 0 -ca: '° al 0 0 Ct: "° a.. 0 w > 0 -ca: M ...I ::::> 0 ...... :::> u 0 -LO N -0 N "It LO I I S? S? )( )( FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 CUMULATIVE PERCENT DISTRIBUTION OF X/Q VALUES FOR FUMIGATION CONDITIONS FIGURE 2.3-10

An accurate determination of discharge over a weir under normal conditions is admittedly somewhat complex because the flow pattern varies with changes in head (pp. 5-1, 5-2 Ref. 4). The number of variables involved in any particular problem further adds to this complexity so that a purely analytical approach is extremely difficult at best. The conditions surrounding determination of weir discharge over a reach of beach or dune having varying widths and elevation, which is being eroded by the action of overtopping waves and tidal overflow and thus is constantly changing in shape with time, are many times more complex. The effect of hurricane winds of 110-140 mph, not only upon the nappe but also on water levels in the. discharge area of the weir further complicate resolution of the problem. During the initial overflow periods when the "theoretical" depth of nappe is small it is conceivable that hurricane winds and especially wind gusts would blow the weir surface "dry" at times. The effect of those winds on water levels in Indian River, especially along its eastern shore, will be such as to create a "setdown" condition alongshore lowering water levels in the vicinity of the weir discharge area. In attempting to establish the type weir flow that would be expected to prevail during the P.M.H. occurrence, which in turn would dictate the formula and procedures to be applied, research was made of available literature, model tests, etc. but failed to reveal any such determinations for conditions even remotely similar in complexity to those described above. Based on an evaluation of probable wind effect on weir flow plus the effect of setdown in the discharge area, it was decided that "free flow" would best describe the type flow condition that will occur. For a condition of "submerged flow" to occur it would be required that water levels in the discharge area (Indian River, at or near shore) be sufficiently high so that the discharge is partially under water and that the weir be submerged, or drowned. For the purpose of this report overflow , computations were made using the broad crested weir formula,

Q = C L H 3/2 Where C is an empirical coefficient L is the length of overflow section transverse to

the flow, and H is the head on the weir, i.e., the depth of water at shore above the weir crest elevation

Reference 4, pp. 5-24, indicates that for round crested weirs with rounded corners the value of C is at a maximum of 3.087. Computations were made by 1/2 hourly intervals beginning at T-1 1/2 hours, when the P.M.H. tide elevation along the beach in the vicinity of the plant site reaches 10 ft. MLW Ocean, and were extended through the period T+2. After that time tide buildup in Indian River in the overflow area will extend ocean tide elevations and flow to the ocean from the river will take place. An overflow volume hyrograph for overflow from the ocean to the river is shown on Figure 2.4-5. The maximum flow rate across the 6 mile length of overflow section would be about 1.9 million cubic feet per second at about T+0 hours. The maximum overflow velocity in that period would be on the order of 8 feet per second.

2.4.2.3 Effect of Pooling on the Southern Site Property During a rain fall event, water drainage from the power block occurs through drain lines toward the West and East Storm Water Basins. These basins will accumulate water, gradually drain toward the South Overflow Basin and eventually drain to the Intake Canal through the flood control structures. The peak basin water levels are dependent on their initial level, the rain fall amount, the duration of the rain fall event, and the position of the control structure gate. In general, heavy intense rain fall events occurring over a very short time frame result in higher water levels within the West and East Storm Water Basins.

2.4-7 Amendment No. 26A (05 /15)

UFSAR Figures 2.4-8A - 8b depict surge hydrographs for PMH cases. The figures depict ocean elevations which do not necessarily reflect water levels expected on the plant property. For instance, other than affecting drainage of rain fall from the site property, the basin water levels are only affecte d by ocean level increases if the their level exceeds the intake canal berm height. As the ocean level subsequently recedes, pooling will occur on the southern plant property until drainage occurs over many hours to the intake canal through the flood control structures. Due to the elevation of buildings housing safety related equipment and/or the sealing of lower elevation penetrations, water levels in the storm basins will not adversely affect safety related SSCs. Plant procedures address potential backflow from these basins through underground systems (e.g., condenser pit, ECCS Tunnel, underground duct bank system).

2. 4. 3 PROBABLE MAXIMUM FLOOD (PMP) ON STREAMS AND RIVERS 2.4.3.1 Probable Maximum Precipitation (PMP)

The storm drainage system is not connected to any Class I structure or safety related item such that flooding of the drainage system as described below could result in flooding of safety related equipment.

In the West Palm Beach area, the maximum twenty-four hour total rainfall was 15.23 inches recorded in April, 1942. Short period rainfall amounts of 6.0 inches in one hour have been recorded west of the West Palm Beach area.

The probable maximum precipitation is 32 inches and would occur over a small 10 sq. mile area during a 24 hour period.

During the PMH, a combination of heavy rain and wave runup could fill the storm drainage system to capacity. For the one hour period when wave runup reaches the catch basins on the plant island, each wave runup will flood the plant area momentarily before running off around the periphery of the plant island. Only the water which is trapped within the high points of each catch basin drainage area (crown of loop roads is El +19.0 ft; top of most catch basins is El +18.0 ft) will flow through the stor m drainage system. Since the bottom of doors are at El + 19.5, any water trapped within the individual drainage areas cannot enter the building.

The shield building, reactor auxiliary building and fuel handling building are not connected to the storm water system except for the roof leaders. The diesel generator building is located above the wave runup height.

The roof leaders are designed for a rainfall intensity of 6 inches per hour. Short periods of more intense rainfall would result in water running off the edges of roofs with no adverse effects to safety related equipment. No water buildup on the roofs in excess of 2 inches is possible except for the shield building dome which is surrounded by a 1'-6" high parapet. None of the above conditions adversely affects the structures or safety related equipment.

The roofs of buildings housing safety related equipment handle the runoff of rain in the following manner:

a) Shield building - dome roof with parapet. Drainage by three exterior leaders from parapet to storm water drainage system.

b) Reactor auxiliary building - sloping roofs to area drains. Drainage by various area leaders to storm water drainage system.

2.4-8 Amendment No. 26A (05 /15)

This is the breaking depth d b and the corresponding breaking wave across this vegetative area will be 13.22 x 0.78 = 10.15 ft. Since the-State Road A-1-A fronting the plant fill will be raised up to about 18.00 ft. MLW, the breaking wave will runup along the 1 on 3 embankment slope of State Road A-1-A and overtop the road crown. The wave transmitted to the west side of road will be relatively small because the shallower depth of tide on the west side of road cannot sustain a high wave without further breaking. However, this transmitted wave analysis will not be considered due to the fact that the highway embankment may be eroded and breached during severe storms. Assuming conservatively an average erosion rate of 50 yd 3/ft. or 150 ft of horizontal erosion at 16.22 ft. MLW level (Reference 23) for the PMH, we have concluded that wave runups along the three wave-approach directions can be estimated from Saville's method (Reference 22) which is one of successive approximations involving replacement of the actual composite slope by a hypothetical single constant slope obtained from the breaking depth.

2.4.5.5 Resonance

No resonance phenomena have been or are expected to be observed at the site. Neither bay, lake nor canal types of standing waves or seiches occur because of the open, shallow characteristics of the ocean and of the Indian River.

2.4.5.6 Runup The discharge canal banks West of State Road A-1-A raised to a top-of-dike elevation of +18.00 feet and East of State Road A1A to +19.00 feet. This modification provided significant additional plant operational flexibility to offset some of the effects of pipe fouling problems caused by marine growth.

In the analysis contained in this section, the wave height applied to the discharge canal nose hurricane protection had been determined to be 3.87 feet; a new analysis was performed which resulted in a wave height of 3.99 feet. This small increase can be accommodated by the capability of the existing hurricane protection and, therefore, the dike modification does not affect this analysis. Analysis A Wave runup during an occurrence of the PMH can occur from both the ocean side and from the Indian River. The peak computed PMH ocean tide was 16.22 ft MLW

  • . Three critical wave-approach directions from the ocean side were selected for wave runup analysis on the site areas for Units 1 and 2 (Figure 2.4-12a). The actual topographic profiles for these three sections are presented in Figures

2.4-12b, and 2.4-12c, which justify using Saville's method (Reference 22) on wave runup on composite slopes. Procedures used to determine wave runup criteria along the hypothetical constant slope are those described in Reference 8. Correcting runup for model scale effect is not considered because of the milder slope. The results are summarized in Table 2.4-2 and indicate that the maximum wave runup including wave erosion considerations will not exceed the 18 ft MLW*, which is the lowest point on the plant fill grade.

  • Reference Section 2.4.5.9 for updated surge levels and wave runup analysis.

UNIT 1 2.4-15 Amendment No. 27 (04/15)

Analysis B The analysis for the probable maximum hurricane (PMH) indicated a peak flood surge elevation of 16.22 feet MLW*, and a maximum wave length of 12.6 feet (peak to trough). Figure 2.4-12d provides the site elevations west of highway A1A. On either side of the discharge canal the elevation north of the canal is 14.0 feet MLW and to the south 16.0 feet MLW. To assess the effect of a flood wave traveling up the discharge canal, the maximum wave length that can be supported in the canal, and to the north and south of the canal must be determined. To make this determination the following conservative assumptions are made:

a) The ocean dune is completely washed away along the entire length of the site property.

b) The A1A Highway bridge over the discharge canal is assumed swept away in a manner that would not interfere with a wave moving up the discharge canal.

c) The areas north and south of the discharge canal have been inundated and both are under 2.22 feet of water (this assumes that both the areas north and south of the canal are both at elevation 14 feet MLW).

d) The incident wave attacks the entire property line west of A1A, without any attentuation prior to reaching A1A, i.e., the wave entering the discharge canal at the intersection with A1A is 12.6 feet.

The wave length that can be supported at the center of the discharge canal is much greater than the wave that can be supported north and south of the canal. Thus, the wave as it moves down the discharge canal will spread laterally. The analysis that follows demonstrates the wave reaching the point where the Unit 1 and Unit 2 canals merge will not erode the Class I fill sufficiently to impact Class I structures.

The effect of wave runup along the discharge canal (see Figure 2.4-12e) is discussed as follows. Previous analysis indicated the peak PMH surge elevation of 16.22 ft MLW at the area in consideration. An incident wave height of 12.6 ft is also assumed possible in running up and overtopping the beach. Due to the geometry of the canal and the incident wave direction, the wave, in propagating along the canal, experiences considerable refraction. This is most prominent for waves on top of the inclined dike wall since the water depth gradient there is parallel to the wave front. To investigate the effect of refraction, the wave ray curves are first derived as follow: (See Figure 2.4-12e for definition of terms.)

The wave refraction equation is (from Reference 25, page 258) 

          (1)

From Figure 2.4-12e

  • Reference Section 2.4.5.9 for updated surge levels and wave runup analysis.

UNIT 1 2.4-18 Amendment No. 27 (04/15)

approach, within 50 miles to the south of the St. Lucie site, has a probaability of occurrence of 5%within any given year. However, the probability is substantially less of a severe hurricane striking the coastline from the Atlantic Ocean at nearly a 90 angle, which is the critical angle for maximum stormsurge. According to a compilation of severe hurricanes during the period 1873-1967 (42), 5 such storms have passed within 50 miles of the St. Lucie site. The following table shows the pertinent characteristics of these hurricanes.Angle of ApproachLocation of EyeDate of Occurrencew/ respect to coastw/ respect to siteAug. 21-26, 1885 010-20 miles offshoreSept. 6-20, 1928 4550 miles to southAug. 31 - Sept. 7, 1933 6050 miles to southSept. 4-21, 1947 9050 miles to southAug. 23-31, 1949 4550 miles to southAll of the above hurricanes had maximum sustained winds of approximately 125 mph (one minute average) or 104 mph (ten minute average). Of the 5 severe hurricanes, 4 approached the coast at an angle of 60 or less; these would result in substantially less than maximum storm surge. Thehurricane of 1947 is the only severe hurricane that moved into the area just south of the site directly from the east. Over approximately a 100-year period, then, the probability of high storm surge at St. Lucie is approximately 1%. However, the 1947 storm (peak 10 minute winds near 104 mph) did not approach the criteria for the Probable Maximum Hurricane; 10 minute peak winds 158 mph.In summary, it may be concluded that the probability, during the 1976 hurricane season, of a severehurricane approaching the site from the critical direction is very small, on the order of 1%. Moreover, there is no record of any such hurricane approaching the severity of that necessary to cause the maximum storm surge, i.e., the Probable Maximum Hurricane.Even without specific erosion protection of this area, considerable resistance to erosion is inherentlyprovided by non-class structures and the plant arrangement. First, the distance from the "nose" to the nearest class I facility (the diesel oil storage tanks) is 400 ft. The height of this fill is +18 ft. or higher. Thus, erosion would have to advance over a 400 ft. distance and erode 8 ft of material at the diesel oil storage tanks before these Class I facilities could be threatened. Analyses do not indicate erosion of this magnitude. Second, the Steam Generator Blowdown Treatment Facility is in the path between the nose and Class I facilities along which erosion would proceed. The in situ structure provides a barrier to erosion.The Steam Generator Blowdown Building is built on a 3 ft. thick reinforced continuous concrete matabout 80 ft. by 120 ft. in plan. The foundation is2.4-22 founded in Class II fill at elevation +10. Two foot thick concrete perimeter walls extend from the top of the mat to elevation +19.5 ft. Above this level, the north and west sides of the structure consist of an 8 inch concrete wall to Elev. +22.33 ft. Steel siding extends above this level on these two sides. The other sides of the structure consist of 2 foot thick concrete walls extending the elevation +65 ft. A steel superstructure extends to elevation +77 ft. Approximately 3500 cubic yards of concrete is used in the building's construction.

Since erosion analyses indicate that the PMH would not challenge Class I structures, the probabilit y per year of a PMH striking the site at a critical angle is acceptably low, and the in situ structures provide considerable erosion protection, no undue risk results from the proposed schedule for implementing discharge canal nose augmented erosion protection.

2.4.5.7 Protective Structures Reinforced concrete flood walls have been provided around structures in the plant to elevation +22 ft. MLW ocean. Erosion protection of embankments is predominately provided by gravel and/or articulating concrete block. However, certain areas which are subjected to turbulent conditions are paved with concrete. These areas are the canal slopes and bottom in front of the intake structures, the canal slopes and bottom around the sealwell and 400 ft. downstream of the structure. Additional erosion protection in the form of grout filled fabric is provided adjacent to the intake canal headwall and extending along the canal dike inner slopes 400 ft. downstream of the structure. Also, to satisfy condition of License Item G.1 which requires erosion protection of that side of the discharge canal peninsula associated with Unit 1, a sheet pile bulkhead with a bottom elevation of 31.5 ft. below MLW extending to 22.0 ft. above MLW is provided. All essential equipment on the intake structure is placed at elevation +22 ft. MLW ocean or higher. In consideration of the conclusions stated in Section 2.4.5.6, there is no need to provide stop log flood protection for any of the plant safety related structures. The maximum calculated wave runup to an elevation of less than +18 ft.

  • MLW, coincident with the maximum peak surge level of +16.22 ft.
  • MLW is below the plant grade elevation of +18.5 ft. and well below the minimum elevation of +19.5 ft. of any building openings. Considerable additional flood protection is already afforded by virtue of the layout of the roads, buildings and tornado missile protective structures already permanently incorporated into the plant design. The minimum elevation of the crown of the perimeter plant road along the east face of the plant island is +19.0 feet. The in situ flood protection features are as described in the following paragraphs.

The structures along the immediate east face of the plant island form an effective concrete barrier with respect to inhibiting any wave runup. The barrier is located immediately east of the Reactor Auxiliary Building, and is illustrated on Figures 2.4-12h and 2.4-12i. All of the barrier structures are seismic Category Class I and have been designed to withstand hurricane and tornado wind loadings.

  • Reference Section 2.4.5.9 for updated surge levels and wave runup analysis.

UNIT 1 2.4-23 Amendment No. 27 (04/15)

2.4.5.8 Stalled and Late Season HurricanesIn response to the Directive of the ASLB in its Partial Initial Decision and questions put forth by theNRC Staff in their letters of 15 April 1975 and 27 June 1975 with respect to the impact of stalled or looping hurricanes on St. Lucie Unit No. 2, the Applicant has studied the possibility of the occurrence, the intensity and duration, and the erosional impact of such a hurricane on the St. Lucie site. Analyses were performed in light of both the historical record and theoretical models for the meteorological and erosional aspects of stalled hurricanes. The results of these analyses are presented in Appendix 2H and Supplement 1 to Appendix 2H to the St. Lucie Plant Unit No. 2 PSAR, Amendment 34, 9 May 1975 and Amendment 37, 22 August 1975. The NRC Staff is currently reviewing Amendment 37. Fuel loading of Unit 1 is not dependent on the results of the Staff's Unit 2 hurricane evaluation. Mangroves (which are not taken credit for in the Unit 2 analyses) afford considerable protection to the nuclear plant island. In addition, meteorological considerations indicate that erosional aspects of severe stalled hurricanes could not manifest themselves until the 1976 hurricane season. Thus there is ample time subsequent to Unit 1 operation to implement any changes that might be imposed by the Staff. It must be noted that Applicant's Unit 2 analyses and review by consulting experts indicate that modifications are not required.A study has been performed to determine the frequency, intensity, direction of approach, and durationof storm surge of hurricanes affecting the Florida east coast in the vicinity of the St. Lucie Site during the calendar years from 1886 to 1974. The historical record was reviewed and the meteorological considerations involved in hurricane formation and maintenance were analyzed. The analysis presented herein shows that:a)The frequency of a hurricane making landfall on the Florida East Coast between October 1and June 30 is small (a factor of 4 less than in the three months of July through September).None have occurred from December 1 through June 30 in the 88 year period of record.b)The intensity of hurricanes occurring during October and November is much less than inAugust and September, the primary severe hurricane months;2.4-25

related. Fisher documented several cases where hurricanes diminished in intensity when moving overcooler water. These studies and those related to upwelling of cold water (see Q2.28 Appendix 2H) indicate that a hurricane responds rapidly to water temperature changes. Numerical hurricane models have also been used by Ooyama (32) and Rosenthal (35) to investigate the relationship between tropical cyclone intensity and sea surface temperature. Ooyama found up to a 50 percent decrease in kinetic energy of the low level winds when the sea surface temperature was suddenly decreased from

81.5 F to 78F. Rosenthal also found large decreases in maximum surface winds when the energyrelease as a result of evaporation was suppressed. It can be concluded that the sea surface temperature is an important parameter related to the hurricane intensity, i.e., the higher the temperature, the potentially more intense the hurricane.Gray (26) found the potential moist buoyancy ( !e/ P) (which is the gradient in equivalent potentialtemperature with height) between the surface and middle tropospheric layers is primarily influenced bythe change of sea surface temperature. Convection, thus tropical storm intensity, is directly related to this potential moist buoyancy. More intense convection results in stronger upward vertical motions which results in a greater mass flux into the hurricane and therefore a proportionately greater conversion of potential energy to kinetic energy. Sea surface temperatures in the vicinity of the site average 83.85F in September and 80.3F in October. This decrease in the mean monthlytemperature of 3.55F would imply a decrease of near 10 C in the !e (equivalent potentialtemperature) gradient between the surface and 600 mb (15,000 ft. level). Thus, hurricanes occurring in and after October should be less intense until the sea surface temperatures again approach the hurricane sea surface temperature threshold value. South of Miami, sea surface temperatures remain high in October, averaging 83.7F. More intense hurricanes could be expected to occur in the Keysthan in the vicinity of the site. Three of the four hurricanes making landfall on the east coast of Florida occurred to the south of the site in the region of this warm water. The one hurricane which did strike to the north of the site had 10 minute winds of only 66 mph.The intensity of hurricanes making landfall on the Florida east coast supports the correlation betweensea surface temperatures and hurricane intensity. The range of 10 minute wind speed for the storms making landfall along the Florida east coast during October to June was from 66 to 105 mph (average of 76 mph). The average 10 minute wind speed for 8 storms for which data was available that made landfall along the Florida east coast in late August or September was 106 mph (maximum was 146 mph for the hurricane of September 1945). This corresponds to a greater than 50% decrease in the average kinetic energy in the zone of maximum winds from September to October.This decrease in intensity is also noted for the west coast landfalling hurricanes (which provides astatistically significant data base). The reduced sea surface temperatures near the site coupled with an origin nearer Florida in the late and early hurricane seasons which may not allow sufficient time for intensification leads to significant reductions in hurricane intensity when compared with the months of August and September. No "great" hurricanes (36) have occurred within +/-100 miles of2.4-28

over water which is of only marginal warmth for hurricane maintenance. This explains why 3 of the 4hurricanes making landfall on the east coast had a southerly translational component. The one hurricane which had a northerly component only attained wind speeds of 75 mph. No hurricanes have approached the site (or the entire east coast) from the east from October through June. The hurricane occuring in the October through June period which most closely approached the site provides a good example of hurricane behavior during this period. (See Figure 2.4-29 Track 2). The hurricane of 1908 had winds in excess of hurricane strength as it approached the southern tip of Florida from the southwest. While executing a hairpin turn off the Georgia coast it moved over cooler waters and subsequently approached the site from the northeast with only tropical storm intensity. It totally dissipated over Florida.In view of the reduced intensity and non-critical angle of approach of past October hurricanes, it isreasonable to assume that the potential October hurricane surge level would be substantially lower than that which would occur in September or August.Hurricanes Making Landfall on the Florida West CoastIt was previously indicated that a hurricane making landfall on the Florida West Coast would notgenerate a serious surge or erosion threat to the site. This is true for the following 2 reasons:a)the hurricane would weaken significantly while travelling over land, and b)the surge resulting from a southwesterly approach overland is much less severe than an overwater approach from the east.A discussion of the effect of land on hurricanes with emphasis on Florida is given below. Two hurricanes of special interest were investigated to determine the change in wind speeds as theypassed across Florida. Hurricane Donna, September 1960, one of the most severe hurricanes to penetrate the Florida mainland, passed northward along the west coast of Florida making landfall at Ft. Myers and then traveled north-northeastward, emerging near Jacksonville. Donna was unusual in that the eye was extremely large, as much as 100 miles in diameter at one point over land. Maximum winds were 113 mph (10 min. average) as the hurricane approached landfall on the west coast and decreased to 98 mph (10 min. average) as it passed off the east coast into the Atlantic near Jacksonville, a 13% decrease in maximum wind speed. The relatively small decrease may be attributed to the exceptionally large eye which resulted in a larger portion of the circulation remaining over water than had the eye been closer to average size.Hurricane Isbell was investigated because of her passage just 25 miles to the south of the site. Isbellmoved in a typical path for October hurricanes, i.e., recurvature took place well to the south of Florida. The path of the hurricane over Florida was from a point between Everglades2.4-30 and Ft. Myers on the west coast northeastward off the east coast near Juno Beach about 20 milessouth of the site. Highest winds were near 90 mph on the west coast and decreased to near 75 mph near the east coast, resulting in a decrease of 17%.Malkin (29), Figure 2.4-30, shows changes in central pressure values for 13 hurricanes followinglandfall. The average filling rate was 2.3 mb/hr during the first 12 hours or 30% per 12 hours. A moderately rapid moving hurricane would take about 12 hours to cross the peninsula. The effect of the water surrounding the peninsula upon hurricane filling is apparently minor since the filling rate of 4 Florida hurricanes which crossed normally was only 0.2 mb/hour less than those making landfall at non-peninsular areas of the Gulf or Atlantic coasts.As has been discussed in Q 2.28, Appendix 2H to the St. Lucie Unit No. 2 PSAR, a PMH wouldnecessarily have a small radius of maximum winds to maintain maximum intensity and would experience fully the effects of land upon its intensity. Since the maximum convection is located near the hurricane eye wall, the primary area of PMH energy inflow would be concentrated in a relatively small area (less than 100 miles in diameter) and would be relatively unaffected by the water surrounding the Florida peninsula during its over land passage.It may be concluded that a servere hurricane for October through June, moving in a typical path fromsouthwest to northeast would sufficiently deintensify and this coupled with a trajectory towards the Atlantic ocean, results in a lower surge than that caused by a moderate or average hurricane making landfall on the east coast.PROTECTION OF EMERGENCY COOLING CANAL AFFORDED BY PRESENT MANGROVESWAMPWaves reaching the Ultimate Heat Sink during a PMH or stalled PMH would approach from the northquadrant (NW through N to NE). In making the approach, the waves at present would have to transverse extensive areas of vigorous mangrove swamps.A study of the literature on dissipation of wave energy by vertical piling shows that the rate ofdissipation is affected by the wave-height wave-length ratio of the wave and by the number of pilings (38). Assuming the mangroves to be similar to an array of pilings, it is possible to estimate the attenuation of the wave passing through the mangrove areas.For the purpose of this analysis the mangrove trees were assumed to be growing on 10-foot centers,and a computation was made for waves approaching the area from the northeast quadrant. The waves transverse not less than 2500 ft. of mangrove swamp areas covered with thick mangrove growth standing up to elevation +20 and higher.From the technical reference above (38), it can be computed that with the mangrove trees on 10-footcenters, incident waves would lose 10 percent of their height in traversing 480 feet of the mangrove area. In traversing 2500 feet of mangrove swamp, the waves would be reduced by the fifth power (2500 / 480 5) of the reduction factor. Using the 10% reduction in height, the reduction factor wouldbe 1.000 - 0.10 =2.4-31Amendment No. 21 (12/05) 0.90, which raised to the fifth power is approximately 0.60. This would result in a reduction of the wave height to 60 percent of the initial height. Applying the calculated 60 percent reduction to the waves from the north-east quadrant for the NRC stalled hurricane without full land deintensification (see Figure 11 of the Erosion Estimate Section Supplement 1 to Appendix 2H of the St. Lucie Unit No. 2 FSAR) and using the methods described in that section, it is found that the effects of the mangroves would be to reduce the littoral drift moving westerly along the north face of the plant island towards the ultimate heat sink from 17,000 cubic yards down to 5500 cubic yards. This 5500 cubic yards of littoral drift would not adversely impact the ultimate heat sink provided for the initial commercial operation of St. Lucie Unit No. 1. It can therefore be concluded that the existing mangrove trees to the northeast of the plant island would by themselves adequately defend the emergency canal provided for the initial commercial operation of Unit 1 during any of the various PMH cases.

2.4.5.9 Updated Surge Level and Wave Runup Analysis As part of the Unit 2 FSAR Operating License (OL) review, an updated site specific analysis for determining flooding conditions resulting from surge level and erosion from wave attack was performed. The flooding analysis was based on the steady state Probable Maximum Hurricane (PMH) while the erosion analysis assumed a stalled PMH. This updated analysis showed that the beach dunes and mangroves were not needed to protect safety related structures and equipment from PMH surge and erosion damage. Since these analyses pertain to the plant site, they are applicable to Unit

1. For the steady-state PMH, the maximum surge level is estimated to be 17.2 f eet MLW (reference St. Lucie Unit 2 UFSAR) which is well below the flood protection level of 19.5 f eet MLW. Considering the effects of wave runup for the maximum postulated surge level of 17.2 f eet MLW, the maximum water elevation varies up to 18.8 f eet MLW waves from the north breaking against eroded parking lot except for waves from the east over eroded areas (dunes and mangroves), which propagate up the discharge canal approaching the nose where Unit 1 and Unit 2 canals join, where a maximum water elevation (surge level and runup) of 28.0 f eet MLW is postulated. The discharge canal nose area is protected by a steel she et-piling barrier with its top at elevation 22 f eet MLW. During the peak surge water level of 17.2 f eet MLW, the refracted wave will break on the slope in front of the sheet piling and result in a wave runup of about 11 feet on a hypothetical extension of the slope of the canal nose.

Overtopping of the barrier is expected and the resultant water behind the barrier will be drained off into the discharge canals. The temporary flooding around the nose is of no concern since there is no Category I structure located in that part of the plant site. For this surge and wave runup analysis, it is assumed that the foredunes are completely washed away along the entire east coast of the site and that the incident wave propagates from the ocean without any attenuation prior to reaching Highway A1A (reference St. Lucie Unit 2 UFSAR). Therefore, the presence of mangroves or the elevation of the beach dunes do not affect the analysis and neither is required to mitigate the consequences of the design basis steady-state PMH.

UNIT 1 2.4-32 Amendment No. 2 7 (04/15)

The total use of artesian water for irrigation may be about 10 million gallons per day during the dryseason. During the rainy season most of these wells are not used.Chemical analyses of water samples taken from the wells on the mainland indicate the water from theshallow aquifier to have a lower mineral content than the artesian water.(10).When the area emerged from the ocean (See REGIONAL GEOLOGY SECTION 2.5) after the lastmajor advance of the sea, all the land was saturated with salt water. Rain falling on the land and moving through the ground has gradually carried most of the salt water back to the ocean. Most of this Pleistocene sea water has been flushed from the shallow aquifier except at certain locations. The piezometric surface of the Floridan aquifier in Martin County is about 50 feet above mean sea level. This pressure head should be sufficient to insure at least 2,000 feet of fresh water below sea level. Artesian wells in Martin County down to about 1500 feet have shown high chloride content. It appears that this is due to contamination during the Pleistocene epoch rather than recent sea water encroachment(10).The source of natural fresh water on Hutchinson Island is rain. Because of the low land surfacealtitudes, the permeable nature of the soils and the short distance to points of discharge, the water table is probably only a few inches above mean sea level. Wells in many places on the island are still in fresh water a foot or so below the water table. However, even moderate pumping allows salty water to enter the wells. At the site, the pumping of Indian River water into the pond has increased the mineral concentration of the ground water. Results of water chemical analyses on seven samples taken at the site are given in Table 2.4-3.2.4.13.3 Accident EffectsTwo types of pump-in, constant head type field permeability tests were conducted at two locations, asshown on Figure 2.4-19. These consisted of open-end pipe and well permeameter methods of testing, as outlined in the Bureau of Reclamation's "Earth Manual"(11). Field permeability tests were also planned at proposed locations of major structures in the swamp area and borings were made for this purpose. However, these holes were found to be clogged with organic fines. In an attempt to remedy this problem, the bore holes were re-drilled and cleaned, using clean swamp water and diluted hydrochloric acid. However, this attempt failed; therefore, tests in the swamp were abandoned.A total of four test holes were drilled in the vicinity of Boring B-2, two for the open-end pipe (PC-1 andPC-2, fully cased) and two for the well permeameter method (PU-1 and PU-2, partially cased). Dimensions for these holes are shown in Figure 2.4-20. The subsurface conditions as determined by boring B-2 are given in the attached log, Figure 2.4-21.2.4-44 In all test holes, casings were advanced by jetting or by washing and driving. All holes were carefullycleaned before testing was begun. After cleaning, cased holes PC-1 and PC-2, were completely filled with limestone ranging in size from 3/8 to 4 inches. All casings were sealed on the outside using expansive clay pellets.In conducting all permeability tests clean water was pumped into the casing and a constant gravityhead maintained in the casing during the test. The flow was measured with a water meter, the constant head in the casing being maintained by means of regulating valves.Graphs of cumulative discharge versus cumulative time are shown in Figures 2.4-22 through 2.4-25. The coefficients of permeability were determined using the steady flow part of these curves for the two types of tests.The field permeability values obtained for all four tests are shown in Figure 2.4-19. Laboratorypermeability test results compare favorably with these values.Field permeability tests made during this investigation have indicated a seepage rate of flow of about15000 feet per year in the top 30 feet of the sand deposits at the site. Taking the highest permeability coefficient obtained and a hydraulic gradient of 100% any discharge introduced into the ground at the reactor site would reach the Indian River in about a day. The discharge would be greatly diluted immediately. Because of the proximity and width of the Indian River and the presence of slight flow of ground water toward the coast line, there is no possibility of sub-surface flow from the site to the mainlands.An investigation of the ground water hydrology of Hutchinson Island permits the conclusion that thepossibility of any intrusion of accidental releases of radioactivity into mainland ground water supplies is extremely remote.2.4.13.4Monitoring or Safeguard RequirementsGround water samples will be taken quarterly from two locations as part of the operational radiologicalsurveillance program (Table 17-1, Hutchinson Island Environmental Report, Supplement 2).2.4.14 TECHNICAL SPECIFICATION AND EMERGENCY OPERATION REQUIREMENTS Refer to Section 13.3 for the Emergency Plans outline for actions in case of emergencies.2.4-45Amendment No. 17 (10/99)

TABLE 2.4-1 PMH SURGE COMPUTATIONS

  • Peak Surge Windstress Component PMH Translation Speed (Knots) Radius to Max. Wind (N.M.) Astronomical Tide (ft.) Above MLW Initial Rise (Ft) Pressure Rise @ Peak Surge Sx (ft) (on Shore)

Sy (ft) (along shore) Sx Max. Ft Sy Max. Ft Total Surge Ft. MLW 1 17 18 3.7 1.5 3.83 6.67 .52 6.71 1.34 16.22 2 10 18 3.7 1.5 3.87 6.25 .58 6.26 1.52 15.90 3 10 10 3.7 1.5 3.78 5.88 .62 5.88 1.37 15.48 4 17 10 3.7 1.5 3.75 6.40 .61 6.44 1.17 15.96

  • Reference Section 2.4.5.9 for updated surge levels and wave runup analysis.

UNIT 1

2.4-50 Amendment No 27 (04/15)

LEGEND ,. Surf<<* Drainate Woy Populated Artcu Areo* !W.ttloptd Thr'OUQh Artificial Orainci;t High Otntlty Of Ovat Or Cltwlor Swol .. Rldo* Or Bluff Aoodwoy rd

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  • 0 PREDICTED

-MIAMI HARBOR ENTRANCE (SEPT. 1968) NOTE: DATA FOR FORT PIERCE -ST. LUC IE FROM TABLE 2 1 REFERENCE 3, FOR Tl ME AND HEIGHT DIFFERENCES. MEAN HYDROGRAPH FORT Pl ERCE ST. LUCIE INLETS (BREAKWATER) OCEAN TIDES \ IN DIAN RIVER Tl DES / ....--x" / ,,,..,,.. , FORT PIERCE / ,,. "" (CITY DOCK) PLANT TIDE LEVEL __ .,;!_/ ___ _ "'--/:7 -o-T-tt T-t-2 Tl ME IN HOURS ST. LUCIE PLANT T-7 T-6 T-5 T-4 T-3 T-2 T-1 To NORMAL TIDE RELATIONS VICINITY OF HUTCHINSON ISLAND FIG. 2. 4-3 1'225 +1.0 +20 £!>1..111..DIN<;i -OlE&E:L tSF.N£P.A\OR Ql..D'1 ---PLANT fiLL . 4 :r " i Ci\IWVE-S

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  • *
  • 80 70 60 ....... . 4U 20 10 0 T-3 T-2 T-1 T-0 TIME IN HOURS I I ,---1 NOTE: VOLUMES BASED ON PROBABLE MAXIMUM HURRICANE TIDE GRAPH (FIG. 2.4-8A) AND BROADCRESTED WEIR FORMULA -T+l Q = 3.087 LH 3/2 T+2 T+J ST. LUCIE PLANT PROBABLE MAXIMUM HURRICANE OVERFLOW VOLUME HYDROGRAPH FIG. 2.4-5
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COMP:.NY IT. LUCIE P'l.&.-.T 1 WINO FIELD* PMH *CASE I FIGURE 2.4.7o

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  • i FLORIDA POWER &

COMPANY ST. LUCIE PLAllT UNIT l WINO FIELD* PMH

  • CASf 3 FIGURE 2.J.7d
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  • 1 +--1*t l-*1+-r+*1+'l-*t-I*:

I i i 0 0 4 8 -12 ' I I '

  • 16 24 20 28 :J:2 TIME IHRSJ 36 .j() ..i 43 52 56 *1 60
  • FLORIDA POWEK & LIGHT COMPANY ST. LUCIE PLUIT UHIT l TOT Al 5URGE HYDROGRAPH PMH 2 FIGURE 2.4-Pb
  • t++-1---1-!
  • +* -!-*** ... , J t* t* 1-** r*-r'j-T I i ***1 : j ' * , --H--rff*

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  • 10 N.M. T
  • 10 KNOTS VK
  • 154 MPH . I I I . I ' ' . ' . . : .. + .;. +-:*-+-!...-

t-J-L. I t__J__J . ..J_ . ' . ' I I i : I i I t3 12 I -*-r-++--. -i-I i _, ... ; ........ ; i" 1+H-i'. I al 10 : . ' ' ' ' <! , ! ' I 9 i-1-*-+-*--1 .T -I : .. ! . . -I I_, "? -.. . .J ! ; ! : i I : ' *-f--*-1--*t* I --j-12 ! I . ' ! i ***-*----, .... --r-**1* *: r , '11 I I : i ; .... , ---: ... I **; --,__. ! -... **r--*-*j*-----1 10 __ ; -* . L : -+-""+-\---!----+ , g , ____ , ___ .I, ____ ,i , --+-i-r*** \ : ***f---+-, i-** .!/. .. _j_ .... L..: '\ i ' i ... 1.L. 8 i : . : ; \, '. I l I 7 I./ 'LL 'J .. i-**--I _, ___ , __ *-f-I t* J" I N i--, 6 51 I : .. + ::9 4, -t*-1*-t--*l---t**-

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! ;
; ' ,/--1-;\

3 INITIAL SURGE , , ! .°'\..i 2 TIME (HRS.)

  • FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT l TOT AL PMH *CASE 3 FIGURE 2.4-Bc
  • ! I :*1
  • r r I 1----1**-'*-'+--i---+*

.; .. -I ... :.+ .. : ... ,. i , . l ,---+--: I ; : * ! ! : ::t 15 *j - l*** BASlcPARAM 1 ETERS .... L.. .

  • l I& 11 *ffi# R
  • 10N.M. ' I --*--*-

--T

  • 17 KNOTS ___ ;_ __ __
  • 1
  • I I 1 Vx
  • 158 MPH : "T i 14 13 12 11 5 :s 10 w > 0 9 ...: ... ;: 8 :c (!) w :c 7 w (!) a: 6 5 4 3 . ;.J .. :. ... LL. . ; ** l *+-1 .: j .. *: ..j-.;--l--:
    • I *-:****I Ii** -14 13
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  • l*-1 *'*r+-I-:t-t-\J-*l--1-+-

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  • 1 * :-**1 ** ?* **1-1--+*-'*-**i

\ I : I 10 9 8 7 6 5 4 3 2 *: .. ' . ! .. sET!P . : . I . . I : . . I . I * . I : . I 2 0 *1 t I I -;*-I .... , T I I .. :. I *: i I . ; J*L-__ L.. f I ----* *-*--f-* ... SY COMPONENT_ I . I i .: . ! .. : _,..I -.+--:-! 12 14 18 18 20

  • FLORIDA

& LIGHT COMPANY ST. LUCIE PLAilT UNIT 1 TOTAL SURGE HYDROGRAPH PMH. C.ASE 4 FIGURE 2.4-Sd

  • * * .. , I I ! -:*I :*I :-1 * *--! ... ,,-----------.:_::!_ *-* *-*: : ::C p* . I * '.-*--*: . . . :: :: : :j::::; ... I .: : i 0 . ;*
  • 1 . -I I : * : I : ! . -***-.. --*-**...:-.<Cw

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  • n * * ._.:..1 -,j. s : ; ___ < a::'.) ..

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  • I-<: --;*_-:_: ... t---* -* ---* .... ___ ,. .. --------*--' --i::.:.--:-_

LL. u . L _____ i -*-----o ru o ro v N o 1 fl') N (/) w ...J :E w !-.:::> I--:t I-(/) :".! w 0 z <( I-(/) Q ELEVATION -FEET* MEAN LOW WATER ST. LUCIE PL.t\NT PROBABLE MAXIHUM HURRICANE TIDE IN INDI.t\N RIVER nc;. Z.4-9 a:: w > a:: 2 < 0 7-

  • *
  • Vero Beach Fort Pierce ST. LUCIE PLANT SlTE 10 fathoms . ' £, G
  • S
  • l'OTE: * :*nmi l!. s . c. DATA "'. 1112 CllAiff T-1.0 100 fathoms .\ I ( Atlantic Ocean 0 I I I I I \ I I I I I , , I I \ \ I x-

') . ti.* '? 1 .... <) TO.O

  • *
  • FIGURE 2. 4-11 HAS BEEN INTENTIONALLY DELETED
  • *
  • FIGURE 2.4-12 HAS BEEN INTENTIONALLY DELETED

-0 :::0 0 _.OJ ::x:> ;:oOJ ,, or -Cm Cl G> 3:: c :::C)> :::0 m :cs:: Nmc * "1J 3:: .!_. )>C NZ:::O Q -1:::0 V>() :::j)> mZ m -0 )> -I :::c

  • BIG MUD CREEK '"Tl r 0 ;;o "'0 :-t )> r -o CQ n ::e -m m ;;o '"O"" r -i C> :::c <=-1 z -n -io -3:: -0 )> z -< .------1 I AREi!. : -, (GR. EL 18.oon'-7

__ J SCALE PLAN

  • I : + ...I w 0 200' REFERENCE FIGURES: 2.4 -12B 2.4 -12C *
  • "Tl r 0 :;o ""'CJ V'-r -10 )> * )> .,, z .... ""'CJ C'> .... c:o c ""'CJ ""'CJ 0 ::e :::0 3:: ;;o mm m :::i:o :;o ""'CJ :!! !?<> N )>r >-r j:.. -Im I I (.II :z_ ..... -IG) N )> C: I tr r 0 z-1 z -n G) -to _. 3:: -0 )> z -<. 20 r ,_ .... w s*A I ... 10 I-* DISCHARGE CANAL PLANT r GRADE UNIT 1 *
  • 10 :E ... !!; ..J w 20 r 1 ,...,.Tos*A I .. 10 I-r A-1*A (SECTION 4*41 (FIG 2.4-12A) DISCHARGE CANAL r PLANT GRADE ( UNIT2
  • 10 0 125 (SECTION 5-5) (FIG 2.4*12A) 250 375 500 625 DISTANCE (FT) 750 NOTE: SECTIONS TAKEN FROM FIG 2.4-12A 875 1000
  • *
  • PLANT 201-2,000' TO SEA I r GRADE ( UNIT 1 ;---A-1-A 101-0 i (SECTION 6-61 .J (FIG 2.4-12A) .... !!:: > w .J w I I SWITCHYARD

>-201-10. BIG MUD CREEK EMERGENCY COOLING 0 CANAL ,, I r *10 0 ;:o -0 .,..-I *20 -iO r * )> )> *-o I -30 .,, z -I c::o I G"> 0 (SECTION 7-71 c: mm (FIG 2.4-12A) ::.:0 :co ;:o m -0 ::!! N >r >-r f-. -Im Z-:I: (/'I -i (;') -)> c:: :I: I 0 125 250 N 375 500 625 750 875 1000 ("') r z-1 0 =i8 z (;') .... I DISTANCE (FT.I -0 )> z -<

  • *
  • FLORIDA POWER & LIGHT COMPANY sr.* LUCIE PLANT 1 PARTIAL PLOT PLAN FIGURE 2.4-12D
  • *
  • SHEETPILE PROTECTION DISCHARGE CANAL TOP OF DIKE EL + 14.00 MLW* B 100' 100' FILL EL. +14.00 B WAVE RAYS CONSIDERED PLAN OF THE AREA IN CONSIDERATION SCALE 1" = 200' \J EL+ 16.22 MLW I h 0 = 16.22 -14 = 2.2 FT TOP OF DIKE EL.+ 14.00 MLW* WATER DEPTH= h 0 +my TYPICAL MAIN CANAL BOTTOM PROFILE SCALE 1" = 40' *TOP OF DIKE ELEVATION HAS BEEN CHANGED TO ELEVATION+

18.00 FT. SEE NOTE IN SECTION 2.4.5.6. FLORIDA POWER &LIGHT COMPANY ST. LUCIE PLANT UNIT 1 DISCHARGE CANAL BOTTOM PROFILE AND AREA PLAN FIGURE 2.4-12e

  • *
  • y FLAT BOTTOM TOP OF CAHAL BANK x FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UHIT 1 DISCHARGE CANAL WAVE RAYS FtGURE 2. 4-12F
  • *
  • SHEETPILE PROTECTION DISCHARGE CANAL TOP OF DIKE EL.+ 18.00 B 100' 100' B WAVE RAYS CONSIDERED TOP OF DIKE EL+ 18.00 FILL EL. + 14.00 PLAN OF THE AREA IN CONSIDERATION SCALE 1" = 200' FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLAHT UHIT 1 DISCHARGE CANAL NOSE PROTECTION FIGURE 2.4-l2g
  • " _____ _,/
  • 2
  • z 0 j:: < > w (.!) z :J < ow 0 a:: u< .... a:: ifi w z .... o< a. :.: 0 u I ,1 I 11 I I 'I I I !1 I I I I I I I I I I I lL----"?f _. wll"""" 1 "=---=-81 ir-=-0111 u1 , llr_ ... --i:U' _. -*o--z ::l--0 °' c.:> *---I -----o >-°' < (.!) :z Xz < ::::>-_J 0 <0

°' = 0 ::::> >--.... co w u < w 0:: z ::'.j (.!) oz z-<o :::c: -I ::::> w co ::::> IL FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 PHYSICAL ARRANGEMENT OF EFFECTIVE WAVE RUNUP BARRIER EAST OF REACTOR AUXILIARY AND FUEL HANDLING BUILDINGS SHEET 1 OF 2 FIGURE 2.4-12h H49 CL \9 -, I I I _J -1 L_ ---' 1C>:!D-i.!L Dcce. -' itAB 3><*0 OooR I I TANK t r-11 e-uiLD\tl"" -------=-1 FUE-L FOUILD1u4 -j __ EL155 1V.A1f=.IC.. fOUNDA.119_.._l -flOt--1 ') FLORIDA POWER & LIGHT COMPAN'i ST. LUCIE PLANT UNIT 1 AlrnANGfMENl 01 (rf£CTIVE WAVf RUtllJP BARRlfR FAST Of AllXll IARY AND IUf I HANDLING BUil DINGS SHC t 1 2 or z FIGURE 2.4-12i

  • 13 a: 12 UJ t-<( 3: u ::: 0 ....JIO z c:r -w :; s --.>. _J ._.:. e .. :: -f-* w lll 7 I.&. * :z 6 0 t-<{ _, UJ 4 3 2 0 *
-+> 1

!-J 1 : . *

*
  • 1 --:: *: __ ; __ *-*;-* ---, --.-;-:**.i*_::t:::

I. : :.J::_":' __ : :_ . l * .. ---:-*-: I lB--:--\=-j=i' f , .. : l':j; LH : -* ---._ : -. -r c-1 :_ . : : : . ! : . . * :: -: . : : l . . . t:_::: __

  • _; __ .. -_ -*-c I*** I .Lj -rl * * ' I * * '** I * . . u, ; ;: : , :c: *. . T-1 To 't+I Tl.ME IN HOURS T+2 ST. LUCIE PLANT PROBABLE HAXI:-!UN HURRICANE INDIAN RIVER -MEAN WATER LEVEL HYDROCRAPHS FIG. 2.4-13
  • 16 ;: u.. UJ C> 14 °' < :c u ..., Ci 12 UJ > 0 r:Q < * ::c 10 I-0.. UJ 0 8
  • 80 90 100 110 120 130 140 150 160 170 DISTANCE FROM DISCHARGE (FT) FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 PLUME TEMPERATURE DISTRIBUTION BASED ON MATH. MODEL FIGURE 2.4-13A
  • *
  • MEAN LOW WATER EL.!0.00 :i: I--WAT ER FLO\ £ ...._ .J'ATER FLOW 6;::: ............__

_,./ rnr ***** ii I --r1r ***** N _.-; ___ _ AMENDMENT NO. 12 ( 12/93) FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT -UNIT 1 DETAILED VELOCITY CAP FOR COOLING WATER INTAKE FIGURE 2.4-138

  • * * ,,. ..... r

-:z:. -' 0 I HENDRY I I I "' l> :;e. !-*-------- '--*-i I .. , .. ..1-_J_ ______ EXPLANATION ,...so/ t.inv ahow1n9 anouot of the pinometric surface ift fHt above meo" sta ltvtl in li49, with rt111t.to"t ftlrouth 1957. Co1ttour interval 10 feet SCALE IN MIL.ES 10 ; 8 18 ZS So .. o 50 PIEZOMETRIC SURFACE OF THE FLORIDAN AQUIFER (AFTER LICHTLER -1960) () ST. LUCIE PLANT PIEZOMETRIC SURFACE OF THE FLORIDAN AQUIFER Fir.. ?.t.-1t.

  • *
  • ATLANTIC OCEAN
  • p II ...

PIO P3. P 3a P7 PS *, pg *' ____!-/ ST. LUCIE PLANT PIEZOMETER LOCATIONS 9 800 18po SCALE IN FE ET FIG. 2.4-15

  • I ;@

p ... 0 0 40 80 z -100 0 ;:: c( -l20 > II.I _, II.I -l40 -160 *IEK> -200 -220 -240 P-11 "* .. P-2 P-IO D-1 -:....---* P-2 P-8 P-9 P-13 ANASTASIA --FORMATION

TOP OF HAWTHORN FORMATION

-too bEGENO l'llZOMITOll l'EZ-TUI Cl llANGI: OI' VI.II l'Olll THI -1 !IA-O' VA!t CAEIK EUVAT Ol' N'lllL IH8 ST. LU< Pl EZmll TRIC

  • Ne *TION Of' flE20 LEVILS Of' Al'lllL IMS ON OF 111G "1.10 FOR THE VOHTH IE PLANT SFCT!tlt\

I It; * .' * .:.-In *-*---

  • WEST B-18 15 ELEVATION OF 10 PIEZOMETRIC SURFACE 5 50 13 0 100 T77TTTl CLAY, PLUG 0 -MAX* -AVG* ..-MIN* I I"= 2500' HORIZONTAL I"* 50 VERTICAL
  • MAX* AVG* MIN*
  • EAST 8-17 --50 34 -50 --100 ST. LUCIE PLANT PIEZOMETRIC CROSS SECTION BORINGS 17 ANO 18 FIG. 2.4-17
  • 14 IS ,,. 12 n ,, .,:.. : : I I I IL. I I r. II I *' 11
  • I I z 1 1 t!J 0 1 1* '\ "1* 11 I -... 10 ,,11 I I* 'f
  • Cl'. , , > 1: *** A !, '* 1 ,, ' ... \ I' ,, ' I ...I
  • I ' I I I ** I. I ' , , '\I I , I 1 1 1 \1 I I \ ' \ Ill 1; ,,, ,, ,, \ ,,. t \\ }I r\
  • I I \
  • t I I 1 ,, \ 11 11, I \ J' / 'of'. Id 1../.' ' I *---\ ,/\ .-:-,J _, bJ * > Ill ...I 7 0: bJ ... . C( 31: , .. I I J : 1' I I* I i""!t I t I I I I ., I ., I\ I : I I ' I \ ,1-j' " l I o I J f I l I \ I T Im; --.-.-.. I I t.'e JUNE JULY AUGUST ---*-FT* PIERCE RAINFALL -------STUART RAINFALL
  • Z*O I [ I* 0 RAINFALL (INCHES) l*O L . O*O ST. LUCIE PLANT PDEZOMETRIC DATA FOR P-17, P-IB FIG 2.4-18
  • '-HWY A-1-A N I I 10' 30 20' -125' I 435' PU-2 I PC-2 i -, 10' 75' LHIEND O FIELD PERMEABILITY TEST HOLE
  • PIEZOMETER

_. BORING B-2 lscALl'. *

  • HOLE PC -1 PU -1 PC -2 PU -2 TEST RESULTS PER.MEABlLlTY , k ( FEET PER SECOND) OPEN PIPE METHOD I WELL PERMEAMETER METHOD 7.5 x io-3 I 6.7 x io-4 3.4 x 10-5 I 4.9 x io-5 HUTCHINSON ISLAND -NUCLEAR PLANT JOB NUMBER EC-163 LABORATORY PERMEABILITY TESTS Permeability Tests were run on undisturbed samples from two locations.

The samples were cut into discs 2.5 inches in diameter and 1 inch thick and sealed in closed chambers. 7hey were then subjected to an unbalanced head of water and the rate of flow through the soil was measured.

  • RESULTS llOR ING NO * !!fil2!!....

.!: B-8 15'-16.5'

o. 740 B-13 35'-37' 0.915 SOIL CLASSIFICATION 9.9 x io-2 ft./min. GREY SLIGHTLY 'SILTY FINE TO COARSE SAND (SHELL FRAGMENTS RETAINED Ul SIEVE NO. 40) 2.8 x 10-2 ft./min. GREY SLIGHTLY SILTY VERY FINE SA!ill WITH TRACE OF SHELLS ST. LUCIE PLANT TEST BORING RESULTS FIG. 2.4-19
  • *
  • 11 -

rL 3 CASING -000 1 !"" ,.£'.: .= .... I -w.r.-L W.T*-* --*-... ,_ ,_ W .T .-=-.s_ .... *-W. T .... ----:J:. !""I 0 ..... !""I Lt"\ ..... ,.._ -..... \0 _ .. 0 -0 Lt"\ ..... Lt"\ ..... c ..._ -L -0 PU -2 PC -2 . °' N PC PU -1 NOTE: 4 inch I D. casing used throughout. LHl:ND S'I. LUCIE PLANT CASING ARRANGEMENT SCALE: FIG. 2.4-20

  • *
  • DISCRIPTION
n. 0 VERY LOOSE GRAY AND TAN SILTY MEDIUM TO FINE SAND WITH PEAT AND TRACE 2.5 HIGHLY FRAGMENTED SHELLS VERY LOOSE GRAY SILTY FINE TO COARSE SAND WITH CEMENTED SAND NODULES 4.0 FIRM TO DENSE TAN AND GRAY SILTY FINE SAND AND HIGHLY FRAGMENTED SHELLS 13 .5 DENSE GRAY VI.:R\ ::-um SAND 17. 'i STIFF LIGHT TAN SLIGHTLY SANDY SILT (DECOMPOSED LIMESTONE) 21.0 LOOSE GREEN CLAYEY SILTY VERY FINE S,\ND 27.5 FIRM LIGHT GRAY HIGHLY FRAGMENTED WITH FINE SAND AND CEMENTED SAND AND SHELLS 33.5 FIRM BROw'N FINE TO MEDIUM SAND WITH TRACF CF.NFNTFD SAND AND SHF.T.T.S 38.5 FIRM BRO\.:N MEDIUM TO FINE SAND WITH CEMENTED SANDY LAYERS 40.0 llOlllNG AND IAMPLINO Mlm AITM D-1116 !;URI DlllLUNlt 1111111'1 AlfM D-2111 II TMI NUMllll Of II.OWi Of 140 LL HA111U111111 PALUNe MIN. IUQUllllD TO DlllYI 1.4 IN. 1.D. UJllllllUa In
  • WATa TAii.i, M ML WATa TAii.i, 1 ML LOU Of Nll.UN9 WATa ELEV -1 7n O -1.30 -6.30 -11.3 -16.1 -21.1 -26.3) ... 11_10 ... 1 f. 1r
  • PENETRATION-ILOWS PH FT. BOTTOM 10 20 30 40 L 1 " 7 .........

I . .... .. ... 60 101 OF 00 CAS ' (/) z 0 ....... E-< < u c ,._J ..... en w ..... :>-< ..... --' -cc < w w c... 0 ,._J w ...... 4.. PU-: PU-; PC-2 PC-1 TEST BORING RECORD ST. LUCIE PLANT TEST BORING RECORD BORING B-2 FIG. 2.4-21 KAU * ,-.. en z '-' §; pc: :i g; 1-1 E-t ;:) u 200 150 100 50 0 0 5 ..... FIELD PERMEABILITY TEST WELL PERMEAMETER METHOD *

  • pu_1. / 10 15 20 25 30 35 TIME (MINUTES)

ST. LUCIE PLANT FIG. 2.4-22 ICAll * -Cl) z -p:: r.:i E--< < ::J: H E--< :s t) 1000 800 600 400 200 0 0 10 ......... FIEUJ PERMEABILITY TEST OPEN-END PIPE METHOD *

  • 0 PC_I 20 30 40 50 60 T-IME (MINUTES)

ST. LUCIE PLANT FIG. 2.4-23 KMI

  • J 250 J 200 . ,-... en s ..:I t3 '-" 150 ..:I pc: &:zJ f-4 .c( 3: 100 g! 1-1 (:-< i 0 50 0 .o 20 ...... FIFID PERMEABILITY TEST WELL PERMEAMETER t'ETHOD *
  • I / PU_2 40 60 80 100 120 TIME (MINUTES)

ST. LUCIE PLANT FIG. 2.4-24 KAI.I * -en z -g E i CJ 300 200 100 0 0 10 20 U9IND FIELD ?ERMEABCLITY TEST OPEN-END PIPE METHOD *

  • I Pc_2 30 40 50 60 70 80 TIME (MINUTES)

ST. LUCIE PLANT FIG. 2.4-25

  • MOTOR f EL EV + 21' -6
  • l' .11.112" ELEV. 18'*6 * ., MOUNTING PLATE ELEV+ 19'.1*
  • MINIMUM WATER LEVEL ELEV 0 6.0 sz FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UMIT 1 INTAKE COOLING WATER PUMP SECTIONAL FIGURE 2.4-26 LEG D 0 l \

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.-....J FLORIDA POWER & LIGHT COMPANY ST. LUCIE ?LANT UNIT l PATHS AND MONTHLY DISTRIBUTION OF POST-1900 HURRICANES FIC:l!RE 2 .4-27 T .. , .... A 1-, LA BA .. ,,. * .IULT ll*AUOUST f ..., ....... 10*1* 19"*.M.* *-tt ; E F l. \ QI q .,. I ',3fHorw:. C*r:lo,.k*y

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  • I 1 ***** oc10*01 " *l ,, ** (.)(;109(11 l . IJ \ ", '.?1::; .. "" .. ,,,_,,,, .. ,... * \ ,----, ."
  • ltt OCLJ9(11 *I 14 ,..,. ,.,., .. "*" <ll I \"J *;

ji* c /) 1* :::: .-;: 1f9' l} OG101tttt >"i <i:: 'r' , r :::; \ ,,,., fv11 o ,. *o *t FLORIDA POV.ER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 PATHS AND l()NTHL Y DISTRIBUT!Ot-1 OF PRE-1900 HURRICANES FIGURE 2.4-28 MAP MIN HURRICANE STORM HOUR DISTANCE OR TROP INDEX iUMBER NUMBER YEAR DATE llSTJ FROM SITE STORM NAME iii) 3 !!IOI OCT 111 LT 25 W 2121 8 1!1116 OCT 21 11110 61 WNW 3 I 1910 OCT II ll!lllO 78. TS 1131 6 1921 OCT26 01llO 97 NNW H 5 7 1911 OCT 21 lllOO 11 SSE TS 6(41 10 1926 OCT21 0400 94 SE H 1 s 1917 OCT 2 1100 93 ENE TS 8 6 1938 OCT 20 1500 96 ENE TS 9111 8 1941 OCT 12 moo 63 SE 10161 8 1948 OCT 5 2200 94 SE 11171 II 1950 OCT Ill 11100 37 WSW H KING 12 8 1951 OCT 2 ilOO LT 25 WSW TS HOW 13 10 1953 OCT 5 0200 88 ESE TS 14 12 1953 OCT 9 l500 2' NNW TS HAZEL 15 11 1959 OCT 18 llOO lJS TS JUOITH ii*BJ II 1961 OCT 14 1100 17 ESE H I SB ELL 11 10 1969 OCT 3 IJlllll II WNW TS JENNY IOTES: 1. COLUlll I., ** NUMBERS 111 PARINTHESES REFER TO INDEX NUMBERS AS PLO TI ED OH NAP 1. COLUlll 5 **** TIME ll!EN STORM WAS CLOSEST TO FT. PIERCE. 3. COLUMN 7 **** REFERS TO MAJOllUM ll!EN STORM WAS lllTHN THE 100 MILE CIRCLE. FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 OCT. HURRICANES PASSING WITHIN 10 N.M. OF FORT PIERCE. FLA.* 18991974 Source: National Hurricane Center FTr:llRE ? /,_ 7q -CN 0 -nen -::o >rJ 3:--f H mn::o Cl )> )> C::: )>Zr "Tim ti:! -ft/I ""O N m)> ::0 * -1::-r)> VI I )> C W Z-n::O o ocm -nzo )>n,, r-t r-o z * -n r 0 Cl' -10 * )> .... -0 c:o mm "'O ;o .... SI" > :zr .... -0 c: ::i: :z -f =t (") 0 -3: -0 )> z -< *

  • IOOO F' I I ., I I I I I J 1-:::L-f-l I I I I I I 990 ,... 980 cD ! w a: 970 en &Lt a:: a. ..J : 960 .... z &Lt u 950 940 930 -2 SEPT. 16, 1928 AUG. l.J, 19.J2 SEPT .. 21, 19.J8 A---A---A SEPT. 2.J, 1941 *---*---*

OCT. 19, 1944 * --***--* AUG. 27, 1945 -*-*-SEPr. 15, 1945 A A SE Pf 19, 194.,, I

  • AUG. 26, 1949 AUG . .JI, 1954
  • OCT. 15, 1954 1 a* I I l_LL I I l_l
-A-A I I I I _JI I I I I II 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 39* TIME AFTER LANDFALL (HOURS) 2Cl'E 40" w 80' IOO" l20' 14()" iw* l80' 16)" 140" l20' IOO" 8)' ft]' 40" 'l!J'W C1' 2C1' 60'Nj *--*** .. ---. ... n1TIAI ;=
t3 ll I "<<<Z0/ffff/.:Hff/%1' 0,;u:\ -fUWjij llO"N 40" 40" 2C1' 2C1' C1' \'.?\ __ w;;:;:: "" q ""-"'

I E -* V////A'/AFA CC --.,. """' n ,1 I C:2.._,,_ C1' 2C1' I 20* -"-wffiWj JP m-40" I 60' , :til 40* - DYNAMIC POTENTIAL FOR HURRICANE GENESIS 2D"E <4C1' fD llO' IJO' liO'NI /=U)? I ew.,v IZO' 14()" l60" BJ' l60' 14()" l20' IOO' OCT -NOV -DEC HERMAL POTENTIAL -(E) + 5 , 5 p I -; c (units 10 Cal/cm 2 °K "°"5 r) 80' ft]' 40" 'l!J'W C1' 2C1' 40" 2C1' 0--......... I 20* **, @: 2C1' C1' C1' 2C1' 2C1' c I 80' --*.: x'i?I 40' c THERMAL POTENTIAL FOR HURRICANE GENESIS FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLAHT UHIT 1 HURRICANE GENESIS POTENT I AL SHEET l FIGURE 2.4.Jl 1()'E 4()" flJ' 00' IOO' l20" l40" \60° ISO' \60° 140" ICU'" MT OJ OJ 40' '2J:rW --60"NI OCT -NOV -DEC ,,.........., >t I "4Jv "'4WP'$M7$£ 'Ž -t;q9,fj """ 'lD' OBSERVED CYCLONE ORIGIN NUMBER PER 5 ° LAT. -LONG. P /L., 40* 20* *-4()" 'lD' c;c;:;:: Eq ---(1" CJ' I '--t=' 2()9 . / , //, ; /'t:'""" "'(ffW>ff jff1 'lD' 40' I fl?* *er x'JI 40* """ OBSERVED CYCLONE ORIGIN FREQUENCY FOR OCT. -DEC. Zl"E 4()" 60" 00' IOO' l20" . *---*-. *-40' '2!:rW IO'N OCT -NOV -DEC )-f DYNAMIC YrHERMAL PARAIVETER 40' no. per 5 ° LAT.-LONG. per 2 .... F...,..,,_,., un"ts 5X10'8 cal °K sec-* m y, , 20* **, ._...,_ ,_ 20" """ """ 20" CJ' CJ' 20" 20" 40' 60" - SEASONAL HURRICANE GENESIS PARAMETER FOR OCT. -CEC. FLORIDA PCWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 HURRICANE GENESIS POTENTIAL SHEET 2 FIGURE 2.4-32 84°F -August through September ----October through June 82 80 W//,/ h;'.'0//,/,,-7/,//,//,/ ,0/////,/,,-7/,///,/,0" /,///,/ mP .4??.'. w 1-Ui (I) i a: <( w z ui 0.. ::!E w 1-w (J <( u. a: :::> (I) <( w (I) ...J J: 1-z 0 ::!E 78 76 74 72 Jan ' ,' ' ,' ' ,' ' , ' , ... _,.,,, Feb March ,' ,' I'/ I', April , / , , ,' ,' / May June MONTH July Aug Sept Oct ' ' Nov ' ' \ \ \ '\ ' ' Dec FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 ANNUAL SEA SURFACE TEi.iPERATURES FIGURE 2.4-33

..., CD 0 ..... :u "'6 m ..... > r 0 r -o "T1 (") c: 0 l> n "' Ci .... -m c:: 6 m :u ::0 z m ,,. >r "' V> z-;.,, ..... ..... '2 !.... c c: :::; 0 :n -< -<o l> -;: :u m -0 > l> z -< INSET LEGEND .. .. .. ** .. KAL.a tMMIL.ft ....... H ST.JOV ARl:A LIMITS 0-"" SU8R£Gf0 STUOY Allltl:A Rl:MOTt st::HStNG LIMITS 0 N ' COLLl*ll r--,___ 1 DAOK ;,.J .---/ / " - "' m Cl .,, 6 c; z > c r ::0 -0 m .I N -< "' ..,, 6 I N Cl "' l> :;? =< 0 :i:i "' -.... 0 l> :; '"':! no -"' m ,.,., ..,, "' r-"" > r-z-.... Cl c: z -n -<o -3: < n LJ D D LCGCNO ,. .. .. .. .. HIGHLAND RIDGES ,r.-C:RIOR po AINS <>.ND VALLEYS HENDRY r ! _ _J L COL.LIER

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  • l> ,... -0 Co ;;;m ;u >r :z -... G") c= :z ... -n ---<o -3:: -0 l> z -< AXIS OF OCALA UPLIFT 'EGENO ... KAL* "' *tt..H 0 .... SOUTHERN LIMITS OF SOUTHEAST GEORGIA EMBAYMENT AXIS OF MAJOR TECTONIC STRUCTURE AXIS OF MINOR STRUCTU"'F TERTIARY FAULT BASEMENT APPLIN FEATURE SOUTHE'RN LIMITS OF SOUTHEAST GEORGIA EMBAYMENT N AXIS OF SANFORD HIGH KISSIMMEE FAULTED FLEXURE

.,, 'EGEMO ,, "' r .. .. " m 0 .. <' C) ;o "' -0 .... 0 KA&.* IM *tL.U ..P z * )> ,, )> r-1l c:; r-c: 0' C::J RECENT TO PLEISTOCENE TERRACE OR ""'19 c: TE..-"ACE EQUIVALtNT DEPOSITS ;:o c ! m ;u §§ PLEISTOCENE CLASTIC CARBONATE OE POSITS .,, QO "' )> <.,, n > r-:z:-I m .... C'> MIOCENE SERIES A C'> c: ::t m :z: -; c:sJ OLIGOCENE SERIES 0 -n r--<o 0 C) 1l EOCENE SERIES -< )> z -< .... ;::: 0 " 0 0 ;::; .,, "Tl J> r " Ci < 0 c: 0 c: z ::0 " ;;; m J> "' ;::; "" "' > r-z-I .... Cl ..,, m :r Cl c: ..... 5 :n z '""O (> -">:;: -0 J> z -< * * .,. ... LEGENU .... -100-... CONTOURS ;op OF AVON PARK l,.IMESTONE J<;O,.,.TOUff INTERVAL 100 ,.F:£Tt UNPUBLIS'<EO MAP BY HE .. OERSON. OAT* PO*NTS NOT SHOWN N 0 " .... t*J 1aoo 1*1 2000 I I

  • lliQO I **OO l ! t 200 ELrv. . , . .., ..
  • J,CIOO 4.G0-0 *.HO T,OtO ...... *,OH *IO,OCIO
  • 1,000 *17.,00t *I l.Oot < II. < ... I "' "' IO .. N ... .., ... .., "' IO I-'° -0 111 .. ELEV. MSL I I MIOCENE ANn . ***** EOCENE PALEOCENE

{OLDSMAR LIMESTONE) I I **L<om* I -, I ICAt..& tMtLE.*J LAWSON LIMESTONE) I LOWER CRETACF.OUS l(llNDIFFERENTIATED'

I IGNEOUS BASl:MENT ROCKS I I NOTIE; *ASEi.CENT CONTACTS tr:XTRAPOLATlO P'ROM 01"£11 OtL Tl:ST WCLLS Otr:*Cfllatr:o IH Af'*PLfN (19atf. SECTION LOCATION -***** -1.00* ****** -***** ....... . '**** ***** . ***** ., *.... ...... ****** . ...... FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UHIT 1 REGIONAL GEOLOGIC PROFILE FIGURE 2.5-6
  • * *
  • * *
  • *
  • I
  • I I ,L ___
  • I
  • I L __ 10 1waoa I wan * --0 WZ03 LEGEND L....---r----

0 WELLS WITH SAM .. LE I CUTTINGS ' WELLS WITH ELECTRIC LOGS

  • BORINGS OlftlLLED 8'1 LAW lllNGINElllltlNG GEOLOGIC SECTIONS NOTE: WELLS WITH W DESIGNATIONS ARIE l"LDRIDA Ql'.OLOGl(;AL SURVE'I NUMBERS 0 2 4 6 SCALI£ IMILIESI I I 0 Wl022 0 WlllTL4il -o WSTL44 .. Cl N L -------I I LAKE OKEECHOBEE 0 Wb90 WIZO 0 W72!11 W2!1bl FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 LOCATION OF WELL DATA POINTS FIGURE 2.5-8

,. WEST EAST ELEVATION ELEVA!ION -...---AGt04 ST LUC.IE BIG MJn AG1(*6 RIVER AGlO:; CREEK 85 INDIAN RIVER -... c 0 --PLEISTOCENE (ANASTASIA UNDIFFERENTIATED) 1 00 -t----10(1 200 -..... -zoo MIOCENE !HAW:HOR\IE FORMA*:-10N) l . . 300 -40G -400 i I . 500 I

  • 500 ---. f)Q(l -6()0 OLIGOCENE

\SUW/\NNEE L1ME.3TONEI --700 -UPPEn EOCENE (OCALA LIMESTONE} ... GT -i..o.. '300 0 0 ' I u L <At E l-N MHEt; FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT I GEOLOGIC SECTION AA FIGURE 2.S-9 0 0 ,0 ! 0 0 0 .. 0 0 .. .. * > ;I I I I . , "' .I "' .. I '" 0 ;; I ai c I I .. ... ;1 I m .. ;::; -Q II.I ... < ... z II.I

  • It -* II.I z ,,. 0 !: ... Q 4: z ::::> 0: 0 a: < llJ iii llJ > < z a: ... a: (I) 0 z z l: C( !*-; < 3: .. -"' 0 -. "' z ..t IL LI.I ::t IL z *---0 LI.I Ill 0 u llJ z 0 z c ... llJ " . Ill Ill ll :::> LI.I 0 0 .. :z: .J -. t. A. "' .I ':: -c ... Ill "'
  • I I : FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 > ;1 "' I I ' .J I "' GEOLOGIC SECTION BB 0 * : 0 0 0 .. .. .. N .. .. FIGURE 2.5-10
  • * * " c Q: w > Q: z c( 0 z c 0 0 -Q l&J .... '( t:= z Ill Q: Ill ... ... c ;;:: :> < iii < ll) < z < l&J z w u 0 1-2! w .J A. z 0 0 0 N G I < 1-----------11--------1, ; 0 0 .. 0 0 * -.. ... " -.. ... .. 0 JI 0 z . ' -. ::i 0 I FLORIDA POWER & LIGHT COMPANY ST. LUCIE PL.AMT UHIT 1 GEOLOGIC SECTION CC FIGURE 2.5-11
  • 0 * * *
  • LEGEND WELLS WITH SAMPLE CUTTINGS WELLS WITH ELECTRIC LOGS BORINGS DRILLED BY LAW ENGINEERING PUBLISHED FAULTS PUBLISHED FRACTURES a 2 6 SCALE (MILES) LAKE RIVER

.:::::::-

I I r ST. LUCIE COUNTY 0 \ VERNON I 19 70) 0 ST LUCIE COUNTY -----MARTIN COUNTY 0

  • MARTIN COUNTY 0 f l'H\Of --------PALM BEACH Fl..ORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 SUBREGIONAL STRUCTURE (PUBLISHED)

FIGURE 2.5-12

  • * * * \ \ J N INOIAN RIVE COUNTY j I *400 L *500 I I L_ __ INOIAN RIVER COUNTY I ST. LUCIE ., /' *600 I / *700 I / ,/" I \ ,-ST LUCIE PLANT SITE -800 LAKE OKEECHOBEE LEGEND CONTOURS OF THE TOP OF THE AVON PARK FORMATION DATA POINTS (FROM UNPUBLISHEO MAP BV HENDERSON, 19511 0 2 .. 6 IMILESI \ MARTIN COUNTY PALM BEACH COUNTY FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 TOP OF AVON PARK FORMATION FIGURE 2.5-13
  • 0 * * : *
  • LEGEND I I I *ltlEVAltD CO\INTV i INDl:;.-.. IVEll COUNTY I I 0 ., I I L..-WELLS WITH SAMf'l.E CUTTINGS WELLS WITH ELECTRIC LOGS eORIN .. l> ORIL.L.&O
  • Y LAW ENGINIEEltlNG 0 * .. ____ ...___, SCALE IMILESI
  • ST. L..UCllE COUN'T'V ST LUCIE COUNTY MAATIN COUNTY 0 0 ST. L.UCllE fl'LANT SITE MAlltTtN COUNTY I * .. '-'0_0_""""'

ALM aEACH COUNTY FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 TOP OF OCALA LIMESTONE FIGURE 2.5-U ,, / / / . ' / / . ' .., EE a 149

  • I 8*14: I 8*147 i B-1.;t;f>
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  • 8*157H 8*158 156h e e
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  • OMP*NY f N .*l1*'11P I<
  • * * ! IN ...... I I I I *-:oeiT_T

__ -i ooZ 1 j --------z " -I OOZ' FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 BORING PLAN -PLANT AREA FIGURE 2.5-1 SA ELEVATION (FEET MSL) i1 'D 40 '*' 0 ! DJ 1?0 1 1 ;o *r1.-1 :i:_ 1 ,OU ; B*3 .-:!) *1l ',!j -fl h ( 81 BT Pt

) EN£
  • N.::...STAS'"" FORM A! 'ON* MIO'"ENE .HAWTHORNE FORMAl *ON g* l b' OT BT ..........-

1 J_ & .. B*I --..,. BT BIG MUD CREEK .El*Ll.L _ : ... Bo {AT *396 e* MSLI er ELEV,\ !ON :F EF

  • MS!./ 0 20 40 6J 8J *no *10 140 . 160 1PO . 200 *no . 240 *260 . 280 JOO 121) FLORIDA POWER & LIGHT ST. LUCIE PLAHT UHIT 1 SITE GEOLOGIC SECTION DD FIGURE 2.5-16 ELEVA f ION 'FEE1 MSL: '.) JO 60 *c '0('! '20 n '.l.(' 'J:J ,J VffS r 9.1 J B-0 ;,0, B*CI f,; ;: m ,iJ 4 ., j_ __J_ BT bT l: l 8. er IAl.d039"MSl 1 EAST ELEVA1ION ., :FEE

"' '" Ci ., ., ., 3.;.; 8* * .: 'J ;;, .ii >o ! 1 40 BT ,-L 8' 8T 81 oO 80 J_ 0*1 ')0 8T lO '*o --PL.E1S10*.ENE ,._.NAC: I ;-..SIA FORM A 1 IQNl !HAW"! HORNE FORV1A r :oN, *60 'olO lO'.J no ;.10 ?'10 ?RO l'.FJ FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 SITE r,!"'OL0GIC SFCTION Ff FIGURE 2.5-17

  • *
  • I I I *.6* s s* I '."* _____ ALABAMA I GEORGIA

--=r- .. -I ---I I t --i -+-I ---. --------;-----I 1 13° I -t--*-* I ---1 E;PICENTERS INO!'"FINITE

  • a.:* 13* LEC.CND 0 50 *SC:AIC: (Mil I\:!;) 0 LAR1"H0'JAKE sz* 82' lli ** 79* N -------i IOO MILES I I I I I ---1-------r---I I i I I SITE I\ "' -------t-r.---

I i I I ! I ---*-*-i 0 I'\ Pl ,. :z ; ---L ------80" 79' FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UHIT 1 LOCATIONS OF EPICENTERS FIGURE 2.5-18 30° 2!1" 21* :?7* 26° 2!1"

  • *
  • GREEN COVE SPRINGS HU1CHINSON ISLAND '-' r ... Ot...OG
  • fl'OlltMA?tON ff0PfMATIOH

........ ....... ... .... WITH aOMI: -------* ll"ILL SM*LLS ANO JAClllSON 111..Ulll'F PLIEISTO .u;:&.NHO

  • 0-,,,; ;,,-;,.-;ON

-CUllE 'nu: SANO\' CLA\'l:V SILT LIMl:STONI: Pi.ltlSTO* .. I oo-Cl:Nll HAWTMOltNI: MIOCl:Nlt ..,. UIO_ TAMl"A SUWANNUE OLIGOCIENI .---------..------*..., JOO MtOCIE"'IE .. &00. -'l>OO. OCALll GltOUP l:DCl:NI: 01..IGOCUU -100---------------

LIMl:aTONl: 4111 OOLOMITI:

* PAL.11:0*

Cll:NIE ----. _ eoo -900 -2600 Cllll:TA Cll:OUV. i::::::::::::f:l'ALlltO* llOO QUAlllTZITIC SANDS TONI: 4111 *LACK SMll&.*S ll"AL.IEO* ZOtCI ClltNllt OCALA Gll901.11' SLIGHTLY Cl..A'lll:V FINI[ SAND ANO SA NOV CLAVIEV Sll .. T LiMlt!ITONll: a DOI.OMIT I: 1--------------+---------------.&..---------t**oo GlllANITIE. KMIS1'S, 4111 CONIEISaa:s l"lllOJlltCTl:D l"ALl:OZOIC lllltDlllOCK Ul'l"l:llll Cl:OUa l"lllOJIECTl:D PAl..l:OZOIC lill:OltOCK GllllANITIE. SCHISTS. 4111 CIJll$1:HlS.l:C STRATIGRAPMIC SECTIONS AT MUTCMINSON ISLAND AND GREEN COVE SPRINGS AREA FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 STRATIGRAPHIC SECTIONS AT HUTCHINSOtl ISLAND & GREEN COVE SPRINGS AREA FIGURE 2.5-19

  • 4 3 z 0 .... c( u 2 Li. ...J II. cl: 0
  • 0
  • 06 04':> LI.I -u cl: L.. z a:: 0 :J -111,.... < 03
J LI.I ** ...J !: LI.I >.. \.) <.tu ,. 015 llME BASE EXPANSION X EL CENTRO 0 5 I C"I 1 5 2 0 2 5 EARTHQUAKE PERIOD (SECONDS!

75 225 180 DISTANCE FROM EPICENTER 1Mll ES) NOTE REl.ATIONSHl"S FOR "£1'1100 DISTANCE AR£ FRO"" S£EO IORISS 1!k KIEFER. 1961 FLORIDA POWER & LIGHT CC'APANY ST. LUCIE PLANT UNIT 1 TIME BASE EXPANSION EL CENTRO EARTHQUAKE _J FIGURE 2.5-2f1 ,-, in I I i -. .¥ i 1 _ .. ;: ------l I 11 ' *a . J * * * ,; I . .. ... .. :z f ! . ..,,,..-*o '!)9 ]i t . : .. " -::>*0'4 "'"°I§ J .{ 2 u lU </) " . .;, 8 :;; !I . j :I j l ; !

  • H illD [1j ' I i g i 0
  • 2 *
  • l
  • l I

' I I I j I I I t": -** :i "' d::. 1U .,; .,.. -1:11.:a >-z < c.. ::!! -o ... u-... z: J: ::> <.:> ... -z: ...J < ""...I Q'. wW ,., u 0::> c.. ...I < . 0 ... -"' Q'. 0 _J LI.. *0 .. 0 .... 1:... .. ... , I! I! lw II-!;;; c8 d) 2 0 u UJ If) r::; .;, l"i w er: :::> C> u::: llJ!'!l.00 r::**=i TURl!io-6t.M &LD6

  • PL**n ""u lL*l6.00 l : Tk ' l.L*I0.00

"}, I MLW t:LO.OO(OCl.IU'I) 1 eoT10M Of t .. TAKL CAWL tL*2.'-l.S ") LC* .... L*-ln.-s'IO I llrlT1i;)I,!. 5fft. (EL*!.7'!1 l ... :.,INT.::;: EL*100 (. tl.*3400 (. CCMPAC.T!.O I '1LL. ) 1 --, --j IM *60.0--+--------------4 I* .. " : I* *110.0--+--------------i I* *IZ.0.0--+---------------150-0--+--------------i ... .. " .. **00---t--------------. " 1 . I" " " *1'70.<>---f--------------

  • 180..U---t--------------
  • *190.0----------------

.. l!l1 iii 5 *toa . .._ _____________ .,..,,..,. l I RtA.GTOJl. &L06 (Ufltl'T *t) ! ':: Fllf:l ... -U6 lrL.t*z.-00 i_-E.t.*10.00 I '""°*007 M H -000 LEl>!.MO: .,___ .Jn , .... , ms: B 11 . a <( l1 UI d) NOT(, M ML 1700' H<>"T .. OFM.* :iE.CTION F*F<,.,..,.,.,.l I: ... I I .,...,.o nm. I -110.0 11----------160.0 l! mn .... , r-:::i-..... [,:.:.,! .... .MMl)'f!lfLT [JilJ ..... ,.., .,..., r::r.'1.-.- .. CUM.MTl.D IMl.U.* tD:I ti. IOTTOM OIJ aott .. FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLAHT UHIT 1 SITE EXPLORATION BORINGS FIGURE 2.5-22

  • * ,,,, '" d10" --o"' o"" so" 111* U.S. I * \ \ \ \ * \ ' 0 § ... ... G HT COMPANY OWER & LI FLORIDA p E PLANT UNIT 1 ST. LUCI --I BORING PLAN FIGURE 2.S-23

0 *IO -20 _,,, -*o -00 l 90 100 -I ..,, _,,,, .... 41 l'm8l_Gr., __ iwlO.,..S.,-Clr...,cO..- .......... L..-Of L-,fllfl060..MGr9f s..,ao.r..,,_*...._ ,..... .... l'r ....... SJwUI a Cf!N11tM S.... I SMUa *- ... ftfftaC ..... StltJ'-'-4 .. *.1:*:r:-s.lllf WUll T,_.Of..._...

  • -*

.. ; ! ..

  • 8-13
    • .. */ LEv 0 I() -20 .. * .. *.!I*,; .*. .. , --I ___

'llrJSof1 O.*Goot .30 I s.ff...,0....-_ --* *1 . . .. --------<: ... ".. -----::'r:=-o.::L

  • "*"'" . .. ... . .

MOCUtE ...,a.,.,., .... , ....... S.,.S.ttrv.,, ,._ ..... ,It,.,_ ,._r * ....,.s...i wm1....,.or.,.. --...... . *1 ** .. ** ***1: # */.I .. *; .* 1

r-

'--_/ > ........ ..... 0...8\lwJO-. .... .... a.,.,....,..,..., l'-t*..,.__s.H Wlffl HllNl' ,,.,,........ ,..... ,, ** c_....s..

  • ,_ .__ / <"' . .-.r ..... -.... .......... . *1*.:. ... t .... * "---,.,..OMMGf-rsi...., C..,., SttflJtr Sllfr ri.t l* ..........

,,ft...., 40 .50 *BO IOO -110 -12C . f .* *. ..l'UlllJ!WtL 1 ' I ------------liOC[N[ ----_,,,, -14() Vwyo.tM GtM'I Clelyey SlltrM!eoolousfN Vffy Siff Gl'ffniery SoM __ _ --MICOC*OUl.Slff Vwy H*4 s....., C.,., Slit *3s __ \ '? 0.-a V*r 0-.. .... y c,.,., Slty\Wf """""'"' SOf'd w,o lroce Of ..... --v., Clorl'J -M"°""'""' fJlit..SGlllL ...__ °"""...,,. .... , ... .._ .. , c: .... ,.... ..... " t**t0 *220 T ... *2"-0 i -260 -no *200 290 -300 LLil!U,> ............ $11*11 l*" O I)() IOO )00 400 ...... -J SUlf91fHf -15< _.., -17( -!80 1911 2ro FLORIDA POV.ER & LIGHT COMPANY ST. LUCIE PU.MT UMIT l GEOLOGIC SECTION A-A FIGURE 2.5-24 .. A j I Stiff Oft GrtiJ FkW ,_.,. ...,.,_ ... l'LEISTIICENE MIOCENE 111-4 111-5 ...... , ....... * .. *-*.i**-***

.;1
.1* ..... ... ..... :. .. ..
  • ;.*r .. *.** ........ ...... Of .... ,., ** 0-.... 0...-.llJ

... -.., ... , .................... , ......... ..... c:..-1 ..... ...... .... _.._. _ . ..., ___ ._ __ ., c ..... .,,... .... ..,,.. ..... ----..,...., __ .., ......... °""., ,. ..... _,_._. v.,, ...... ...,.., £ ..... --£::.-.. ::;;::::: I _...,,,.._ __ ..., : v.,, ...... i .., ...,, ..... -v., ... ....,__.. I i :t, 0:: :0 ..:-.Z,. . . . .. -**I 4 * .. v. 0 -<<> 30 -40 *!IO I r 11 : -IOO -llO -llO .l!JO ..14() -l!IO il 1-= - ..., *llO 200 uu.u **=*:; ...... L_,.,. O 10D MIO 100 400 -.C*PUT FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLAHT UHIT 1 GEOLOGIC SECTION B-B FIGURE 2.S..25 !O \50 70 -eo -90 * ... aL-\7-°' ... -c..... ... -.. IH 11-7 1-e Ei..tV 0 .. ll ... *.,>----loft Gt-.r °""'*Sit *; .. . ... . Cit c .. * "'a: * * *

  • ti f *** i .....

,_, ac..,., SUt,-,_T* ..... *** .. **=** T,....Of....

    • '" * * ..*. *1 .*. . . . .. ..... . . . . .. ... ............

U.,.. Of L..., fk'M a 0... er., SltJ 8 a.,., , ... Te ....._ s.1 Wltll ....... ..... ,, ....... .......... I I-;;;. ......... ..., ... l....._ ......... IF,......._ Wltllt All .....

  • -* lM9I .,.,. arer -.U.. * .a* * .. ' * .. ;.:. .*s:.,s: :!. '* .. . . , .. .. . ,, ... " .. .. :::>s I ? -** -tO !O \50 -eo -90 *IOO -uo -RO

",....noro-....,.,._ =.: :..1. :..::* flM s.4 a .. "'a II I.,* t ...... ....., ................ ,_._ e...... .......... LAflM -*---..., __ __ ....,., __ ._ ... ....... GrMftV..,,.. ScnilJ c..,., "" 0...-""""' s... ......,s ... a .... ""111MS..., a..,.,sa "\;;Jo...

    • Gr ..... ., ...,.,_ ---2ICI -220 -2!IO IO 1!IO ! -210 I -21!() * -290 -:ioo I -310 I -520 -530 -340 *3SO *3'0 .3ro -380 .390 -400 140 -!!50 -MIO *170 -lllO -tllO -200 LI...U.!!..I!

.........

    • * *
  • Stwtfl l.,.,. 0 K>O 200 500 400 "'"""'==-c

'""'"1:.=:J SCALE IN ru:r FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLAHT UHIT 1 GEOLOGIC SECTION C-C FIGURE 2.5-26 (+JOO-0-(-)100-'Z Q (*200-1-<I[ > I.II .J ILi (*000-(-)400-(;') m 0 'TI r C1 0 c: ::0 n m V> m !" n Vt -I . "" 6 ....... z 0 6 * * * -(+)IOO HUTCHINSON IS LANO 9-17 B-11 IH8 SAVANNAHS ,.-. --------1 8-2 ATLANTIC OCEAN -O ,, r 0 VI -f Cl )> LEGEND .... "U c: 0 !J ::E: mm .,, ::0 .... po >r %--f (;) C: I % -I -n -f 0 SYMBOL :..-;:.: ANASTASIA CONTEMPORANEWS) .. .........

  • r:==*:

_____ _ . . ':':/!.'.:: HAWTHORN FORMATION \!/-;°: FORMATION .... 3:: '"U )> z -< PLEISTOCENE MIOCENE f -.

f. :.{:: (-)300 ........ .. 9 TTTT° BT -H<<X> SCALE IN FEET z 0 ILi .J ILi
  • *
  • l I. 1.40" 2.00 11 SPLIT SPOOM SAMPLER. CllOSS SECTION c
  • Average Undrained Shear Strength cl
  • e 9' .c.
  • adhuion reduction factor (auume
  • 0.5) L
  • depth of embedment when rod stops falling under its own weight (inches) q
  • incremental rod weight Ne* Bearing Capacity factor (auume Nc*5) SOIL STRENGTH ANALYSIS A. BEAR.ING AllEAS 1. END BEA.RING:

A* (R2-r2): R*l;r*0.7 AB* l.6 2. SUN FllICTION: A

  • llL AS-6.28L in2 CAPACITY i Q -As c Mc + AS c 1 *llOD + twta:R WEIGH if c & in pound1/ft2

& Q in

  • p0\1nd1 B. then Q* 1.6 c Ne+ 6.28 L c 1 1'44 14'.4 with Nc*5 &<lil
  • 0. 5 Q
  • c (0.0556 + 0.0218L) and c -Q 0.0556 + 0.0218L FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 APPROXIMATE METHOD OF DETERMINING THE SHEAR STRENGTH OF COHESIVE SOIL FIGURE 2.5-28

+'REACTOR UNIT*t ,c it REACTOR UNIT *2. r--:_1 I : ;r ---, : I :r ---, __ _______ i I J :::i: :-i---- o L_.__ I _:::l c:: __ t; __ ;:J ___ ...,. ...............

,_ __ I ==1 ""'" .............

____ _,,,,.,...-

-100 E.L-ISO VERT. DUE. TO OVE.RSUROEN

  • <CO"YFT 3 K IS2.n sS, I E'Xl&TING r----<::i
:r---, : :r*--, EL*z ..i*EL.+8 L _j
  • L _j' *----_ _,,,,------=

---r-* 1.,. __ _J --L __ __. -n.-"° -. , _, ,,..,.,. . El:ISO rVERT. PR:.&&. DUE TO OVERSURDE.N

  • <00'11'T 1*85t<f + 115

...... / - .... 1sr &TAGE.-[)EWATE.RIHC,, EXCAVATION TO EL-'-0 IO o.-.;;;;;;;;- ....... .......__.,__, --< ' ( < ..,_....,...._ ___________ ..,..___ ,.,.-"""' --...c.E-**c:._ ______ -* -----------

....... I -/ }VE.RT.

TO OVE.RBURDEM*G.0.,,"a,&Sn -t!IO _cEL-ISO *!IO -* / ./ &ACKFILLINC:. TO Ot<.tbl"-'L GAAOE. r. ---<-:.-_,. . r----<:=1 I _J I t ----... + ---[,.. .. _l '">, ... *""" ---------------------- -*100 El..-1&0 VERT. PRES!>. DUE. TO OVE.R.l!IUROEN

  • 001"PT.*
  • IS2. "* + 11 S '1irr' *It;,". *11,000 -,""-

3** !:>TAGE. -PLANT BACKFILL TO tL+I& EX15TING 5TRE55 1HE. &TRE.!>!>E.& AT THE. ISO FOOT ARE DUE. TO 11\E. !:>UBMERGE.O WEl&HT OF THE. OVERLYING &,t,NOY &OIL.5 WHICH AMOUNT 10 152. FT. OF bO* .&USMERGE.D WE'.IGHT *CZ!, I OO"Y!'T.2 CONDITION5 AFTER DE.WATERING t EXCAVATION: 1HE OE.WATERlttt; WILL iEND TO INCRE.,t,&E THE. EFFECTIVE OVE.R6UROE.N W£.l&HT. HOWE.Vt!\, IF THE. E.x.CAVATION C.LO&ELY FOU.OW!>, THE ME.T EFFE.CT WILL &. A REDUCTION TO AN EFFECTIVE. OVE.ReuROEM &lRI!.!:>& AT THE-l!>O l!.LEVATION Of S,700 "'"" *. :,TRE.5!:> CONDITION& AFTE_R BACKFILLING TO ELE.V. + S : &>.cKFILLING WILL &E. PERFORME.0 WITK THE. WATER TABLE. HE.LO AT THE. -!OS FT. ELEVATION. THU'!> IMCRE.A&ING THE E.FFE.CTIVE. OVE.RSUllDE.N WEIGHT t &TRt:J!a.& CONi>ITIOM& AT THE -ISO fT. EL.E.VATION TO I?>, ISO */n.1* THI& V"1..UE. IS HIC:tHER HAVE E.VER EX PERIE.NC ED . CONDITION$ AFTE.R BACKFILLING PLANT ARE.A TO ELE.V +18: THE PLANT ARE.A 6-'CllFILLING WILL BE. R>RMED WITH THE. W-'lE.R TABLE. ALLOWED ll) &EE.KIT$ NORMAL LEVE.L. THU!. lHE EFFECT IS A REOUCTIQ)j OF THE. OVE.RBURDE.N WEIGHT t THE AT THE. -1!>0 FT. LEVEL WILL &E. 11,000 .2998,Cf-'-dOB. ___ _ LEGE.NO: 6WT

  • GROUND WATE.R . TASLE. FLORIDA POWER ll. LIGHT COMPANY ST. LUCIE PLANT UNIT I EXCAVATION AND BACKFILL PROCEDURES FIGURE 2.5-29

+'Z!>O lieA.CTOA. UIJIT IJO.( Rlt.t.C"TO* Ul.ll'T NO, '2. .... -iOo+ RI 8 -I I -*I -t!>>O I ' ' I I ' \ ' *100+ I ' '--'20% I \ I \ \ ' \ ............. \ --10'% \ FILIAL LOA.QIUG FINAL S'l"RIS' CONCl'TIO!l.ii AT. THir 1filJUS { IOOFOOT E:.L..e/ATI 0 N WnM "'tl'IE kUf; I OR FCUIJD .. TION AT Mrus* '2S-!LIVA m:i:ec:r I :i a: FCUt.lOA.TIOIJ Tf.fi OJCIUAfili bJ OV!R!IUiw*t..t STICISH!t A.1 TM& h.-lllJUS

  • lo &.UiVATION IS MINIMAL, JUFAC'T ".1-1!: ACTUAL.

OiVIL.OPl.O AR.I. $1.10.f THAT THI SiRHS15 '-WITHIN. THa VAL.LS I WHIC"I "l-4AVi ALRU.Ov Plil!C.CWSCl.JDAT!U"TRli!SI 5011 .. S m l!,OCO TH$ OS A &Ta!.'D5:. 1\1 V!RV' MliHllL SE'TL&MaM'IL.Ahlll

I'.HUIL fil.KJUL.D Si!.J .. tMlTl!D iO TH* DENS£ SiMC. AeOVI. nB .

......._TIOM. TH*Sll SIETTL.aMAMTS WILL RAPIO Nil) WILL. &e C:OMPIATIE> DLIJmii CO"'f5TRUC:TI O"'* .... ..... ,,,... +'2. FLORIDA POWER!!. LIGHT COMPANY ST. LUCIE PLANT UNIT 1 FOUNDATION STUDY FIGURE 2.5-30

  • **
  • Ill ... "' .... 0 flt! .... c::> . __ 4-----+---1-_..;;.--. . *r RHA Tl VE DE:: I "' ... Ill ..., ... ..... 0 ec ... f"'I !S % Rf LAT IVE ems iY (;;) (a) SPECIF I CAT I C'.l CU?.'/E (S TA:;c,:.:*.:*)
  • X * (SS + 16)'7. Utl I VERSE .. (A' -20) to (X + 2 G) :: X'., HEAil OR AVERAGE P.ELAT '"': c:::.S O a STA!IDAP.D 0 IV IAT l C:l (b) STUDY.;/ '+ y .. 93.21% 6. 8.95% UNIVERSE=

80.31% to 1.6.21% NOTE: CIAC.o..At\S t:OT TO SCALE (c} SUM.".AEW STU;)Y "X

  • ss.

6

  • UNIVERSE*

77.81% to' FLORIDA POWER & LIGHT COMP ST. LUCIE PLANT UNIT l STATISTICAL ANALYSES FIGURE 2.5-31 1000 900 800 "' 700 t; w 600 ... .... 0 500 Ill: II *DO ! 300 z zoo 100 0 70 I SPECIFICATION MINIMUM I _SPECIFICATION GOAL I 15% R 0 -a'= R 0 I X =15" Ro +o'=95.5% R 0 I I i = 97.K R 0 IACTUAL) 11 ""' I <Y it O"'. . 1 ti' I "" 1 IH , I (ALLOWABLE) I I I I' 11 7 .5% ACTUAL I I 11 I 75 80 719170715111451 85 90 95 100 105 RELATIVE DENSITY (") 110 115 120 NOTE: NUMBER OF TESTS n= 7498 MEAN RELATIVE DENSITY X= 97.D13 STANDARD DEVIATION tr' = 10.49 COEFFICIENT OF VARIATION V= 10.81 12 10 6 125 m 135 FLORIDA FOWER & LIGHT COMPAMY ST. LUCIE PLANT UNIT 1

SUMMARY

STATISTICAL ANALYSES CLASS 1 MATERIAL FIGURE 2.5-Jla

  • ;;; CL. ..:>. .,, .. ::::> ..J ::::> Q j Qi: *
  • w ::c .,,
  • PROBABLE STRAIN I* RANGE I 100,000 10,000 5,000 * :.-RANGE OF SEl.SMIC VALUES 0 * * --' . 1,000 L--------'----li...------...1.---"'---------'----

10-6 10-4 10-3 SHEAR STRAIN, Y, INCHES/INCH POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 SHEAR MODULUS VS. SHEAR STRAIN FIGURE 2.5-32

  • *
  • SAND RELATIVE DENSITY 0 YERY LOOSE.15 LDOSE 35 MEDIUM DENSE VERY DENSE 65 85 100 ;. ANGLE OF' INTER.w! if -id 3k'I *11* I FRICTION 011 DEGREES)!

I I 4 W :NETRATION 9 I I I I I VALUE .,. 3,oociooo PsaSHEAR MODULUS. . FOUNDATION BELOW AVERAGE AVERAGE. ABOVE CONDIT.ION AVERAGE

  • AVERAGE N VALUES SINCE N VARIES WITH DEPTH. ** G VALUE. FOR SAND FOR DEPTH APPROXUAA.TELY 50 FT. REF:-t. TERZAGHI, K:AND PECK, R.8./1 SOILS MECHANICS 1N ENGINEERING JOHN WILEY & SONS INC., MARCH 196 8 PAGE 34 t. 2.. SEED. H.B. AND IDRISS, I.

MODULI AND DAMPING FACTORS FOR DYNAMlC RESPONSE £ERC REPORT 70-10, COLLEGE OF' ENGINEERING, UNIVERSITY OI=' BERKELEY, DEC .. 1970 FIG. S . F'-ORIDA POWER & L'GHT COMPANY ST. LUCIE PLANT UNIT 1 SOIL QUALITY FIGURE 2.5-33

  • 60 so 40 /\ 30 I \ I \ I \ 20 \ I \ / 10 0 60 50 40 30 ,,,. "'\ \ \ 20 \ \ * \. 10 .... 0 60 A 50 I \ I \ 40 I \ I \ 30 I \ \ \ 20 \ \ 10 \ ' 0 * ' ' -HU'I'CHINSON ISLAND NIIGATA NO DAMAGE ' LIGHT DAMAGE HEAVY DAMAGE 0 0 60 70 STANDARD PENETRATION RESISTANCE N BLOWS/FT.

FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UHIT 1 FREQUENCY DISTRIBUTION OF PENETRATION RESISTANCE AT NllGATA AND THE PLANT SITE 2-5 METERS 7-16 FEET FIGURE 2.S-34

  • 60 so 40 30 20 10 0 60 50 40 a-! 30 z la:! 20 :::::> C1 11.J
  • a= "" 10 0 60 50 " 40 I ' I ' I \ 30 I \ \ 20 \ .\ 10 0 0 10
  • 20 -B'PTCHINSON ISLAND ---NIIGATA NO DAMAGE ' ....... _ ""' .... ' LIGHT DAMAGE HEAVY DAMAGE 30 40 50 60 70 80 90 Sl'ANDARD PENETRATION RESISTANCE N BLOWS/Pr.

FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 FREQUENCY DISTRIBUTION OF PENETRATION RESISTANCE AT NllGATA AND THE PLANT SITE 5-10 METERS 16-33 FEET FIGURE 2.5*35

  • 60 50 40 30 20 10 0 60 50 "" 40 u z Ill ::::> 30 O' ci:: tL. 20
  • 10 0 60 50 40 JO 20 10 0 0 10
  • Bll'1'C1lllSOlf ISUJm llllCATA ,., I ' NO DAMAGE I ' I \ I ' I ' ...-LIGHT DAMAGE ,_-..............

.,, ..................... -.... HEAVY DAMAGE 20 30 40 50 60 70 80 90 STANDARD PENETRATION RESISTANCE N BLOWS/FT. FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 FREQUENCY DISTRIBUTION OF PENETRATION RESISTANCE AT NllGATA AND AT THE PLANT SITE 10-15 METERS 33-48 FEET

  • FIGURE 2.5*36
  • 60 50 __ Hl.ITCHINSOH ISi.ARD ---NIICAV. 40 30 '""' , ' ' NO DAMAGE 20 I .... I ""'\ 10 I 0 60 50 40 3_0 LIGHT DAMAGE ;i-e
  • 20 z /""""" ____ -1:1.l ::::> 10 / "' 0 60 50 40 30 20 ..... " / ' HEAVY DAMAGE ,,, 10 "" ,../ 0 0 10 20 30 40 50 60 70 80 90 STANDARD PENETRATION RESISTANCE N BLOWS/FT *
  • FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 FREQUENCY DISTRIBUTION OF AT. NllGATA AND AT THE PLANT SITE 15-20 METERS 48-66 FEET FIGURE 2.5-37
  • *
  • 100 90 -.... 80 "" -1:1.1 .,J i:c 70 -! 60 1:1.1 1-i 1:1.1 fl<l i:z:: z 0 50 1-i .... < i:z:: .... 40 w ll..
  • 30 20 ** ... ** 10 lflh 0 ) I L!G!ND I
  • 0-25
  • 25-50 I l ' ; ' I
  • i I I I I I I I I *

'GER ZONE F0 1 R. LIQUEFACTI1 lN

  • z, t> lU 1. PASSING # 200 SIEVE DATA FROM BORINGS B-4,5,6,15 FLORIDA POWER & LIGHT COMPANY ST. LUCIE PlAHT UHIT 1 PENETRATION RESISTANCE VS. PERCENT FINES FOR 0-50 FEET FIGURE 2.5*38
  • ------------------------'

.\

  • 100 90 80 70 ....... i"4 "" -U) 60 :a ..,_; {j 50 .too VJ 1-4 U) ti! 40 1-4 s 30
  • t; 15 ca.. 20 10 0 * --------* * * * .A. * * * .. A * "' * * .A. 0 A Ae 6 .... ..\. ,., --...... -0 A * ... ... I/// ... -DN !GER ZONE FOi 0 20 40 60 80 100 % PASSING I 200 SIEVE LEGEND: Boring 4, 5, 6, 15, 19, 20 -.A 50 -75' ** 75 -100'.
  • 100 -150 1 Borings Outside Plant Area A 50 -7 5 I , 0 7 5 -100' t 0 100 -150' FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 PENETRATION RESISTANCE VS. PERCENT FINES FOR 50-150 FEET FIGURE 2.5.39
  • *
  • ll"'IN ....

.... Q .................... FREQUENCY + 001 ,6-06 6L-5L :z: t/L *ol. fj Cl) ..... Cl) ti ....

  • E 6,*St; i .,,-o+J Cl) 6(-H t;(*O{: 6l-!;Z t;>Z-OZ 61-!;1 ?1-01 ,.o FREQUENCY FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 HISTOGRAMS OF PENETRATION RESISTANCE FIGURE 2.5-40
  • ........ (o-1 i:.:i !:! ._,
  • z 0 ..... > laJ
  • 0 30 STRESS MAXI MU -40 NOTES 1. CRITICAL SHEAR STRESS COMPUTED ON nm BASIS OF THE MINIMUM PENETRATION RESISTANCE FOR THE EXISTING SOIL AT EACH LEVEL EVELOPED DU POTENTIAL E 2. DATA FROM BORINGS 4,5,6,14,15,19,20 ING TH QUAKE -60 0 500 1000 1500 SHEAR STRESS (psf) 2000 2500 3000 FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 AVAILA.BLE SHEAR STRENGTH AND SHEAR STRESS CAUSED BY THE MAXIMUM POTENTIAL EARTHQUAKE AS A FUNCTION OF DEPTH FIGURE 2.5-41
  • 40 -30 t: ...... en 9 rQ -(l:l C.) ! "1 20 1-4 en 1-4 a
  • t5 10 e:i.. *
  • 76 0 11'1
  • 57 .... I 01 ,.J C.) ,.J (l:l (l:l 47 c
  • I
  • LEGEND:
  • x 1-4 . t,!) .!:. (l:l
  • x * * *
  • x
  • xx *
  • 1 % % PASSING x x x x. 1% 11200 SIEVE xx )( x
  • x 56 x x x 67 x 54 Indicates El-60 to El-100 Indicates El-101 to El-150 FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 PENETRATION DISTANCE VS. PERCENT FINES FOR EL-60 TO EL-150 FIGURE 2.5*42
  • .,, r 0 Cl Al Ut -;;o -4 0 * )> "Tl z r-"'O c: 0 Cl 0 :E: c: N mm :0 m .,, Al m 0 r-90 ..... Vi ,.. r z-;,,. 4 Cl I ;;o C: I .:.. OJ w c: z n ::! -4 0 0 -3:: z "'O )> z -< KlO 90 110 h-70 1,_ !.: eo 0 w 311; I 50 > 40 k: .... z: 30 ) I --I

.... -h I .. I . 2* !" 3/4. .. _,_ ,, . I .. I I I I II I " I I -r--I I I I I '-* ---* I I . -.-t--*--I I I.ii u c: I' IL t 20 *--!-. . -- .----10 ' 0 Legend: B-107 B-108 B-112 B-113 B-115 B-117 I . _ l,; k ' --11-* l I -----t I I i r *--,_ ,__ !+--100 N==l3 N .. 12 N=l2 N=l3 N=l4 N=9 I .. Blows/Ft Blows/Ft Blows/Ft Blows/Ft Blows/Ft Blows/Ft 10 4 ... ,. "' "'i .. : . 'l:ti. I "fi I

  • I I I : I I I I I I I I I II I I " I I I I I! I I I I II .! *
  • U S STANDARD SIEVE . SIZES 10 40 IUO zuu ' . ,, I ' I ' \ I *-. I ' \ I "' IU1 :.&,.Ti I""' EJ ..
  • 1 ' I I -.: \ ' I 1 L.1: "'* l*I. I

\ ' I l/ I ' ,.. I\ I , \ I . *-*'t* b1 .. I \ I I 'I I { B:I .. J "'-' ,. I ' \o I

  • I I ' fl, , \: I I l * ' I ' I I I\ I II I .. ' I I* I i 1 I I I t ...... I J ' l\.1

... _ *-. I! I '! . I --I i-\ ' ', I : ' I; *---, ...... ,. II I' I i "" ....... -... I .. !'\.. ' I I ID OJ OD GRAIN SIZE IN UILl.IMETIERS

  • I. 000 0.900 0.800 0.700 Cl) Cl) 0.600 Cl) Cl) WW ca:: Cl< I-I-Cl) Cl) a:: c;:;o 0.500 0 z: I-z: c -.... ,,.. z: o.qoo WO Ov 0.300
  • 0.200 O. I 00 O.OOv
  • 0 0 UNDISTURBED i I I 10 100 LIQUFFACTIOH CYCLE CONFINING STRESSES BETWEEN ij2 ANO 72 PSI LEGEND !\ REMOLDED SAMPLE UNDISTURBED SAMPLE FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 MOMENTARY LIQUEFACTION FIGURE 2.S-44
  • *
  • 0.900 0.800 0.700 0.600 ...... a:: a:: I-o.soo C> I--c!:; ; .... ...... o.arno Ou 0.300 0.200 o. 100 UNO I STURBED REMO LO ED 10 100 LIQUEFACTION CYCLE CONFINING STRESSES BETWEEN AHO 72 PSI LEGEND t:;,. REMOLDEO SAMPLE o UNDISTURBED SAMPLE FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 LIQUEFACTION FIGURE 2.5-45
  • o I \ \ ,--10 -----,..... .... w w r... ........ § -20 ...... I-< < > La.I ,..J La.I -30 ,, """' r o:l -f :r: 0 m;om "11m> ;u I -40 OZ'° "" -.... 0 ;o (;)"' }> m-t-t r -o :x: ;o ::!! co STRESS DEVE g OV>t: DURING MAXI m rn >>> .,, ;u _ 50 POTENTIAL E :::0 "Tl z m -!"TIO r "° me: >r N ::oz> z.-. n< .... Cl 'f CI A> mor= z. -I 0--n >oo:i -to I -60 n.,,r m m \J j;;O"' )> () 500 mm:i: z-um z ........ ,.. -< :r: ;o \{ 1000
  • I 1500 YARD ELEVATION INITIAL GROUND SURFACE NOTES 1. 2. 3. CRITICAL SHEAR STRESS COMPUTED ON BASIS OF THE MINIMUM PENETRA-TION RESISTANCE FOR THE EXISTING SOIL AT EACH LEVEL. STRESS REQUIRED TO CAUSE LIQUEFACTION IS !L!_"'°i 200 COMPACTED FILL WILL HAVE A RELATIVE DENSITY OF 85% AND A SATURATED UNIT WEIGHT OF 125 pcf. STRESS TO CAUSE LIQUE ACTION IN COMPACTE FILL STRESS TO CAUSE LIQUE ACTION IN EXISTIN SOIL 2000 2500 3000 SHEAR STRESS (psf)
  • 3500
  • 0 z: -100 ..... "" > w _, ""' *
  • 500 EARTHQUAKE SHEAR STRESS DESIGN BASIS 0.1 G AT SURFACE SHEAR IN PSF 1000 1500 RESISTANCE TO ---LIQUEFACTION SOIL MEDIUM SUD Fl LL 0 "' z 0 < :z: .,., <t "' w ""' "' "' :z: :z: w ..... 0 0 EARTHQUAKE SHEAR STRESS AHO DYNAMIC RESISTANCE TO LIQUEFACTIGN VIRGIN SOIL BELOW ELEVATION

-60' NOTE: BASED ON RESULTS OF UNDISTURBED SAMPLES AND 10 CYC.l.iS OF STRONG MOTION. FLORIDA POWER & LIGHT COMPANY ST. LUCIE PlAIH UMIT 1 DYNAMIC RESISTANCE TO LIQUEFACTION -VIRGIN SOIL FIGURE 2.5-47 "' w ..J u 0.30 t; 0.25 z 2 w 5 L15 z LW u 0 w 0 1.0

  • D 0.3 -¢-TRIAXIAL COMPRESSION TEST DATA FOR ..!!.J1s._

AT LIQUEF.<CTION 2ora FIELD VALUE OF "*CAUSING LUlUEFACTION -ESTIMATED FROM RESULTS OF SIMP1.E SHEAR TESTS RELATIVE DENSITY !::I Sll3 NO. OF STRESS CYCLES 0.1 MEAN GRAlt< SIZE, Dso -mm 10 CYCLES NOTE: 0.03 10 0.01 "' w 0.30 g *. ,, I }-.... ....... * .,, ....... :O! ..!!..!/.s... AT LIQUEFACTION A 2ora z 0.20 u w c 5 0.15 I -1 I FIELD VALUE OF -*CAUSING LIQUEFACTION -ESTIMATED FROM :ESuLTS OF SIMPLE SHEAR TESTS 0.10 u 0 RELATIVE DENSITY ::::S503 0.05 NO. OF STRESS CYCLES "' "' w "' 0 1.0 0.3 0.1 0.03 0.01 MEAN GRAlt< SIZE, D50 -mm 30 CYCLES -¢-INDICATES ST. LUCIE TEST DATA USED BY SEED TO DEVELOP THIS RELATIONSHIP FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT I STRESS CONDITIONS CAUSING LIQUEFACTION OF SANDS FIGURE 2.5-48 .. NO -+<>Ot ..... .. * °' .. ..... < ID ,.... 00 i 66-!i6 *O "' ..... .... ..... < ... .... *\O 0 ... .. l:Q 0 ...:t ....... j:Q .......... ..... as ... .. ::s ..... .... 68-!i8 '° ....... 4.1 QI .c .... 4.1 .. 4.1 .. as "' ..... 1-4 *O,... B '?B-OB .:t .......... .. 6L-Sl 00 .... 21, '?l-Ol ... 0 QI j:Q ..:! 69-S-9 z IJ:.1 u 179-09 E-< !;I) H 6!i-S"!i i::l z 0 H l?S'-OS' E-t 617-!ii] i;.:i z i;.:i p.., * '?'?-Of] 6£-!i( E-< !;I) '?£-0£ 6Z-S'Z t;Z-Ol 61-Sl iJ1-0l 6-!i t/-0 II'\ 0 II'\ 0 0 .:t ...:t N N .-t .!3NID10mI.i

  • FLORIDA POWER & IGHT COMPANY ST. LUCIE PLANT UNIT 1 HISTOGRAM OF PENETRATION RESISTANCE FOR EL-0 TO EL-50

.. NO ..... * .. ()'\ .. '""'< ...... "'0 LI'\ ..... ..... < .. '° .. ...... -.::t ..... .. .......... < -.::t .. =' ..... "° ......... ..c: .. .1-J .. LI'\ ..... ;:S AO..-f -.::t .......... ClO c:: ""' .... 0 i:Q *

  • I'll ClO !I) c:: ClO ""' c:: .... ""' 0 .... i:Q 0 IQ ..... ell ""' .... .1-J Q) ""' .1-J c:: ell H ...:I ClO Q) ...:I 0 M U"I N 0 N FLORIDA ST.

z l"l:J u Cl.II H Q z 0 1-4 E-1 r.zJ z &:<J P-1 E-1 Cf.I R & LIGHT COMPANY E PLAMT UMIT 1 HISTOC:;Rti.M OF PENETRATION RESISTANCE FOR EL-51 TO EL-100 2.5-50

  • *
  • 0 M 0 N 0 +oot 66-56 '76-06 68-S"B 178-08 6L-f.l '7L-Ol 69-S-9 z w u '79-09 ..... tfl ..... 6S"-S"S 0 z 0 ......

E-< E-< 61;-S"t; w z >..::i tl.. '7'7-017 0 6£-S"( Ul '7£-0E: 6Z-SZ ?Z-OZ 61-H t;t-01 '7-0 FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 HISTOGRAM OF PENETRATION RESISTANCES FOR EL-60 TO EL-100 2.s .. 51

  • * * .. 00 c: -M M 0 c:Q 0 N +o01 66-!;6 -+;6-06 69-!;9 +;9-09 6L-Sl +;L-Ol 69-!;9 z i:.l u iJ9-09 E-< C/l 6!;-!;!; 1-1 Q ?: +;£-OS 0 1-1 6+;-!;+; E-< i:.l z i:.l p.,. +;+;-O+; 6(-£( Q E-< C/l +;(-0( 6Z-SZ t;Z-OZ 61-n +;1-01 6-£ +;-O FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 HISTOGRAM OF PENETRATION RESISTANCES FOR EL-101 TO EL-150 FIGURE 2.5-52 i=' w w !:!::. z 0 f:: < > w .J w +18 +10 0 20 40 70 90 -100 -110 -120 -130 -140 -150 L 0 .WERAGE SHEAR )TRESS DEVELOPED "5SUMING LOOSE SOIL CONDITIONS AMax = O.lg 500 "x ' ' ' " WATER TABLE EL. + 2.0 '-' ' ' ' i'. " '\ ' "

STRESS TO CAUSE LIQUEFACTION IN \ \ '\ 10 SIGNIFICANT STRESS CYCLES ASSUMING LOOSE SOIL CONDITIONS \ \ y \ \ '\----\c \ \ L\ CAUSE LIQUE-\ FACTION IN 10 SIGNIFICANT \ STRESS CYCLES ASSUMING AVERAt;E \ SOIL COKDITIOHS \ \ SHEAR \ STRESS DEVELOPE \ ASSUMING AVERAGE \ SOIL CONDITIONS \ Amax= O.lg l 1000 1500 2000 SHEAP. STRESS (PSF\ (A max O. lg & 10 CYCL=S) I I I I \ \ \ \ \ r..\ I I l I ,_J I I f I I I l 1.0 2.0 3.0 4.0 5.0 6.0 FACTOR OF SAFETY FLORIOA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 LIQUEFACTION POTENTIAL FIGURE 2.5-53 +18 +10 0 20 40 § -501 !::. -60 l\ :z: 0 -701 \\ i= < > w ..J w 90 j \\ 1\ -JOO i -110

  • J -120 -130 -140 -150 L 0 '", '\ \. WATER TABLE EL. + 2.0 " '\ ' '\'\ ' ' \.

\ \ \ STRESS TO C.lrUSE \ LIQUEFACTION IN \ 30 SIGNIFICANT STRESS CYCLES ASSUMING LOOSE \ SOIL CONDITIONS \ \ \ AVERAGE SHEAR STRESS DEVELOPED ASSUMING LOOSE SOIL CONDITIONS \-'+--STRESS TO CAUSE \ LIQUEFACTION IN 30 SIFNIFICANT STRESS Amax 0.059 \ \ CYCLESASSUMINGAVER* \AGE SOIL CONDITIONS STRESS DEVELOPED ASSUMING AVERAGE SOIL CONDlllONS Amax= 0.059 500 1000 1500 SHEAR STRESS (PSF) (A '"ax = 0.05g & 30 CYCLES) \ \ \ \ \ \ 2000 I I + \ \ \ \ \ \ \ \ \ t I I r---l I I I ' I f I I I 1 l.O 4.0 5.0 6.0 7.0 8.0 FACTOR OF SAFETY FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 LIQUEFACTION POTENTIAL FIGURE 2.5-54

  • m !: >O .,, nc "'m r m 'Tl -n 0 c:-> :-t 0 21:: :! )> ,, z>O ... .,, G') -I :z c:o (5 0 mm c: c:'°< mm ::0 ;o):> ,, '°

... po G') > > >r N :!l-1-1 :z._ tr. zmo -4 (;) l,n c: :J: UV G')mO :z.--1 c: 0 'Tl

z:ioi G') m,, "'O >> )> On z -I -I -< Om ::vo *
  • q . : ! ' ; I I . *,* ! I I I : ! : I i i '1* : I : ! . : . :I I i ! i i I ,. . .
  • 1 . i . ! -*ii-. . I . I I I . I . I I ;+, I I * ! L'
  • 1
  • t i . I l l' t ' : ,. I ., . I '1 : I l I :I i "1 .1 : I 3 i. I i '+*:11. J
  • T ..
r* J. .* T .!. i* i I ;-.-H1 ! ii . T *r:**l:--J* .. --Ji-j .* 1' t . I ; . I 1. I ; '"1 -1 . -. : I 1 -. . . ; I ; .. -i -. *1* -*-:-:*:-**;-. I . . -II t() I ! ! I I I . I . . I I ! . . . I . ..1 I I J' " . '1 " . i i I i I I 1111
  • 1 * **1 .* . I ' . 1 * " * *
  • I. : : * * ..
  • I
  • I : i . . . ;

j' i I I I!: *--*-*. ****r .. , f 1ft-*-*r** ... -1 llCSF LL **1*** 1* ... -... *' . ' *+ ... -,,, +/-'*:*J ! : I . 1' .. ; ..... ,., 6, .. ,.5

  • to*HI ! 1*1 I I ... I I!: 1:1 '11 s .. l'I: I . I *** : : : ** :. 2 .

I' -.. _,_ .. l l . 1* .. , , , I 1

  • I
  • I .. I I ** *1
  • I I . . 'I j *;: .. .: .. ; 1l*1! 1' IF : I I;; I
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  • I
  • I I I I ' . I I I I . : !
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  • 11
  • I : I I !!': ::-:r*---,. *:* 11 t 11' I ..... ;-* *, .. i *-, -. !f I -*--:.: ... , .. 1 ,* -r-**: :***. *; *,-.,.ill-'

t = . : : .1:.. *; : i . II ' I .. 1' : I I . I : i . : . I : I ,* ,* 1* 'l' . . I' ! . *1 - ! .1 ii' !J' . !J'j * .. : , .1 I ., I I' 1., ** ::>> I *. *I I I t ' * . t

  • I T . I I I
  • I 'j °" ---*--' -+ ... 1{.,... -t----1-----** -*r * -!----.-***' ... 1*1* .... r ----r---_ ... ____ .. -r -* . . *...L ! : : . I . : . ! . I ; : I .........

L.... . . i I : I i I I 1 : '1* . *1 : I! . tt I .. 1

  • j ' * * .. '. : ! ' . r ... +,; . .., -'lJ..L. ..:. . l . 0 2 ! . . : . l
  • I ' . c. .. 2 0 KSF ,,,, .. "90'1? . 3-..............................

-***"* ... ..,.,. ..... .... . ., .. t*

  • T .........

t 1 : uJ *

  • 1011> **** 0 .__.*_._ __ 1.....:...1:.....i..-.i... . ..;...: .._I _.1 u.-*_1 ._i.... ..... ! ...i.......i..l

...... 1....;! ..... 1....1,i..1..*' +...,....:_,.; ! . I I ! .LU . ! I LLL.LL fO I 00 8 , 000 H>. 000 IOO, 000 1800 CYCLES OF CURVE IS EXTENDED AND SHOWN TO BE ASYMPTOTIC BASE) ON TYPICAL CURVES DEVEL* OPED BY SEED & LEE ASCE SOil MECHlNICS JOURNAL JANUARY, 1967 INDlCATES REPLOTTED CURVES FROM FIGURE 6a OF REFERENCED PAPER NUMBER OF CYCLES u+u I yq;;\V})(' SHIELD BUILDING 130 MPH WlftD (SUSTAINED) 'H 1 65 MPH IWID (GUITUIGI -....... ........,.. Ml'lll--............. Ml111--1 -UO 1 UO DURIU HS f.lPH c1>t1r1111nG Ptcssur.c ouc To I ,,/"" J-1 90 :t 190 ou1111c uo Hrt1 OVERBURDEll SOIUS.,.,.5 ! 50 OURlllC 65 tlPll "'l '"5 -../-.....,_ .. -.. . su-v,* UIS l90 ,, OEVIATOR 2,0 z--t-/ F -+ 1120 IJ----01.>,-i..1>lt-y.:ou."*t

    • t..1.-;1 , -_, ..........

\\\1 " \ . . \ \ WP<o*-<<! "o '?1'(7 .,;, \, \ _, \JI . (.,q. PU..J.J ,* .. 1000* _l ... C.O*L*-.>6. w ... , .... c........,._L r**---; '° I . . .--* -,Flu _ **.. "ili__'.i '°. I ff .. r--* lL*'l"'o' -C.lovo.>f) 111ott--* \,*QU,,_lo.t,*Dt.l "* ,.,._ .. ,,., 1:,1.-,."*-1.I I - ..

. , .. *--**** I . . r, ........ *

-**--* ----_-_-_-_-_-_-_- __ 1 __ __

;#"'

'° --I I I .... , .. ----/ *** t*--*J<.'i C.*el*U'-,... ... ,.1', (_ ... U ... \,. I 1..* "I.. *C.oc , ------- --. cc. I ... "-' I "'-.*.!.J'oo'

.... , .. * . '° I

.. <H ...... L O*O FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT I INTAKE OIANNEL LIQUEFACTION YSIS FIGURE 2.5-56

  • *
  • L60 1. 4:0 ,.--.. 1. 20 o ..._, z ID 1. 00 -* ,_..... ..__ a: a: w o.ao _J w .CJ 1u o.eo -r Q.ijQ 0.20 v --------D=4

.. J. ____

l. 00 I so.co 2.00 *s.oo Jo.oo 20.00 FREQUENCIES CCPSJ FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 SHIELD BUILDING MP34 EL. 33.5 FLOOR SPECTRA OBE N-S FIGURE 2.5-57
  • i.so 1. li:O ,...... 1-20 0 \..J z 0 1. 00 -I-a: a: w 0-80 _J
  • w Ll w a: 0-60 Q. ij,Q 0-20
  • l. 00 I 4 4'l. 2.00 5-00 10.00 20.00 FREQUENCY CCPSJ so.oo FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 SHIELD BUILDING -0.13G UNAUGMENTED N-S TRANSLATION FIGURE 2.S-58
  • 1.60 l. 40 ,.........
1. 20 Q '--' z 0 LOO t--t I-a: a: w 0-80 _J w
  • u u a: 0-60 0.20
  • n 1. 00

'l. 2. 00 5. 00 l 0 .. 00 20 . 00 FREQUENCIES CCPSJ so.co FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLAHT UHIT 1 SHIELD BUILDING MP34 EL. 33 . .5 FLOOR SPECTRA OBE E-W FIGURE 2.5-59

  • 1-60 l. 20 1. oo*
  • o.ao 0-60 Q.ijQ 0-20
  • z D -..,__ a: a: w _J w u u a: )
  • 00 1 41.. 2.00 lo.oo 20.00 FREQUENCY CCPSJ so.oo FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 SHIELD BUILDING -0.13G UNAUGMENTED E-W TRANSLATION FIGURE 2.5-60
  • 1.60 1. LlO 1.20 1. 00
  • a.so o. . 0.20 * ""'"' d z D I-a: a: w _I w u w *T ]
  • 00 2.00 s.oo 10.00 20.00 FREQUENCIES CCPSJ i so.oo 1 f=LORIDA POWER & LIGHT COMPANY ST. U)CIE PLANT UNIT 1 SHI ELD BUILDING MP34 EL. 33.5 FLOOR SPECTRA DBE N*S FIGURE 2.5-61
  • l. 60 l. ijO 1. 20 1.00 o.ao
  • a.so 0.40 0.20 * (""""'\ 0 "'"--' z: D -I-a: a: w _J w u u a: }
  • 00 Tl. 2.00 s.oo 10.00 20.00 so.oo FREQUENCY CCPSJ FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 SHIELD BUILDING -0.2G UNAUGMENTED N.S TRANSLATION FIGURE 2.5-62
  • 1 .. so 1. ij0 1.20 LOO o.ao
  • 0-60 0.20
  • r-'I 0 '--' :z El -f-a: a: w _J w u (._) a: 1. 00 2.00 s.oo 10.0Q 20.00 FREQUENCIES CCPSJ 50.00 FLORIDA POWtR & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 SHIELD MP34 EL. 33.S .FLOOR SPECTRA DBE E-W FIGURE 2.5-63
  • 1.so l. llO ,...... l. 20 D '--' z 0 1. 00 -I-a: a: w 0-80 _J w
  • u u a: 0-60 0-1.lO 0.20 * }
  • 00 Tl. 2.00 s.oo 10.00 20.00 FREQUENCY CCPS) so.oo FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 SHIELD BUILDING -0.2G UNAUGMENTED E-W TRANSLATION FIGURE 2.5-64
  • 1-60 1.40 ,........
1. 20 0 ""-' z 0 1. 00 .........

t-a: a: w 0-80 _J w

  • u u a: 0-60 0-L!O *. 0-20
  • l. 00

'l. so.oo 2.00 s.oo 10.00 20.00 FREQUENCIES CCPSJ FLORIDA POWER & LIGHT COMPANY ST. LUCIE PL.ANT YNIT 1 REACTOR AUXILIARY BUILDING MP6 EL. 28.5 FLOOR SPECTRA DBE E-W FIGURE 2.5-65

  • 1.so
  • 1. 110 1. 20 1. 00 . o.eo
  • a.so 0-llO 0.20
  • r-"\ 0 ......_, z 0 ...-...... a: a: w _J w u u a: 1. 00 7'1. 2.00 s.oo io;oo 20.00 so.oo FREQUENCY CCPSJ FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 REACTOR AUXILIARY BUILDING -0.2G UNAUGMENTED E-W TRANSLATION FIGURE 2.5-66
l. so 1. I.lo r-"\ 1.20 0 ...._, z 0 1.00 -a: a: w a.so _J w u u a: a.so Q.40 0.20 * ' 2.00 5.0Q JQ.QO 20.QO so.oo FREQUENCIES CCPSJ FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 REACTOR AUXILIARY BUILDING MP6 EL. 28.5 FLOOR SPECTRA OBE N.S FIGURE 2.5-67
  • 1. 60 1.1.!0 1.20 1. 00. 0.80
  • a.so 0-40 0.20 * ..... 0 '--' z. 0 -a: er: w _J w u u a: 1. 00 4 'Z 2.00 s.oo 10.00 20.00 FREQUENCY C CPS J so.oo FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 REACTOR AUXILIARY BUILDING -O. l3G UNAUGMENTED N-S TRANSLATION FIGURE 2.5-68
  • 1 .. 60 1. IJO 1. 20 1. 00. o.so
  • 0.60 Q.40 0.20 * ,..., 0 '-..--) z 0 ,_.... 1--a: a: w _J w (_) (_) a: )
  • 00 2.00 s.OO JO.CO FREQUENCIES CCPSJ so.oo FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 REACTOR AUXILIARY BUILDING MP6 El. 28.5 FLOOR SPECTRA OBE E-W FIGURE 2.5-69 1.60 1. 40 ,........, 1.20 (....) '--' z 0 1. 00 ,........

r--a: a: w Q.80 _J

  • w LJ u a: o.60 o.40 0.20
  • 1. 00 2.00 s.oo FREQUENCY 10-00 20.00 C CPS J so.oo 4/. FLORIDA POWER & LIGHT COMPANY ST. Lucre PLANT UNIT 1 REACTOR AUXILIARY BUILDING -0.13G UNAUGMENTED E-W TRANSLATION FIGURE 2.5-70
  • l.60 1. LlO 1.20 LOO Q.80
  • a.so 0.20 * ,...... c..:> ........, z 0 -....... a: a: lLJ _J w (._) u a: J.00 i

'l. 2 .. 00 5. 00 l 0. 00 20. 00 so .. oo FREQUENCIES CCPSJ FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 REACTOR AUXILIARY BUILD! NG MP6 EL. 28.S FLOOR SPECTRA DBE N-S FIGURE 2.5-71

  • 1.so l. 140 1. 20 l. 00 . o.ao
  • a.so 0.ijO 0.20
  • t"'""\ (..') \....} z D -I-CI: a: w _J w u u CI: LOO 7% 2.00 s.oo 10.00 20.00 S0-00 FREQUENCY C CPS J FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UHIT 1 REACTOR AUXILIARY BUILDING UNAUGMENTED N*S TRANSLATION 0.20G FIGURE 2.5-72
  • 1. 60 1. l!O 1.20 1. 00 . 0-80
  • 0.60 0-l!O 0.20
  • Q i,,....,)

z 0 t--1 t-;1 a: w _J w LJ u CI I 1. 00 I I I 2.00 s.oo 10-00 20-00 50-00 FREQUENCIES CCPSJ FLORIDA POWER & LIGHT COMPM'Y ST. LUCIE PLANT UNIT l FUEL HANDLING BUILDING MPS EL. 28.25 FLOOR SPECTRA OBE N-S FIGURE 2.5-73

  • l .60 L 140 L20 1.00
  • o.ao Q.60 Q.ijQ 0.20 * ,....... q ..__, z D -I-a: 0:: w _J w u u a: l. 00 2.00 s.oo 10-00 20.00 so.oo FREQUENCY.

C CPS J FLORIDA POWER & LIGHT ST. LUCIE UNIT 1 FUEL HANDLING BUILDING UNAUGMENTED N-S TRANSLATION 0.13G FIGURE 2,5 .. 74

  • 1. 60 l. l!O l. 20 1-00 0-80
  • a.so Q.ijQ 0-20
  • r-'I 0 \.....) z 0 .........

.._ cc a: w _J w (_) u cc }

  • 00 I. 2.00 s.oo* io .. oo 20.00 so.oo FREQUENCIES CCPSJ FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 FUEL HANDLING BUILDING MPS EL. 28.25 FLOOR SPECTRA OBE E-W FIGURE 2.5*75
  • 1. 60 L 140 l.20 1. 00 0-80
  • 0-60 0-L!O 0.20 * ,....... Q '--' z: 0 .........

r-er: er: w _J w (_) (_) a: 1. 00 2. 00 s. 00 10. 00 20. 00 FREQUENCY CCPSJ so.oo FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 FUEL HANDLING BUILDING UNAUGMENTED E-W TRANSLATION 0.13G FIGURE 2.5-76

  • 1.60 l. 140 f9"""'\ 1. 20 0 "--' z D l. 00 -I-a: a: w a.so _J
  • w u u a: a.so a.Y.O 0-20 * --,__ _____ 0=7 i'. I I I I I I I 1.00 2.00 s.oo 10.00 20.00 so.oo FREQUENCIES CCPSJ FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 FUEL HANDLING BUILDING MPS EL. 28.25 FLOOR SPECTRA DBE E-W FIGURE 2.5-77
  • }
  • 60 l. 40 l. 20 1. 00 0-80
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z E> -I-a: er: w _J w LJ (_) a: }. 00 7% 2.00 s.oo 10-00 20.00 so.oo FREQUENCY CCPSJ FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT l FU EL HANDLING BUil DING UNAUGMENTED E-W TRANSLATION 0.20G FIGURE 2.5-78
  • 1. 60 1. 40 ,......, l. 20 Q z 0 1. 00 ....-f-CI a: w
  • a.so _J w u lu la: 0-60 I -:-t o. 40 1 0-20
  • 1-00 I. I 2.00 5.00 10-00 20.00 su.oo FREQUENCIES CCPSJ FLORIDA POWER & LIGHT COMPANY ST. LUCIE UHIT 1 FUEL HANDLING BUILDING MPS EL. 28.25 FLOOR SPECTRA DBE N*S FIGURE 2.5-79
  • l.60 L ijQ ,..-., 1.20 Q z.. 0 1. 00 ...-I--a: a: w 0-80 _J w
  • u u a: 0-60 0-40 0.20
  • 1. 00 2. 00 s. 00 FREQUENCY 10-00 20.00 CCPSJ I Tl. 50. 00 .. 1 FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 FUEL HANDLING BUILDING UNAUGMENTED N-S TRANSLATION 0.20G FIGURE 2.5-80 0.35 * > .... c;; 0.30 z ... I_ .09 0 ... > 0.25 j: < ... ... a: 0.2fl 0 ... !::! 0.15 ... < :I!

z 0 j: 0.05 Ill Ill ... :: 0.00 "' 1 *.10 OLD EQUIPMENT o ST. LUCIE _:UNDISTURBED SAMPLES I

  • ST. LUCIE -REMOLDED SAMPLES NEW EQUIPMENT C:,, RECENT TESTS -UNDISTURBED SAMPLES l 6 RECENT TESTS -REMOLDED SAMPLES NOTE: NUMERALS REPRESENT D50 SIZE RELATION {NEW EQUIPMENT!

COVERING SIZE D 50

  • 0.12mm to 0.13 mm " .12 *. 13 ,Ci.12 RELATIOM IOLO EOUIPMENTI COVERING SIZES 0 60 0.119mm TO 0.14mm * .13 w 100 1000 IPORE PRESSURE
  • CONFINING PRESSURE!

CYCLES TO CAUSE INITIAL LIQUEFACTION FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLAHT UHIT I EFFECT OF TESTING EQUIPMENT Ofl :::YCLIC STREl-IGTH CHARACTERISTICS FIGURE 2.5-111

  • *
  • Refer to drawing 8770-G-481 FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 EXCAVATION PLANS & DETAILS-SH.

NO 1 FIGURE 2.5-82 Amendment No. 15 (1/97) "I......: \ \ ' "' i* -.* ;.c.*' .. \ ... .......... . \'II ii-\ 0 t "C1t.O A*J J. i 1--,,.. ... _ ..... JIC'-.t\>f.ll)w.>l:"'*l!t-4'1'!> I .... l ... tL .. 1'0 \ I ****-* --* 0

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SHEAR MODULUS vs SHEAR STRAIN St. LUCIE Plant * ** x" Plant FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UHIT. l SHEAR MODULUS vs SHEAR STRAIN ST. LUCIE PLANT PLANT *x" FIG 2. 5-89

  • * * '
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  • * * * * .! Q, r-----' I I I L.----r-----' I I *-I 4P I :I I U. L--------. I I I I ,._ I .. I 0 * = ,, :;, -c ; _____ _, ,----' I I I I ... 0 --.., I I _ _J_ I I I I I I I I I L--------' r---1 I I I I I I I I I I L. ___ _ ---1 * .,, Ill
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  • 0 .. ""' FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UMIT l ST. LUCIE PLANT LAYOUT -2 UNITS FIGURE 2. 5-91
  • *
  • I I BREVARD COUNTY _L ______ ---___ ) I I I l 0 I 4
  • ICALI (llllLU) INOIAN RIVER COUNTY I I I I I ST. LUCIE COUNTY r------MARTIN COUNTT LAKE OKEECHOBEE FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 AREA OF REFLECTION SURVEY FIGURE 2.5-92 z > < Q > .... 0 z Q > :0 .... ..,, r 0 :0 "' -.... 0 . > r-'t1 c: u ;;; m :0 ;:!! "" >r :z -.... " c: ::i:: :z ..... -n -<o 't1 > 7 -< SEBASTIAN WABASSO SCALE I* 40,000 STATUTE WILES I ....... i-i-... ...,. l .,., r 0 ..... :"'0 z l> )> r " ..,, < c: 0 Ci Ci c:: l> ;:o -I "fl ;u =.*::o m 0 r-"" !" z >r %-..,, n .... G'l .:0 ::i: c: :r ... )> % .... -1 '° -n .... .... 0 /.,.,,,,. " )> z -<
  • *
  • ST. LUCIE CO. MARTIN-CO.

-STUART, FLA. l to°t.O'oo"w.

ir
ST. LUCIE RIVER 0 STATUTE MILES FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 NAVIGATION CHART FIGURE 2.5-95 2 0 J,,,f .. ,,'f, !! " 25 ?If> lip 411> I I I I I I I I I I I I I I I I ! ! ! I I I I I ,,, I I I I :p I I 'r't"" I I !If> 51' I I I I I I --I -'P 1!10' 300' 4!10' 600' 7!!0' 900' 10!!0' 1200' 13!!0' 1500'

.. .__ .. .. .. " .. .. .. HORIZONTAL SCALE l*I0.000 VERTICAL SCAU I'

  • l!IO' FLORIDA PO'IER & LIGHT. COMPANY ST. LUCIE PLAHT UHIT 1 SEl!MIC PROFILE 3000 JJULE SPARKER FIGURE 2.5-96 S5 60 65 0 150' 300' 450' 600' 750' 900' 1050' 1200' 1350' 1500' ,. ,. 70 75 80 HORIZONTAL SCALE I* 10,000 VERTICAL SCALE I"= 150' 8 HAWTHORNE FM. TOP OF LIMESTONE FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLAHT UHIT 1 SEISMIC PROFILE 3000 SPARKER FIGURE 2.5-97

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0 "' ""' .. :mfJlm "" ... "" ... ... 1$0'-, ... 900' -, .... 1500' "" .. "' ... ""' HOllMlONfMSCAl..t lt0.000 VflfflCAI.. $:All 1*. !!let FLORIDA POWER & LIGHT COMPANY ST. LUCIE PU.HT UHIT 1 SEISMIC PROFILE :m<l JOULE SPARKER FIGURE 2.5-101

  • oo* ...----==----------==-*oo'
Y ;:/ 1500' -------.. __ ,. HO!tltolf'U.LSCAU 111),000 VtftTICll SCAl.l r. ISO' FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 SEISMIC PROFILE 3000 JOULE SPARKER FIGURE 2.S-102 0 ; 3\10 I I I I 395 I I I I :T":' I I I I :I"" 1 I I I '!"'" I I 1 150' 300' 450' 600' 750' 900' 1050' 1200' 1350' 1500' TURN TON. --HAWTHORNE FM. ----------

---TOP OF LIMESTONE .. , . .. .. .. .. .. .. .. .. ... HORIZONTAL SCALE I' 10,000 VERTICAL SCALE I"

  • 150' FLORIDA POWEP & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 SEISMIC PROFILE 3000 JOULE SPARKER FIGURE 2.5-103

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  • I I I I I I I

.. .. ... ... -... -0 ISO' ,.,,. 450' ,..,. 750' 900' ,.,, .. ""'" '°" "°' tOlllZCWTAl St.AU l*IO.OOO \f'Ul'TlCM.ICALl 1*0 ltl0' 1500' FLORIDA POWER & LIGHT COMPANY ST. LUCIE PU.HT UHIT 1 SEISMIC PROFILE 3000 JOULE SPARKER FIGURE 2.5-105 .873 81\'.) ., 860 fl!!ll llllC> 8'111 IMO

  • 8ilO 0 I Tllllf **S. TUlllltTO-......-..rt TO*-< 150'-300'-__ ,.. ' --.,,..0# llflll,,,,..

450'--600'-750'-900'-1050'-1200'-.,, ,. 1350'-HORtZONTAL SCALE l*I0,000 VERTtcAL SCALE *** 150' 1500'-FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLAHT UHIT I SEIS-\llC PROFILE 3000 JOULE SPARKER FIGURE 2.5-106 I

  • f >-z <( CL o,_ u-z ..... ::> I 1-<::' z ..J < ol! ..J ,.. 0 0::> CL ..J <( * -"' a:: 0 ..J '-'-

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  • 150' TOP OF LIMESTONE FLORIDA POV.ER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 SEISMIC PROFILE 3000 JOULE SPARKER FIGURE 2.5-109 ENllOFUI£ 457 447 445 442 441 0 , , 1 , , , r , :r -y , , F "1:' , , , , ¥ ? j MUDDY llOTltM lolJU>Y BOTTOM MUDOI' BOTTOM MUDDY llOTTllM 1400 ft. 2000 fl . . 150' --300' 450' ...... .,,'°'1"" 600' 750' __ __:--900' 1050' 1200' 1350' 1500' ........_

HAWTHORNE FM. -----------.. , . .. .. .. .. .. ,. .. .. oo* -rnr----lOP OF LIMESTOtE

HORIZONTAL SCALE I* 10,000 VERTICAL SCALE I*: 150' FLORIOA POWER & LIGHT COMPANY ST. LUCIE PLAHT UHIT 1 SEISMIC PROFILE 3000 JOULE SPARKER FIGURE 2.5-110

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\1 ' vH' 111r iw: 1l ' 11 '} I *t 1r .-i 11 I I I , I! I 1!: mi* -!fl[ ._1 1* I 1 I I 11 I II I ILl)l I ]Ii I I II, 11111 /!! ,I; I Iii TEST BORING RECORD IOllNG NO. B-l 4 6 A DATI DllLUD l / l 5!69 IOINQ, J-ll:?7 1""**---* 4 -*--**... 2A-79 LAW INGINHllNG Tl$TING CO. SOIL DATA REPORT HUTCHINSON ISLAND JOB NO BORING SAMPLE DEPTH WATER PCF SPECIFIC NUMBER NUMBER (FT.) PERCENT JWET) GRAVITY VISUAL CLASSIFICATION B-106 UD 87.5 25. 2.72 GRAY FINE TO MEDIUM SAND B-106 UD 137.5 24.l 130.02 2.69 GRAY FINE TO MEDIUM CLAYEY SAND B-106 UD 147.5 30.8 118.55 2.68 GRAY FINE TO MEDIUM CLAYEY SAND B-106 UD 157.5 28.5 118.2 2.67 GRAY FINE TO MEDIUM SILTY SAND B-107A UD 79.5 26.l 131. 25 2.74 GRAY SHELLY SILTY FINE B-108 SAND UD 67.5 16.2 132.3 2.75 GRAY FINE TO MEDIUM SAND WITH SHELL B-108 UD 87.5 23.6 132.6 2.70 GRAY FINE TO MEDIUM SAND B-108 UD 97.5 18.6 137.9 2.70 GRAY FINE TO MEDIUM SAND WITH SHELL B-108A UD 64.0 19.6 142.8 2.73 GRAY FINE TO MEDIUM SAND WITH SHELL B*l08A UD 68.0 20.6 112.0 2.71 GRAY FINE TO MEDIUM SAND WITH SHELL B-108A UD 82.0 24.l 111.0 2.77 GRAY SHELL WITH SAND B-108A UD 88.0 30.3 120.3 2.73 GRAY FINE TO MEDIUM SANO WITH SHELL B-114A UD 207.5 26.l 117.7 2.67 DARK GRAY CLAYEY FINE SANDY SILT B-114A UD 257.5 41.0 110.7 2.64 GRAY CLAYEY FINE SILTY SAND B-114A UD 282.5 23.3 105.9 2.63 GRAY FINE TO MEDIUM SANDY CLAYEY SILT B-114A UD 307. 5 35.4 112. 2 2.62 GRAY FINE SANDY SILTY CLAY I L*w E*o**.,***G T<SToNG Co*****@ BIRMINGHAM. ALA*AMA * * *

  • SOIL DATA REPORT HUTCHINSON ISLAND JOB NO. J-1127 BORING SAMPLE DEPTH WATER CONTENT PCF SPECIFIC NUMBER NUMBER (FT.) PERCENT (WET} GRAVITY VISUAL CLASSIFICATION B-107 UD 83.5 20.4 132.5 2.79 GRAY FINE TO MEDIUM SANDY SHELL B-107 UD 152.5 18.8 133.0 2.76 GRAY AND GREEN FINE. TO MEDIUM SILTY CLAYEY SAND B-lllA UD 78.0 19.9 104.2 2.74 GRAY FINE TO MEDIUM SANDY SHELL B-lllA UD 84.0 20.7 102.6 2.75 GRAY FINE TO MEDIUM SANDY SHELL B-lllA UD 88.0 21.2 103.0 2.74 GRAY FINE TO MEDIUM SILTY SAND ! I B-113 ! UD 67.0 17.8 132.6 2.75 GRAY.FINE TO MEDIUM SAND WITH SHELL """ B-114A UD 357.5 35.7 116.2 2.62 DARK GREEN FINE SANDY SILTY CLAY B-114A UD 407.5 43.7 109.9 2.60 DARK GREEN FINE SANDY SLIGHTLY MICACEOUS CLAY-EY SILT B-115 UD 67.5 18.0 132.0 2.76 GRAY FINE TO MEDIUM SANDY SHELL B-115 UD 77.5 20.6 133.1 2.74 GRAY FINE TO MEDIUM SANDY SHELL B-115 UD 87.5 16.l 105.7 2.76 GRAY FINE TO MEDIUM SAND WITH SHELL B-115 UD 107.5 24.7 127.9 2.72 GRAY FINE SILTY SAND WITH SHELL B-115 UD 107.5 2.69 GRAY FINE SILTY SAND B-115 UD 137.5 27.2 125.2 2.69 GRAY FINE TO MEDIUM SILTY SAND B-115 UD 147.5 26.0 127.2 2.67 GRAY FINE TO MEDIUM SAND B-117 UD 77.0 19.9 103.4 2.74 GRAY FINE TO MEDIUM SANDY SHELL I L*w E*<<*""'"" ""'"" Co* .. NY@ BIRMINGHAM ALABAMA HUTCHINSON ISLAND J-ll2 7 (UD SAMPLES) REPORT OF RELk'lVE DENSITY BORING DEPTH MIN. DENSITY MAX.

IN PLACE DENSITY RELATIVE DENSITY (%) NUMBER (FT .. ) (#cf) <rmin) (#cf) (Y) DRY METHOD WET METHOD B-106 137.5 69.70 q

  • 4 7 104.77 122.94 B-106 147.5 73.70 lu . so 90.63 68.20 75.81 B-106 157.5 68.70 .29 91. 98 102 .28 B-107 152.5 72.31 L .25 111.95 97.95 B-107 83 .. 5 72.91 112.83 110.05 95.39 B-107A 79.5 73.86 95.60 104.08 127.68 B-108 67.5 72.00 113. 87 113.86 99.98 B-108 87.5 83.62 105.76 107.28 105.35 101. 44 B-108 97.5 BS.BO 117.65 116.27 96.80 B-108A 64.0 84.28 111. 66 119.40 119.95 "'I B-lOBA 68.0 85.24 11 . 00 92.87 30.27 =f B-108A 82.0 83.87 117.16 85.19 54.54 53.33 B-108A 88.0 75.82 97.01 96.97 99.63 B-lllA 78.0 79.80 111. 53 86.91 28.76 B-lllA 84.0 72.90 107.78 85.00 43.99 B-lllA 88.0 84.00 107.78 84.98 5 .231 B-113 67.0 80.64 113. 66 112.56 97 .61 B-114A 207.5 75.60 98.08 93.34 82.92 B-114A 257.5 71. 40 92.44 78.51 39.79 38.77 B-114A 282.5 73.25 91.22 85.54 72.95 B-114A 307.5 68.89 89. 01 82.87 74.63 68.59 B-115 67.5 85.20 113.85 111.86 94.71 B-115 77. 5 . 76.21 107.86 110.36 105.45* B-115 87.S 86.40 114. 54 91.04 20.75 B-115 147.5 76.65 109.92 100.95 79.53 B-117 77.0 72.18 111. 89 86.24 45.94 *CEMENTED SAND AND SHELL LAW ENGINEERING TESllNG BIRMINGHAM.

ALABAMA * *

  • CX> (....) ,... °' z tO c:: *,..( J..I 0 A-1 A-1 A-1 A-3 A-3 A-3 A-4 A-4 A-4 A-2 A-2 A-2 SUMM/\RY OF LABORATORY TEST DATA Compaction Test Grain Sfae AASHO,T-180-57

>. QJ >. .u 1-1 .u *r1 ::s -r1 ,... J..I :> .u ti) Cl QJ I <il .u CJ) c:: .0 .u J..I CJ) *.-4 Q) 9 <il l!> Q) 0 Q QJ 3: z p. .. u >. >. ..--l w *.-4 44 e J..I °' <il c:: 44 rl 0 ::s Q r-4 1-1 w *r1 (j) t/) 6 p. u r-4 ::s w 0 :> "O cu Q) *.-4 . 6 Q) .,.., .u c:: Q) <il c:: c:: 0. .u :< co cu 0 <il 0 0. ,_, t\J ..... >. 0. Ill ti) ... ti) zu UH.!l C> Ul µ. E-4 0 S-1 12'-27' Gy med to fi sa 24.9 2 .68 0.6 96.9 2.5 D 14.5 97.6 S-2 27'-47' Gy & tan si med 22.1 2.69 15.7 85.8 8.5 c 14.1 118.3 to fi sa v/shell S-3 47 1-67' Gy & tan si fi 24.2 2. 75 3.5 87.5 9.0 D 14.2 118.0 sa w/shell & LS S-4 12'-27' Gy £i sa w/ 28.0 2.65 1.0 96.4 2.6 D 14.6 100.3 shell S-5 27 1-47' Tan cl si fi sa 16.9 2 .65 50.8 37.0 12.2 D 9.6 126.3 w/shell & LS S-6 47 1-67' Tan cl si fi sa 9.6 2.65 20.0 60.3 19.7 D 11.0 123.3 w/shell & LS S-7 12 1-27 1 Gy fi sa w/shell 12.9 2.68 1.8 95.0 3.2 D 15.9 103.4 S-8 27'-47' Gy & tan si f i 16.J 2.69 12.0 75.0 13.0 D 10.0 121.0 sa w/shell & LS S-9 47'-67' Gy & tan si fi 13.6 2. 72 sa w/shell & LS 18.0 68.7 13.3 D 8.2 129. 7 S-10 12 1-27' Dk gy med to co 20 .2 2.65 2.9 94.4 2.7 D 13. 7 106.0 sa S-11 27'-47 1 Br & tan sl clsi 25.4 2 .10 sa w/shell & LS 5.9 68.3 25.8 A 13.4 120 .1 S-12 47 1-67' Gy & tan si cl 20.9 2.65 17.0 78.3 4.7 D 9.0 125 .4 fi sa w/LS & shell :._ . LAW ENGINE:ELING TESTING COMPANY IIUfCHINSON ISLAND J-1127 J.Jcksc:tvillc, Flori(la ---ASTMD 2049-64T Max. , Min. Den. >. >. .u .u *r1 ..... CJ) CJ) c:: c:: QJ CJ Q Q . . :< c:: Ill ..... 102.3 76.5 106.5 80.3 ' 115.1 83.8 102 .1 . 77 .1 l.14.3 80.6 ... 113.4 72 .4 103.2 76.0 113 .3 78.8 122.1 78.S 107 .4* 79.7 107.8 78.8 117 .8 76.9 I File No. Table No.

  • * * -...., ... I I ---*-WASH BORING FR)M 0 -

FEET, NO SAMPLES TAJtEN I I\ " 2A*84 ..... MWV&AW'l ..... 8 ...... tl!llCafooY

  • * .............

'!9 ... ** 0 ... *-* 4111

  • 1.0 . '0
  • 11.0 *Iii 0
  • 2'-11 *ZG.G
  • 11.0 ! i I , i :q I :1. I *I Iii ii I I I I *. I ii I I II I I 11 jll I!! I I 11 ll I I I I I I I ! I ' 11 I I ! 11 BORING NUMBER AG I 00 ST. LUCIE PLANT JOB NUMBER SA.*137

-.-.---------*-*----J'r-1---.----.--,...-,--..-.,--,-..- ....................... _,___., o i---1 fil 1 I ! 11 II HI VLPY r":"':'.:E

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i_:*I, I , , I : I I I l i I I i 11 i I 11 t i I * !j . !* 0
  • 11 0 .... 110 * ,, 0 ! 11 I I 1 i i I BORING NUMBER AG 100 ST. LUCJE PLANT JOE NUMBER SA-7"37 * * *
  • *
  • IJl.O ... ..... " v VERY DESS£ CA!.CAREOUS FI!;E SA::::>

SJl.'IDY WI"."H St"!£R0US ':'O Sli!LL FRAG-M£NTS A:IO PHOSPKAT£ NODl'I.£5

V£RY

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  • .. :r: :-o 5
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  • 11 .... *
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  • ---** *
  • TEST 80111NG lll:COllO

--*...-*-........................ WMIJ *.......... . . .. .... .. .. .. .. .. ..o I 0 . s 0 . II '

  • 111.ll . :u.o MASH FROM 0
  • 98.5 , 1111 FEET
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  • JI.I .311.<
  • 411 I * ** I .
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F!llM GRAY ILIGll'TLY S!l."":"'Y q.*.l.f\ JtWr'I SA:JDY WITH SM.AL..L SHl!:LL 105.0 ------111.0 R>.PJ) GRAY SILTY CLAY WITR SHEU. fRAGME?-!TS. 2A-89 . .. ( *HI . 11 0 . *1 (l *UO *IMO ** 11.0 11 1

  • I I I ,.1 I ; I I 1. \ , ' 1111 l I I I 1 1 i I I I I I i ' I \ 11 l 11 1 I i I ! I !!SORING NUMBE.R AG 10 I ST. LUCIE ?LAN1* JOB NUMBER SA*737 PAGI& ll OP lll * * *
  • v VERY DENSE TO t:RAT
  • FISE ASD SA!::;y LI:!!:STOliE WITH SHELL FRAGKE!ITS.

' llS.C --------VJ;J!.Y F:;;R.'1 Tfl G'l'AY P.ND BLACK SPECK:to FINE Ar;o SLIGHTL"l SILTY FI!:£ SASO A';O SANDY WITH S:lALI. SHELL FRAGMENTS. -* V' noc n:Rr TO ui;*;;;t: ,:1t.*.v ,\:;::i v -n1.1v*I( sri:CKLl'.O CAl.C:\lff()L'I': FINF. j;l\NO l\Nll FINE t*:n , ... ,..., !... 1:nu ShW.L t'AAG-111.c "r:p;*1*s r TOP Of' llt\W'l'HOR:U:. \'E!tY FlltM GREEN SLICKTLY SILTY SIMD. ..... ---------LM!:t TO SA:ID CJl!:!:N S?LTY PtN'I! Vi

  • 2A-90 .... .1 *111.0 *Ul.O *ISl.0 *Ull.O 141.0 *HiO *ISi 0 *1510 ,;.W.J .:!!.U I I 11 I I \Ill I J \ I ' ' I I J I I \ ! a .. ... ...... ... i . ....... ! "i .... . ... * * * * . . au
  • Ill .. ... * !I II BORING NUMSER AG 101 ST. LUCIE PLANT JOB NUMBER SA-737 PAGll: lll Oil' I
  • VERY

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  • BOR:NG N ST. LUCIE UMBER AG JOB N PLANT I 01 UMBER SA-737
  • 2A-91 4 0,, I
  • . HI.I ---------D£!fSE SLICHTLY CAL-CAREt>U1 Fil'E Sl\ND HITH SOME SMALL <;Ht:LJ. FR/\GHErlTS ISO' -* ocn

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  • 2A-92 J *Ul.C ..._.. *&H.I -*4t. -*ZOI -.... .... * * "'° ll" 0 II JIORING NUMBER AG 101 ST. LUCIE PLANT JOB NUMBER SA*737 llAGIC S Ot" t

........ ..... to l I i I ! 11 I I I ....... ,,,.,... * .... ..,. " ......

      • t-00'1 2A-93 . ... , ...... :..* '0 . I ' 0 c I I rrrr11 I . o I , , I I I I ! I i I I I I I . ! 11 i I 'j'i' I i l l .:I I I I 1 1 I I I 10 0 i I ' I ; I ' I I I I ' ' I l I I 'i ;1 I I I 11 \1 11 ii; 11* I I I .1 I;! i I i I I ' I I 'I I 1' o I ! I . . : i i /
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  • 4S 0 . so 0 111111 I I I i I I I I BORING NUMBER AG 102 ST. LUCIE PLANT JOB NUMBER SA-737 PACill: 1 01" * * * *
  • v WJ\SH IORINr. FRO" 0 -

FF.t:T. NO SA.!!l'Ll':S TAKEN * ' -------.... \'tRY FI" ... C.\:'.:.I. "!::Jt:S FINE SA."fD WITH SHELL PMGMENTS 101.c --------DENSE 'l'O VERY DENSE LtCllT GJIAY rIN'E SAND . v

  • 2A-94 *HO *HO *HO
  • 10.11 *7\UI
  • 1111.0
  • IH Cl *H.O *OS 8 *HIOO *IHG *UOC *111 ti I .. ' I ' I\ l -ur v I J \1 BORING NUMBER AG 1 OZ ST. LUCIE PLANT JOB NUMBER SA*737 HI LOOSE GREEN STL'l"i' l'Is-E SANtl 2A-95 -100 IM. I ll 14 *170 Q -17! 0 ... G SORING NUMBER AG tCZ ST. LUCIE PLANT JOB NUMBER SA-737 PA'1ol: J OJI' <I * * *
  • ***c ... ------

GRr.:::N SLt"HTLY CAL-CAP£,'l'S SLI":H':'LY CLA.YEY SILTY rISE SANO ,., c -------VZ:l\Y tlE!iS?; G1'T.?;:t SI.IGHTI.Y SILTY SAND 109.C ------- SLIGHTLY CAL* CAl!£0US SLTl":W!'LY C'UY'l"Y SILTY FI::t SAND WITH SOIU: SHELL FRAG'!E'M'S BP.OWN HODt;LES .S!I.! -------* DENSE TO VERY DENSE t;REEN SLIGHTLY TO FINE SAND AND SLIGHTLY SILTY FINE SANO WITH A FEW SHEL;.. FMW::.t:;-:s ,__ .... -llOIFllNC ftMZllAftD

  • 2A-96 J , .... , *119 0 ... * .. 7 . *ttOO *IH.O ... * .. H -,*200.0 *205.0 IOU *
  • H i.-*II O.C --21s.e IOU 0 u 50/4" *UO.C 2n ..... * * * ** 1-uo *USC u** *-t I L:.w..! *USt 11H ., ....
  • 1 BORING NUMBER AG 102 ST. LUCIE PLANT JOB NUMBER SA*T$7 .. AGIE 4 01" .a r I '. I ! I I l I I I I I I I I ! I ; I ! I I l ! L TICS T aOlltlNCi IH'.C".0110

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  • S TAK l l 2 0 I r I I I ! j , ' t-**-: -* 0 l . 11 0 no -v\ 2A-97 e t MUMM ...... ttlt ! I I I ! I I : ! il I I I I I ! ' ' " I 11 I l *-1 I I I i ! Ii* ' '11 J I I ! I' I : i I : 1 lil I I i ! 11 I I I " I i I ; j r ! I ' I nl I I I , 1 11 I ' I I I : I I I I ! j I I I Li* i:1 . I I I I i I I 111 1 I l 1 : 1111 I , I I 11 I I I i I I I I I l 1 , _t_ _ _L I 111!11 BORING NUMBER AG 103 ST. LUCIE PLANT JOB NUMBER SA*737 ll'A-:;;lt 1 OP' * * * *
  • *
  • Wl\Sll BOIUNl'I FRl'IM 0 -91, 5 n:1:T, !:O SMll'l.t'.S TAKt.N .*.. ....._, _____ _ VERY DENSE r.llJ\ y SLil'lHTLY SILTY ::!!:£ SA!'ID WI7H SHtLL FRAG:!J:tlTS
          • ---------DE!lSE DARK t':RAY CALCAP.EOUS SL?CllTLY SILTY, SLIC':ll':'LY CLAYEY SAND WITH SHELL FRAGMENTS
          • --------VE1'Y DEffSB GMY CAt.CAP.BOOS SILTY FINE SAND WI':H CEME!IT!I:
  • H.O *U.O .H& .u.o ...... *U.O -**"
  • IJ.O **.o
  • 71.0
  • 7'.0 0 ... I I 11 '-j J , , ' I ' ,. :1 I I il SANDY SHELL FRAC!'ZNTS A:;o !:l'!o!E?OUS SMALL PROSPllATE NODULES 2A*98 BORING NUMBER AG 103 ST. LUCIE PLANT JOB NUMBER SA-737 P11.e11 a Oii'
  • rJ ..... --------VIRY DENSE DAM GRAY CAL-CAREOt:S FINE SAND WITH SOME S.!'.ALL SHELL FRAGMENTS ns.o ---------VERY GRAY CALCAREOUS FH;E S.a.:1D WITll S01!.£ BLACK SPECKS AND SHELL FRAGMENTS 10.0 -------VERY FIP.'1 DARK GMY AUD BLACK SPECKLED FUIE SAND J ..... ii VERY FIRM DARK GRAY AND BLA.:K SI'£CKLED FINE a,,SF. OF l":ll'lif'F'F.RENTI11.T£n SANN 197.0 :.11' Of' TO'; FINE TO VERY DENSE GREEN SLIGHTLY SILTY FINE SAND v' 2A-99 *U.O ii I tl.O ICIJ.O *Hllll I J *I IJ 0 J I) a. .. ..... **! 0 .. 9"-C** **1 ** ... 0 ... ft I!= .; .. .. ** *I Ill.II *IU.O ,-1;u.o llU II 7 u *IU.O *IH.11 ....
  • SI H/3" *14:U BORING NUMBER AG 103 ST. LUCIE PLANT JOB NUMBER PACUC :I 011' 4 * * *
  • -rJ ...... F%NE TO VERY SLIGHTLY SILTY FINE S.llND ..... ---------.:!.!U ...... -l'IRM GR.Er.I SLIGHTLY SILTY CLAYEY FINE SAND I *HU ...... * ***** ---STIFF GREEN SLIGHTLY SA?n>Y SILTY CLAY llO. *t71.0 -IORING TERMINATED
  • 2A-l 00 ... *
  • u .,.
  • a * ... *
  • II IHI 0
  • 7 I I BORING NUMBER AG 103 ST. LUCIE PLANT JOB NUMBER SA*737 PAGI: ' OP' '

..... "* .. * .... ,... WASH FROM 0 TO 100 FEET. NO SA.MPU:S TAKEN -*' cuw . ' WI HO no -JO 0 -IS 0 -10 0 -1.0 -0.0

  • illMI 19.CI -* zo.o -* llll.0 -I 2A-101 .. . .... I BORING NUW.BER AG 104 ST. LUCIE PLANT JOB NUMBER SA-737 PAGll t OP' U * * *
  • * ** *811 llOllINC:

FROM 0 TO 100 FEET. NO SAMrLES TAKF.N ..... _______ ..._. COH'l'INU9 WASH llORINC FaOM 100 TO 650 FEE'l'. CUTTING SAMPLES COLLECTED 2A-102

  • 10.0
  • 11.0
  • 70.0
  • 11.* ..... ..... Ll"S"' <"t'tet'Ll\'!'tnM OF Z::"ILLI:<G BORING NUMBER AG 104 ST. LUCIE PLANT JOB NUMBER SA*737 .PACS a 011' U llO.O CONTINUE WASH BORING FROM 100 TO 650 FEET. CUTTING SA.'lPLES COLLECTED sr.s£ Cll" SASns_ ----' ., 'lfTHOllNE FORMAT ION 2A-l03
  • H.O *100.0 *IOll.O *110.0 *UO.O POSITIONS OF STJUllTA nnr;i.i;s IS Tiff: INTER-_, 10 0 \'/IL nr Ct'TTING ( 100 TO 650 rrET ARE APPROXIMATE
  • 139.0 -140 0 *IU.O ...... BORING NUMBER AG 104 ST. LUCIE PLANT JOB NUMBER SA-737 *"4*
  • or 1a * ** *
  • I DARK GREEN GRAY SILTY CLAY
  • v
  • 2A-104 ,*110 0 *IH.O Wu *11S 0 --...... ......_ *IH.O ....__ -i*o.o *IHO ..::!!!.!
  • HS.Cl .....__ ..:!.!!! *lll.O i SORING NUMBER AG 104 ST. LUCIE PLANT JOB NUMBER SA*737 *AG& & OP' 12 A v DARK CRE£N GF.AY SILTY CLAY I ... .. I v 2A-105 *110.0 *ZU.O .;!!!;! *ZH.O ....._ *140.0 -*USO ....___ *HO.O ...__ *ZSS.O ..____ *ZIO 0 -*219.0 -*Z70 O I ! (tORING NUMBER AG 104 ST. LUCIE PLANT JOB NUMBER SA-737 l'ACIK I 011' Ill * * *
  • ..... J v :DAJUC GREEN SILTY CLAY
  • i -I
  • 2A-106 l10 0 *111.0 --*HOO -;.!.!U. .:.!!2.!!. JOO.O ,;.L;1.:.
  • J ---*JU O --

o ---*'21.0 -1*UOO tJORING NUMBER AG 104 ST. LUCIE PLANT JOB NUMBER SA-737 A v CARY. GREE:I C:AAY SILTY CI..i\'i j I * (' 2A-107 *JJS 0 ....__ .3ao o *US.O -*3'0 0 -ns.o -*H0.0 -I l _,.,, 0 --..:,!!.C .:!, *111.0 -*UO.O -*JH.O -BORING NUMBER AG 104 ST. LUCIE PLANT JOB NUMBER SA-737 PAGlt 1 OP' t z * * *

  • J v -....
  • DAJUt C!t!:EN CRAY SILTY CLAY * ... .*ti------------. * .; 2A*108 400 0 -401.0 -*110 0 -411.0 --*UOO *USO -*UOO -* [!

4$0 a """*' 410.0 -. POSITIOllS OF !'U'.AltS I!4 THE .,.;\L or Ct.'TTING S.!\."PLI1'G (100 TO 650 FEET DEEP) ARE APP RO.n:l'.A'.t'E . BORING NUMBER AG 104 ST. LUCIE PLANT JOB NUMBER SA-737 ' *AGE I OP II v DAJU( CHERTY PHOS-PBATIC CLAY WI!H -I . II v 2A-109 ... ,. --noo .,__ .* -...... -...... -../lto.O -../191111. -.. *SOO" ---. ... T *111.0 -HUI -BORING NUMBER AG 104 ST. LUCIE PLANT JOB NUMBER SA-737 PAGS t 01' tZ * * *

  • J. v DAH GREEN CR£R'!'Y PROS-PHATIC CLAY WITH FOSSILS IASE OF HAW'l'HORNE FOR.MA-TION lllS.O 'l'OP or SUWANN££ LIM£STON£ 170.0 --------. LIGHT BROWN PHOSPHATIC FIN? GRANULAR SAND AND
  • f'OSSILIF£ROUS . . v
  • 2A-110 ,*USO *IJO.O ....__ *US-0 .___. ... ,." -*1410 uo.o -ns.o -HOO ,___ HS.O ...__ hTn ,.!l1a a *HOO -*SUO POSITIONS OF STRATA 8R.V.kS THE INTER-VAL OF CL'TTlNt.;

SAl'.PLING (100 TO 650 FF.ET nttPl ARE APPROX1'!ATE . " . .. BORING NUMBER AG 104 ST. LUCIE PLANT JOB NUMBER SA-737

  • PASIC 10 Ofl' ta t?GHT GRAY BROh'!-1 JI.SO BI.AC SPECK!.£='

P!!CS!'!l.:\.TIC GR.\."R'LAil F::>SSIL:FE:ROt'S tIMESTOSE 61111.C/I MODERATELY HARD GRAY TAN rr:E r,v *:t*::.P. rr: ::s ot:s L::!:3:

  • . * *s::;y, NUMZ;ROUS FOSSIL '10LDS, POROUS LIGHT GRAY GREE!: SANDY 'rl:XTUREO FRIABLE FOSSILIFEROeS, CO"POSEO 01" MARINE POOP.LY POROUS 171.1 ---------2A-111 .. oo.o -tos.o *110.0 -tn.o *U9.0 -G400 BORING NUMBER AG 104 ST. LUCIE PLANT JOB NUMBER SA-737 PAGll: II OP' IZ * * *
  • ,., v VERY SC'F'r '!'i:> Sl"F':' LIGHT TA."1 TO .::FJ:.;:I SlL'!'\'

TVRED CHALKY LI!".ESTONE 1 HOOERATELY FOSSILIFEROUS, SJ SOME V'CGS BT.C".)"l:S !'40 PI r.v, -DARK GRAY GLAU-CONITIC MO:-:'LEO. ,c;o TA!I CHA.t.ICY .. -ZI SASE OF 70l.0 TOP OF OCALA LU:LSTO!U

  • ---MODERATELY HAPD TAN FINE TO HEDilil1 GRAY
  • TO DARK GRAY :*OTTLED FOSSILIFEROUS LI:U:STONE, WITH FOSSIL MOLDS, 17 .POROt'S ,. ... '---llORING TERXINATED
  • 2A-112 . *451.0 *HOO ..:!!l.2 *UO.O -*US.O -.:!!2...2

... u.o *HOO ... .,0 . BORING NUMBER AG 104 ST. LUCIE PLANT JOB NUMBER SA-737 PIUi* 1& 0,.. 1&

    • I I I i i I I
  • I I TEST 801tlNG REC:OltO ........

!JO!l!S\. 0

  • OR, 5 FEET. Nv Si\XPLES TAKEN. V' 2A-113 ...... N .. t'*A*t-*8""'8W'e N* ... . . .............

,. IJ 0 I 0 , 0

  • z 0
  • 7 0 . , 2 c . *7" . 22 0 . Z1 0 . iz o
  • 37 0 *UO 11 I ! I I I I ! 111 11 I ! I ,1 I I I I I 11 I I I ' I I I I I I I 111 I I I I I! I i I i 11 111 11 I 11 I 11 . ' I I 11 I I I I '1, I i I ' ' i I 111 BORING NUMBER AG 105 ST. LUCIE PLANT JOB NUMBER SA-737 PAGll: I cur t :I * * *
    • rJ . "0
  • S2 0 . '1 0 ' '2 0 WASH BORING 0 -98.5 FEET. NO SAMPLES TAKEN. * ., 0
  • 72 0 I I
  • 77.0 I i I
  • IZ 0 * .... --------\"ERY CE:;,;:; GP.AY
  • 17 0 SAt:O A.'10 ci:*.!t'1TF.O SAim'{ LI'-T.-STO?IE WITH Sf!t:U.

tef j --------------* *z o VERY DENSE GREEN BLACK SPECKLED SLir.W:::Y CAL-CAR.EO'JS SILTY s;.:;o WITM SHELL FRAGMENTS. 11 0 111.c ....,_. ________ IOZ 0 VERY DENSE AND It.ACX SILTY FI?:E SANO. V' 107.0

  • 2A-114 11 II lj I l *1 u 111 111 I I I I I I 1111 I I I 111111 I 1 11 I I I I I 11, I I I I I I ' ' Ill ---'* BORING NUMBER AG 105 ST. LUCIE PLANT JOB NUMBER SA-737 PAU& ll OF" Ill vtP.Y DENSE CREE'!f A.'ID BLACK rJ SILTY F:t::t SANO. BASE or UNDlFFERr.rl'tATED SANDS 130.C ----------TOP or HAWTHORNE FIRM GREEN SLIGHTLY CLAYEY FIZ.."E SANO WITH A?IO LARGE SHELL FRAGMENTS US.I ....._ ____ -------GREEN CALCAREOUS SILTY CLAY v I i I I GREEN CALCAREOUS SILTY CLAY 2A-115 I t I ll I 1 o:.o !/ -V v IJ 117 0 I *IU.O I *127.0 I 1\ *132.0 1\. '} *U7.0 I . , . .. ... ., ..... -'IS1,0 157.0 IUI U" IOI.II 12" 0 BORING NUMBER AG 105 ST. LUCIE PLANT JOB NUMBER SA-737 PAGlt J OP' 12 * * *
  • J' I , ... ;.,:;...-

,. .... c:..-.. "! I I I ..... ., ..

  • I I I I_ v
  • 2A-116 . -111 0 -*171 0 UIS IZ .. 0 '7 *111.0 IOI ll" 0 ., 4 19'il 0 *117.0 -!Sll II" 0 0 I I I I I *ZOZ 0 *107 c 1'04 u** * * -*ZU C -*ZI 7.0 1'77 II" 0 0 ..___ U>O . ., .. .... * * -BORING NUMBER AG 105 ST. LUCIE PLANT JOB NUMBER SA-737 PAGIE 41 OP' ta

" N GREES .;::-':""; -* *v 25SC --------DARK SLIGP.':'LY C:..AYEY SL!Gli':'LY S!L':'Y \'!:RY FINE SA.'<0 HS.C ---------GREEN CALCAREOUS SILTY CLAY I l"l --------I I I I ! SLIGiiTLY I I .. A\:"£"¥ ' I I -*-----* -... )OOC JOS O --------CRF.£S SL rr.11TI.Y CALCARJ:OUS SLIGHTLY SILTY CW\Y V' 2A-117 I I *UZ 0 -*2l7 0 IUJ II" 0 0 -*242 0 -*2410 "" .... 0 0 2SZ 0 *z:n.u ,, .. , ... 11 D -.zgz o I I -*267 0 ZOU 11" 0 0 *27Z.0 -*Z77 0 211$ !Ill" 0 0 -*292 0 *2170 ZIU ,. .. ill. II : 2910 *ZU 0 -uu , ... *

  • BORING NUMBER AG 105 ST. LUCIE PLANT JOB NUMBER SA*737 ll'AG".: 9 OP 11 * * *
  • I -

SLit:!l":'LY CALCJ\ltrous SLIGHTLY SILTY CLAY ..... -------GR£ES CA:c;.REOUS SILTY CLAY us.o --------* I ' I j j I I CUEN SLIG!!':'LY CALCAREOUS

  • SLIGHTLY CLAYEY SILT I
  • I . t
  • 2A-118 )020 -.)07 0 uu 11" 0 0 -*>12 c -

.*.. * * *JZZ 0 *327.0 24'0 11" 0 0 -1.. .. .1 I ....;..:.:...:

  • 1J1.0 uu 11" 0 0 --su.o -j*l47 UH II" 0 0 *JSZ.O -*JS7 I ZHt II" *
  • BORING NUMBER AG 105 ST. LUCIE PL.ANT JOB NUMBER SA-737 P'AGI!: Ill 011' l:J
! CREES SLIGHTLY CALCAREOUS SLIGHTLY CL/.YEY SILT HS.a ----------. GREEN SILT *11.c ---------CUEN SLIGHTLY CALCAUOUS SILTY CLAY WITH St::!EP.Ot"S l'HOSl'HATE

!:()0t'LE6 l\IJO I.>.J!.CE DAlUt GRAY CHERT PEBBLES f 2A-119 *HZ o 1 -*3'70 2111 .... 0 0 .nz o. -*S77.0 HO , ... 0 0 -JU.0 -*H7.0 -Ztll , ... 0 0 I I *JtZ 0 -*H7.0 , ZHI .... 0 0 --1 .. ..... 0 0 ... u.o* -...tl'l.O JU7 Ill" 0 --BORING NUMBER AG 105 ST. LUCIE PLANT JOB NUMBER SA-737 PAGllt '1 OP tlt * * *

  • *llU ---------LICHT CR.IE!! A.>:D TA.>: SPECltLED VE!'.Y CALCA!'IOUS SLI".;H':'LY cum SILT >.*:c F!'::: s.,.:;:> WI":'H SKELL FAAGtU:!rrS
  • ---* nu LICHT CREES >...>:O TAN SPECRLED VERY C.>.!.CA!U:OCS SL!CH":':Y CLl\YEY SILT ASO n*::: s;..:;u WITH SHEW. FN.u:li::.;:s

... c --------* LIGHT s:..I::;H":"!.Y CARIOUS SLIGHTLY SILTY C:t..\Y WITH s::>:u: S!".>.::.L SHE:LL FRA:;-KE:n'S I ' *Ill.I ----------LICHT GREEN CALCAR!OOS SILT! CLAYEY FI:;c: SA:::> ioiI':'H SC!'L PHOS?HATE GJIAHVLES

* 2A*l20 v .. ----V' *U2.0 ..__ .. .. ..

  • 0 0 .... ,. .. 0 . 0 ..auo .... ., 0 UH 11" 0 * :!!.U .457 0 HU .... 0 0 w.u ..au.o HOit .*.. 0 * ..&7Z.O ,..&'110 H'll .... 0 * *OZO . ***. uaa 1r * . I BORING NUMBER AG 105 ST. LUCIE PLANT .JOB NUMBER SA-737 PAGI: I OP' 11

...,.; fl. ... ...,,. .... IU.O Nl.O ***** i:orr TO l'M*K t':R!"F.N S.\Sf'Y '!") C"l.\YI:':" 'nS:'!'"l"O SlLT$TO'lF:, Ft:ROl!S WTTll l'11'!'r'!'l!'C:Jro 11 %0m:s (IF fl,\Rli: C!!f'.RT !"!::':: nr Plll'Sl'll."* l'F. u C£N£RA1.LY NON-POROUS n ll ------SOFT TO SOFT GREEN, TAN AND BLACK SPECKLED CALCAREOLS 11 STONE, PHOSPHATIC, SOM? SKA.LL FOSSILS ---------VERY SOFT DAM GREEN CAL-CA.11.EOUS CLAY ., --------SOFT TO HARD GRAY TO GRAY TAN VERY PHOS-PHATIC FI::E GRA::t:UR MODERATELY FRIABLE FOSSIL %F?:l'.OtJS SLIGHTLY POROUS 10 '2A-121 *SOZ 0 *117.0 *522 0 ii i."i *5170 *S.U 0 ..... BORING NUMBER AG 105 ST. LUCIE PLANT JOB NUMBER SA-737 l'AGlt t 01' I I * * *

  • * * .. ... t-------------.J.--1 911.0 1*0.0 ..... HARD TO MODERATELY SOFT CRAY G!U:ES TO SILTY Tl:XTl'!U::>

P!ICS-u PH.:,TIC LI!'.ESTO!llE. POROUS. WGS ' GRADES INTO A SOFT GAAY GREEN FRIABLE SILTY TEXTURED o ?OCF.!..Y POROUS, SOME SMALL BI.ACX SPECKS ***""** --*-\ t"1'T*V f'"T J\V \ i I MODERATELY HARD TO HARO GRAY SA:IDY TO SILTY SOMEWHAT FRIABLE TO ;.<:LL LI"!:S':'C'<::::, NUMEROUS FOSSIL ANO CASTS, VERY POROUS, OCCASIO::ALLY

VUGGY, THIS coc;,;1:;c:Z)
.;
s MOOF.P.J\TF.L'l SOM' GRAY r:Pt.:t.:!I Ff'JA!lLE S?!.T"/ TEX'l'UPP.n L t!"r.STO'iE, Gf:Nf:IUILLY l'OHJt*S '!'O NOii* l'OR*llJS.

soiu: FOSS u. CASTS 2A-122 100 II IO 100 *5SZ 0 .su.o -S7't.o *577.0 *HZ o *517.0 *SUO *102.0 C'P OF' SUWANNEE ru=:STO:-fE BORING NUMBER AG 105 ST. LUCIE PLANT JOB NUMBER SA-737 "AGE IO OP' 12 00 **tz o 11*.* -------vtRY HARD GRAY TAN FI!:E GP.A!:ULAR. VERY WELL er-**17 0 MENTED LI:!ESTO!;E, \'!:RY VUGGY, asa.e CASTS, VERY POROUS \ I \ _, so -----*UZ.O MODERATELY SOFT GRAY T.l>,N *'27 o au.a( FRIABLE SILTY 7EX":"u!U:O LIMESTONE, SOME FOSSILS, VERY FINE GP.ANULAR POORLY POROUS ------11.\RD cn-(lt'I110!!'1 FP:r: C:!V\ *;n.\R, \F'!lY !. Ni:'u=:r.\C*t:s

iCi.ilS \ vr.nv rooot*s I \ I l1Ul.O ----
"r"":"

FRIABLE SILTY TEXTURF!'I LI.l:S:'i:'::F., ?CC::lL'l P\'?-,'..'S. FINI': r.rtl\!'ll'Ll>,R, SLI(';!!'!'LY FOSSILIFEROUS S<"FT C:::l.AY r:RCF"f SILTY LillESTONE, POORLY P<'ROUS, FINE SLIGHTLY FOSSILIFEROUS 10 100 10 2A-123 *UZ 0 *UZ.O *657.0 *HZ.O I I BORING NUMBER AG 105 ST. LUCIE PLANT JOB NUMBER SA-737 PAGI: t I OP' tZ * * * ... ** ** 'iWtD' G°AAY-O::i.;\"Err wm * .. WELL CE:'lEM"l'ED

    • '"'tlMESTONE.

co:'.POSED OF -17 FOSSIL RASH, POROUS I ... ' I ------:-" MODERATELY HARD LIGHT TA."1 SILTY FOSSILIFEROUS LI:'.!:STO!<E, GENE!tALLl'

lf ll*POllOUS, ciw.n ** I MODERATELY HARD

.. ARD GftAY SPECKLED PINE GRASULAR G')()t:INOID LIMESTONE, HIAILE, FOSSILIFEl!OUS -. * ** , ...

  • DORING Tr.P.ttINATED . .
  • 2A-124 ..u.z.a. *HZO -... .,, *HZO *H7.0 -,;.W,;!. *707 0 TOP OF CCALA LIUESTO::E INCREASE IN -.nTF.SU.S FLOW !lOTICl:D BORING NUMBER AG 1 OS ST. LUCIE PLANT JOB NUMBER SA*737 PAO* ta OP ti

... ..,.. !MIN.* ..... _ ,, .. ,. \ I i I I I C,;,..A\r M* **AT tO.

>a.* t .;:...tl'>
  • t* It.. .. .. r;* fW tM BORING NUMBER AG t 06 ST. LUCIE PLANT JOB NUMBER SA-7:3 7 PAG* ' Otr 12 * * *
  • N WASH llORINC FROM 0 TO 91.S FEET. tlO SA:1PLE& 'l'AJUal.
  • . ..u VERY DARK CRAY BLACK SPECKL!O C>.:'.:Jl.?£".:"S . .t.::;;

IA""Y !'V!:J,L FU.G!<<NTS '

VERY FIRM CRAY AND II.ACK SPECkLED CALCAREOUS SLIGHTLY Sii.ft Fl!IE SAND I v 2A*l26 .... I I I Ill -I .... 0 I . "0 ! '!j l l *HO -11.0 *H.0

  • 71.0 I i I I Ill 71.0 I I I 11.0 I I I i !'W 10 *** I I } ... I l.j v "0 ,J ' I I 11.0 I\ ! I ' ****** -l BORING NUMBER AG t06 ST. LUCIE PLANT JOB NUMBER SA*737 PACHt ll OP' Ill I i-.*H 1-:,:..:.,..;

I ! J _____ _ -1 I I i I i ! I ! I ! i I i I I I I I I I .. " ; :'l : i I I r_:_ -1 .. I ! I I . ,, Q lllt l* l I ! '$3 0 PORING NUMBER AG 106 ST. LUCIE PLANT J06 NUMEER SA*73/ P'AG& > OF 12 * * *

  • **** 4 -_ _._,_ ____ J . DRD TO \'ERY HARD GREE:!f CALCAREOCS SltTY CLAY WITH IOME SHEtt FRAGMENTS . * ' I uu -------V'
  • 2A-128 . .... . *111. 1111
  • II ., -*17G 0 *111 * .... -* H .. *1111.0 -*tl1.0 ,.,,
  • ll 17 -1:s.: *IOl.O , ...
  • II II -IOl.O -ltl.I ,.,,
  • II H -111.0 -lit.I ., .. * &7 .. -*IH.O -BORING NUMBER AG 108 ST. LUCIE PLANT JOB NUMBER SA.*737 PA*S
  • OP ta I/: VERY KARO GREES SLIGHTLY CALCA.R!:OcS SILTY CLAY I I I I * . I I I I l HOO v 2A-12 9 n1.o uu 0 u ,. ,__ UI O -UI 0 Ut5 0 5015'" -zo 0 -I *291 0 IHI -0 10/4" *UI 0 -I I *ZCI 0 20*1 0 10/l'" *211 0 -2.!!...2..

z 1" a 50'*"" *271 0 -*Zit 0 :111 0 42 !0/2" I *UI o -UH 0 11 IO BORING NUMBER AG 106 ST. LUCIE PLANT JOB NUMBER SA-737 PAOI! 11 OP' U * * *

  • v' VERY HARD GREEN SLIGHTLY CALCAJU:OCS SILTY CLAY use -------* I I I I TO VERY Ht\R:J SIL7Y I I CU.i' I I I I ' I I I 1110 --------* V' 2A*l30 *JH a *JOI 0 nu .__ , *.. 101r H ,* '°' 0 ,*111 0 UOI ,,.. 1/1" .. *lll 0 .__ *lZl.O U7t IZ" * " *HI 0 -*111.0 zsu u**
  • 0 *lll.O *1'1.0 HU ... " '°"" .__ , ** 0 ,Ul.0 HU ... * ..,, .. ,,,. ----1710 .... *
  • BORING NUMBER AG 106 ST. LUCIE PLANT JOB SA*737 PA**
  • OF 1a

.....--..-------- f'>r--r--r----.---...---.----.---.- c;Rt"C"l SLIGHTLY c-... t.c.11nr.ocs IV SILTY CLAY WITll SOME LAJtG£ SHELL FRAGMENTS ---__ - SLI'.;l":'::'..Y SILTY CLAY WI':'H Fim;: TO !'IEOIL"l'! SA.'iO SEA:!S ANO PHATE NODULES _ _ _ ----T.IGHT GREEN CALCAREOUS SILTY CLAY WITH FINE SAND SEAMS *1s.c--------LIGHT GPIEN SILTY CLAY WITH LARGE GRAY CHERT PEBBLES I SILTY Ml'."lTS PHATE -------GREEN CALCAREOUS CLAYEY SA::O WITH SHELL u:o SOMF. SHA.LL GRANULES ., .. , .... -------2A-13l II" *

  • 0 *ltl 01 UH 11" 0 0 I 0 I JOU 11" 0 0 **-0 0 *421.0 UH 18" 0 0 -BORING NUMBER AG 106 ST. LUCIE PLANT JOB NUMBER SA-737 ll'AGlil:

1 01" 12 * * *

  • fl Lit::llT GJU:EN SLIGHTLY CAL-CAREOUS SILTY CLAY .... ---LIG!!-:'

SLIGlr.'LY CALCARI:OL*s SILT't CLAY Hl.O --------LIGH-:-Gl".?:?:N CALC.t,!\!:01.'S SLIC:H'!'L\ --CLAYEY FINE WITH SOME N> PHOSFHAT£ GRANULES .. --* Ul.O --------LICHT SLIGHTLY CAL-I c;.r..::::;s s :::.-:-y cu..Y 1-:r:'! LARGE DA:R.K GRAY CHERT PEBBLES I .. ,0 t ---------"'j I I LIGHT GREEN CALCAREOUS ' I SLIGHTLY CLAYEY SILT I i ; l ***.e *-------- CALCAREOUS CLAYEY SAN:lY SILT 0

  • 2A-132 *UI 0 *Oto ,,., 11" * * ..---*U&o -nu ..... 0 * * ..... 0 . .,, 0 -.,. 0 01.0 lOt .... 0 * -hil c -* .,. 0 -H7Z , ... * * "'71.0 -..... SHI -It" *
  • BORING NUMBER AG 106 ST. LUCIE PLANT JOB NUMBER SA*737 PAGIE
  • Of' U

. IOS.O *------__ I SIO.O *10 0 LIG!!T G!IEE:I CALCAREOUS SILTY CLAY sorT C:RAY GRl'.F.S SILTY i'CI Ft-:r !'l\':rw "."1:xTt*i:rn 0 ATF.LY Pll<lSrHATlC LIM.I:-u STONE IZO.I -------M<'N:R. ... TF:L\' ll.-'1U' CIUS St: TY 1TX"'."t:R!.l"l L IU 0 ... ,;*;n 100 \ ro;;m*::;, :>LIG!l':'LY / ----M0::E't\TF.L1 S*:ll-'7 (;".\Y SZIO s::..'!Y s:.r: .. !1TLY .1-- MOl>ERATEr.,Y s,..,r-:-L! ;1 1 T C';R;.Y SILTY TO Sl\:;:w TEX':'t"RED SLIGR"'."LY s:".ALL L,\RC';E Pi:uSP!L\7

r. PEBBLES, GENERALLY POROUS tOO -na.o 11---------------1 HARO LIGHT r.RAY COQUINOIO Vt'GIW, POROUS, AL'!'ER.'IATI'lG WI':'H MODERATELY P..ARD SANDY TO SILTY TE:\:'URF.D LI:'CSTOtlE, MODERATELY TO POROUS' sm*.E PHOSPHATE NODULES. GRADCJ\LLY BECO.l':S SOFT GRAY GR.EES PHOSPP.ATIC s,'\!:DY POORLY POROl"S, SLIGH':."LY FOSSILIFEROUS.

-100 -2A-133 *696 0 -*511.0 -*Sii 0 -*52 1.0 -:!!.U. *HI 0 n11 .... * 'TOP O!" SUWANNEE J... !".ES':.":J-.;::

  • BORING NUMBER AG 106 ST. LUCIE PLANT JOB NUMBER SA-737 lil'AGE I OP' 12 * * *
  • *--------... 10<

TO "O!'rR-;.rr.r.v S.'fT T.I me,y S,\:i!'.'Y fCISSlLI-ft:llllllS Ll.!:S':'J'lf'., S:',\LL \Tr.5, t*::;s IL _.l\.<;TS. -IZ "C'.lf'.R\Tf"LY 11.>.RO TO KARO Clt\LKY 'l'O f ... ,. G'.' .. :-.. cr ... ::r":.,:;::'.) -.... LI:lf.STQ';t:,

VUGGY,

!'.ASY FOSSIL .a.so CAS'.:'S * . .,._ I --------so -* MOl:lERATELY sorT TO SOFT SANDY TO SILTY '.:'EX1T!U:O, SLIGHTLY FOSSILI!'E?OUS 100 P00?.l.'i po;.:;t.*s, Sl'!'IF. ZOSES OF FOSSIL MOLDS -... -IJ

  • 2A-134 . .. or/ ....___ *UI 0 -*Sf.t 0 .,.. 0 *561 0 -*SU.O --571 0 ----w "" ,J : .5,-< 0 *HIO *SH.O -f AP.T!:SI.Jl.."I WAT£R rLCW l!i PER (i:iPM) AT 610 FI:ET DEEP BORING NUMBER AG toe ST. LUCIE PLANT JOB NUMBER SA*737 PACH!; ** OP' **
  • 10 0 -------

ffJ\r!' l":'ll\Y S,\;.::,,y ":.'EX7l

.!:'ESTO:-;r.,

\*t'r.\:y, FOSS IL cA,;1*s l\NO *60& 0 BECOMES A VERY \"l'CGY Lr'.ES':'OXE IZt.O ------- SQFT GREEN FOSSIL tL:O.SH STONE, VERY CR.>.NULAR, POORLY PrlROUS U7.0 -112.0 MODERATELY SOFT GRAY S!LTY LV!.t:STO::E, 501:.E *;:;:RY S:ll\LL FOSSIL F:V.\.!'U:NTS, HOLDS, VF.RY POROUS !11.RD TAN ANO DARK GRAY SPECKLED VERY GRAINED LI:'ES':'ONE, SLIGHTLY vt:GGY, FEROUS ** 2A-135 ** , , 0 *tZI 0 .. Jl.O ARTESIAN FLOW I!'lCREASES TO ASOL'T 60 r,p,o: BORING NUMBER AG 106 ST. LUCIE PL.ANT JOB NUMBER SA-737 PAGI: U OP U * * *

  • * * "'*' r.iv.y S?CCKLF.n

-..... -;--... *--:**-... LI .. Sil!:LLS *;(l':'EO, GENERALLY A FOSSIL KASH. 1'10D£RAT£LY POROUS --17 .... !) -.* ,, 0 -HI 0 --* .. ________ I I L I tlODERATELY KAR:l CREA!1-Tl'\!I ANO GRAY SPECKLED COQUI-!tOt:> ....__ E"...:::*:-

7. . . .. . --VERY FOSSILIFEROUS , ....

-80RUICi TERMISATED 2A-136 Wl\':'ER F'LOW .a.T 69S FF.ET OFEP TOP OF' OCALA BORING NUMBER AG 106 ST. LUCIE PLANT JOB NUMBER SA*737 PAGC It OP U z A t ll'ONTANEC'.'>U!I "lr'Sl'STIVITY GAMMA ftAY .. II. Ill 1-1 4 P9-:-nn1A .. l*l Ill 0 1 2* * ** ** .. . ** .. eo .. IOO 100 120 U!O 140 uo TOP OF HAWTHORNE BOTTOM OF ST!tEL CASING .. 110 '80 200 200 zzo l!20 **o 2&0 HO 260 210 HO )00 JOO )20 1:110 >*o ll40 ------=-----

  • )60 360 1 Jao llOO *OO *OO 41D <llZO 440 ""' *50 **o CIO 4111 soo 11011 120 11120 l*D 840 IHO 110 j IOO HO azo -, ezo , ... ( * ** ... * ** ... ...
  • 700 TOP OF f 720 2A-137 ELECTRIC ANO GAMMA RAY LOG AG 104
  • *
  • J; .. L ., (-) 20 co ** ** 100 120 1*0 uo 100 Z&O zoo JOO JZO J60 JOO coo czo cco **o ,,. soo szo !UO sao *oo azo *co **o **o 700 720 TOP OF HAWTHORNE BOTTOM OF 5TIEE:l. CASING ) l r } u* ,, *
  • ao 100 120 ..... 1*0 110 zoo Z20 2'0 260 210 JOO no lCO J60 )10 coo cco ,,0 CIO 100 szo =----=====:;:,.:.::

.... ::_ --= % ,._ L Ill TOP OF SUWANNEE ---1 ( <;:" <._ . ,._ TOP OF OCALA j .

  • 4°T 2A-138 *** 600 *** 660 *** ELECTRIC ANO RAY LOG /J. ("! , ('\:;
i: ... .. Ill a zo *o 10 100 :uo 300 320 340 JIO :SIO 400 *20 **o 4*0 **o 100 uo ,540 **o **o IOO tzo *** *** **o 720 Sl'ONTANEOUS RE!llSTIVITV

.... CAMMA RAV HAWTHORNE ft ::::-_-=-======- .:::> c c -=-=.: l' t .. ID ** ** 10 100 "o 1'0 ___ .::..=:::::::::::::::::::. (Top OF SUWANNEE"----- .( TOP OF OCALA 2A-139 ELECTRIC AND GAMMA RAY LOG AG 106 * *

  • DlllTH n. 0 DISCalPTION
1. C _VE.BL LOQ..S.E.

ligll ine_ VERY LOOSE to FIRM grey silty to slightly silty slightly clayey fine SAND (_ ---------FIRM grey fine SAND s. 6. I DENSE blue-grey silty slightly clayey fine SAND with shell fragments and some small silty clay seams 13. c FIRM blue-grey fine SAND and clayey silt SEAMS 16. ( LOOSE to FIRM blue-grey slightly silty fine SAND with trace of silty clay lenses

  • 23. 5 ;.:,v.1: *1 blue-grey s11 ty r: ine slightly sandy CLAY with
  • shell f ragrnents
27. 0 DENSE to VERY DENSE grey slightly silty fine SAND with cemented fine sand seams 33. 5_ -------DENSE grey slightly silty fine SAND 36. 5 FIRM to VERY FIRM tan fine SAND some shell frag-ments and VERY DENSE grey 40. 0 cemented fine sand SEAMS IOlllNO ANO IAMPUNO *.rm AITM .. , ... COltl DllLLIHO MllTI AITM D-2111 "NmATION ti TMI NUMlll Of llOWI Of '40 LL HAMMiii fAWNO H IN. llQUlllD TO D&IVI 1.4 IN. 1.D, IAMPUa 1 n. WA1'11 TAaLI,, M I& WAID TAii.i,, 1 .._ ILIV
  • PINITRATION-aLOWS PER rt. + 7. oo 10 20 30 40 60 801 00 -(1 !'. I -II-2. 0 *, \, ,_ -I < * ... 3; 0 \ -... 8.0 _,__I .... 13. 0 r-18. 0 l-I -23.0 v v -I -28.0 -l i ... 33. 0 1 TEST BORING RECORD (Page 1 of 2 Pages) BORING NO. SB-l DATE DRILLED l/5/? 2 .101 No. ___ J_-.. 1 .. s_,4 ... o_ 2A-140 LAW ENGINEERING TESTING CO.

DEPTH DESCRIPTION

n. 40.0 FIRM to VERY FIRM. tan fine SAND with some shell frag-
i ... r
I \7F'RV '"-" ,...,.. ... ,., -42.5 VERY FIRM to FIRM grey slightly silty fine SAND with small cemented fine sand seams 48.0 DENSE grey cemented fine 49.5 50.5 _M.N0 FIRM arey slightly silty BORING TERMINATED (1) SAND {3) (2) cemented fine sand SEAMS (3) fine SAND -ING AND llJlil!llUNO Mlm Altflll 111-HM COili lllllWNO MQTI .Uflll 0.2t 13 l'mmtATICMll IS Tiff NUMNI OF Ill.OWi OF 140 LL KASlllilllll PAWNO HIN. lllQUIUD 'l'O DllM 1.4 IN. IA IAMl'Ulil 1 l'f. (2 ILIV
  • PINITUTION$Bl.OWS PH -33. Oo 10 20 30 40 60 80100 .-38.0 ... 4 3. 0 ' I I -I I I ...! I TEST RECORD 2 Pages) IOl'UNG NII.II * ...,...,,;..;,_,..;;..._

DAU DIUl.UD---......;.._... .... 2A-141 I.AW i!NGINHIUNG THYING CO. * * *

  • DlltTH n. DHCRIPTION ELIV
  • PE NIT RA TION*ILOWS PER FT. 0 + 7.CD 10 20 30 40 60 80 100 2.0 3.5 VERY LOOSE to LOOSE grey fine SAND ;...-------------VERY LOOSE grey slightly sil-._ty_f_ine SAND __ __ __ _ VERY LOOSE grey slightly silty slightly clayey fine SAND FIRM to DENSE grey slight-9. o ...._ly_silli slightlY_

clayey_ _ (1

  • I 0 4-2.c,_/ \ *--+--... 3. c VERY DENSE grey slightly silty fine SAND with shell fragments VERY FIRM grey sliqhtly silty fine SAND with small fine sandy clayey silt (2 16.0 18.0 LOOSE grey silty clayey f'; C::?.Mn FIRM to LOOSE grey ly silty fine SAND with some shell fragments and decayed organic matter i.-B. fl --13.0 .! ... I I ! I SOFT blue-grey silty CLAY with some shell fragments and trace of fine sand lenses '-18.0 f b 1---1----+--&---+--+--+-+-t-t-t-+-1;
, 26.0 1----------------------t

.., LOOSE to FIRM grey slight-ly silty slightly clayey (3 ' 28.0 36.5 37.5 DENSE blue-grey to grey fine SAND -nF.NSE tCVERYDENSEgrey-

-(4 VERY FIRM grey fine SAND '-23.0 '-28.0 40.0 with some shell fragments & cemented fine sand fraaments '-33.n

  • IOQINO AND SAMPLING Mint AtfM Do11N CO.I DlllUINO Mint .UtM D-:11 la "NmATION It TMI NUMUI Of llOWI Of 140 LL NAMMll fAWHO ao IN. llQUlllD YO DtllYI 1.4 IN. l.D. IAMPLll 1 n. UNDllYUUIO 1AMPL1 lsof '\ti llOCIC COlll IKOYDY WAn& TAllLI. M .._ WATD fAILl.11&

... LOU Of NIUJ ... WATD 2A-142 J I I TEST BORING RECOr!D (Page l of 2 Pages) BORING NO. SB-2 DATE DRILLED l/ 4/? 2 JOI NO. ___ J_-_1_s_4_o_ LAW ENGINEERING TESTING CO. DEPTH DESCRIPTION

n. 40.0 40.5 v '><\' J:< l H" nrev I l nc DENSE to VERY DENSE grey cemented fine SAND 43. 5 VERY FIRM grey cemented fine SAND with loose slightly silty fine sand seams 48.5 DENSE grey cemented QUARTZ, 50.5 52.0 LHlESTONE

& FINE SAND with "'VER'S:'"F'IRM grey cementeO-QUARTZ, LIMESTONEl SHELL BORING TERMINATED (1) fine SAND with shell fragments ( 2) lenses (3) fine SAND ( 4) cemented fine SAND (5) with some shell frag-and cemented fine sand fragments (6) small slightly silty fine sand seams (7) FINE SAND with small silty fine sand len-ses -*NO AND flAM.l'U-MllTI AllTM D-HN COCI DllWNO Mmll AITM 0.211:1 PINl"faA TION II Tl41 NUMllll Cf 111.0Wll Of 140 LL HAMMiii fA!.LING Ml IN. lllQUIUD TO DlllVB 1.4 IN. l.D. IAMl'Ull 1 n. & -=-WA'lft TMU. MI& ""llO'I" WATllTAllU,1111. -clf8 U)U Cf DU.UNO WATlll !!UV

  • PIENETRATION-llOWS PH FT. -3 3 ()) 10 20 30 40 60 80 100 . P. -\ * \ \ \ ... 3g. 0 l --I (6) ... 4 3. 0 (7) --48.0
  • TEST BORING RECO::D (Page 2 of 2 Pages) IORING NO. SB-2 DATE DRILLED l/ 4/? 2 JOI NO. __ _...J_-.. 1,,;;;;5..;4"°'0._
  • 2A-143 LAW INGINHIUNG TESTING CO *.

U&PTH n. 0 E VERY LOOSE grey fine SAND 6 2.

  • 3. i -vERY LOOSE arev slTcilitlV-
s. 8. 14. 16. 22. 28. 29. 32. 36. 40. r VERY SOFT to grey clayey fine san y o FIRM grey slightly silty fine SAND and VEP.Y LOOSE to t LOOSE yrey silty clayey to slight y clayey fine SAND DENCE grey slightly silty fine SAND with small shell & cemented fine sand frag-men ts & small silty clay lenses ( v .t;.KY LJ.t;L'C::>.t; tan ! ine SANLJ ( with cemented fine sand DENSE grey slightly silty very slightly clayey fine SAND (' FIRM blue-grey fine sandy silty CLAY with fine sand lenses 5 SOFT blue-grey silty CLAY 0 0 arev sliahtlv siltv STIFF blue-grey fine slightly sandy CLAY with calcareous silt lenses 5 DENSE grey fine SAND 5_ ---------DENSE grey tan cemented LIMESTONE

& FINE SAND with silty fine sand seams 0 IOlllNO AHO IAMJl\INO Mlm AITM D-1116 CORI DllWNO Mun AITM o.211a

  • NNITlATION II THI NUMlll Of ILOWI Of 140 LL HAMMiil *AWNO ao IN. llQUlllD to DlllVI , ... IN. i.o. IAMll'Ull'

"* -=-WAtn fAllLI. IA ... WATa fAILL I NIL IU.5¥ "' lf'lfNHRAllUt'Nt&.\JWS PER FT. + 7. Q) 10 20 30 40 60 80100 -::-... -:...:--; 15 hr{ -(1 (2 ft-2. o I .,,* .!.. ,__ ... 3.0 f "' 8.0 (3 I > '-... 13. 0 I --18. 0 I I I I L..---.., ( 4) f 23.0 -I -28.0 -\ I 33.0 I "' TEST BORING RECORD (Page 1 of 2 Pages) BORING NO. SB-J DATE DRILLED l/G/? 2 JOI No. ___ J_-_l_S,_4._o ... 2A-144 LAW INOINHRINO TESTING CO. DEPTH "* 40.0 44.0 50.5 DISCl'UPTION DENSE grey tan cemented LIMESTONE & FINE SAND with silty fine sand seams FIRM grey silty fine SAND & VERY FIRM grey cemented LIMESTONE, SHELL & .l:"INE SAND BORING TERMINATED (1) silty slightly clayey fine SAND (2) slightly sandy SILT ( 3) fragments ( 4) slightly clayey fine SAND IOCINO AND SAMPUNO mm AITM ...... COl!l l>tllWNO Mam ASTM D-2113 P'IHmATION IS ntl NUMNI Cf IN.OWi Of 140 LL MAM1111n PAI.UNO 30 IN. llQUIUD JO HIVI 1.4 IN. IJI, IAMl'UI 1 Fr. -=--WATft TAlll.I, II I& WAnlTAIU.1111L ILIV

  • PENETRATION-IH.OWS PH n. -3 3 Cl> 10 20 30 40 60 80 100 . ... 39. ( l \ \ -43.C
  • TEST BORING RECORD (Page 2 of 2 Pages) IORING NO. SB-3 DATE DRILUD l/G/? 2 JOlll NO ........ __ J ... -_1_s_4_o_
  • 2A-145 lAW !ENGINHllMG TESTING CO:-

DIPTM DucalmON n. 0 ** o s.s 7.0 8.5 18.0 .4llllli.. 0 ** o 29.0 33.0 39.0 40.0 VERY LOOSE grey fine SAND ------LOOSE to FIRM grey slightly silty fine SAND LOOSE silty clayey fine DENSE grey slightly silty -SAND_ VERY DENSE grey slightly silty to very slightly silty fine SAND with small shell fragments & trace of silt lenses FIRM to LOOSE grey silty slightly clayey fine SAND VERY FIRM grey fine SAND SOFT blue-grey silty CLAY with small fine sand len-ses VERY FIRM grey fine SAND with cemented fine sand fragments VERY DENSE*grey fine SAND with cemented shell & fine sand seams .. ...

  • -*-**M11UNOMRllA1U1**111 COii iii.UNO MllTI Al'IM Niii ..........

'llON

  • IMI NUMlll Of ILOWIOf 140UL . tA&&.IN9 ao IN. UGUIUD TO...,,. IA IN. LO. taMfta ' n. -WAftafMU.M&

--..gr WAftl TAMI. 1 & --Ul11111'-....... M .. IOCIC C'IOll llCCMIT 41i11. &OllOfll ....... WAftl ILIV + 7 00 . +-2. 0 (1) -3.0 ""' 8. 0 i-13.0 (2) ""'18. 0 ... 23. 0 -28.() i-33.C 2A-146

  • PENnlATION*ILOWS PER n. 10 20 30 40 60 80100 * \ ., .... I
  • r , :1 i It I
  • l c 20 hrs TEST BOk?ING RECOnD (Page l of 2 Pages) IOllNG NO. SB-4 DATE DRILLED l/6/7 2 Joa No. ___ J_-_1_s_4_o._

LAW ENGINEERING TESTING CO. DEPTH n.

40.0 DESCRIPTION

VERY FIRM to FIRM grey slightly silty fine SAND with cemented shell, lime-stone & fine sand seams 47.0 r-vERY Fimrgrey-tan par-tially cemented QUARTZ, SHELL, LIMESTONE & silty FINE SAND 51. 0 BORING TERMINATED (1) with some shell frag-ment!=; (2) with cemented fine sand f ragrnents {3) with cemented shell, limestone & fine sand seams IOlllNG AHO IAlliU'l.INO 11um Al'fllll D-1116 COii MIWHO MH'fl AITM D-2111 NNllTRATION Ill THI NUMNR Of ltOWI Of 140 LL NAlllllllD '1'111NO IN. llQUllllO 1'0 D11.M IA IN. I.II, IAMMlll t n. -=-WAftll TAllLI. ff I& WA'f'lll TAii.i, 1 ML -LOU Of DllUINO WAftll i. ELEV

  • PENETRATION-llOWS PH f'I'. -3 3
  • Cb 1 o 30 40 60 so 1 oo '-38.C i-43.0 .... 4 8. c ?.A-147 v I \ Q I I I I I I TEST BORING RECORD (Page 2 of 2 Pages) IORING NO. __ s_B_-_4 __ DATI! DlULUD l/6/7 2 JOI NO. ___ J_-_1_s_4_o_

I.AW ENGINEERING TESTING CO. * * *

  • *
  • DEPTH n. 0 DESCRIPTION LOOSE light tan fine SAND 2.0 3.0 ._ ----------

grey slightlY-§.ilty__ 7.0 8.5 9.5 14.5 15.5 20.5 26.5 29.5 33.0 FIRM light tan fine SAND VERY LOOSE slightly !'; i 1 tv f' i ni=> n ._VERY SOFT blue-grey siltv DENSE to VERY DENSE grey slightly. silty fine SAND ..YERY EIEH bl ne-g.r.ev c:,; l t-v VERY DENSE blue-grey to dark grey slightly silty fine SAND with some small shell fragments, silty clay lenses & cemented _tine....saruL.f r agmen ts __ --VERY DENSE grey slightly silty fine SAND FIRM grey silty clayey fine SAND FIRM to VERY SOFT blue-grey silty CLAY FIRM to LOOSE dark grey clayey slightly silty fine SAND 36.0 -------LOOSE to FIRM grey ly silty fine SAND some cemented fine 40.0 fragment!::: IOQINO ANO IAMP\INO MllTS AITM ... , ... CO.I OIUl.LINO Mint AITM D-21 H slight-with sand PiNmATION It \'Ml NUMlll Of ll&.OWI Of 140 U. NAMMft fALLINO 30 IN. llQUIHO TO INllVI 1 A IN. 1.0. IAMP\lll 1 n. ---WAftl fAIKI. M NL WAftl fAaLL 1 NL 44 LOii Of NIWMG WATlll ILIV

  • PENETRATION-ILOWS PER FT. +14. :0 10 20 30 40 60 80100 (1 I t \ 9.5 .. I
  • J t (2 I ,___ + 4.5 -I e I * ' " Q .... 0. 5 .. I ....!. (3 ... I d [,c .... 5. 5 IC I le ' ...10. 5 I I I I -15.5 r w /; I -20.5 l \ -25.5 \ TEST BORING RECORE (Page l of 2 Pages) BORING NO. SB-5 DATE DRILLED l/7 /7 2 JOI NO. ___ J_-_1_5_4

_o 2A-148 LAW ENGINEERING TESTING CO. DEPTH n. 40.0 42.0 43.0 47 0 51. 5 55.0 59.0 T f\()C:R FIR.J'.1 grey slif;ht-.ty fine SAND wit VERY SOFT blue-arev siltv FIRM blue-grey brown very clayey slightly silty fine SAND VERY DENSE cemented fine SAND with fine sand seams VERY FIRM grey slightly fine SAND with ce-* limestone & fine sand seams VERY FIRM grey cemented QUARTZ, LIMESTONE & FINE SAND with silty fine sand lenses BORING TERMINATED l} fine SAND (2} CLAY (3) clayey fine SAND (4) some cemented fine sand fragments (5} CLAY CC!te i>lllUIHG Mlm AJTM l).:U 13 PIMmATIOl'I IS \'Ml MUliiUll OP II.OWi OP 140 fAWNO 30 IN. 11.IQUlll!ftl YO llllMI 1.4 IN. 1 R, (4) (5) 1<11 IUV

  • PIENETIATION-ILOWS PH FT. -25. 9) 10 20 30 40 60 80100 ,-I ... 30. >-35.

r-45.: _J

  • I I I
  • L Ii TEST BORING RECORD (Page 2 ot 2 Pages)

__ s_B ... -_5_,.. DATI JOI NO. ____ J_-_1_s_4_o_ ZA-149 U.W IENGINHRING TESTING CO. * * *

  • *
  • DIPTH DISCllPTION
n. 0 FIRM light tan fine SAND with l. 5 2.0 Lfgm Jrj!tl, .. _71 -----,J. 3.5 VERY SOFT dark brown fine VERY LOOSE dark grey slightly silty fine SAND with decayed 6.0 roots DENSE to VERY FIRM blue-grey fine SAND & SHELL FRAGMENTS

-19.0 ---------VERY DENSE blue-grey fine SAND with shell f ragrnents 30.0 31.0 _!'IRn dark -38.5 40.0 VERY SOFT dark blue-grey clay-ey fine very slightly sandy to sandy SILT LO.£.E.E slightly _si "f e -----IOllJNO AND SAMPLING Mlm AJTM .. , ... CIOU DllWNO MllTI ASTM D-2111 PINITIATION IS ntl NUMllll Of IN.OWi Of HOU. MAllllMa fALUNO

  • IN. llQUIAID to DllYI 1.4 IN. LD. IAMPUll 1 n. -WAl'BTAILl.MI& WATll TAl&I, 1 t& -.... LOii Of .........

WATll ELEV (1 (2 (3 ....--*--=-2A-150 0

  • PINETIATION-ILOWS PEI FT. 10 20 30 40 60 80100 f I l c
  • r
  • I * -, ' ' ,_ TEST BORING (Page 1 of 3 Pages) BORING NO. B-154 DATE DRILLED 1/24 '25/7 2 , 01 No. ___ J_-.... 1 .. s ... 4.o,_ LAW INGINHRING TESTING CO.

DEPTH DESCRIPTION "* 40.0 41. 0 42.0 43.5 51. 0 61. 5 72.0 79.5 80.0 _!:OOSE silty_ _!_f;()_s_::;_ g :i;:gy_ s i ltY_ cl a.Yfill'._ f i..ng_ LOOSE to FIRM blue-grey fine wirh DENSE to FIRM blue-grey very slightly silty to slightly silty fine SAND with some shell fragments

LOOSE & FIRM blue-grey slight-ly silty fine SAND & SHELL FRAGMENTS DENSE to VERY DENSE blue-grey slightly silty fine SAND with shell fragments

VERY DENSE blue-grey fine SAND r I n I 111=> ., ,. C' ., l""f h.,... ' "', IOCllHO ANO IAMKINO Mlm AITM Iii-UM CCIU DllU.IHG MHTI AHM D-2113 HNrrru.TlON II THI NUMllU OP II.OWi OP 140 LL HAMMiii *AWNG IN. ll!QUllllD YO HM 1.4 IN. 1..D. IAMPUll 1 n. -=-WATlll TMILI. M NL WAml TAii.i, 1 NL ... LOU OP illlUWHG WA'm II.IV

  • PINUIATION-llOWS PEI FT. 0 10 20 30 40 60 30 1 00 4) -< v5)
  • J I I t I I I il:.l:&'ill I ' * \ I \ \ <.1 tl e: ' I TEST BORING (Page 2 of 3 Pages) IORING NO. B-154
  • DATE DRILU:D l/24 '25/7 2 JOI NO. ___ J_-...,1 .... s...,4 ... o_ 2A*l51 LAW INGINHllNG TESTING CO.
  • *
  • DRPTH DISCRIPTION
n. 80.0
81. 5 VERY DENSE blue-grey very slightly silty fine SAND 89.0 -----------DENSE blue-grey slightly silty fine SAND with shell & cement-ed fine sand & shell fragments 93.5 ._ -------VERY DENSE grey very slightly silty fine SAND 100.0 BORING TERMINATED (1) fine SAND with shell frag-men ts (2) sandy slightly clayey SILT (Peat) (3) organic SILT ( 4) fine SAND with shell & ce-mented fine sand fragments (5) SAND with some shell f rag-men ts (6) fine SAND & SHELL FRAG-MENTS IORINO AND IAMPUNO MaTI AITM .. , ... CO.I NIWNO MUTS AITM D-21 ta NNITIAftON II TMI NUMIU OI ILOWI OP t* LL MAMMll fAWNO ao IN. UQU1a10 TO OlllVI 1A IN. ............

1 "* WA'lll TAllLI. M .._ WATDTAIU.11& ILIV --2A-152 4'111 UNI Of HIWMO WATD 0

  • PENnRATION*Bl.OWS PER FT. 10 20 30 40 60 eo 100 f I / / , p, \ f\ !\ c \ \ TEST BORING RECORD (Page 3 of 3 Pages} BORING NO. B-15 4 DATE DRILLED 1/24 ,25/72 JOI NO._..-J_-_1

.. s""4,_o.._ LAW INGINEERING TESTING CO. DEPTH n. 0 2.0 3.0 6.0 8.5 17.0 28.0 39.0 40.0 -'-DESCRIPTION LOOSE light tan fine SAND with shell fragments (Fill) ---VERY LOOSE blue-arev e;1t-_v VERY SOFT dark brown organic fine sandy clayey SILT {Peat) VERY FIR'-1 blue-grey fine SAND with small shell frag-men.ts ---------DENSE to FIRM blue-grey fine SAND ----------VERY FIRM blue-grey fine SAND & SHELL FRAGMENTS VERY LOOSE blue-grey silty slightly clayey fine SAND ---------VERY LOOSE dark crrev siltv llOQIHG ANO iAM'UNO IUITI AITM 0.1116 cca. NJWNO Mam ASYM o.:111a l'INBTIATION It TMI NUMU'I OP Ill.OWi OP 140 LL MAMM1D FAl.IJMO all IH. IUQUlllD TO DllM 1.4 IN. LD. IAllU'Ull t n. -=-WATlll TAii&&. MI& -.gr WA'ID TAl&I, I I& '4 LOii Of ........... WATlll IL.V

  • PENITRATION-ILOWS PH n. 1) 2l 2A-153 O 10 20 30 40 60 80 I 00 l j I j '\ "" -/ I / \ -I TEST BORING RECORD (Page l of 3 Pages) IORING NO. B-15 5 H DATI DIULUD l/11,1 2/72 JOI NO. __

LAW INGINHRING TESTING C:O. * * *

  • *
  • DIPTH DISCRIPTION
n. 40. ( 41. r VERY LOOSE g,._,-le l"f}"PV C: i 1 i-'1 -. VERY DENSE to VERY FIRM grey slightly silty fine SAND c ---------*'-52. FIRM to DENSE blue-grey slightly silty to very slightly silty fine SAND & SHELL FRAGMENTS

-c: 72. ---------VERY DENSE blue-grey slight-ly silty fine SAND with some shell fragments

77. c: FIR?!

ty fine SA D & SHE L F G-80. - with firm blue-arev IOlllNO ANO S.UOUNO Mlm AITM ...... COlll HIWNO Mlm AHM 0.2111 HNlft.AnON II TMI NUMlft Of l&.OWI 0/11'80 U. MAMMD fMUNO JO IN. UQUIUD TO OllVI IA IN. LO. 1AM11Ua 1 n. -=-WATD TAllLI. M ... WA'ID TAii.i. 1 I& ILIV 0 (3) "( (4) 2A-154

  • PENETRATION-ILOWS PH fT. 10 20 30 40 60 80100 I I i/ v -j I ,... \ \ \ \ I\ \ -l l TEST BORING RECORC (Paqe 2 of 3 Paqes) BORING NO. B-15 5 DATE DRILLED l/l l 'l 2/7 2 Joi No. ___ J_-_1_s_4_o_

LAW INGINEERING TESTING CO. DIESC:llPTION ILEV BO. FIR11 blue-grey slightly ty fine SAND & SHELL MENTS with firm blue-grey B 3

  • ul'i il-_..c::u..hu;;e>;;_..ilulo......J&;x_..c:::.,__.._,*.,,,_

1.._t-*-2*'-...._. c:::1_.i_,,'7µ..' hu.1 t--'1Y::'f------t (5 DENSE blue-grey fine SAND & SHELL FRAGMENTS & Cemented fine SAND FRAGMENTS 89.5_ -----------VERY DENSE blue-grey ly silty fine SAND with 92. 0 _ she.l.J... fragment.s-- ---VERY DENSE grey slightly ty fine SAND with some mented fine sand fragments 97.0 -VERY DENSE grey slightly ty fine SAND 100.0111----- BORING TERMINATED ) fine SAND with shell fragments (Fill) (2) slightly clayey fine with clayey silt seams (3) slightly clayey fine .SAND with clayey silt seams (4) shell & silty slightly clayey fine sand layers (5) clayey fine sand layers IOQ!NO AHO MMl'UNG aum JUTM llMIM COH OlllUINOMlm .UTllil D-21 U1 PllHl'Til.A'l'ION 1"111 NUMlfll Of IJl.OWS Of 140 LIL NMUlllll FAWN@ 30 llUIQUllHD TO 1H1M1 1.4 1H. 1.D. UJIUl'Ull I n. 2A-155

  • PENITRATION-llOWS
n. 10 20 30 40 60 80 00 r
  • I 0
  • TEST (Page 3 of 3 Pages) IOIUNG INl\.I*. _ _;;;;....;;;;.;;;;.;;;..J-1/11, 12/7 .101 No. ___ J_-_i_s_4_o_
  • LAW INGINUIUNG TESTING CO.

DIPTH DISCRIPTION

n. 0 LOOSE light tan fine SAND
  • 2.0 with shell fragments (Fill) v,.. H' y ..... .. h I 11p-r ...,V r I ;::p*<:>v 1.1 ...... hl110-C:: I '1 r r U ----VERY SOFT dark brown organic SILT (Peat) ,__ ----------------VERY SOFT dark brown highly s.o 7.0 organic fine sandy SILT (Peat) FIRM to VERY FIRM grey to blue-grey slightly silty to very slightly silty fine SAND 11. 0 with small shell fragments

FIRM blue-grey fine SAND & SHELL FRAGMENTS 17.0 DENSE blue-grey fine SAND with shell fragments

  • 23.0

VERY DENSE blue-grey fine SAND & SHELL FRAG:*!ENTS

&

  • DENSE blue-grey slightly sil-ty fine sand LAYERS 28.5 VERY LOOSE blue-grey to dark grey silty clayey fine SAND 40.0 IOQINO AHO IAMlllUNO Mina ASTM ... , ... COltl DlllWNO Mlm A.ITM o.211a II TMI NUMlll Of llOWI Of ... 0 LL MAMMll *AWNO ao IN. UQUltlO TO DllMI IA IN. LO. IAMPLU 1 n. WAmt TADLI. II I& WATlll TAl&I. t .._ ILIV
  • PIENnRATION-BlOWS PER FT. 0 .. 10 20 30 40 60 80100 B I * * -.. I \ . I 1 \ \ -I I I I TEST BORING RECOctD (Page l of 3 Pages) BORING NO. B-15 6 I./ DATE DRILLED l/l 2 'l3/7 2 JOI NO. __ J_-_1_5_4.,.0..._

ZA-156 LAW ENGINEERING TESTING CO. DEPTH n.

40.0 DESCRIPTION

VERY LOOSE blue-grey to dark grey silty clayey fine SAND VERY DENSE blue-grey slightly silty fine SAND FIRM to LOOSE blue-grey slightly silty slightly ey fine SAND with some shell fragments sa.o._ ___ -_________ _ FIRM blue-grey slightly silty fine SAND with shell ments 62.0,_ ------------FIRM to VERY FIRM blue-grey slightly silty fine SAND & SHELL FRAGMENTS .................. VERY DENSE biue-grey sligntiy silty fine SAND FIRH blue-grey silty slightly clayey fine SAND & SHELL FRAGMENTS IOlllHO AHO IAMPUNG Mini ASTM D-1116 COiii DlllWNG Mms AJTM D-2111 l'INrTIIATION IS nll NUMlll or Ill.OWi or '410 LL MAMll!lla fAUJNO H IN. RIQUllUO TO HJV9 1..4 IN. l.O. S.-... I n. UlllllftlUID .......... M q, llOCX eou UCOVllllT -=-WA'lllt TAllLI. M .._ -...or WAYD YMLl, 11& LOU or NILUNct WAYD ILIV 2A-157

  • PINITRATION-ILOWS PH n. 10 20 30 40 60 80100 l I \ \ TEST BORING RECORD (Page 2 of 3 Pages) BORING NO. B-15 6 H DAU DRIU.IH> l/l 2 'l 3/? 2 JOI NO. __ J ... -_.1 ... s ... 4 .... o.__ LAW INGINHRING TESTING CO. * * *
  • DEPTH DISCllPTION

"* I 80. eo.s _.t .1.J"<...:! "Q:. .,S.J.l.gn tJ. v VERY FIRM blue-grey fine SAND & SHELL FRAGMENTS 87.5 VERY DENSE blue-grey fine SAND 91.5 VERY FIRM to VERY DENSE grey slightly silty fine SAND with dense seam of shell fragments 100.0 ef *

  • BORING TERMINATED (1) fine slightly sandy SILT (2) silty fine SAND with shell fragments (3) clayey fine SAND & SHELL FRAGMENTS WINO AND UM*INO...,..

AITM ....... COltl OIJWNO MU1'I AITM D-21 ta NNITl.AnON

  • .,,., NU,.... or -.owo or 1* &&. *A.WNO* IN. llOUIUO tO NM 1A IN. UL .........

1 n . .,,. -WAlmTAll.LM-. ....... ....... WAtmfAll.l,11& JHI ...., IOCIC COet UCOVll'f ......... _...... ..* lllV

  • nNmATION-ILOWS PEI "* 0 10 20 30 40 60 80100 l.:S . I I i I ' [', I I ' I ,, I -\ \ \ !\
  • TEST BORING RECORD (Page 3 of 3 Pages) IQllt'G MO B-156}{ DATE DRILLED l/l2'13/?

2 JOI No. ___ J_-... 1 ... s ... 4 ... o_ 2A-158 LAW INGINHllNG TESTING CO. DEPTH n. DESCRIPTION ILIV e PENETRATION°ILOWS PER FT. 0 LOOSE tan fine SAND with 2.0 shell fragments (Fill)__....., 2 5 -.,t:'-;:;v h111,,__,.,..;;ov 1 inn+1v-(1 3. 5 _VERY SOFT dark highly _ ( 2 22.0 29.0 VERY SOFT dark brown organic slightly clayey SILT (Peat) FIRM to DENSE blue-grey fine SAND with shell fragments

DENSE blue-grey fine SAND & SHELL FRAG?-:ENTS 0 10 20 30 40 60 80 100

  • I -.., L_* \ \_ \ -, \ -

30.0 LOOSE blue-grey fine SAND & .-3l. 1_ LOOSE and VERY LOOSE grey to dark grey silty ey and slightly clayey fine SAND I 40.0 1111111111 .................................................................. ._ ........ _. ........................ ........ llOQINO AND IAMl'llNG Mlm AITM D-HM COlll ll>lllWNG Mini ASTM D-21 Ill ...... ll'TllATIOH 1$ THI NUMHR Of llU>WI Of 140 &JI. HAMMiil fAWNG aG IN. llQUlllD TO DllVI 1.4 IN. LD. IAlllll'Llll 1 n. -WAftl TAll&I. :II NL WATll fAllLI. 1 I& 2A-159 LOii or MtWNO wam TEST BORING RECORD (Page l of 3 Pages) IQJUNG NO. B-15 7 DATEDRILUD l/19,20/72 Jo1 No. ___ J_-....,1....,s ..... 4 ... o .. LAW INGINHRING TESTING CO. * * *

  • *
  • DEPTH n. 40.0 41.0 48.5 51. 0 -DESCRIPTION LOOSE and VERY LOOSE blue-VERY DENSE blue-grey fine SAND with seams of fine sand & shell fragments VERY FIRM blue-grey slightly silty fine SAND ----------LOOSE and FIRM blue-grey sil-ty to slightly silty fine SAND & SHELL FRAGMENTS 64.0 '-----------LOOSE to DENSE blue-grey slightly silty fine SAND with shell fragments 80.0 IOllNO AND IAMKINO Mlm AltM D-1116 COlll NIWNO Mlm AStM D-2111 PINITUTION II TMI NUMlll Of II.OWi Of 1* LL MAMMft fAWNO so IN. RIQUlllD to DllVI 1.4 IN. l.D. MJVua 1 "* WATftTAaL&.MHL WAftl IA.ILi, 1 Mii. .........

_-..... **-** ""4 lftH &II MltllMG WATll IUV

  • PINETRATION*llOWS PER FT. (6 2A-160 0 10 20 30 40 60 80 100 'T' ,. ...... ' -' I r -,_ I I I I -I l I I l I I I f\_ -\ I ' I ' I I ! i\ \ ' --""'" ..... -..... v !"-' ' ....... TEST BORING RECOt1 (Page 2 of 3 Pages) IORING NO. B-15 7 H DATEDRILLED l/l 9 , 2 o/?: JOI NO. ___ J_-_1_s_4_o_

LAW TESTING CO. DEPTH DISC:llPTION

n. 80.0 81. -LOOSE to DENSE blue-grey DENSE blue-grey slightly ty fine SAND & SHELL MENTS 94.0--VERY DENSE grey slightly ty fine SAND 100.0-----

BORING TERl!INATED (1) silty fine SAND (2) organic SILT (Peat) (3) silty fine SAND with some decayed roots (4) SHELL FRAGMENTS (5) organic fine sandy clayey SILT (6) grey to dark grey silty clayey & slightly clayey fine SAND (7) slightly silty fine SAND with shell fragments llOl!IHG ANO IAMKINO MnY1 ASTM 0.UU COIH Da!WNO MHTI ASTM 0.2113 Pnoln'RATIOH II nll NUMllft Oil lllOWS Oil 140 UL NAMMIS PA.WNO Ml IN. IHQUlllD YO RIVI 1A IN. 1.D. I n. Wll.Tllt TAllU, 1 I& ILIV

  • PENHRATION-11.0WS PER FT. 7) 2A-161 0 10 20 30 40 60 80100 \ TEST BORING RECOrtD (Page 3 of Pages) IOIUNG NO. B-15 7 ,1-/ DAU DRIU.ID 1/19 I 20/7 2 JOI NO ....... __ J_-_1_s_4_o_

LAW ENGINHRING TESTING CO. * * *

  • DEPTH n. 0 2.0 3.0 4.0 6.5 8.5 11. 0 .__ 19.0 f--21. 0 -DESCRIPTION LOOSE tan fine SAND with she 1 fragments (Fill) ------LOOSE qrev fine SAND & SHELL VERY LOOSE qrev siltv VERY SOFT dark brown to dark grey organic fine sandy clay-ev to slirrh+-1 v C"'1 ::ivpy STT.'T' FIRM grey fine SAND DENSE blue-grey fine SAND & fine SAND & SHELL LAYERS ----------DENSE blue-grey fine SAND --------DENSE blue-grey fine SAND with small shell fragments

* DENSE grey fine SAND & SHELL FRAGMENTS 29.0 VERY SOFT blue-grey fine san-dy slightly clayey SILT 34.0 VERY DENSE blue-grey fine 36.0 SAND VERY LOOSE dark grey slight-ly silty slightly clayey fine SAND & VERY SOFT blue-40.0 grey slightly organic silty clav LAYERS

  • IOQINO AND IAMPUNO Mint ASTM .. , ... coar DllWNO Mam AltM o.211a "Nl'TUTION IS fNI NUMlll or II.OWi or 140 LL MAMMlll rALUNO ao IN. llQUlllD TO DllM 1A IN. LO. 1AMPLR 1 n. wana TADU,, M ML WA1'1af ..... 1 ... ELEV (1 (2 (3 ..a 2A-162 "'Ill LOMOf DUUNG WAftl 0
  • PENITRATION-llOWS PER FT. 10 20 30 40 60 ao 100 j f l I \ \ ' I -I TEST BORING RECORD (Page 1 of 3 Pages) IORING NO. B-15 8 /1 DATE DRILLED l/lO 'll/? 2 Joa No. ___ J_-... 1 ... s.-4 ... o LAW ENGINEERING TESTING CO.

DEPTH n. 40.0 VERY LOOSE dark grey ly silty slightly clayey fine SAND & VERY SOFT blue-IUV

  • PINllllATION-llOWS Pl!R FT. 0 10 20 30 40 60 80100 43.5 . . ilt (4 49.0 VERY FIRM blue-grey slightly silty fine SAND & SHELL MENTS DENSE blue-grey slightly ty fine SAND with some cMall cemented fine sand fragments FIRM blue-grey slightly ty fine SAND & SHELL MENTS 63.0 ---68.0 73.5 VERY FIRM blue-grey slightly silty fine SAND with shell fragments DENSE blue-grey fine SAND with shell fragments DENSE blue-grey slightly ty fine SAND with some small shell fragments I so.0.....,..,111111111111

________________________ ..... .._ __ _. ____ ,....llllJllllll ........... ..., ..... IOCllNO um IAW'\ING mm ASTM llMN6 COlll OVUJl>llO Mllm AITM l).:U 13 IS 'IMI NUM&lll Of IN.OWi Of 140 LL MAAUillll PAW HG llO IN. UQUlll.IO TO DIUYI I A IN. 1.D. IAAfllllUll 1 FY. 2A-163 TEST BOR!NG RECORD (Page 2 of 3 ) IOIUNG NO. B-lSS H DA'fl DRILLED l/ l O 'l l/? 2 Joa No ....... __ J_-... 1 ... s ... 4 ... o_ I.AW IENGINHllNG TESTING CO. * *

  • DEPTH FT. 80.0

87.5 DESCRIPTION

DENSE grey fine SAND & SHELL FRAGMENTS

VERY FIRM blue-grey slightly silty fine SAND SHELL MENTS with FIRM seam of grey fine sandy clayey SILT with small cemented fine sand fragments 93.5 f-------FIRM grey slightly silty fine SAND with small shell & cemented fine sand fragments 9B.o 1 _

98.5 _v .. '"'Y -(7 slightly sil-100.0 ty fin *

  • BORING TERMINATED (1) FRAGMENTS with small ty clay lenses (Fill) (2) slightly clayey fine SAND with shell fragments (3) (Peat) (4) clay LAYERS (S) slightly clayey fine SAND with some small shell fragments

& silty clay seams (6) with some small shell fragments & silty clay seams (7) fine SAND IOlllNO AND IAJIUIUNO 111111'1 AITM D-1116 COi.i HIWNO MU1'I AITM D-21 HI NNITUhOH IS ntt NUMIU Of ILOWI Of 140 LL ......... fAWNO ao IN. UQUIUD ro D&MI , ... IN. LO. IAMl'Ua ' "* WATll TA.ILL M HI. WA'llR TAii.i. 1 ... ILIV

  • PENITRATION*BLOWS PER n. 0 10 20 30 40 60 80 100 r I TEST BORING RECORD (Page 3 of 3 Pages) IORING NO. B-158 1-1 DATE DRILLED l/lO *, ll/72 '°' No. ___ J_-_1 ... s ... 4-.o Vlll*NUD ...,.,_ lsol 4il> IOCK CIOU llCOVDY ....,. 2A-164 Lotl Of .........

WATll LAW INGINEHING TESTING CO. Dllll'1'H DHCllUPTION EL.IV

  • PINETRATION*ll..OWS PER n. n. 0 10 20 30 40 o!llMlllO

.................................................................................................... "'l""'..__,. ............ 'l""""....,....-,-""'l""",.-,1""'1""'

3.5 LOOSE

grey slightly silty fine SAND (Fill) VERY LOOSE dark brown silty fine SAND with some small roots LSt------------------1

11. 0 22.0 VERY FIRM to DENSE grey fine SAND with shell fragments VERY FIRM blue-grey fine SAND VERY FIRM blue-grey slightly silty fine SAND 2 9.0 I:t<:flblue-grey fine SAND &

38.0 VERY SOFT blue-grey slightly organic clayey fine slightly sandy SILT VERY LOOSE blue-grey silty -I clayey fine SAND 40.0L..1111111111111111111111lllllllllll .................................... ____ ...... _.. ____ ,..,_ __ ...._ __ 1..... ...... """"" ..... .... llOQING ANtl Mllm ASTM 9-HM l':Oill llt!IWNO .um .UTM 11-2113 HWllTRATICl+I IS THI HUMll81 Cf II.OWi Of HO LL NAMMl!ll flW.lll!CI 30 IN. llQU!lll!D YO DaM 1.4 IN. LO. IAMl'Ull 1 rt. 'W ATiit TAlllLI. :II ... 'WATlll TAllLI. 1 ML TEST RECOClD 3 Pages) iJ lsol llOCIE coal UCO'tll\lY LAW INGINHRING TESTING CO. * * *

  • DEPTH "*

40.0 DESCRIPTION

VLRY LOOSR blue-grey clavev fine SAND silty DENSE blue-grey slightly sil-ty fine SAND with small shell fragments 47.0 ----------DENSE blue-grey slightly sil-ty =ine SAND 51. 0 FIRM and LOOSE blue-grey slightly silty fine SAND and SHF.LL FRAGMENTS 69.0 DENSE blue-grey slightly sil-ty fine SAND with shell f rag-men ts 73.5 f----------VERY DENSE blue-grey slightly silty fine SAND 78.5 80.0 FIRM fine SAND and SHELL NTS IORINO ANO IAMPllNO Mlm AITM O.UM CO.I DllWNO MllTI AITM D-21 IS PINmATION II THI NUMUI Of II.OWi Of 140 LL HAMMft *AWNO ao IN. llQUlllD TO DllVI 1.4 IN. LD. IAllU'lll 1 n. WATll TA.QI.I. M llL WATll 1'AllLL 1 1111. -.... LOii Of Diii.UNO WATll lLIV

  • PlNETRATION-&lOWS PER fT. 0 10 20 30 40 60 80100 .J ' I ! ' ' ' -I I .. I j \ \.. I I I u \ \ ' -' I TEST BORING RECO:?C (Page 2 of 3 Pages) IORING NQ. B-15 9 J.J DATE DRILLED l/S/?2 JOI NO. ___ J_-_l_:_.

4_f).._-2A*l66 LAW ENGINEERING TESTING CO. DEPTH DESCIUFiiUN "* ao.o.,..l!lfllll ...................... 111111111111111 .................................................. """'ll' .......... op.. ......... 10l __ 60 &0100 FIR:.: grey fine SAND and SHELL 81.5 . VERY DENSE blue-grey ly silty fine SAND & VERY DENSE blue-grey fine SAND & SUELL FRAGMENT LAYERS DENSE blue-grey slightly sil-ty fine SAND with some small cemented fine sand fragments 92 vERY DENSE blue-grey slight-100.0 ly silty fine SAND with mented fine sand seams VERY DENSE grey slightly ty fine SAND with fine sand & shell fragment seams BORING TERMINATED (1) slightly silty fine SAND & VERY DENSE blue-grey fine SAND & SHF.LL MENT LAYERS lilO'l!IWG AHO Mlm AITM I-UM COlll IHllWNO Mlm ASTM 1-2113 lil'llHl!TaATIOH IS THI NUMUlt Of Ill.OWi OP 140 LL HAMMiil fAUJNO 30 IH. IUQUIHD TO D1.M IA IN. LD. 1 rr. WATlll TAllLI. M .._ WATDTAIU.1111. 2A-167 TEST BORING RECORD (Page 3 of 3 Pages) IOIUNG NO. B**l59 /1 DA'R DIUl.UD 1/8/72 JOI NO. __ _.;;.J_-..:;;l;.::5;...:4:..::0:.- LAW INGINHRING TESTING CO. * * *

  • *
  • DEPTH DISCRIPTION

"* (1) --(2) oJ o.s --VERY fine 3.5 LOOSE grey slightly silty SAND with small roots FIRM grey fine SAND with small shell fragments 5.5,_ ---FIRM blue-grey slightly silty fine SAND with shell fragments 8.0 ---FIRM to VERY FIRM blue-grey fine SAND with shell fragments 17.0 ----VERY FIRM blue-grey fine SAND & SHELL FRAGMENTS VERY LOOSE to FIRM blue-grey silty clayey to slightly ey fine SAND -VERY SOFT blue-grey clayey FIRM blue-grey silty slightly clayey fine SAND VERY LOOSE grey calcareous silty clayey fine SAND with small limestone fragments ILIV

  • PENITllATION**lOW5 PIR n. 0 10 20 30 40 60 80100 l . \ ' \ *
  • j \ \ \ ' \ I I I ! if> 1 40.0.._ ____________________________________

._ __ .... __ ......................... .... IORINO AND IAMll'UNO Mlm AITM .. , ... COU DlllUJNO MllTS ASTM D-2111 NNITIATION II THI NUMID Of l&.OWI Of 140 LL MAMMa fA.WMO ao IN. UQUlllD fO DllM 1.4 IN. LO. SAMl'LD ' n. WATIR TAMI.MI& WAHi TAM.I,, t ML TEST BORING RECOt?D (Page 1 of 2 Pages) IOIUNG NO. B-l 6 O DATE DRILLED l/? 'l0/7 2 JOI NO. ___ J_-_1_5_4 ... 0_ LAW INGINHRING TUTING CO. DEPTH n. 40.0 40.5 DISCIUPTION ., v " -. -VERY Firu1 to DENSE grey fine SAND LOOSE brown fine SAND 43.5 44.S 45.0 46.0 47.0 50.0 -DENSE arev fine> SANn VERY SOFT arev clavev SILT VERY FIRM to FIRM grey silty slightly clayey fine SAND BORING TERl:1INATED (1) VERY SOFT dark brown or-ganic SILT (Peat) (2) VERY LOOSE dark grey or-ganic slightly silty slightly clayey fine SAND with small roots (3) silty clayey fine SAND with small limestone frag-men ts aAllU'UNQ Mlm AITM 0.1116 COii! l>lt!WNO MllTS ASTM 0.21 la HNmAflOl'I IS THI NUMan or II.OWi Of 140 LL MAMMlll PAUINO lllQUIUD lO DlllVI IA IN. LO. IAMl'Ull I n. _ WATll TAllU, M ... WATll TA&&.L 1 MIL ,j I IELEV

  • PENETRATION-BLOWS PER n. 0 10 20 30 40 60 80 100 -,__J I I I \ \ \ \ -' / / ! It(/ TEST BORING RECORD (Page 2 of 2 Pages) BORING NO. B-16 0 H DATIE DIUl.UD l/? ,l0/?2 JOI No. ___ J_-..,1 ... s ... 4.._0_ l.OUOfHIUINGWATD 2 A-l 69 U.W EMGINHIUNG YHTING CO. * * *
  • DEPTH n. DISCllPTIOH ( ( VERY SOFT dark brown highly VERY LOOSE 9rey slilhtly silty fine SAND with smal shell 3. ' fraaments

& decaved roots DENSE grey fine SAND with small shell fragments

8. (_ ---------FIRM blue-grey fine SAND 12. (_ --------VERY FIRM grey-brown fine SAND & SHELL FRAGMENTS

--17. c_ ------------DENSE to VERY FIRM grey-brown fine SAND with shell fragments

27. {_ --------DENSE blue-grey fine SAND with small shell fragments
37. ( .__ ----------DENSE blue-grey fine SAND 40. ( llOQINO AND Mini AS.,.\ D-1116 C0U DllWNO Mlm AHM 0-21 HI PINITU.TION II TMI NUMlll Of ILOWI Of 140 LL MAMMll *AWNO IO IN. llQUIUD TO Dl.IYI 1A IN. LD. IAMl'Ua 1 n. WATDTMILl.MI&

WATD 1.UU. 1 ML EUV

  • PENETRATION*aLOWS PIR fl. 1) 2A-170 0 10 20 30 40 60 10 100 ,. i I * ,, / C) ' I I \ \ tt * ) TEST BORING RECO:?I (Page 1 of 2 Pages} IORING NO. B-161 ? DATE DRILLED l/2? ;7 2 JOI NO. __ J __ -_1_s4 ... o..._ LAW ENGINEERING TESTING CO.

DHCIUPTION DENSE blue-grey fine SAND ------DENSE light grey slightly ty very fine to fine SAND with cemented fine sand fragments

DENSE blue-9rey slightly silty fine SAND with shell & ed fine sand fragments

  • 0 11--------

*------11 BORING TERMINATED (1) organic SILT (Peat) llOlllNO AHO iAMPUNO Mint AITM D-UM CCU HIWNO MISTI ASTM D-1111 il'INmtATIOH IS 'fKI NUMID Of 81.0Wll Cf 140 LL MAMMD PAI.UNO 30 tM. lllQUIRID TO NIVll 1.4 IN. LD. IAAVUlll 1 n. _ WATllll"*lU.MML WAftll TMU, 1 I& IUV ..a 2A-171 ... &OU Of ..........

WATD

  • IPfNfTRATION-BlOWS PH n. ) TEST BORING RECOQD (Page 2 of 2 Pages} IOIUNG NO. B-161 f' DATE DIULUD 1/27 /7 2 JOI NO. __ _.J ... -_.l .. S .... 4.-0_ LAW INGINHIUNG TESTING CO. * * *
  • *
  • DEPTH "* 0 DESCRIPTION
1. 0 _!,COSE grey slighili su.t.y .ii.De_ LOOSE brown fine SAND with roots 3.5 --LOOSE grey sfightly silty -VERY 5.5 fine SAND with small shell VERY FIRM light grey fine SAND 8.0 12.0 33.0 34.0 37.0 40.0 with shell fragments LOOSE brown fine SAND & SHELL FRAGMENTS DENSE & VERY FIR1*1 grey to blue-grey fine SAND with shell fragments VERY LOOSE blue-grey f""1 "'"'"'"' f i no C"l\11"'1 silty --FIR11 blue-grey silty clayey fine SAND with shell fragments

LOOSE blue-grey silty clayey fine SAND IOGINO AND IAMl'\INO Mlm A.ITllill C-UM COii.i OllLUNO Mana ASTM 0.2113 PINn.ATION IS THU NUMIHI Oii 11.0Wll Of 140 I.&. HAMMiil fAIJJNG H IN. UQUIRID TO IMIVI 1.4 IN. LD. LUIUIUa 1 n. -=--WATD TAll&.L M MIL WAmt TAM.I. 1 ML -4118 I.OU Of IDCllWHO WA1'111 II.IV

  • PENETRATION-BLOWS PER FT. 0 10 20 30 40 60 80 100 (1
  • I (2 ' I t I 0 J . \ \ 0 I I c TEST BOE?ING RECOfl[ (Page 1 of 2 Pages) IORU.G NO. B-162 DATI DRILLED l/2 B/? 2 JOI NO. J-1540 2A-172 LAW ENGINEERING TESTING CO.

DEPTH FT. DESCRIPTION

  • 0
  • 0 LOOSE blue-grey silty clayey DENSE light grey slightly sil-ty very fine to fine SAND with cemented fine sand fragments
  • 0 -----------LOOSE light grey slight_ly sil-very fine to fine SAND with
  • 0 cemented fine sand fragrr.i:>nts BORING TER!:INATED (1) SAND with roots (Topsoil) ( 2) fragments ( 3) fine SAND lllOi:llNO AHf:I MJflUILINO Mam ASTM llt-UU C:OH OlllWNO llllUU ASTM D-21 II lll'IHO'UTION IS THI NUMNI Of II.OWi Of 140 LL HAMMiii floUINO 30 IN. UQUllllll>

TO NM 1.A IN. LG. IAMl'Ull In. WA'l'llll TAU. 1 ML !LIV

  • IPINETlltATION*llOWS PEI FT. (3 -2A-173 0 10 20 30 40 60 80 100 0 / /I .. / I I I YEST BOrtlNG RECOC'?D (Page 2 of 2 Pages) IORING NO. B-16 2 ? DAU DIULUD 1/28/72 JOI NO. ___ J_-_1_s_4__..o_

LAW INGINHRING TESTING CO. * * *

  • *
  • DIPTH "* 0 VERY LOOSE brown fine 3.0 VERY FIRM SAND with

8.0 DESCRIPTION

to LOOSE grey-SAND & SHELL FRAG-to DENSE brown fine shell fragments VERY DENSE brown fine SAND with shell fragments & cement-ed fine sand & shell fragments 14.0 >----------DENSE brown fine SAND with some shell fragments 27.0 VERY SOFT blue-grey clayey SILT with thin fine sand seams 32.0 VERY SOFT blue-grey clayey 34.0 fine sandy SILT FIR11 b:.ue-grey slightly silty fine S.l:\ND 37.0 VERY DENSE blue-grey very slightly silty fine SAND 40.0 ICGINO AHO IAMl"UNO MnTI ASTM D-UM COU DltlWNO Mlm ASTM D-2113 NNnaATIOH It THI NUMall Of llOWI Of 140 LI. MAMMft fAUJNO 30 IN. llQUlllD TO DltlVI I.A IN. l.D. 1 n. ---WAm TAIU.. 1 MR.. -EUV

  • PER H. 2A-174 0 10 '20 3(1 40 60 80 100 f v I ---j I I I I II I l I 11 I I ' t \ I I .. r I I 11 I '// I I ' I :, " i I I ' I !* ! I
  • i (, ----! a I -e I ! Ii TEST BO I r?ECOClD (Page l of 2 Pages) IORING NO. E-16 3 "P DAU DRILLED 1129/72 JOB MO. ___ J_-__ ,__

DEPTH FT. 40.0 DISCRIPTION ELEV

  • PENnRATION*llOWS PER FT. VERY DENSE blue-grey very 42. c slightly silty fine SAND FIRM grey-green clayey fine SAND with cemented fine sand fragments c ----------46. FIRM light grey silty very fine to fine SAND with cement-ed fine sand fragments
50. 0 BORING TERMINATED aoitlHO AHO IAMPUHO Miila QTM D-1 *M COii DllLUNO Mins AITM o.211a "NmATlON II TMI NUMUI Of ILOWI Of 140 LL MAMMD fAU.ING 30 IN. llQUIHD TO HIVI 1.4 IN. LD. IAMPUa 1 n. WATilllTAall,:M

... WATD TAii.i, 1 I& 2A-175 LOii Of DlllWNO WAftl 0 10 20 30 40 60 80 100 ., ' 0 TEST BORING RECORD (Page 2 of 2 Pages) SORING NO. B-1G3 p DATE DRU.LID l/29/72 JOI No. ___ J_-_1_s_4_0._ LAW ENGINHIUNG TESTING CO. * * *

  • *
  • DEPTH n. 0 11. 0 DISCllPTION Water in Atlantic Ocean (Near Low Tide) VERY FIRM grey fine SAND 14.0 ,__ ------VERY FIRM grey fine SAND with shell fragments

& limestone fragments 18.0 --------VERY FIRM brown fine SAND §mall SHELL FRAGMENTS 24.0 ----& Alternating Layers of LOOSE blue-grey silty slightly clayey very fine to fine SAND & VERY FIRM slightly silty fine SAND 35.0 DENSE blue-grey slightly silty fine SAND with shell fragments 40.0 IOlllNO AND UMl>UNO M1m ASTM D-Ul6 COlll DlllWNO Mlm ASTM D-21 ta PINmATION IS THI NUMlll Of ILOWI Of 140 &L PAU.INO IN. UQUIHD TO OIUVI 1.4 IN. LD. MMPLlll 1 n, --"'=" WAnllTMU,,M-. WAftlTAIU.11& I.a.I,..._--**...........,_,* ILIY

  • PIENETIATION-15..0WS PH 0 10 20 30 40 60 Rn 00 f * \
  • I * \ \ \ 0 ---, 1 I r TEST BORING (Page 1 of 2A-176 LAW INGINllHUNG THTBNG CO.

. DIPnl n. DHCIUPTION 40.0 43.0 VERY DENSE lifht blue-grey verh fine to ine SAND wit small shell fragments & .,_cemented f in.e.__sancl_fiagm..fillts VERY DENSE light blue-grey very fine to fine SAND with shell fragments & cemented fine sand & limestone f rag-48.0 -VERY FIRM light blue-grey slightly silty fine SAND & SHELL FRAG!i!ENTS with cement.-ed fine sand & shell f rag-men ts 53.0 ---------VERY FIRM blue-grey slight-ly silty fine SAND & SHELL FRAGMENTS 58.0 ,_ ------VERY FIRM grey fine SAND & SHELL FRAGMENTS

61. 0 BORING TERMINATED IOlllNO ANO IAMPUNO llUITI WM .. 1 IM COH DllWNO Mlm .UJM D-211i PINll'LlTION II THI NUMU. Of Ill.OWi Of 140 LL MUllMllll fAWNO MIN. IUQUIUD TO DIM 1.4 IN. I.& IAMl'Ulll 1 n. WAftl 'IA&IU. M 1111. WAllll YAIU. 1 I& llLIV 0 ---2A-177
  • PENETRATION-ILOWS PER FT. 10 20 30 40 60 80100 / .I / v v .-1 * * \
  • TEST BOHING RECORD (Page 2 of 2 Pages) IORING NO. B-16 5 f DATEDRILLID 2/?&15/72 JOI No. ___ J_-_1_s_4_0_

LAW INGINHRING TESTING CO. * *

  • DEPTH n. 0 DISCllPTION
  • Water in Atlantic Ocean (Near Low Tide) 13.0 qrey fine SAND with shell f ragmcnts 15.5 ---------LOOSE grey very slightly silty f inc SAND with shell fragments 20.0 ----------FIRM grey-t::rov.*n fine SAND
  • and SHELL FRAG:1ENTS 25.5 Alternating Layers of LOOSE blue-grey silty clayey fine SAND with shell fragments

& 29.5 DENSE to VERY blue-grey fine SAND 40.0 -* * (1) SOFT clayey SILT llO!lilNO 111Um1 AITllll 111-1 ..... COii Nill.UNO wm UTM r>-:n 13 NMTll!A?IOllll II TMI NUMW Of IN.OWi Of 140 LL .. ...._ fAIJJNO MIN. llUQUlllllD YO NM 1A IN. i.O. IAMPUll t Ff. WAM TAllU. 1 MIL --ILIV

  • PINETli!ATION-IUOWS (1 2A-178 0 10 70 30 40 l -I I
  • I I 1 jl I --I I I -YEST ( I "' i I l i I ' I I I I \\ f;,i \ DAU Ul'l:llLl.lt!!J

JOI NO. ___ _._..___

DEPTH n. 40. ('I 45. (] 4 9. 5 ,___ 55. 0 >--63. 0 VERY DENSE light blue-grey very fine to fine SAND with small shell f ragnents & cemented fine sand seams VERY FIRM to FIRM light blue-grey slightly silty very fine to fine SAND with cemented fine sand f ragrnents

FIRM light blue-grey slight-ly silty fine SAND & SHELL FRAGHENTS with cemented fine sand & shell fragments

FIRM grey to blue-grey slightly silty to silty slightly clayey to clayey fine SAND & SHELL FRAGMENTS BORING llO!illllillit.,.. aaml AllfM *tNill CC'lill Mam .UTM ._:U 1111 NNimlA'f'ION II 'i'MU NUMUll 0. ii.OWi 0. 140 M IN. UQUlllllD 1'0 NM 1A IN. i..D. Mllillli'Ull t n.

IELIV * 'ENnRATION-IUOWS !PH n. 0 10 '20 30 40 60 80 100

  • 9 I I I I ' I -c I -I
  • I I 0 * ' TEST BORING RECORD (Page 2 of 2 Paqes) ICU!ING NO. B-16 6 ? DAHDIULUD 2/1&7/72 J-1540 J08 NO*------* 2A-179 I.AW INGINHlllMG TESTING CO.
  • *
  • DEPTH " DHClllPflON
o. 8 19. 24. 27. 32. 39. 40. 0 -c (' I:; s (1 5 0 s 0 5 0 FIRM tan fine SAND with shell -& cemented fine L l. l. 1d & shell fragments (Fill) VERY LOOSE blue-orev e;it-u VERY SOFT dark brown organic fine slightly sandy SILT (PA;:d* l FIRM blue-grey fine SAND with 1 shell fragments

---FIRM blue-grey fine SAND & SHELL FRAG?1£NTS DENSE blue-grey slightly sil-fine SAND with fine sand & 1 seams SOFT blue-grey clayey fine slightly sandy SILT VERY FIRM blue-grey slightly silty slightly clayey fine SAND LOOSE to VERY LOOSE blue-grey si clayey fine SAND & VERY SOFT ine sandy silty clay LAYERS VERY DENSE grey cemented fine SAND IV t-rln AHi> MMl'UNO Mml AITM D-UM MIUJHO Mlm AHM o.:n 1:1 11'111>11"11.ATlON ii '1"141 NUMiln Cf 91.0WS OP HO I.IL HAMMiii *Al.UNO :BO IN. HQUllW3 TO l>ltiVm 1.4 IN. UI. IAMilUl 1 n. WAftllTAa.Lla ILIV 0 10 20 30 40 60 1 \ .L J {2) ,--* ....

  • p ---I _1 _J -L -LJ l I I I -I ' .) -':I ' ';:) TEST 2A-180 LAW TUl'lNG DEPTH n. 40.0 44. ( 54. ( 61. c MODERATELY HARD tan sandy LIMESTONE LOOSE to FIRM tan slightly silty fine SAND with small limestone seams DENSE grey cemented fine SAND with slightly silty fine sand seams FIRM tan cemented fine SAND & slightly silty fine sand LAYERS 66. ( ,.__ ---------LOOSE tan slightly silty fine SAND with seams of cemented fine sand & shell fragments
72. I: VERY DENSE blue-grey slightly silty fine SAND 76. FIRM blue-grey slightly silty fine SAND with shell f rag-men ts so. (' IOll.INO ANO IAMl'UNO Mam AITM D-ISM COiii DllWNO Mam A31'M o.:n 1:1 ll'IHmATIOH IS 1'MI NUMlft Of 11&.0WS Of 140 LL MAllUllft FAWNO 30 IN. !UQUlllD 'l'O MM 1.A IN. I.Ill. llAAU'l.a I l'r, WAftll YADU. MI& WAftll'l'MU,.11&

-ILIV

  • PENETllA TION-ll.OWS PEil n. ... 2A-181 0 10 20 30 40 60 80 100 :>> I I l I ' rEST BORING RECORD (Page 2 of 3 Pages) BORING NO. B-1G9 /..I DAJEDRIU.!D 1/13,14/72 JOI NO ....... _J ... -_.1 ... s4 ... o ...... I.AW INGINIEUUNG TESTING CO *. * * *
  • *
  • DmN "* 80. 0 83. 5 DIKll'110N FIRM blue-grey S.Ll.gntJ.y Sl..l.ty fine SAND with shell f raq-men ts DENSE blue-grey slightly ty fine SAND & layers of fine SAND with shell fragments FIRM blue-grey slightly silty 93. 5 fine SAND VERY DENSE grey slightly ty fine SAND with some shell fragments 100.0 __

BORING TERMINATED (1) FIRM grey silty CLAY (Fill) (2) slightly clayey fine SAND with shell fragments (3) LIMESTONE llOl!INO e.1u. CQllll "'811'1.UYlll11-ii 13 81 ntl NUMlllll OP lll&OWI Of 14l9 a.L NAo11U1U at M. YO lflllM 1.4 IN.. L.D. IAMA.lll 1 PT. IUV n. 0 10 20 30 40 60 I 00 1, TEST DAU DlllUD---'--- 2 JOB NO*------LAW l!NGINHllNG TUTING CO. >EPTH n DESCRIPTION 0 0 FIRM tan fine SAND with shell fragments (Fill) 3.0 VERY SOFT dark brown highly C:IL'l' (Do:.t-\ VERY LOOSE grey silty slight--VERY FIRM to DENSE blue-grey fine SAND with frag-men ts 14.0 ------------ VF.RY DENSE to FIRM blue-grey fine SAND 21. () VERY LOOSE blue-grey silty clayey fine SAND & SOFT ')4 0 si lty fine slightly sandy -. 1rr.r.v VERY FIRM blue-grey slightly 26.osilty very slightly clayey VERY LOOSE blue-grey silty clayey fine SAND 31. 0 -----vER y-r,ooSE"" t:o FTF1r d at: k---c.'} r e y I VERY FIRM grey slightly sil-34. 5ty fine SAND with shell & VERY DENSE to FIRM grey-tan cemented fine SAND with sil-ty fine .sand 40.0 ICAING AND SAYP\.INQ lld!ET!I UTll D-1511 cartt DRIU..tNG M!ETI ASTU D-1111 * (1) ( 2) I 3 J ( 4) KNl:TAATION IS THIE NUMIUt Ofl lllLOW!I f# MO L&. NAiii_. FALLING JO IN. RIQUIHD TO DIWI L.. IN. 1.D. IAllPLH I n. E:,t UINOelTURllD IAllPLI ....,.. WATH TAl&..1.14 Ma. ""llp"' *TH TAILI, I Ml. ' ' I I 1-I I * '\ -I \ / / / _/ I I I I I I I "* I * / _,,..,,,.. ,/ / v / .. TEST BORING RECORD (Page l of 3 Pages) lllORmG NO B-17 Q J./ QILTI MLLID 1/21, 22/7 2 I so I % ROCK CORI RIC:CWIRY LOii O' DllULLINI WATlll a ., __ _,J ... -_,l;;,;S.,4.,Q-2A-183 * * *

  • f LOOSE and FIRM grey-tan ty to slightly silty fine SAND with cemented fine sand shell, quartz & limestone seams 51. 0 LOOSE and FIRM grey-green cemented fine SAND, SHELL, QUARTZ & LIMESTONE

& silty slightly clayey fine sand SEAMS 59.5 60.0 FIRM to VERY DENSE blue-grey very slightly silty to slightly silty fine SAND with shell fragments 72.0 VERY DENSE slightly silty fine SAND 76.S DENSE to VERY FIRM grey slightly silty fine SAND with shell fragments so. o & s silty fine sand (7) I l \ \ \ \ TEST,P B0 2 RINGf RECORD , age o 3 Pages) IORINO NO B-170 H OATI DRILLED 1/21, 22/72 a MO J-1540 2A-184 80.0 DENSE to VERY FIRM blue-grey 82, silty fine SAND (8) 8 .0 --*-------------- VERY DENSE blue-grey slightly fine SAND with cemented fine sand seams & some shell fragments 9 .o VERY DENSE grey slightly si fine SAND 100.0 BORING TERMINATED roots (2) fine SAND (3) clayey fine SAND with shell fragments ) cemented fine sand fragments {5 cemented fine SAND with silty fine sand (6 fine SAND ) seams (8) with shell fragments & slightly silty fine sand seams O<<TRATIOM IS THE NWIH Ofl' II.OWi Oil' MO UL MAMMO FAl..LIMI IO IN. Rl!'.QUIRID TO DRl\ll 1.4 m. U>. SAMllLIR I ....,.. WATH TAILl, 14 HR. .......-WATER TAIL!, I HI. ... LOSS or DRILLING WATIR RECOR.D Pages) B-170 H MTE a m1, __ 2A-1e s 2 * *

  • *
  • I DEPTH FT. 0 FIRM light tan to grey tan fine SAND shell frag-ments & cemented fine sand & (1) 3.5 VERY SOFT dark brown highly .o.rgani c_S.Il,T_

JP ea tJ _ _ _ ..:.5

  • VERY SOFT rey organic fine sa d {2) VERY FIRM grey fine SAND 8.0 ------------

VERY FIRM grey fine S'\ND & SHELL FRAGMENTS

2.0 DENSE

to VERY FIRM 2.0 f ine SAND with some fragments LOOSE blue-grey slightly silty slightly clayey fine blue-grey-ffnc -SAND -VERY SOFT blue-grey clayey fine slightly sandy SILT shell fragments VERY FIRM dark grey fine SAND LOOSE blue-frey slightly silty sligh ly clayey fine 24.0 31.5 33.5 VERY FIRM blue-grey partial-cemented slightly silty SAND 37.5 LOOSE slightly silty 39.5 40.0 (3) (4) (5) IORING AND SAMPUtO MEETS AITM D-1511 :oRE DRIU.IHO MUTI UTM o..zma 111'.HTMTION IS TH!: NUWB!ft OF ILOWS Of' MO Ul HAMMD ,ALLINI JO ft. HQUIRED TO DRIVE a.4 UC. l.D. IAUPLU I n ....,.. WATllt TABLI, 14 Nit. ""'l.1Qll" WATElt TAllLI, I HR. ... LON OP DRll..L91N8 VATil:R I I T I \ \ \ TES<T BORING RECORD Cl? age l ot-3 Pages) . IOftlNG NO B-l II DATE DlllLLID l I l 5 , 17I7 2 '°' NQ, ___ 2A-186 DF.il'H FT. &..n n VERY DENSE blue-grey cemented fine SAND, SHELL FRAGMENTS & QUARTZ 44.5 LOOSE to FIRM grey tan slightly silty to silty fine SAND with seams of ce-rnented fine sand & shell fragments 51.0 i.---------------FIRM grey tan cemented fine SAND & SHELL FRAGMENTS 56.5 DENSE grey cemented fine SAND & SHELL FRAGMENTS with quartz fragments & silty fine sand lenses 61. 5 1--------------- VERY DENSE to DENSE blue-grey fine SAND with shell fragments

71. 5 VERY DENSE blue-grey slight-ly silty fine SAND 78.0 DENSE blue-grey slightly silty fine SAND & layers llCRHG AND l!WIPLIHG MHT!I HTH D.l!S81 COft[ DRIU.ING MEETS ASTM D-2111 80.0 of (7) llf:NETRATION IS TH! NUMBER Of' ILOWS OI MO La. HAMMER .1 ALLINI 10 IN. REQUIRED TO DRIVI L4 IM. l.D. IAMftUlt I ll'T. '!::2 UMDCITUftllD IAllPLI
  • so I % ROCK COH HCOYlln' ....... WATSR TABl.S 1 24 HR. -uar *TH TAILE, I HR
  • LOii OP DRILLINI WATIR 100 I... \ -\ I \ I\ I\ '-ll v 1_1 I I -TEST 3 RECOR> D (Page 2"ot" Pages IOIUNll NO B-l? l H : -lltA'ftDMU.m 1/15,17/72 a NO J-1540 2A-187 * *
  • *
  • DEPTH FT. 60.0 DENSE blue-grey slightly silty fine SAND & layers of slightly silty fine SAND with shell fragments 83.5 ------------------

VERY DENSE blue-grey ly silty fine SAND with shell fragments

93. 5 VERY DENSE blue-grey to grey slightly silty fine SAND 100.0 BORING TERMINATED (1) shell fragments

{Fill) (2) SILT (Peat) (3) SAND with shell frag-ments (4) fragments (5) SAND (6) VERY DENSE blue-grey mented fine SAND, SHELL FRAGMENTS & QUARTZ (7) slightly silty fine SAND with shell ments IORING AND SAMPLING MEETS ASTM D-1511 COR! MEETS ASTM D-2111 IEN!TrtATION IS THE NUWrt!R Ofl' ILOWI Ofl MO LI. HAlllr.tER .'ALLINI JO IN. REQUIRED TO DRIVE L4 IN. 1.D. SAMPLIUt I n 0 ....,... WATER TAILI, 24 MR. ..,..... WATER TAILE, I HI. 4 LOii OP' Dl11LLIN9

  • TIR I l I TEST BORING RECORD (Page 3 of 3 BORINl NO B-1 71 t/ --DAT£ DRILLED 1/15 .17l72 , "°8 NO J-1540 ZA-188 J.'J... 0 0 IO 20 !O 40 SO 80 100 .OLOOSE tan fine SAND with , 4 ,,..._ ...,,\/&..L..-"1 T

.. -c::T1M*--(2 VERY SOFT dark b;own highly

  • 3.sorganic SILT (Peat) J VERY LOOSE dark grey organ-.l ,_ c sil tv fine SAND .........

VERY LOOSE to DENSE blue-grey fine SAND with some shell fragments l.l_:_O ________ -----* VERY DENSE to FIRM blue-grey fine SAND with some small shell fragments ?O.S VERY LOOSE blue-grey silty clavev fi ... o SAND ?? o VERY FIRM blue-grey fine SAND with small shell frag-men ts 28.0 VERY SOFT blue-grey clayey SILT 39.0 -l .f H °' t.-b.iue-grey silty clavev 40.0 ICftlNO AND 9AMPLINQ MEETS ASTM D*IHI eoftf &:l'RIU..tHG MUTI AITM 0-Ztla ( 3) fNURATIOH IS THE NUllU!IER 01' BLOWS 0/1 MO LI. HAMMDI . ALLING !O IN. REQUIRED TO DRIVE L4 IN. l.D. SAM,LH I F"t ueifCCITUl\IED IAMIU .....-WATE* TABLl:, 14 HR. """DI'" WATH TAIL!, I Hit I ! I I l

  • so I % ROCIC CORI RECOVERY ... LOii OP DRILLINI WATH "'"* \ I\ \ \ / / v . v / / _, l TEST BORING RECORD (Page l ot 3

_ IOlltlHO NO B-J 7? t!_ *----DlTE DRILLED l / l B(tr-"'°8 NO J-1540 2A-189 * * *

  • *
  • FT. 40 0 LOOSE blue-grey silty clayey fine SAND 42.0 FIRM to LOOSE grey to grey slightly silty to ty fine SAND with cemented fine sand fragments
54. 0 VERY FIR!1 tan cemented fine SAND with quartz fragments

& silty fine sand lenses -""F"rm1t:anslTgntrysITfY---fine SAND with shell ments 61.0 VERY DENSE blue-grey fine SAND with small shell ments 66.5 FIRM to DENSE blue-grey slightly silty fine SAND & SHELL & DENSE to VERY DENSE blue-grey ly silty fine sand LAYERS ICIRING AND SAMPLINJ MH'.TS ASTllll D-1511 CORE DRILLING MEETS ASTM D-2115 lfNETlllATIOH IS TH! NUMBER CW ILOWI Oii' MO LIL HAMMER ALLINI SO IN. REQUIR!I> TO DRIVE L4 lM. l.D. SAllPLIU I F't 0 "::i UNDCITURIED SAMPLE ....-WATER TAIL!, 24 Hit -.:iar WAT!R TABLE. I HR

  • 10 20 *o eo eo 100 1 ---L T I I I \ TES,-. BORING RECORD (Page 2 of 3 Pages) IOfUN.1 NO B-1 7 2 /{ -DATE JOI HO i-1540 . so I % ROCK CORI HCOYIRY '4 LOSS O' ORILLINI WATtft 2A-190 80 0 FIRM to DENSE blue-grey slightly silty fine SAND & SHELL FRAGMENTS

& DENSE to VERY DENSE blue-grey ly silty fine sand LAYERS 92.5 VERY DENSE grey slightly silty fine SAND 100.0 BORING TERMINATED (1) shell fragments (Fill) (2) fine SAND with some shell fragments (3) fine SAND ICANG ANO u.MPUN:a MEETS A8TM 0-ISI* '"'.ORE MIU.ING MEETS ASTM D*llll 'ENETMTIOH IS THE NUMBER OF BLOWS Off MO La. HMUlllO r'AU.INI SO IN. REQUIRED TO DRIVE 1.4 IN. l.D. I P"t I '° I % ROCK CORI ft!COYERY ......-WATER TAIL.I, 14 Hiit. -uiJI" WATER TABLE, I HR. LOU 0, DRILLINI WATH I ii J

  • TEST BORING RECORD (Page 3 of 3 Pages) BORING NO B-172 # Dm:-crm.Lm

--r; ia;72 .IOI NO J-1540 2A-191 * * *

  • *
  • DEPTH DISCRIPTION

"* 0 1. 5 4.0 6.5 19.5 21. 0 26.0 28.5 33.5 37.0 39.S 40.0 LOOSE tan fine SAND with shell fragments (Fill) VERY SOFT dark brown highly organic SILT(Peat) VERY LOOSE dark brown silty clayey fine SAND with decay-,,.,:i DENSE blue-grey fine SAND SOFT blue-grey clayey fine sl irrh+1v i::==1rH'lv C:TT.'T' VERY FIRM blue-grey slightly silty fine SAND LOOSE to VERY LOOSE blue-grey silty clayey fine SAND VERY SOFT blue-grey clayey SILT ._-VERY SOFT-blue-grey slightly-organic clayey fine sandy SILT with some shell frag-men ts i..------------------ SOFT to VERY SOFT dark grey slightly organic clayey SILT --v +c+i+4,:"" ' u IOQINO AND IAMIUNO Mlm AITM 0.1116 COi.i DlllWNO MllTI AITM D-21 la "'"1'1.AnON II TMI NUMlft Of Ill.OWi Of 140 LL MAMMD fA&.UNG at IN. UQUIUD TO DINI 1A IN. L.D. SAM1Ua 1 n. WAID TAllLl.'2' ... WAID TA.l&I. 1 I& ILIV 0 t I I .,..,,,,,.,, -(1 2A-192 -' 1

  • PENETRATION*ILOWS PER n. 10 20 30 '40 60 80 100 l '-* I \ I I I I -'
  • TEST BOlllNG RECORC (Page 1 of 3 Pages) BORING NO. B-1 7 J fl DATE DRILLED 1/22,24/72 Joe No. ___ J_-..;;;.1.;;.s

... 4.-0_ LAW ENGINEERING T!STING CO. DEPTH n. 40.0 42. 0 DUCRIPTION VERY LOOSE grey silty clayey ine S D VERY FIRM grey slightly sil-ty fine SAND with small ce-mented fine sand fragments

48. 5---------

58. 71. 79. 80. FIRM blue-grey silty fine SAND & cemented fine sand SEAMS s _______________

FIRM to VERY DENSE blue-grey slightly silty and very slightly silty fine SAND with shell fragments o ______ --------DENSE to VERY DENSE blue-grey fine SAND s .t: .L.KN b.Lue-(;rey s.Lightll sil-0 .... fine SA m with shel . . . IOlllNO AND IAMl'\INO MOTi AITM D-llM cou DIUWNO Mam ASTM D-211a PINITIAnOH II THI NUMIR Of IN.OWi Of 140 LL HA11U11R PAI.UNO ao IN. UQUIUD TO DalVI 1.A IN. LD, 1AMPU1. 1 n. --WAna TAllU. :M ... WAna TAii.i. I ML LOU Of DU.UNO WATD ELIV 0 I "' 2A-193

  • PENnRATION*ILOWS PER FT. 10 20 30 40 60 80100 I \ \ \. -" i'. ' ....... ...... ,
  • v ,,,,,,,,/'

/ v / _,,, -, !"....... ....... ....... ...... , ....... ' . ! TEST BORING RECORD (Page 2 of 3 Pages) . BORING NO. B-173 fl DATE DRILLED 1/ 2 2 '2 4 /7 2 JOI No. __ J_-_1_s_4_0 ___ LAW ENGINEERING TESTING CO. * * * . ' DEPTH "* ao.o

82.0 DESCRIPTION

FIRM blue-grey slightly ty fine SAND with shell sil-VERY DENSE blue-grey slight-ly silty fine SAND aa.o ...,_ ___________ DENSE blue-grey slightly sil-ty fine SAND & SHELL FRJl.G-MENTS 93.0 ------------VERY DENSE grey slightly sil-ty fine SAND 100.0 TERMINATED (1) organic silty clayey (2) fine fine ragmen s & cemented sand fragments (3) fragrr.ents & cemented fine sand fragments IOCllNO AND IAMl'\INO Mlm A.ITM D-llM COii DllWHO Mlm iUTM D-211:1 NNITIAnON 11 THI NUMNI Of llOW1 Of 1410 LL MAMMlll fAWNO ao IN. llQUlllD to DllVI 1A IN.1.0. IAMl'UI. 1 "* WATD TAllLI. :U ML W A111 T All.I. 1 ML (3 EUV

  • PENETRATION*ILOWS PER FT. O 10 lO 30 40 oo 60 1 oo ' I I l/ l/ l! j ' [\., I'-t'-I\ . *
  • TEST BORING (Page 3 of 3 Pages) IOltlNG NO. R-1 71 H DA Tl DIULLED l / 2 2 ' 2 4 / 7 2 JOI NO. ___ J_-_l_.5_4_0_ LOii OUtllUINO WATll ZA-l 94 LAW ENGINEERING TESTING CO.

DESCRIPTION VERY LOOSE tan fine SAND wit-h k v II ,_J.,' h --* --... 3.5 VERY dar1 broyn highly organic ILT Peat VERY LOOSE grey slightly or-ganic silty fine SAND with ,..,,,,., ___ .,.;, .... -------6.0 FIRM to VERY DENSE blue-grey fine SAND with shell frag-men ts 18.5 SOFT blue-grey clayey SILT 23.5 VERY FIRM blue-grey slightly silty fine SAND 28.S VERY SOFT blue-grey clayey fine slightly sandy SILT with some shell fragments 32.0 ------------VERY SOFT blue-grey clayey SILT 35.0 ----------VERY SOFT blue-grey clayey 39.5 40.0 fine sandy SILT ' JI -IOlllNO AHO MaTI AITM D-1116 a:llll Mll'TS AJITM D.211:1 " '9HITUnON II TMI NUMIR OI II.OWi OI 140 LL MAMM111 fAWNO aG IN. RIQUIUD TO DIJYI IA IN. LO. IAMl'\D I n. ... u.t.I M .... llOCX cou llCOVIH -=-WATlll TAllU. ,_ I& WATlll TAILL 1 I& LOii OI DltlWNll WATB ILIV 0 a I --* ('l, ZA-195

  • PENETRATION-BLOWS PER n. -,, 10 20 30 40 60 80100 I $ / / ,/' \ i\ \ TEST BORING RECORD (Page 1 of 3 Pages) IORING NO B-174 H DATE DRILLED l/lB ,l 9/72 JOI NO. ___ J_-_1_5_4_0_

LAW ENGINEERING TESTING CO. * * *

  • *
  • DEPTH DESCRIPTION
n. 40.' LOOSE blue-grey silty slight-42. C lv clayey fine SAND FIRM grey slightly silty fine SAND with some cemented fine sand fragments 48.( -----. ----FIRM grey cemented fine SAND, SHELL & QUARTZ with silty fine sand lenses 51.C ___ _ LOOSE tan cemented fine SAND with fine sandy silt seams

72. 5 77. r 80. 0 FIRM to VERY FIRM tan ly cemented silty fine SAND DENSE grey slightly silty fine SAND FIRM blue-grey slightly silty fine SAND & SHELL IOll.INO AND SAMPLING Mlm ASTM D-ISN COltl OlllWNO Mlm AJTM D-21 n PINrnAT10H IS nll NUMUI Of llOWS Of 140 LL HAMMIR JALUNO llQUlllD TO OlllVI 1.4 IN. LD. SAMl'UI 1 "* WATllt TAllU. 2' ... WATD TAii.i, 1 HR. ... LOU O* OIJWNO WAfta ELEV 2A-l 96

  • PENETRATION*ILOWS PER FT. 0 10 20 30 40 60 80 1 00 r I \ \ TEST BORING REC0:-2[ (Page 2 of 3 Pages) BORING NO. B-174 I 1/18,19/72 DA TE DRILLED-----

JOll NO. ___ J_-_l...._5-.4.-.0_ LAW ENGINEERING TESTING CO. DEPTH n. 80. ( 92. c FIR11 fine VERY silty DESCRIPTION blue-grey slightly silty SAND & SHELL FRAGV'.ENTS DENSE blue-grey slightly fine SAND 87. (_ ---------VERY DF.NSE blue-grey slightly silty fine SAND with shell f ragrnents c -i---------91. VERY DENSE grey slightly sil-ty fine SAND 100. r BORING TERMINATED (1) shell fragments (Fill) (2) clayey fine SAND (3) slightly clayey fine SAND IOllJNO AND IAMPUNG Mlm AITM D-1116 COii DltlWNO Mlm AITM D-21 la PINITRAnON II THI NUMaft Of II.OWi Of 1.ecl LL HAMMiil IAWNO aG IN. UQUIUD TO DlllVI 1.4 IN. UL IAMPUll 1 n. WATI& TAllLI, ,. ... WATI& TA.ILi. I I& -ELIV

  • PENETRATION-BLOWS PER n. 0 , 0 20 30 40 60 80 1 00 " I II I v / / \ i\ [\ I *::> TEST BORING (Page 3 of 3 Pages) IORING NO. B-174 H DATE DRILLED l/lB ,l 9/72 JOI NO. __ J;;..-...;l;;;.;5;..4.;..;0..._ LOii or DlllWNG WATlll 2 A-l 9 7 LAW ENGINEERING TESTING CO. * * *
  • *
  • APPENDIX 2B EBASCO SPECIFICATION FOUNDATION EXCAVATION AND BACKFILL 2B-1
    • *
  • APPENDIX 2B Purchaser's Identification:

EBASCO SPECIFICATION FOUNDATION EXCAVATION AND BACKFILL No. FL0-8 7 70-4 71 Issue November 15, 1968 Rev. 1 April 22, 1969 1. All excavation and backfill shall be made in the order of progress required by the Contractor's construction program and to the lines and grades defined on Drawings. All ditches, sumps and age necessary to achieve the required excavation and during the filling operation to aid in control of surf ace and rain water shall be established and maintained by the Subcontractor. Removal of face and rain water will be by others . GENERAL Rl . 1 All trees, brush, roots, other vegetation and muck located Rl within the excavation or stockpile areas shall be removed and dis-posed of as directed by the Contractor. Disposition of usable material as well as spoil shall be made in a manner which will avoid, insofar as possible, rehandling or other interference with progress in general. Spoil, or earth from excavations which is unsuitable for backfill shall be disposed of in spoil disposal areas. All trees and combustible materials shall be disposed of by burning. All spoil disposal areas will be within the bounds of the property and will be designated by the Contractor. Materials suitable for backfill shall be selected as the excavation progresses and placed in stockpile areas. .2 Finish excavations for the entire foundation area shall be completed to the approximate elevations shown on the Drawings. These finish elevations are to be into dense sand formations at approximate elevation minus 60 ft. below mean low water as deter-Rl mined by the Contractor .

  • 3 This Specification includes references to or requirements for meeting or adhering to certain "Standard Specifications" or "Tentative Specifications" of the American Society for Testing and Materials.

In those specifications, the letters "ASTM" or ASTM Standards" shall mean the latest revision of those Standard Spec1f1cat1ons or Tentative Specifications of the American Society for Testing and Materials

  • . 4 Except as otherwise called for in this Specification, the requirements for and the methods of taking samples and the testing of all constituents shall conform to the pertinent ASTM Standard.
2. Stockpile areas as necessary will be located by Contractor during the dredging of the Indian River and Big Mud Creek. The stockpile areas shall be cleared of all undesirable material such as trees, roots, other vegetation, muck and silt. All rubbish and debris removed from the stockpile areas shall be burned or other-wise disposed of as directed by the Contractor.

2B-l STOCKPILE AREAS Rl Purchaser's Identific:.:ition: EBASCO SPECIFICATION FOUNDATION EXCAVATION AND BACKFILL No. FL0-8770-471 Issue Date: Rev. 1 Novemht>r 15, l ':16,'-; April 22, l %9 3. Material to be excavated from the plant area excavation and the stockpile areas that is to be used as compacted backfill shall be a selected sand. It shall be free of muddy material, ganic matter, rubbish, debris, or other unsuitable materials. It shall have no more than 12 percent silt content (finer than #200 sieve). The moisture content of the sand shall be within the limits required to obtain 95 percent Modified AASHO Compaction. Dredged borrow material shall be stockpiled so as to facilitate drainage. Any decanting necessary for backfill stockpiles shall be controlled such that the discharge into Mud Creek or the Indian River shall not increase the turbidity of the receiving waters by more than 50 Jackson units above the turbidity level. No limerock or fragmcnto larger than 6 in. shall be used for the fill . . 1 A select sand material, with 3 in. maximum size shall be used in areas where hand compaction is required . . 2 Material failing to meet the gradation fication (no more than 12 percent silt) shall be either wasted or washed to move enough of the silt so that the gradation specification is met. All lirnerock or material larger than 6 in. or 3 in. depending upon use of material, shall be removed. . 3 Material with a higher moisture content than red for the specified compaction shall at the Contractor's option, be either wa::itcd or oprcad on a dry area nnd raked and harrowed to reduce the moisture content by evaporation.

Material with a lower moisture tent than that required for the specified compaction shall be spread and sprinkled with water. then raked and harrowed until the required moisture content is attained.
4. The Subcontractor shall prepare the area to be backfilled by compacting the material in place at the bottom of the excavation to a minimum density of 95 percent of the maximum obtained in the Modified AASHO Compact:1on (AST:M D 1557 -Method D). CompacLluu
c;ltall be by means of the same equipment used for the final compacted fill . . 1 The sand material to be used as fill shall be spread and leveled in layers not to exceed 15 in. thick before compaction. paction shall be effected by means of a towed vibratory drum roller imparting a minimum dynamic force of 40.000 lbs .* or by other means suitable to.obtain required results. The speed of the rolling ment shall not exceed 1.5 miles per hour. The first few lifts of the filling operation shall be carried out as a test section to determine the best possible combination of equipment and compaction procedure therewith to attain required results of uniformly compacted fill of specified density. 2B-2 BACKFILL Rl RJ Rl JU BACKFILL Rl Rl * * *
  • *
  • Purchaser's Identification:

EBASCO SPECIFICATION FOUNDATION EXCAVATION AND BACHILL No. FL0-8770-471 Issue Date: Rev. 1 November 15, 19h8 April 22, 1969 4.2 Any material which fails to meet the specified minimum den-BACKFILL shall be recompacted. If the material is too dry to be compacted (Cont'd) to minimum required density, it shall be sprinkled with water before recompacting. Material too wet to be compacted to minimum required density shall be removed and replaced with new fill . . 3 Any previously compacted material which has become too wet or in any other way has become unsuitable, as <letermined by tractor's tests, shall be removed and replaced with ne<." fill. Any area from which compacted fill has been stripped shall be recompacted before new fill is pJaced. All layers within the width selected for Rl placing shall be compacted to their full width. No fill shall be

  • placed within 20 ft. of the toundary Letween material being compacted and the uncompacted material being placed . . 4 Compaction shall be uniform within any one layer over the entire area. The surface of each lift shall be kept reasonably smooth and free of or ruts, which might affect the compaction of later 1 i fts. Equipment used for hauling shall follow paths ferent from each other, to aid compaction, over the entire area. Placement of new fill on fill compacted more than 48 hours previously will be treated as placing fill on the original excavated area. The surface of the area shall be first cleaned of all loose . . 5 In small areas where it is not possible to reach with Rl Rl large scale mobile compacLluu equipment, the fill shall not contain Rl material than in. in size. It shall be compacted a mechanical tamper, small vibratory roller, vibratory pJate, or other suitable means to attain requiren rompaction.

These areas shall be compacted to the same minimum as the rest of the fill and shall be up in not greater than 6 in. lifts. Care shall be taken to insure that the fill in these areas is with the rest of the fill . . 6 Slopes of the sections of fill shall be one vertical to Rl two and one-half horizontal in the excavation proper only. All per-manent slopes shall be one vertical to three horizontal. Where two sections of fill join, that fill placed earlier shall be cut back 'a minimum of three (3) to a minimum s of one ver-tical to two and one-half horizontal 1:2.5) to expose undisturbed material.

5. . The backfill shall have a relative dens ty of 85 percent. The variation from this degree of compaction shall be a maAimum of one standard deviation less than 85 percent relative density. The numerical value of the standard deviation will be established by a series of field tests con due ted the initial compaction operations and will be minimum allowable required.

This considered for the basis of field control at the present time, shall be 95 percent of Modified AAS HO. 2B-3 I'.11 PLACE TESTI:\G Rl EBASCO SPECIFICATION FOUNDATION EXCAVATION AND BACKFILL FL0-8770-471 Issue Date: Rev. 1 r ; J, April 22, ]'"'"*' 5.1 *All backfill shall be cornpacLeu to a minimum of 95 cent of the maximum density obtained in the Modified A.ASHO Compaction Test (ASTM D 1557 -Method D). Optimum conditions for moisture and density shall be determined by the Subcontractor for the various sands excavated. Results of tests made on samples are included in the "Report of Sampling and Tes ting of Proposed Granular Fil 1 Material" which is included in and made a part of these Specifications, and the results of subsequent tests made during construction wi 11 be made available to the Subcontractor

  • 2 Control tests of densities and moisture contents will be 1 :; :*i .. '* p, :; Ii.,. *:' *nsi !'>1' j<] made by the Contract'Jr as the work progresses, to assure that re-:;1 quired densities and moisture contents are achieved. , 3 The density sha11 be tested in accordance with ASTM D 1556, ASTM D 2167, ASTM D 2216, and any other method suitable to insure that the backfill has been properly compacted.

A test shall be made in each layer for every 10,000 sq. ft. of compacted fill area and one test for every area of less than 10,000 sq. ft. placed in one day. }lore tests may be run at the discretion of the Con-1-:J tractor . . ' L * . 4 When the weather is of such a nature as to endanger thE'

  • quality of the fill material being placed, whether this be due to rain, or any other element of the weather, the placement of fill shall be halted until the weather cond:i.tions are saLsfactorv.

Under no conditions shall fill be placed heavy rains . . 5 Any and all questions regarding the borrowing, tion placement and protection nf thP rnrnpRrtPrl fill shRll hP rP-ferred to the Contractor. All decisions hy the Contractor HJ the approval of compacted fill, in any aspect, shall be fi na} .

  • 6 During the placing and compacting phases of this Contract the Contractor will have a Soils Engineer on the site to supervise Ll testing of the compacted backfill and based on such tests will have the responsibility of accep or rejecting the work the Subcontractor.

This Soils Engineer will be available to the contractor for such consultation advice as is necessary. 2B-4

  • APPENDIX 2C A COMPARATIVE STUDY OF FLORIDA'S MOST SEVERE TORNADOES WITH THOSE IN OTHER PARTS OF THE CONTINENTAL U. S. Dr. edward M. Brooks, Professor, DepartrnenL o! Geology and Geophysics Boston College. Chestnut Hill, Massachusetts Harold P. Gerrish, Assistant Professor, Homer W. Hiser, Professor, and Harry V. Senn, Associate Professor, Institute of Marine and Atmospheric Sciences, University of Miami, Coral Gables, Florida DOCKET NO. 50-335 FLORIDA POWER & LIGHT COMPANY MIAMI, FLORIDA 2C-i TABLE OF CONTENTS

1.0 INTRODUCTION

2.0 DETERMINATION

OF TORNADO WINDSPEEDS

2.1 Direct

Measurements of Wind Speeds 2.2 Indirect Measurements of Wind Speeds 2.2.1 Determining the windspeed from its dynamic pressure 2.2.2 Determining the windspeed from its static pressure 2.2.3 Synoptic factors affecting storm intensity and windspeed

2.2.4 Devastation

statistics and their relation to windspeed

3.0 CONTINENTAL

U.S. TORNADOES 3.1 The Minneapolis Minn., Tornadoes of 20 July 1951 and 20 August 1904 3.2 The Brandon Ohio Tornado of 20 January 1954 3.3 The St. Louis, Mo., Tornado of 27 May 1896 and Washington, Kan. Tornado of 4 July 1932 3.4 The Wallingford, Conn., Tornado of 9 August 1878 3.5 The Minneapolis, Minn. Tocnado of 20.August 1904; Harrison, Ohio Tornado of 14 February 1854; Worcester, Mass. Tornado of 9 June 1953, and Tri-State Tornado of 18 March 1925 4.0 FLORIDA TORNADOES 4.1 The Hialeah Tornado of 5 April 1925 4.2 The Miami Tornado of 17 June 1959 4.3 The Central Florida Tornado of 4 April 1966 -.o COMPARISON OF 3 MAXIMAL FLORIDA TORNADOES WITH SEVERE CONTINENTAL U.S. TORNADOES

6.0 CONCLUSION

S

7.0 REFERENCES

2C-ii * *

  • A COMPARATIVE STUDY OF FLORIDA'S MOST SEVERE TORNADOES WITH THOSE IN OTHER PARTS OF THE CONTINENTAL U.S.

1.0 INTRODUCTION

It has been evident for some time that Florida tornadoes are erably less intense than the AEC model which was obviously derived from those which have occurred in other parts of the continental U.S. The pose of this report is to document Florida's mnst sPvere tornadoes and to compare these as quantitatively as possible with major tornadoes in other parts of the continental U.S. in order to show that the current AEC model is excessive for Florida. While thousands of continental tornadoes have been observed in the past, quantitative data on maximum wind speeds and central pressures within the central vortex are practically non-existant. Dopp1er radar can provide direct measurements of wind speeds along a radial from the radar location; but only a few measurements have been made during the past 10 years due to the lack of an organized doppler network in the tornado areas. For a few of the intense continental toFnadoes, it is possible to derive windspeeds from their dynamic pressures on structures that failed and/or from static barometric pressure observations inside or near the nel, as has been suggested by Brooks(l) in a comprehensive survey article. Because of the uncertainties involved in these derivations, the numerical results cannot be taken too literally. Unfortunately, static pressure data do not exist for Florid4 tornadoes and limited data are for wind computations based upon dynamic pressure. The relative severity of 'tornadoes may also be determined by use of other methods. One such method is the analysis of micro-and mesoscale synoptic conditions known to be necessary for severe tornadoes. Another is the use of statistics on deaths, damage produced, etc. The procedure will be to develop the severity of continental U.S. and Florida storms and to compare the maximum wind speeds which might be pected in them. 2C-l

2.0 DETERMINATION

OF TORNADO WINDSPEEDS

2.1 Direct

Measurements of Speeds Observations by wind instruments furnish the most accurate measurements; but unfortunately are limited to minor tornadoes or to the outer.portions of major tornadoes. Inside severe tornadoes, the equipment is destroyed before the maximum wind at that point is reached. Remote sensing by the use of Doppler radar has probably provided the only reliable measurements to date of the particle speeds in the core regions.(2) 2.2 2.2.1 Determining the speed of the wind from its dynamic pressure For winds strong enough to produce damage, a minimum dynamic pressure of the wind can be found. It is equal to the computed pres-sure necessary to some damage. Engineering estimates can be made of the force required to produce the observed displacement or deformation of selected objects of known mass or internal strength. 2 Let the kinetic energy of the wind (1/2 mv ) be used to do the work (Fd) of an object a distance of d: 2 mv .. Fd (1) m "" mass of air v

  • speed of wind Let the object of cross aectional area A sweep out a volume V (equal to Ad) as it is replaced by the same air volume V (equal to (where p z air Divide ( by the equ!valents of V: and v ... F 1111 -A (2F) 1/2 pA (2) 0) This windspeed value applies only to the place artd time of the damage and may fall short ot the maximum windspeed of the tornado. 2.2.2 Determining the windspeed from its static pressure From the lowest reading of a barometer, the pressure drop be-low the ambient pressure outside the tornado is computed.

It is sumed that the kinetfr energy of the wind is derived from the work done on the air as it moves from the ambient pressure to the minimum pressure in accordance with a simplified Bernoulli equation. How-ever, it is assumed that half of this energy will be lost due to the friction between the accelerating air and its more stagnant environment . The work of the pressure gradient force (F) is: 2C-2 * * * ( Fd * (A Ap)d * (Ad) Ap

  • VAp d -distance over which the pressure drop Ap is measured A
  • cross-sectional area on which the force is acting V
  • volume of air moved the distance d Equating the kinetic energy per unit volume (left side of eq. (2) ) to one half the work per unit volume gives: 1/2 pv 2 c 112 <veP>. and v"' (4) In eq. (4), Ap is the pressure drop, measured from an assumed ambient pressure of 30 inches of mercury, at which v is chosen as zero, cause the ambient winds are negligible compared to the winds within a tornado. Since the ambient temperature is about 25°C the corresponding' ambient air density is equal to l.19xl0-3gm cm-. For the of incompressible air, a constant ambient density of l.19xl0 gm cm-3 is substituted for pin eq. (4). For the assumption of comprf><>!lible air. ("l i,:; al':!mmed tn dE>t"rP;i!!:P rlry adiabatically as the pressure The assumption of pressibility is sufficiently accurate for comparisons of wind sure for wii.ds of less than 120 mph. At higher speeds the larger values of windspeeds for die cumpresslble (with lower densities), may be closer to the true windspeeds than the values for the pressible cases. In the absence of a barometer reading, the static pressure drop can be equated to the vertical pressure drop outside the tornado from the height of the base of the funnel cloud to the base of the low clouds.(3)

It is assumed that the mixing ratio (or specific humidity) is spatially invariant, such that the lower edge of the funnel and the low cloud base constitute an isobaric surface with a pressure equal to the condensation pressure. The n1ethod of wind determinations from the minimum static pressure is the least reliable of the three methods, because of certainties in the applicability of the simplified Bernoulli equation and in the allowance for loss of kinetic energy. 2.2.3 Svnoptic Factors Affecting Storm Intensity and Windspeed Over the yean; have been found to be storms and tornadoes. involved separating a certain combinations of synoptic parameters associated with the most vigorous Generally a subsidence type inversion is low-level moisture tongue from dryer air above. 2C-3 A narrow band of relatively strong wind flow (jet) is required at all levels and it is extremely desirable for the middle-level and low-level jel 5 to intersect. The optimum height of the wet-bulb temperature of zero degrees is about 8,000 ft. The storms do not develop eously but need some sort of mechanism. A detailed survey by Hiller (4) of the specific parameters that play a major role in the production of severe thunderstorms and tornadoes is reproduced in Table 1. This table was compiled from a computer study of 328 nado cases. Here an attempt was made to define limits on each ameter as to produce storms of various intensities, and to order the parameters according to importance. Aside from the above comments, there are several other meters that must be considered in order to complete the picture. Rates of change of surface temperature, pressure and dew point provide formation on regions of decreasing stability and areas where low-level convergence, vertical acceleration and divergence aloft are occurring most rapidly. Difluence at .'.>OU mb and 200 mb noL unly provides a mass evacuation mechanism aloft but signifies the presence of an proaching positive-vorticity center. Experience has shown that the "level of free convection" should occur at a higher pressure than 600 mb. Of the parameters discussed above, the following are considered to be the most vital for the development of tornadic storms: a) Middle and upper level jets with shear zones b) Low level jet c) 850 mb maximum temperature t1eld d) 700 mb dry intrusion c) Low Sfc prPsi:mre f) High Sfc dew points The ultimate intensity, therefore is related to the degree to which each of these parameters approaches the critical limits shown in Table 1. If all exceed the specified limits, then one would expect a more severe tornado than if only one-half or more of them did. Tornadoes can and do form in the absence of a jet stream, for instance, However, these are not as severe as those that form in conjunction with a jet stream. In South and Central Florida, the limits required for the jets and the dry-air intrusion at the same time are not reached because of the moderating influences of the water on all three sides ot the pen1nsu1a. By definition, the most intense tornado produces the highest vortex windspeeds.

2.2.4 Devastation

Statistics end Their Relationship to Windspeeds Quite obviously the number of deaths and amounts of damage duced by various storms can provide an indirect measure of the severity of the storms in terms of windspeed .!.!. information on the population 2C-4 densities and construction in the paths are available. Then one can compare those statistics with the rare windspeed observations of a direct nature, or calculated values using indirect methods, and by establi5h a basia for winds of other storms.which curred during a given historical period. However, it is extremely difficult to compare the number of deaths or amount of damage caused by a single storm from an earlier period to a recent one because of the problems encountered in izing the statistics. It would not be too difficult to normalize population statistics for vArious years in a given or state; but the death statistics would still not be valid because of other plicating factors which are far more difficult to assess. For stance, even in 1896, St. Louis was well populated so that if a tornado hit the same sections today, one might expect only a few more deaths from population increases since *then; but one would pect fewer deaths after considering the factors of (probably) better warning services and stronger shelter which is not as easily damaged today. The sum total might be fewer deaths from an equal storm today. Despite better building practices, total damages to property would almost certainly be much higher due to the increased value of struction in terms of sophistication, the much greater value due to the shrunken dollar, and the greater number of buildings which might fall in the same,path. It is clear that we should expect roughly the same number ot deaths but far greater dollar damage from storms in later years which are actually equal in intensity to their forerunners. The many plicating factors in comparing the statistics of various storms dicate that one must not assign too much weight to small differences in the number of deaths or dollars of damages in assessing the storms' intensities or windspeeds. If, on the other hand, the differences in deaths or damage5 are an order of magnituJe or more, one can be ably certain the storms are of significantly different intensities and therefore windspeeds. 2C-5 RANK 1 2 3 4 5 6 7 8 9 10 11 12 13 14 TABLE 1 KEY PARAM:ETERS IN THE PRODUCTION OF SEVERE THUNDERSTORHS AND TORNADOES 4 (after Miller ) PARAMETER 500 mb Vorticity Stability Lifted Index Middle Speed Level Jet Shear Upper speed Level Jet Shear Low-Level Jet Speed Low-Level Moisture Mixing Ratio 850-mb Max-Temp Field Winds Cross 700-mb No-Change Line of Advective Temp. 700-mb Dry-Air Intrusion 12-hr Sf c Pressure Falls 500-mb Height Change Height of Wet-Bulb-Zero above Sfc: Sf c Pressure over Threat Area Neutral or Negative Vo rt Advec ti on -2 35 knots 15/90 run 55 knot!!li 15/90 nm 20 knots 8 gm H20/kg dry air E of Moist Ridge 20° Not Available -or Available but weak Wind Field Zero mb 30 m Above 11000 ft. Below 5000 ft. 1010 mb MODERATE Contours Cross Vort Pattern <30° -3 to -5 35-50 knots 15-30/90 nm 55 to 85 knots 15-30/90 nm 25-34 knots 8 to 12 gm H20/kg dry air Over Moist Ridge 20" to 40° Winds from Dry to Moist Intrude at an Angle of 10 to 40° are at least 15 knots l to 5 mb 30 to 60 m 9000 to 11000 ft. 5000 to 7000 ft. 1010 to 1005 mb STRONG Contours Cross at more than 30° -6 SO knots 30/90 nm 85 knots 30/90 nm 35 knots 12 gm H20/kg dry air W of Moist Ridge 40° Winds Intrude at an Angle cf 40° and ace . .H least k;" 60 7000 to 9000 ft. 100.:> mb *

  • Sf c Dew Point 55"F 55° to 64°F 65°F
  • nm: nautical Sfc: surf ace miles m: meters mb: millibars 2C-6
  • *
  • 3.0 CONTINENTAL U.S. TORNADOES.

Table 2 lists nine tornadoes, of which four are tornadoes of maximum intensity (those with speeds above 321 mph). They are arranged in order of their approximate windspeeds, but since these value& are crude, are grouped according to their central pressure drop in the nearest number of inches of mercury. Within each group, the differences between the listed windspeeds of two or more tornadoes are of no significance. Note that "maximum intensity" refers to the rank according to computed wind-speeds. Note also, that the nine stonns listi!!'d were chosen s on the basis that certain data were available for them; not because were all among the nine most intense of the past 115 years. Other storms such Palm Sunday tornadoes in 1965; the Waco, Texas tornado in 1953; the Dallas storm in 1957; the Tupelo, Miss. storm in 1936 and other tornadoes could have been cited as examples. However. the last two storms in Table 2 out with regard to the number of deaths and the amount of produced. The last, the Tri-state tornado of 1925 was quite obviously the most intense from all standpoints. 3.1 The Minneapolis, Minnesota Tornadoes of 20 July 1951 and 20 August 1904 In the outer portion of the first tornado (Minneapolis 20, 1951) a minimum sea level pressure of 29.15 Hg. was recorded. It is cited as a verification of the third method. Even with half the kinetic energy dropped, the theoretical windspeed for the compressible case (111 miles/hour) still exceedc the fastest mile (92 miles/hour). The is good to warrant the use of the third method to obtain windspeeds. Even better agreement iq found ip the outer part of the other Minneapolis tornado listed (Aug. 20, 1904) (6>, in which the pressure drop at the City Office of the WeafRer Bureau was the same. The wind reached an extreme of 110 miles/hour, ) almost identical to the theoretical value. 3.2 The 28 11 tornado (Brandon, Ohio, 20. 1854) (7) shows ment between winds of 164 and 173 miles/hour from static and sures respectively. The lowest static pressure was 28.21" dynamic)pressure was that required to account for the tre*. (7 3.3 whereas the of an oak In the 27" group of tornadoes, the static pressure in the St. Louis tornado of May 27. 1896 was measured an aneroid barometer in Lafayette Park. CS) When corrected to sea it a value of 27.30 11 In the Washington. Kansas tornado of 1932, the pressure which bent the top of a railroad to be (The coefficient of 1.6, the same as for tall cal-culate the windspeed.) \9) 2C-7 3.4 The Wallingford, Connecticut Tornado of 9 August 1878 The Wallingford, Connecticut tornado of August 9, 1878 falls in the 26" category of tornadoes because of the high wind requf to plain a 2 X 2 X 4 ft. cemetary stone blown off its foundation. 3.5 The Minneapolis Tornado of 20.August 1904; Harrison, Ohio Tornado o! 14 February 1854; Worcester, Massachusetts Tornado of 9 June 1953; and Tri-State Tornado of 18 March 1925 The four most severe tornadoes belong in the categories of 24" to 22" Hg. mercury. In the Minneapolis tornado of August 20, 1904, a ometer reading of 23 11 was obtained.(6) If this was station pressure, the tornado belongs in the 24" category (since the sea level pressure* would be nearly one inch higher). If the barometer had beep set for sea level sure, then, of course, the tornado belongs in the 23" category. Since this ambiguity was not resolved, the tornado was listed with the appropriate windspeeds (compressible case) in both pressure categories. The other two 23" tornadoes were so listed because of their wind pressures. In the Harrison, Ohio tornado of Fe)bruary 14, 1854, a scantling was driven 3 1/2 feet into the ground.(ll The wind in the Worcester, Mass. tornado of June 9, 1953 was obtained from the known load resistance on destroyed towers carrying high voltage lines.(12) The Worcester tornado was the strongest New England tornado on record. Thi5 tornado formed in conjunction with a ore-cold-frontal squall line that extended from southern Maine to eastern Connecticut on the afternoon of _Tune 9, 1953. The cold front at that time was gently curving frnm Maine through western Massachusetts to central Pennsylvania. Earlier it had passed through the Great Lakes area with widespread tornadic activity in advance of the front. The rhythm was such that on the 7th -9th violent afternoon activity quickly followed relatively quiescent morning situations. The regeneration of tornadoes on the 9th in the New England area wa* more pronounced than earlier in the history of the system. Of the several that formed, the one in and around Worcester wa* tbe @Ost severe. It killed 90 people and produced $52 million of damage.<14J The synoptic environment aloft was highlighted by a jet stream at high levels and warm air advection ahead of the squall line at low levels. Slight cooling was evident at middle levels. There war positive vorticity advection aloft in association with thp closed-low in southeastern Canada. Hence, mast if not all of the synoptic requisites for a severe tornado were present. One can only make inferences regarding synoptic situations aloft for the other storms listed in Table 2 because routine data above the surface were not generally available during those years. The only tornado reaching the 22" category was the Tri-state tornado, which swept through M1ssour1, Illinois, and Indiana on March 18, 1925.(13) The best data for determining the wind pressure are from a steel water tank and adjacent concrete chimney of Orient Mine No. 2 at West Frankfort, Illinois. The wind pressure was calculated to be 250 lh*/ft2, or nearly 1/8 of an atmosphere. The Tri-State tornado of 1925 had a path length of 219 mi, a width of 1,000 to 2,000 yds and traversed predominantly rural areas at a speed of 57 to 68 mph. Had it hit more populous areas both the number of deaths and the damage would have soared even higher for the most intense storm observed in over a century. 2C-8 * *

  • TABLE 2 APPROXIMATE WINDSPEEDS or CONTINENTAL
u. s. TORNADOES (P)

Central P Windspeed (miles/hour) JO-(P) of Tornado l"heotetiQill (Sta(ic) ... . (Refer,to

    • Place & . . . DCJll!age. (Inches HG) (Inches HG)

Compressible Key) Date Reference

  • Deaths (Megadgi'fars) 1 29 119 121 9lw. llls 7/20/ (Outer 1951 Minn. 5 5 6 'Portion) 2 28 169 174 '"I &tl"S* 1/20/ No l7Jd 1854 Brandon, (7) Data "Heavy Ohio NJ } 27 ?1)6 :;J4 20)!1 'J / 2:* I St. Louis )1.)6 12.9 C'l '896 rto. (8) I '° il OJ r / !, .' Washingtor.j

<; . ') .. Kan. (9 4 26 238 251 260d i\.' 9.' Wallinfford, 30 .25 1878 Conn. ( 0) 5 2) :67 285 & 2l 292 316 32ls 3/20/ Minneapol isj 1904 Minn. (6 14 1.5 23 316 348 340d Z/14/ No No 1854 Ohio Data Data 348s B/20/ Minn. (6) 14 l.5 1904 Minn. 343d 6/9/ Worcesterj 1953 Mass. (12 90 52.0 B 22 337 377 36Jd 3/18/ Murphysboro, 1925 Ill. (Tri.-689 165 Key tG windspeed determinations: State) w means observed windspeeds. Note: All dynamic & observed d frcm dynamic pressure of wind producing structural failure windspeeds include the effect s """HI ft<<"m nhserved st<Hic pressure drop from to tornado ceriter of translation; wind-speeds do not. 4.0 THE FLORIDA TORNADO Lists of all known tornadoe5 in flocida east of the Appa-lachicola River (excluding the panhandle region) have been compiled. 1 One list includes 114 storms from 1887 to 1949 taken mostly from Flora s Tornadoes of the u.s.(15), and Monthly Weather Reviews(l6). The includes 315 storms from 1950 to 1968 inclusive, all from the "Storm Data and Unusual Weather Phenomena" from the National Summary of Climatological Data, Dept. of Commerce.(17) Using all known data on each storm including deaths, injuries, damage produced, path length and width, speed of motion, and type of area affected, each of the tornadoes was graded on an intensity scale which included 1 (minimal), 2 (moderate), and 3 (maximal) categories for Florida tornadoes. The results are shown in Table 3 below. TABLE 3 INTENSITY RATINGS OF 429 FLORIDA TORNADOES 1887-1949 1950-1968 Minimal 89 273 Moderate 20 36 Maximal 5 6 The two lists were kept separate because of the obvious population and reporting differences which existed during the two periods. One would expect that many minimal storms would have been unreported during the early period; whereas in the later years every water:;,pout, "waterspout-tornado", "whirlwind", etc., had found its way firmly into the permanent statistics. The average tornado in Florida is of minimal intensity, barely ah1e to unroof relatively old wooden farm buildings, packing houses and garages, and/or to defoliate, defruit or blow down trees. The "moderate" category was generally reserved for storms which "demolished" or "destroyed" at least one or two normally constructed, wood or stronger buildings, possibly caused personal injuries to a number of people and/or had significant path widths or damage estimates. The maximal category either did significantly greater damage over a larger area, or it appeared from other facts that it would have had it occurred over a suitable area. To assume the most servative attitude, the three most intense tornadoes in Florida history (82 years) were chosen for comparison with the AEC standard tornado, as probably embodied in the most intense from Table 2, Section 3 above. The three Florida storms occurred on April 5, 1925, June 17, 1959, and April 4, 1966. No direct measurement of windspeed has been made in a Florida tornado. Indirect cdlculations have not been presented herein because speeds on the order of 150 to 200 mph could have prpduced all the damage that has been photographed and tabulated for Florida tornadoes. A1tempts are still in progress to locate evidence of speeds higher than this, however, all efforts to date have been unsuccessful. The fact that the 2C-10

no£t severe tornadoes in Florida occurred in or near populous areas prohibits much higher speeds or they certainly would have been documented by the damage. 4.1 The Hialeah Tornado of April 5, 1925 This storm developed early in. the afternoon in advance of a cold front that was pushing down the state from a wave-cyclone centered near ville, Florida. At the time of the tornado, the front extended off the west coast near Ft. Myers, Florida. The tornado developed prior to 1:15 P.H. and its motion was toward the northeast at approximately 12 mph. After 20 minutes of progressive movement the tornado stopped and remained stationary for S minutes. During this period it rose and descended twice. It then resumed its northeastward motion causing more damage. The total damage was estimated at $.25 million and there were five deaths. Its diameter creased greatly as it passed north of Miami and became obliterated by heavy rain soon afterward. No serious damage was done after that time. The tornado was preceded by a heavy fall of hail which was confined primarily along the path and in some areas the ground was completely covered with hailstones as large as a baseball. The path of the tornado itself was 12 miles long and slightly less than 100 yards wide. Upper-air sounding techniques of today were not available in the twenties. As a result, the upper-air structure is not known with any degree of Since the tornado moved rather slowly, it can be inferred that the steering current was weak and that no divergence or mass evacuation mechanism such as a jet stream existed aloft. 4.2 The Miami Tornado of June 17, 1959 While all eyes were on Tropical Storm Beulah, centered 100 miles east of Tampico, Mexico, a tropical depression formed rather unexpectedly in the eastern Gulf near 25.5°N, 86.5°W on the afternoon of June 17, 1959. During the night it deepened and moved northeastward at 35 mph crossing the west roast of Florida just south of Tampa and exiting the east coaat just north of Cape Kennedy. The tornado occurred in Miami at 9:50 P.M. on the 17th. This position was in the right front quadrant approximately 230 n. miles from the center of the deepening depression. Hiser (18) has summarized the eye-witness accounts of the tornado as it moved from the Coconut Grove area of southern Miami skipping over populous areas near downtown Miami, thenre rlnwn to the ground again in North Miami. The total damage was estimated to be $3 *million and no lives were lost. The state climatologist described the storm as the most intense since the 1925 storm. Despite the improved south Florida building codes, neither the total damage nor the loss of life reached the potential that an intense midwestern storm would have produced over such a populated area. Although there was no major jet stream over South Florida during this period, there may have been a narrow zone or finger of relatively higher wind speeds on the order of SO knots from Miami to Grand Bahama. Miami reported a wind at 18,000 ft. of 220°/51 knots. At Grand Bahama the winds 2c-11 above 40,000 ft. were SO knots or greater. This may have provided some degree of mass evacuation aloft. The tornado moved toward the east at 25-28 miles per hour<lS). The Lifted Index was -3.7. The bulb temperature of zero degrees was at 13,000 ft. above M.S.L. 4.3 The Central Florida Tornado of April 4, 1966 A frontal system moved down the state on the 2nd of April and stagnated in South Florida on the 3rd. During the night of the 3rd it washed out and another system moved into the Southeast U. S. trailing a front along the Gulf Coast. The second frontal system moved into the Gulf on the 4th passing through central Florida that night and off the southeast coast during the afternoon of the 5th. Several stable waves formed on that front during its history. During the morning of the 4th, a tornado near Clearwater, Florida and moved east-northeastward across the state to Gibsonia and thence to the Merritt Island area. Another tornado or a family of tornadoes began at Pinellas Point and through southern sections of Lakeland, r.ity and thence to Rockledge on a parallel tu the above. Evidence indicates that the northernmost storm maintained continuous contact with the ground from the Gulf to the Atlantic ocean, a distance of 140 miles. The southernmost storm ed an intermittent track as if one tornado lifted and lowered or possibly a family of tornadoes were involved. The northern one was the most severe and the most damage of the two. Eleven people were killed, 400 were injured, and property damage was estimated at $11 million. Quite obviously, this was a major storm, probably the t of Florida record; although no photographs of the funnel(s) have been found because they may have been obscured by tion. Considering the JI chis storm and the areas traversed by it, it is rela certain that .:.ue damage and deaths were not nearly as great as have been ed by winds of the order of 300 mph. This outbreak was associated with a sq.i ' l inf:' ir, advance of the frontal system which was located near New Orleans at that rime. There was strong aloft at 5,000 ft. with a high-level jet finger of 85 knots WSW-ENE over The main jet wAs over the southeastern U.S. A speed maximum on the order of 60 knots was evident at mid-levels down to at least 10,000 ft. This arrangement of speed maxima aloft is conducive to severe tornadoes, see Table 1. However, there was no indication of strong vorticity advection at 500mb which normally accompanies severe storms. The wet-bulb temperature of zero in this storm was at 13,000 ft. (the same as the '59 tornado), and the Lifted Index on the basis of a partial sounding appeared to be positive. Proximity soundings showed that while there was a tendency for some drying above 750mb in the 1959 storm, both it and the 1966 tornado ings were quite moist resembling the Type II Gulf Coast soundings of Fawbush and Miller. (19) Miller(4) states that the Type I sounding is tl1e optimum for severe tornadoes. None of the most severe tornadoes observed in peninsular Florida had Type I air-mass structures. This and certain other key ingredients such as requisite jet maxima, vorticity advection and dry air intrusion have always been missing in varying degrees from even the most severe Florida tornadoes of record. 2C-12 * * *

  • *
  • 5.0 COMPARISON OF THE THREE MAXIMAL FLORIDA TORNADOES WITH SEVERE CONTINENTAL U. S. TORNADOES Flora ) reports 192 tornadoes in Florida during the years 1916-1949.

this same , Illinois 190 tornadoes. However, Florida's losses amounted to 31 deaths and 2.4 million dollars damage while the Illinois losses were 917 deaths and $53.8 million in property The two states are of area. The population density per square mile in Illinois was about five times that of Florida. But the Illinois deaths were 30 times and damage was more than 22 times greater than Florida's. Flnra also isted the outstanding

u. s. tornadoes of this Several Illinois tornadoes were listed but none for Florida. All of this indicates much less severe tornadoes in Florida than in the midwestern state of Illinois.

Between 1916 and 1958, the average number of people killed per tornado was about in the continental U. S. .04) than it was in Florida .12) In another tornado publication, Wolford lists the outstand-ing tornadoes from 1876-1958 for the entire U. S. in Florida storms were included in her lis of 72. Two measures of the intensity of tornadoes used Wolford include deaths and monetary values. Figure 5.1, giving th@ numb<?r of nPaths ('?.!l!=:Pil the rrnt!':t?.ndh1g storms in U. s .* shows that those caused by Florida's most severe would rank her storms in the lowest category of the U. S. outs storms. 5.2 9 the , also tends to confirm the the Florida tornado is not as intense as the most severe storms found elsewhere. Insotar as tornado intensities and thus can be inferred from deaths istics, it can be that continental U. S. storms have winds than Florida storms. Evidence above shows ter tude d in the statistics of Florida's most severe storms when to three the most intense of the other continental U. S. tornadoes. of the severe Florida storms areas, in recent years, the sta s ics. The had to only so intense as the most . S. tornadoes The environment with the three Florida tornadoes was such that several of the parameters which are generally accepted as for severe tornadoes, see Section 2.23, ware The slow movement of the 5, 1925 and June 17, 1959 storms jet stream existed aloft in those cases. The fa$t-moving tornado did have appropriate wind main jet the Florida, the bility conditions addition, 1966 o:r June the were assocaited with a branch of the located in the southeastern States. Because of of the marine around and over Therefore. In April 4, for Of the five most severe continental tornadoes for which wind speeds could be determined, Table 2, only one was recent enough to permit both upper-air and surface synoptic analysis. This Worcester, Mass., tornado of June 9, 1953 had the ingredients expected for severe storms as set forth in Table l after Miller. The only reliable direct measurement of windspeed in a tornado was 206 mph in the June 10, 1958 storm at El Dorado, Kansas. This was recorded using Doppler radar. There have been no higher measurements since then. On the basis of indirect measurement, it must be concluded that the most intense continental tornadoes are capable of producing windspeeds on the order of 360 mph which includes effects of translation. The windspeeds culated upon the basis of static pressures are not as reliable as those culated from dynamic pressures. The resulting overestimates in the static pressure calculat1ons approximately equal the translation speeds which are included in the dynamic computation. The static value of 377 mph in Table 2 is for a hypothetical 22 inch tornado. From the standpoint of damage, photographs in Florida do not show ings being swept clean to the ground and debris carried away as in the most sevPre continental tornadoes. In no case did the damage substantiate wind speeds exceeding 165 to 200 mph. 2C-14 * * *

  • *
  • abscissa, Florida storms included Wolford .
  • Three greatest Florida storms indicated on abscissa, .25, 3 and 5. No Florida storms Wolford. *
  • J. -'. l. . . _J __ :t:i;;:::ih
r. f * ;
.r *
  • * *

6.0 CONCLUSION

S It has shown by calculations from pressures that the most severe u. s. in the 115 years a maximum 363 which included a translation of about 60 limited observations or calculations storms. On the basis of deaths or the most severe tornadoes in Florida full order of tude than the othe of the u. s. have been found to Florida tornadoes. air-mass have intense less severe storms which occur a result southern latitude and its marine environment. While wind translation Florida tornadoes would ever reach 300 mph. This upper 1 basis that parameters will and that the order of statistics indicates that wind (1) (2) (3) (4) (5) (6) (7) (8)

7.0 REFERENCES

Brooks, E.M., 1951, "Tornadoes and Related .Phenomena", Compendium of Meteorology, A.M.S., Boston, Mass., pp 673-680. Smith, R.L., and D.W. Holmes, 1961, "Use of Doppler Radar in. ological Observations", Mon. Wea. Rev., Vol. 89, No. 1, pp 1-7. Ferrel, W., 1893, Popular Treatise on the Winds, Chapter VII, pp 34 7-350. Miller, R.C., 1967, Notes on Analysis and Severe-Storm Forecasting Procedures of the Military Weather Warning Center, Tech. Report No. USAR, AWS. Hovde, M.R., 1952, "The Hennepin County Tornado of July 20, 1951", Weatherwise, Vol. 5, No. 3, June, pp 60-62. Outram, T.S., 1904, "Storm of Aug. 20, 1904, in Minnesota", Mon. Wea. Rev., August. Stoddard, O.N., "The Tornado at Brandon, Ohio, Jan. 20, 1854", Vol. 68, pp 70-79. Frankenfield, H.C., 1896, "The Tornado ot May 27 at St. Louis, Mo.", Mo.Wea. Rev., Harch. (9) Mar:shall, J.D., 1932, 11 Calculations Regarding Tornado Velocities at Washington, Kansas, July 4, 1932", Bull. of American Meteor. Soc., August.-Sept., p 149. (10) E.A., 1890, "Facts abour T*>rnndcc:::", _science, Vol. 16, August, pp 58-62. (11) Stoddard, O.N., "The Tornado at Harrison, Ohio, Feb. 14, 1854", American Journal of Science, Vol. 70, No. 161. (12) Booker, C.A .* 1953, "Tower Damage Provides Key to Worcester Tornado Data", Electric World, N.Y., Vol. 140, No. 7, pp 22-24. (13) '-'estern Society of Engineers, Committee, 1925, 11 Repo1L on Effects of Tornado of March 18, 1925, also Sugestions in Regard to Design of Structures", Western Society of Engineering Journal, Vol. 30, No. 9, September, pp 373-396. (14) Wolford, L.V., 1960, Tornado Occurrences in the United States, Tech. Paper No. 20, U.S.W.B., 7lpp. (15) Flora, Snowden, 1954. Tornadoes of the United States, University of Oklahoma Press, March, 22lpp. (16) U.S.W.B., Dept. of Commerce, Monthly Weather Reviews for the period 1871-1949. (17) U.S.W.B., Dept. of Conunerce, "Storm Data and Unusual Weather Phenomena", National Sununary of Climatological Data, 1950-1968. 2C-18 * * * (

7.0 REFERENCES

(Cont'd) (18) Hiser, H. w.
  • 1968, "Radar and Synoptic Analysis of the Miami Tornado of Junl! 17. 1959", J_. Appl. Meteor., Vol. 7, No. 5, pp 892-900. (19) Fawbush, E.J., and R..C. Hiller, 1954, "The Types of Airmasses in Which North American Tornadoes Form", Bull. Amer. Meteor. Soc., Vol. 35, No. 4, pp 154-165. 2C-19
  • APPENDIX 2D
  • FLORIDA EARTHQUAKE OF OCTOBER 27, 1973
  • 2D-i
  • *
  • FLORIDA EARTHQUAKE OF OCTOBER 27, 1973 INTRODUCTION On October 27, 1973, at 2:21 A.M., E.S.T., about 9,000 square miles of central and eastern Florida experienced an earthqua}:e.

The epicenter of this is est to be-tween Titusville and Geneva, Florida. irnately 4,000 SC]uare r.*liles \-:.:ls subjected to an inte.:J.si ty of 1.r .t-:.:*1 to *:::.:-1. No historical earthquake epicenters have been recorded about 75 of this epicenter. LOCATION The National Earthquake Information Center (U. S. Geological vey) lists the earthquake epicenter at 28.70 N, 81.00 w (the edge of Lake Puzzle on the Volusia-Seminole County The location was estimated based on resoonse to auestionna s submitted to of cities and howns a 100 radius 0£ Lhe epicentral area. Data from seismic recording statior.s were insufficient to permit a more exact locaticr. tr.e eoicenter . ':!:'he listed epicenter .:.:;

cw.r tte :r.crt2-:er:::

c c; of the region of higher intensity. on our c= intensity res!='onses, the earthc::uak:.::> eriirentPr rr:m1n 1'.-'ly hf> moved to the south, along the St *. River Valley. Law Engineering learned of the earthquake on the morn of Oct:::; :i e :::-2 7 , :!. 9 7 3 * ".:'. _ ."!. '.J l c , '.""' :-'.-: i::?-;::-.:::

-' '2 = r::::. c:: :::-c -e:::. :::-:: :--. :--*..: --: ":: recorder was installed on property in the boundary of Brevard, Orange, and Osceola Counties by 10:00 p.m. that same date. The was maintained operation for a period of one week. During this period no identifiable aftershocks were recorded.

MAGNITUDE The National Earthquake Information Center lists the earthquake a magnitude of about 3. on ana-records from the Atlanta Seismic Station, the magnitude was estimated as 3.9 ! 0.2

  • 2D-1 MICROSEISMIC DATA Intensity data was collected by Law Engineering from several sources. Most data was obtained by distribution of a tion of the standard questionaire as presented in Richter (1958}. Sources of data include: 1) Responses (260) to.questionnaires distributed to employees of Florida Power and Light Company and Florida Power Corporation in central and eastern Florida. 2) Responses (126) to the questionnaire published in the Cocoa Todav on October 19, 1973. 3) Responses (150) to the Cocoa Today questionnaire collected as a class assignment by physics students at Melbourne High School. 4) Responses collected by Dr. G. A. Bollinger, Virginia Polytechnic Institute, from postcard questionnaires distributed to 36 postffiasters in Florida and ten letters in response to an article in the Lakeland Ledger. Attached to thic appendix is a tabulatinn of all usable by location and i:-.tensi ty. See Table 20-1. Figure l is an Intensity of the October 27, 1973 All sources noted above were used in compiling this map. boundary between the area not felt and the area felt is app ... ximate. The earthquake occurred at a time period when most re-sponders to asleep. It is difficult t0 determine in some cases if the not felt responses were due to low magnitude intensity which did not awake sleepers or, if the intensity of the quake at these locations was minor and not felt by persons awake at that time. The boundary between intensity less than V MM and intensity V MM and greater is more definitive since V MM is severe enough to waken most sleepers.

Twelve persons were interviewed where their questionnaire sponses indicated an intencity of V or greater. The views and observations of earthquake effects at those locations substantiated the general validity of the questionnaire responses . 20-2 * * *

  • *
  • In the higher intensity region (V W1 and greater) many people were awakened and a number frightened by the tremor. Small jects were displaced upset. Hanging objects moyed or in some cases fell to the floor. some pendulum clocks stopped. There were scattered reports of forming or being extended in weak masonry or glass. In inspections made by Law Engi:.ecr of several of these reports, the new cracks often occurrej along construction joints or previously patched masonry s. Persons responding to questionnQircs who had previously experienced earthquake shocks at other locations almost unanimously agreed that they "knew" immediately that they had felt an earthq-..iake.

Some reported a "rolling" sEnsation similar to that they had previously experienced in earlier quakes. Many others to the and vibrations associated with rocket launches from Cape Canaveral, assumed that an unannounched launch had occurred, and perhaps the launch vehicle had exploded . 2D-3 TABLE 2D-l QUESTIONNAIRE RESPONSE INTENSITY {M."1) NUMBER OF LOCATION RESPONSES IV/V <:.V v V/VI VI Apopka 1 1 Christmas 1 1 Cocoa -Rockledge 54 25 19 11 Daytona Beach -Ormond Beach 12 12 DeLand 29 28 DeLeon Springs 1 l' Deltona 12 11 l Geneva 2 2 Grant 1 1 Indialantic 38 13 9 11 s Indian Harbor Beach 12 5 1 6 Jacksonville 2 2 I<issirr.mee B 2 6 Lake Helen 2 1 l Ldke Mary 5 2 3 Lake Wales 3 2 1 Longwooc'! -Altamonte Springs s 1 4 .Mai tlar.d -Fern Park 5 2 2 l Melbourne 95 49 3 37 6 :*:elbourne Beach 29 13 1 13 2 Merritt Island -Cocoa Beach 25 13 1 10 1 Miami 3 3 Micco 2 1 1 New Smyrna Beach 2 2 Orange City -DeBary 34 6 28 Orlando - Park 11 2 7 Paisley 3 3 Palatka 3 3 Palm Bay 15 5 10 Sanford -Lake Monroe 42 38 4 Satellite Beach 9 3 1 2 1 1 Sebastian 1 1 Titusville 70 . 36 15 17 2 Winter Gardens 1 1 3 I' .... 11' dl ( ....... --------I ) I ..... FLORIO A ,,. -GULF OF 28 MEXICO Z7' _ 2!' -lo' *..i' .. OTES. TOTAL Fl:LT ARl:A 9000 SOUARIE MILIES AREA FELT INTl:NSITV Y*YI *ooo SQUARE MILES 0 111 50 SCALE IMILIESI N *0 r ll' JO ATLANTIC OCEAN 29' EPIC.ENTER ze* ST LUCIE 2 7' "" ao* 79' FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 INTENSITY MAP OCTOBER 27, 1973 EARTHQUAKE FIGURE 1 (APPENDIX

20)
  • APPENDIX 2E
  • REFLECTION SURVEY PROCEDURES
  • 2E-i
  • *
  • INTRODUCTION APPENDIX 2E REFLECTION SURVEY PROCEDURES As part of the geological reconnaissance for a nuclear power plant Ft. Pierce, Florida, Alpine Geophysical Associates, Inc., has conducted d marine geophysical survey of the area north and south of the plant site (Figure 2.5-92). The primary purpose of the 5urvey was to map the of the limestone occurring at about 600 feet below ground level at the plant site and determine the presence or absence of faulting in this face. Field work was accomplished between August 22 and 26, A written report W3S issued to Law EnginPering on September 25, 1974. Previous Work There have been no previou.c; efforts to use continuous seismic reflecti,)n methods in the survey area to delineate geologic structures.

The only previous work consists of a number of wells drilled throughout the countv and some supplementary exploratory drill holes nearer the plant si.te. T11*: elevation of the surface of the limestone was recorded for all these h*)\,C's and samples taken in some . Basis for Proposed Faul£! A conLour map of the limestone surface, based on thP drill nole data, showed vertical differences in the limestone surface elevation of up to 270 feet in holes a few miles apart. This difference is greater than could be accounted for on the basis of the regional dip of the limestone surface, which was assumed to be fairly uniform, smooth and dipping slightly to the southeast. Faulting was, therefore, postulated to account for the local vertical offsets. Since some of the traces cross the lntercoastal Waterway, a marine survey was a possible means of checking the 11r absence of the faults. Limitations of Method The primary limiting factor of shallow marine seismic surveying is the ch'aracter of the ocean bottom surface sediments. An unconsolidated .. ius muck sometimes acts as an absorber of the seismic energy being generated on or near the water surface. Insufficient energy is transmitted through such muddy uottoms to allow detection of deeper subbottom A problem peculiar to high power seismic units used in very shallow water is the loss of resolution of those layers within 50-100 feet of the ocean bottom because of the closely-spaced and high powered return of the bottom multiple signals which completely obliterate the record over this range of depths. Below thig dPpth, the signal returns from the subbottom layers are stronger than the multiple signals of the bottom. 2E-1 INSTRUM.ENTATION Seismic Continuous Seismic Reflection Profiling Continuous seismic reflection profiling is a geophysical technique designed to obtain a vertical profile of the ocean floor and to delineate geological stratification of sedime!ltfi and rock formations as they exist beneath the ocean floor. The seismic reflection technique utilizes an impulsive energy source and the transmission of this energy through the water, sediment and rock. Wave energy rPflected from boundaries between geologic materials of contrasting densities and sonic velocities travels back along similar wave paths to the source position where the reflected energy is detected and recorded by sensitive instruments. The seismic reflection technique comes "continuous profiling" when the energy source is released repeate::ilv into the water from a vessel underway, and reflected signals are recorded along a continuous traverse. The concept of continuous seismic reflection profiling is illustrated in Figure 2E-l, which shows a vessel towing the energy source and recording cables, and the various sub-sea level surfaces which reflect wave energv back to the water surface where that energy is detected and recorded. Acoustic Energy The seismic reflection method depends upon the transmission and of sound waves at the interface between two media of different ac011stic properties. The interface may be an abrupt change in acoustical ties or it may be a zone of very rapid change in these properties. The physical condition causing this change may or may not be related to their lithology, although reflecting interfaces usually are indicative of a change in the sediment types. Changes in sediment densities or water tent within a sediment layer may also produce a reflecting interface, although there occurs no variation in the sedimentary material. The amount of acoustic energy reflected from an interface two different sedimentary strata is proportional to their acoustic impedances. The acoustic impedance is expressed mathematically by the following tion: Z = PV Where: Z is the acoustic impedance, P is the mass density of the medium, V is the velocity of the compressional wave through the medium. The ratio of reflected to incident energy at the interface, normally ferred to as the reflection coefficient, is related to the acoustic ances of the two media for the specific case of normal incidence by the following equation: 2E-2 * *

  • E r "E i = r and i subscripts refer to the reflected and incident waves l and 2 subscripts refer to incident and reflected media, tively Thus, the amount of the reflected energy depends upon the contrast in both the densities and velocities of sound in the respective layers. In an ideal homogeneous medium the sound energy would propagate fr0m a sound source as a spreading spherical wave. The acoustic energy at any point in the medium would, thus, be proportional to the square of the distance from the source. However, attenuation rt::li:!Lt:!d to the physical characteristic of the transmitting medium, s:1 .--irt to reduce the sound energy level. Thus, such phenomena as absorption, persion, scattering and diffraction affect the losses which an acoustic wave encounters while being propagated.

In general, attenuation ar" frequency dependent, in that higher frequencies attenuate faster than J,1w .. r frequencies. Variationsexist in the types of energy sources, in, the frequency rang,.* .)f transmitted and reflected energy and in the penetration and resolution capabilities. Thus, ;everal different instruments are generally to achieve both deep penetration and optimum resolution. 3000 Joule Sparker The acoustical source used in continuous seismic for this study was the Alpine 3000 joule Sparker, in which an electric discharge (spark) released in the water near the surface producPs a high level, latively broad-band impulse. The spark is triggered repetitively at a fixed rate by the recorder, the acoustic energy reflected from the ocean bottom and the subbottom horizon is detected by a towed hydrophone array, amplified, filtered, and recorded on a trip chart recorder. Receiver and Amplifier and Recorder The detecting hydrophone array (ell) is composed of ten (10) pressure sen,itive geophones connected in series-parallel, such that the attenuation for an axially propagated wave is maximum at five hundred Hertz (500 flz). This arrangement effectively attenuates acoustic signals propagated zontal ly along the axis of the hydrophone array, such as ship's noise. This enhances the reflected acoustic signali; which are propae;ated cal ly and arrive at all the hydrophones simultaneously (in phase). The hydrophones are encased in a pliable plastic tube sealed at both ends an<l filled with a special acoustic fluid. The long slender shape of the array provides an easy, relatively noise-free tow through the water. The tow cable is a two-conductor shielded cable taped to both the Sparker cables and a flotation tube for the purpose of confining the array and the spark gap close together and near the surface. Floating the cables also allows the survey vessel to operate in very shallow water at slow speeds. The recording unit for the transducer-transceiver system is an Alpine/Alden Model Number 469 which was operated at a sweep rate of one-half of a second. At this recording speed, approximately 1500 feet of penetration could be depicted on each sweep. Navigation Sextant angles on objects of known position on the mainland were used where possible for navigation offshore. This was supplemented with proximity to to known landmarks, In the inlets and the Intercoastal Water, the quently placed buoys and channel markers were noted on the record when the boat passed such markers. This notation, together with marking the record every minute during the survey and running al a cunslanl boat speed, lowed interpolation of the one-minute fix marks between known locations. This method was used to generate the detailed maps of the track lines and the fixes taken. The extent of coverage in the survey was limited marily by the time allotted for the survey. CORRELATION OF DATA WITH DRILL HOLE DATA of in Sediments Seismic field data is printed out in the form of continuous data which is a record of the time of travel of sound through various layers below the bottom, It is preferable to convert this travel time into a depth in feet to each important layer. To do this, some correlation with known various layers must be known, In the present case, both types of data are available. A drill hole, AG 104, located on land very near fix 173, which is on the west side of Indian River directly across from the power plant, hit top of the Suwannee limestone at a depth of 560 feet. This surface correlates well with a prominent reflector on the seismic records if the speed of sound is about 6000 ft/sec. Some seismic refraction data available in that area showpd 6000 tn he a reasonable speed of sound in the sediments of the area, Depth Scale On the ten-inch recording chart used, the vertical depth scale ing to a speed of sound of 6000 ft/sec would be about 150 feet to the inch. This same vertical scale was used on the final profile sheets, with the horizontal scale controlled to 1:10,000. 2E-4 * *

  • z 0 -t-<( er: w a.. 0 w > er: ::> en c 0::: 0 (.) w 0:: >-w > 0:: ::> en T ! i "' = * .. ...
  • I ..L -*= !E o----.. --I I I 2 I a: I o I :r:: \ ' " .. ' ' ' ' \ ' ' --1: ... --*= 'I *: . . .. ---.. .. -. .. . -*l*Jt *: .. .. .. .. ... --... ... .. : ... ---.....J LL. 0 c:: a.. z 0 u w ....J LL. w a:: (.) CJ) -w CJ) en ::> 0 ::> z z 0 (.) FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UNIT 1 CONTINUOUS SEISMIC REFLECTION PROFILING FIGURE 2E*1
  • *
  • APPENDIX 2F THE DESIGN BASIS TORNADO FOR THE ATLANTIC COAST AND FLORIDA'S EAST COAST 2F-i
  • *
  • APPENDIX 2F THE DESIGN BASIS TOR.NA.DO FOR THE ATLA.NIIC CQAST AND FLORIDA'S EAST COAST I. TORNADO DESIGN CRITERIA An analysis of all tornadoes occurring along the Atlantic coast recorded for the period 1950 to 1972 is given in paragraph II. A Design Tornado was developed in parallel with the methodology presented l in "Technical Basis for Interim Regional Tornado Criteria." 1. Maximum speed = 218 mph 2. Tangential wind speed (rotational)=

163 mph 3. Translational wind speed, maximum = 55 mph minimum = 4. drop at center of vortex = s. Maximum rate of pressure drop = 5 mph .944 psi .508 psi/sec II. BASIS FOR SELECTION OF DESIGN TORNADO The development of a "design tornado" follows the probabilistic approach -7 1 proposed by t:he AEC which results in t..he probable 10 per year wind speed. In this investigation, the l0-7 per year Design Tornado is determined for the Atlantic Coastal region. All tornadoes reported in (and confinned by the N.S.S.F.C. logs between 1950 and 1972) which occurred within 4 miles of the Atlantic Coast, or within the Florida Keys were included

  • 2F-l classification of intensity was made using an objective guide based upon the Dames & Moore Intensity Scale described in Section III given sufficient detail from or the American Red Cross and news clippings.

Similarly, the area of each tornado was determined from path length and width data. The geometric probability is given by P = n (a/A) when P mean annual probability of a tornado striking a point n mean number of or.curring with the area A per year a average path length X path width The values used for the Atlantic Coast are as follows: Atlantic Coast a 0.257 mi2 A 16,100 mi 2 9.0 yr -1 n p l.44 x -4 10 yr -1 10-7 wind speed Since Florida had by far the largest sample of tornadoes, the average tornadic area CP 1 X Pw) found for Florida was used for the Atlantic coast. The value of "a" from Florida was the highest of the average areas of all the Atlantic States and it is therefore a conservative assumption. The geometric annual probability of any tornado striking a point is coupled with 2F-2 * * * -7 the probability of a given intensity to yield the probable 10 (per year) wind speed. The resulting value for the Atlantic coast is 21_8 mph. It is felt that the departure of the intensity frequencies from a 109-normal distribution is more than adequately compensated for by using the upper bound of the inten*ity interval. Also, it is likely that a bias exists in the reporting of tornado events. This results primarily in an under-reporting of unseen or less damaging tornadoes which would probably fall into the D&Mland D&M 2 categories and reduce the slope of the curves shown in Figure 1. Little recorded data was found on translational wind speed in the regions of interest. Flora(2), for example, states th.at 45 mph is the average lation wind speed based upon a study of l,000 tornadoes by J.R. Martin(2) and Wolford (J) states th.at 40 mph is the average for all tornadoes. A general opinion among severe weather meteoroloqists is that tornadic in-temoity is correlated (indirectly) w:l.t:h translational 11pe1i1c'L This is due to the fact that intense storms are associated with strong jets in the mid-levels of the troposphere which in turn propels the po.rent cloud in portion to the average wind speed of the cloud layer<4>. This is supported by a study of long track (! 100 mi. path lengths) tornadoes which are very intense tornadoes and have an average translational speed of 67.S mph(S). 2F-3 The Design Basis Tornado parameters are shown below. Max. Speed (mph) 218 Rotational Speed (mph) 163 Translational Speed (mph) Max. Min. 55 5 Total Pressure Drop (Psi) .6P ..... .944 Maximum Rate of Pressure Drop (psi/sec) .508 The maximum rate of pressure drop occurs at the radius of maximum wind and is determined by: p = t = T = dt pressure time v 2 P m 'T' A-*----r m translational speed where r = radius of maximum rotational windspeed -150' m V = maximum tangential wind m The total pressure drop, is deLermined by: dr = r m 2 dr the application of the cyclostrophic wind equation. The maximum value of 218 mph is consistent with the previous studies con-ducted by Florida Power and Light where the maximum tornadic wind is seen from damage estimates to be in the range of 165 to 200 mph(6). 2F-4 * * *

  • *
  • The Design Tornado for the Atlantic coast is less than that determined by the AEC for Region 1. This results from the following:

(1) The geometric probability is less using the actual path length and width of the region under consideration. The average area of these tornadoes is an order of magnitude less than Iowa tornadoes, .26 mi 2 vs. 2.82 mi 2. (2) Some of these coastal tornadoes are actually "tornadic water-spouts" or have been induced by hurricanes and are seldom intense due to the lack of strong vertical shear of the hori-zontal wind through a deep layer of the atmosphere. This shear is essential to the explosive development of large rotating d (7,8,9) thunderstorms which spawn severe torna oes. (3) The D&M Inteisity Scale is based upon extensive analysis of the effects of wind loadings upon structures such that an objective estimate of wind speed may be made from written summaries of damage accounts. Although a comparative study has yet to be made, it is likely that differences exist between the D&M Intensity classifica-tion and the F-Scale classification. III DAMES & MOORE INTENSITY SCALE Dames & Moore tornadic wind intensity scale was created in order to evaluate tornado damage and associated causative wind speeds. In development of this scale, it was necessary to calculate the range of wind speeds which could 2F-5 conceivably give rise to reported structural damage. Probable wind velocities were estimated from observed damage and these velocities used to classify tornado@s according to intensity. The results of these evaluations permitted a reasonable classification of tornadoes according to wind velocity-damage relationships which are in general agreement with (10) other attempts several assumptions were necessary in order to evaluate the wind velocities associated with varying damage of residences and other buildings. struction variances resulting from differences in local codes and ship and quality of construction were accounted for in the calculation of the range of wind velocities associated with particular types and extents of damage. Due to the extent of variaLions, a fairly wide range of over lapping wind velocities is given for each type of damage. Specific assumptions were employed regarding the action of wind forces on the building. A sustained peak wind velocity was considered. Gusting effects, repeated loadings, and racking of structural members and joints w::re not included. The effects of rapid decrease in air pressure on the structure were disregarded since natural venting through broken windows, damaged siding, etc. minimizes or negates the pressure drnp ann few such cases were observed in the tornado record. The wind pressure cients utilized in the structural calculations were selected from the American National Standard Building Code, 1972. (ll) Various sizes and numbers of connectors were assumed for the roof to wall connections, thus yielding a range of wini velocity values associated with varying roof damage levels. Calculations were made to verify the wind forces required to inflict 2F-6 * * *

  • *
  • these levels of damage, for partial or total roof removal. The specific results of the above mentioned calculations are reflected in Table I entitled "Dames & Moore Tornado Intensity Classification." Progressively higher degrees of damage are surnmarized in the damage description for Dames & Moore Intensity categories l through 6. Each category has an associated velocity range which is the sum of the rotational and translational speed::;.

The major source of damage description was obtained from the N.S.S.F.C. records and This information was supplemented by data obtained from the American Red Cross and some newspaper articles. In classifying the tornadoes, were based predominately on the highest degree of damage occurring in the description. If the available damage description was inadequate or nonexistent, the tornado path length and width, the dollar damage category and the geographic location were considered in assigning the appropriate damage intensity. However, in some instances, the information available from the or American Red Cross was insufficient for classification in accordance with the Dames & Moore Intensity guidelines and, therefore, that tornado was not analyzed. The application of these guidelines to the Atlantic states is given in Table II

  • 2F-7 IV. FLORIDA EAST COAST ANALYSIS A separate analysis of tornadoes occurring within the four mile inland coastal strip ot the Florida Atlanti1,;

Cua::;t. is provided. All reported tornadoes which originated, terminated or crossed the four mile coastal strip are included in this analysis. However, the computed tornado affected areas (path length and width) are only restricted by an upper path limit of 10 miles. The methodology is identical to the one described in the previous sections except only tornado occurrences indigenous to the Florida east coast are analyzed. Table Ill surrunarizes the climatological tornado data of the Florida east coast by year of occurrence and county. During the period 1950 to 1960, 34 tornadoes were sighted. However, durin<J the µcri<.>d 1960 to 1970, 67 tornadoes were sighted. Comparing the two decades of time, the number of tornado reports increased by 97%. The population for the east coast of Florida (documented in Table IV) from 1950 to 1970 was 183%. If climatological tornado trends are discounLc-1, U.J-'PE:Llrs to be o. correlation between increasing tornado reports and increasing population densities. Intense tornadoes, however, normally affect a large area<5> and the tornado sightings should be independent of population density in an already populous region. Many low intensity tornadoes may have been undetected or not reported in the earlier portion of the sampling period. The increase in the tornado-affected area ('a' term in the geometric probability equation} associated with unreported low intensity tornadoes is small as compared to morp repnrri:>d rornadn 2F-8 * * *

  • *
  • As previously defined: where: P = n(G/A) ct.= 0.257 miles 2 (for Florida East Coast) A = 2420 miles 2 (area examined) n = 112/23 (1950 to 1972) 1 P = 5.17 x 10 yr Table v summarizes the Florida East Coast tornadoes by the Dames & Moore upper class intensity scale. Figure 2 is derived from the data in Table V. To determine the extrapolated percent probability with the associated maximum wind speed for the one in ten million probability:

P of l.O x 10-7 = 0.193 x 10-J = P for Florida East Coast and the associated maximum speed, from Figure 2, is 242 mph for 1.0 x lo-7 probability level. Detailed information on the tornadoes under study is provided herein. Table VI gives the chronological list of tornadoes for the period of 1950-1972 and the available path lengths, widths and areas. Table VII classifies these tornadoes into the Dames & Moore intensity categories. The tornadoes are tabulated according to damaae description in each intensity category. The miscellaneous category includes the damage descriptions listed in Table I which are not separately described in this table. For purposes of summarizing the Florida East coast tornado intensity classification, Table VIII has been prepared. It should be pointed out that for tornadoes where the area data is not available the average area was assumed for purposes of this analysis (See note 2, Table VIII)

  • 2F-9
1. 2. Technical Basis for Interim Regional Tornado Criteria, WASH-1300 (UC-11), U.S.A.E.C.

Office of Regulation, May, 1974. Flora, S.D., Tornadoes of the United States, University of Oklahoma Press, Norman, Oklahoma, pp. 194, 1954, 2nd edition 3. Wolford, L.V., Tornado Occurrences in the U.S., USWB Tech Paper No. 20, 1960 4. Wilson, J.W., "Movement and Predictability of Radar Echoes", NSSL-28, Norman, Oklahoma, November, 1966 5. Wilson, J.W. and Morgan, G.N., "Long-Track Tornadoes and Their Significance", Preprints. Seventh Conference on Severe Local Storms, A.M.S., Kansas City, Missouri, October 5-7, 1971 6. Brooks, E.M., Gerrish, H.P., Hiser, H.W. and Senn, H.V., "A Comparative Study of Florida's Most Severe Tornadoes with Those in other Parts of the Continental U.S.", Docket No. 50-335, Fla. Power and Light Company, Miami, Florida 7. Newton, c.w., 1950 "Structure and Mechanism of the Prefrontal Squall Line", J. Meteorology, Vol. 7, No. 3, pp. 210-222 O. W.:ird, N.B., "Rotational Characteristics of a Tornado Cyclone", Preprints, Sixth Conference on Severe Local Storms, A.M.E., Chicago, Illinois, October, 1969 9. Nicholson, F.H., "The Formation of Severe Local Storms Through the Agency of Random Turbulent Transport", Preprints, Eighth Conference on Severe Local Storms, A.M.S., Denver, Colorado, October 15-17, 1973 10. Fujita, T.T., "Proposed Characterization of Tornadoes and Hurricanes by Area and Intensity", Chicago University, Department of Geophysical Sciences, Satellite and Mesometeoi:oloyy Resea.i:ch P.tuject.., Research Paper No. 91, February 1971. 11. "American National Standard Building Code Requirements for Minimum Design Loads in Buildings and Other Structures", American National Standards Institute, New York, New York, A58.l -1972 2F-10 * * *

  • *
  • DAMES & MOORE INTENSITY 1 2 3 4 5 6 TABLE I DAMES AND MOORE TORNADO INTENSITY CLASSIFICATION WIND VELOCITY (mph) 50-90 80-120 100-150 120-180 150-225 200-300 2F-11 EXPECTED DAMAGE Partial roof removal of weak rural structures; some trees uprooted and blown Total roof removal of rural structures; partial roof removal of individual residences; house trailers moved or ro11Pd; morP. extensive tree uprooting Rural structures heavily damaged; total roof removal of residences; house trailers destroyed; nonreinforced masonry walls overturned; extensive sign damage and tree uprooting Rural structures demolished; total roof removal of residences and some walls down; partial roof removal of light steel industrial buildings and wood truss corrunercial buildings.

Complete homes destroyed; total roof removal of light buildings and wood truss corrunercial bui partial roof removal of heavy industrial buildings Catastrophic destruction; homes off foundations; substantial commercial and industrial buildings destroyed; lcu:yt! ::;Lt!t!l frarnt!u ::;Lrw . .:Lurt!::s lit!avily damaged .

  • TABLE II TORNADOES AND THEIR OCCURRJ;NG ALONG ltm ATLANTIC COAST FROM 1950 -1972 Dames & Total Adjusted Moore Classified Total Intensity FLA.E By For All Class COAST GA. SC. NC. VA. MD. NJ. MASS. ME. Intensity Tornadoes 6 0 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 0 0 4 9 0 3 0 1 0 0 0 14 15.8
  • 3 11 1 2 7 1 2 2 0 0 26 29.2 2 47 2 4 7 5 2 1 4 1 73 82.l 1 31 4 11 5 6 6 2 3 3 71 79. 9 TOTAL 98 7 18 22 12 11 5 7 4 184 2u7 All Tors 112 7 20 25 12 11 6 10 4 207
  • 2F-l2 TABLE III IDRNA.00 SIGHTING ALONG nu: 4 MILE An.ANTIC INLAND SHORELINE FOR EAST COAST FLORIDA COUNTIES BY YEAR Counties Year Totals .... . GI :> Ul ...... cu c 1£ .c .... llCI 'tl u "C ::l Q) "'" c ::l c .... CG ,...; ..... II) ti! llCI ...:.i ti! II) llCI 00 ::i :> I .., ) <lJ II) llCI ,...; GI 'tl "'" 0 'tl :! .., ..... 0 "'" c:: .., i :i! .... £ Q ti) "'"' > 1-1 ti) 1950 1 I 1 51 I 0 52 I 2 2 53 1 2 1 1 4 54 1 2 I 1 4 55 I 1 2 3 56 l i 1 1 3 57 ' l 0 58 1 1 *4 6 1959 l l l 1 I 1 l 1 7 60 2 l I 1 4 61 1 l l I l 4 62 l l 'l l 4 63 1 1 l 1 4 64 1 1 l 2 l 4 1 11 61i 1 2 3 66 3 l 2 6 67 l 1 2 1 5 68 2 7 4 4 17 1969 l l 2 4 70 1 1 2 l 1 2 1 9 7l 3 1 1 1 6 1972 l 6 1 l 9 Totals 2 2 4 2 9 29 2 9 4 28 9 16 116 Dade Broward Palm Beach Martin St. Lucie Indian River Brevard Volusia Flagler St. John's Duval Nassau Totals TABLE IV POPUI.ATION IN COASTAL FLORIDA COUNTIES U.S. BUREAU OF CENSUS 1950 495,084 83,933 114,688 7,807 20,180 11,872 23, 653 74,229 3, 367 24,998 304, 029 12,811 1,176,651 2F-14
  • 1970 1,267,792 620,100 348,753 28, 035 50,836 35,992 230,006 169,487 4,454 30, 727 528,865 20,62b
  • 3.335,f"-i73
  • TABLE V COASTAL EAST FLORIDA TORNADOES FRCJ.1 1950 TO 1972 Cumulative Dames & Adjusted crcent ) Dames & Moore Florida Total CumulativE! l -m Moore Intensity East For All Frequency 112 + l Upper Class Class Coast Tornadoes m Times 100 Wind Speed rnrh 6 0 0 300 5 0 0 225 4 9 10.3 112.0 0.88 180 3 11 12.6 101.7 10.00 150 2 47 53.7 89.l 21. l!:> 120
  • l 31 35.4 35.4 68.67 90 Subtotal 98 112.0 Unknown 14 0 Total 112 112.0
  • 2F-15 TABLE VI TORNADO STATISTICS FOR THE EAST FLORIDA COAST

Reference:

Storm Data; NOAA

  • Period of Record 1950 to 1972 Length Width Width Area Number Yc;ar Month County (Miles) (Yards) (Miles) (Sq. Miles) 1950 March Flagler 150 2 19 52 February Palm Beach 1. 5 15 .009 .014 3 1952 August Palm Beach .17 15 .009 .U02 4 1953 April St. Lucie 2.0 5 1953 August St. Lucie 6 1953 September Brevard 1.0 200 .114 .114 7 JQ53 September Dade !j 1954 April DaJe 9 1954 August St. Lucie 10 1954 September St. Lucie 11 1954 September Brevard 90 12 1955 Aprll Broward J3 1955 August Palm Beach 14 1955 October Broward
  • B f9si:i August Palm Bt.!ilCii
1956 August in , j./ 1956 October 0;..11.11.

18 1958 January Brevard 1958 April :; t

  • JuluJ t b J.O 7J .U'-d . 9 20 1958 April l';dm Beach :1 1958 Apr iJ Palm Beach 2:: 1958 August Palm Beach 1958 August Palm Beach )' 1959 April Brevard 1.0 100 .057 .057 ) < -.J 1959 June St. John's 26 1959 June Dade 10(12.0) 350 .199 l. 99 27 1959 June Palm Beach 7.0 150 .085 . 59 5 28 1959 September Broward 29 1959 October Volusia 1.0 70 .040
  • ll4 0 30 1959 October Martin 2F-16 *
  • TABLE VI (Cont'd) Length Width Width Area Number Year Month County (Miles) (Yards) (Miles) (Sq . !-li l v" ! 31 1960 July Volusia 32 1960 July Volusia 33 1960 September Palm Beach 34 1960 St. Lucie 35 1961 March Nassau 36 1961 April Duval 37 1961 May Palm Beach 38 1961 June St. Lucie 39 1962 July St. Lucie 40 1962 August St. John's
  • 41 1962 September Palm Beach 42 1962 November Dade 1.0 43 1963 July Palm BeAch 44 1963 July Brevard 45 1963 August Volusia 46 1963 November Indian River 47 1964 August Brevard 48 1964 August St. John's 49 1964 August Flagler 50 1964 August Volusia 51 1964 October Dade 75 52 1964 October Palm Beach 53 1964 October Palm Beach 54 1964 October Martin 55 1964 October Palm Beach 56 1964 October Palm Beach 57 1964 October Brevard 58 1965 February Broward 5.0 60 .034 .170 59 1965 February Broward 15.0
  • 60 1965 March Palm Beach 61 1966 April Brevard 10( 14.0) 350 .199 ]. 99 2F-17 TABLE VI (Cont'd)
  • Length .Width Width Area Number Year Month County (Miles) (Yards) (Miles) (Sq. Miles) 62 19bb April :Brevard 150 63 1966 June Dade 4.0 64 1966 June Dade 65 1966 June Indian River 66 1966 September Brevard 67 1967 February Broward 68 1967 June Palm Beach 69 1967 August St. Lucie 70 1967 August Brevard 71 1967 September Palm Beach 72 1968 February Dade 4.5 100 .057 .257 73 1968 February Palm Beach 74 1968 May Brevard
  • 75 1968 June Brevard 0.3 76 1968 June Brevard 0.1 15 .009 .001 77 1968 June Dade 78 1968 June Brevard 79 1968 June Dade 10.0 80 1968 July Brevard 81 1968 July Palm Beach 82 1968 August Volusia 5.0 83 1968 August Volusia 2.0 125 .071 .14::.. 84 1968 September Brevard 1. 5 85 1968 October Dade 800 86 1968 October Palm Beach 87 1968 November Brevard .25 200 .114 .029 88 1968 Nove111bei:

Palm Beac;h a.o 30 .017 .136 89 1969 February Dade 1.0 125 .071 .017 90 1969 June Dade 91 1969 August Broward 92 1969 October Volusia

  • 93 1970 January St. Lucie 2F-18
  • TABLE VI (Cont'd) Length Width Width Area Number Year Month County (Kiles) (Yards) (Miles) (Sq. Miles 94 1970 February Brevard 95 1970 March Brevard 1.9 333 .189 .359 96 1970 March Dade 97 1970 March Palm Beach 98 1970 June Martin 99 1970 July Nassau 100 1970 July Volusia 101 1970 July Palm Beach 102 1971 February Palm Beach .057 .10 .006 0( .0005)
  • 103 1971 June Broward 4.0 50 .028 .112 104 1971 June Dade 2.0 200 .114 .228 105 1971 A.ugumt Brevard 3.0 75 .043 .129 106 1971 August Brevard 3.0 25 .014 .042 107 1971 September Brevard 0.25 20 .011 .003 108 1972 February Brevard 109 1972 March Brevard 2 500 .284 .568 110 1972 March Brevard 1 100 .057 .057 111 1972 March Brevard .2 50 .028 .056 112 1972 June Brevard 0.25 50 .028 .007 113 1972 June Brevard 2 100 .057 .114 114 1972 June Brevard 4 100 .057 .228 115 1972 June Brevard 3 100 .057 .171 116 1972 July Duval 0.2.5 JO .011 .004
  • 2F-19 Wind Speed 1 Range (mph) 50-90 Misc. Trees Downed Chronological and Uprooted Listing 1 I 2 I 3 I 4 x 5 x N ? 6 x N 0 7 x 8 x 9 x 10 11 12 13 14 I
  • TABLE VII STCRM DATA l>AMA,CE REPORTS FOR PERICD OF R£C!}RP: 1950 TO 1972 Dames & Moore Intensity Categories 2 3 4 5 80-120 Misc. 100-150 Misc. 120-180 Misc.

Misc. Partial Sall P!trtial Severe Weak Roof Buildings Total Home Home Structures Homes Flatten Destroyed Substantial Buildings Da111&11.ed Damute Roof D1111aRe Damage x x x x x x x

  • 6 225-lOO Kiac. Substantial Buildings Destroyed
  • *
  • TABLE VII (Con't) SfORM DAU DAMAGF. REPORTS FOR PERIOD OF RF.CORD: 1950 TO 1972 Dames & Moore lntensity_G_ateiE_ries Wind Speed 1 2 J 4 5 6 Range (mph) SC-90 Misc. 80-120 Misc. Trees nowr.ed Partial --sm: .. 100-150 120-180 Misc. 150-250 Misc. 225-300 Misc. Partial Severe Weal<---------Substantial Substart ial Chronological and Uprooted Roof Buildlngs Total Home Home Structures Horres Buildings Buildings Listing ---*--* =c=c:.,.--

_!loof Damage I ten Dest roved Da11a11.ed Dest roved 15 x I 16 x 17 N 18 x 'j1 19 N x x ..... 20 x 21 x 22 x 23 x 24 x x 25 ){ 26 x 27 I x 28 x Vind Speed Range (mph) Chronological Listing N 1 N N

  • 29 30 31 ]2 ]) 34 JS 36 l7 )8 )9 40 41 42 1 50-90 Kise. Trees Downed and Uprooted x x x TABLE VII (Con't) STORM DATA DAMAGE REPORTS FOR FERIOD OF RECORD: 1950 TO 1972 Dames & Moore Intensity Categories 2 ) 5 80-lZO Hise. lll0-150 Misc. 4 120-180 Misc. 150-250 Misc. Partial Small Roof Buildings Damage x x x x x x Partial Severe Total Home Home Roof Damage Damage I
  • Weak Structures Flatten Homes Destroyed Substantial Buildings Damaged 6 225-300 Hise. Substantial Buildings Destroyed
  • Wind Speed l Lmge (mph) 50-90 Hise. Trees Downed Chronological and Uprooted Listing 43 I 44 x 45 x 46 ' 47 x N t'lj 48 I N "' 49 I so Sl x 52 x 5) I 54 x SS x 56 I 2 80-120 Hise. Partial Small Roof Buildings Damage x x x x x
  • TABLE VII (Con't) STORK !>>.TA DAMAGE REPORTS FOR PEUOD JF RECORD: 1950 TO 1972 Da.es & Moore Intensity Categories 3 4 5 100-150 Hise. 120-180 Misc. 150-250 Misc. Partial Total Home Roof Da.age Severe Hoae Damage Weak Structures Homes Flatten Destroved Substantial Buildings Daaaited
  • 6 225-300 Misc. Substantial Buildings Destroyed Vind Speed Range (mph) Chronological Listing 57 58 59 60 N 61 1 62 N
  • 63 64 65 66 67 68 '69 70
  • 1 50-90 Hise. Trees Downed and Uprooted x 2 80-120 Hise. Partial Small Roof Buildings Damage x x x x x TABLE VII (Con't) STORM DATA DAMAGE REPORTS FOR P-::RIOD OF RECORD: 1950 TO 1972 Dames & Moore Intensity Categories

} ) 100-150 Misc. 4 120-180 Misc. 150-250 Misc:. Partial Total Home Roof Damage x x x x x x x

  • Severe Home Dama11:e I Weak Structures Flatten Homes Dest roved Substantial Buildings Dama11.ed 6 225-300 Misc. Substantial Buildings Destroved
  • Vind Speed. l 2 Range (mph) 50-90 Misc. 80-120 Misc. Trees Downed Partial Small Chronological and Uprooted Roof Buildings Listing Damage 11 72 73 x 74 N 'i1 7S x N VI '6 7 x IS x 19 x 80 x qi x :2 x } 4 l x x
  • TABLE VII (Con't) STORM DATA DAMAGE REPORTS FOR PERIOD CF RECORD: 1950 TO 1972 Danes & Mocre Intensity Categories 3 100-150 Misc. 4 120-180 Misc. 5 150-250 Total Roof Partial Severe Home Home x I IC Weak Substantial Structures Homes Buildings Flatten Destroyed Damaged I x x
  • 6 225-300 Misc. Subatmtial Buildings Destroyed Wind Speed Range (mph) Chronological Listing 85 86 87 88 f.,) ? 89 f.,) °' 90 91 92 93 94 95 96 J7 J8
  • 1 50-90 Misc. Trees Dowried and Uprooted x x x x 2 80-120 Partial Misc. Small Roof Buildings TABLE VII (Con't) STORM DATA DAMAGE REPORTS FOR PERIOD OF RECORD: 1950 TO 1972

& Hoore Intensity Categories 3 4 5 100-1 50 Misc . 120-LBO Misc. L50-250 Misc. Total Partial Home DamaJ?.e x Severe Home Dama2e l/eak Str,Jctures Flatten Homes Dest roved Substantial Buildings Dama2ed x x x x x x x x x x x

  • 6 225-300 Misc. Substantial Buildings Destroved
  • Wind Speed Range (mph) Chronological Listing 99 100 101 102 N 1 103 N " 104 105 106 107 108 109 110 111 112 113 114 115 116 1 50-90 Misc. Trees Downed and Uprooted x x x x I I x . 2 80-120 Misc. Partial Small Ro:>f Buildings Damage x x x x x x I I x x I I I
  • TABLE VII (Con't) STORM DAlA DAMAGE REPORTS FOR PERIOD OF RECORD: 1950 TO 1972 Dames & Moore Intenslty Categories ) 4 5 100-150 Misc. 120-180 Misc. 150-250 Misc. Partial Total Home Roof Damage x x x x I l Severe Home Dama2e Weak Structures Hones Flatten Destroyed x x x x Subs tan t ia 1 Buildings Dama_ged
  • 6 225-300 Misc. Substantial Buildings Destre>yed N 1' N CD TABLE VIII TORNADO INTENSITY CLASSIFICATION Dames & Moore Intensity Class Wind Speed (MPH)(l) Number of Classified Tornadoes Number After Adjustment(l) 1 50-90 34 38.7 2 80-120 46 52.3 3 100-150 13 14.8 4 120-180 9 10.2 5 150-225 0 0 6 200-300 0 0 \1) Each tornado is assumed to have the maximum possible wind speed for the Dames and Moore intensity class to which it has been assigned.

(2) Since fourteen (14) tornadoes were of unknown intensity although reported, the last column reflects those 14 distributed proportionately to those which were classified by intensity . * *

  • N 'P N \0 * * -i-:-1+1 I H-H r :Lj ,_ -*-... " I J!H. 1--1--,_,_ 1--1-1--1 1-.1-a .. -1 (:: -IB111 ltffiti *
  • I, FIGUU l F DU( 6 200-300+ 0 D&M 5 150-225 D&M 4 120-UO D&K 3 100-150 D&M 2 70-120 ] D&M 1 50-90 N-207 0 15.8 29.2 82.l 79.9 .... Jl-*i--1---1--

-*

  • I flt I , .. , ---1!' ** H/N+l h!:h h .995 .919 .119 .384 i: 111 --!-+-1--1-1-1-H-1-1-1-Ii 1-*-t-1-t-1-1-1-t-,__ f -*-**..a :--a---c ... L:W* H --IC' , __

J: .. t::: I -=i.::.; l:-t=-'-1=, .. 1.=E-1--,_ --" .... .--I-: 1 ;...;_1.-lt OF INTENSITY SCALE OF INTENSITY I l:l:t 11 r tu1_1_i:** 1111-I . ' :.:.+---.i

  • 1--I -* I
  • I-I r -. .. --*
  • I I I i-: ... i;' -_,,,.....:.." :f I *,jj 1 .. ; -*"Ii! ,J:£h tt'ffi: *c -*--1': ----. i --* --t :II

_; I -::-, .. I---i.::1-=t.. t---l A CIVEM VALUE FOR TI!! ATLANTIC COAST *---1-1......+- r--1-1 .. *1 .. 1--1-1-*----1-li-!H'I L.L-LJ_!.lll!.'.l....J.J....L..LI...!'l'I Ill l I l....l....W..ll.UJ.l.lJ.LL!..J...L' I"" Ill fl?. IU I 1n ;'11 :N 4!t !10 t;*1 I 11 an 111 i*, l ... _, *-11 .. :1: --lf-1--1-1-1-.... " YI ..... ,,, ..... ,., c .... 12: t:f (I> "d ['I N t'.13 'rJ 0 I UJ " 0 15 ::c ..... . *+* =-=:r.:= 300 90 -80 :t 70 H!f fili *'-r t .. +/-++==--r ... H t++-+-l-l-+--+-rti 1111111 I i I I 1111 I II I I I t++++++H+HHH+++-+-+ ' . . f I f ; f f I I''''* <-;it r--r--I--i---t-r j ! . ' I l l -t I t ' I I ' I ; I I ' i ! l I ! i ! l l ! l ! I l l ; I ! l f-+H-4++t1'ttitt1:1tttttlllllllllll I I I I llllllll I i !..iJJ-l!-l-11-1-i-H-Hr+t H++tiilttf f ti ::r-t--.i+.- ......... -JI.' ifil. . Elilit i !l=._=::::r_- .+WV'ttn-'L

; j
t +£ * :"!"+.J= @tti -* -!_ 1 --+ +-.
  • 'l ;. :J f.-t.-i-----+---4--i--+--

"'":th::t:t:llU+/- t -L-L_c ' q: ; ; . . :-: : '" j \ n* Tfy t. * ** ...... ' 1ttl L ...:O: + -__ tl f"=l'.-* ......... I I I I lt+!l I I I I I ++++++++i 0.01 0,.05 0.1 0.2 o.s z s 10 20 30 40 so 60 70 IO 90 FIGURE 2 PERCENT PROBABILITY THAT THE WIND SPEED EXCEEDS A GIVEN VALUE FOR THE EAST COAST OF FLORIDA 95 9t " ...... . ...

  • *
  • BEFORE THE -UNITED STATES ATOMIC ENERGY COMMISSION Docket No. 50-335 In the Matter of Florida Power & Light Company .APPENDIX 2G SWITCHYARD

& CANAL INVESTIGATION & ANALYSIS FOR LUCIE PLANT UNIT NO. 1 2G-i Section tG'l. 0 2G2.0 2G2.l 2G2.? 2G2.3 2G2.3.l 2G2.3.2 2G2.3.2.l 2G2.3.3 2G3.0 2G3.l 2G3.2 2G3. 3 2G3.4 2G4 .O 2G4.1 2G4.2 2G4.3 2G4.4 2G4.4.1 2G4.4.2 zG4.5 2Gs.o ST LUCIE TABLE OF CONTENTS APPENDIX 2G SWITCHYARD & CANAL INVESTIGATION & ANALYSIS Title INTRODUCTION FIELD INVESTIGATIONS GENERAL DRILLING EQUIPMENT UTILIZED PROCEDURES Special Sampling Procedures LABORATORY TESTING PROCEDURES GENERAL LABORATORY TESTS SAMPLE SELECTION UNDISTURBED SAMPLE TUBE OPENING DESIGN PARAMETERS GENERAL SOIL PROFILE SAMPLE SELECTION SHEAR STRENGTH Static Properties Dynamic Properties PARAMETERS CONCLUSIONS LIQUEFACTION ANALYSES Page 2G-l 2G-1 2G-1 2G-2 2G-2 2G-2 2G-3 2G-4 2G-5 2G-6* ZG-6 2G-6 2G-6 2G-7 2G-7 2G-7 2G-7 2G-7 2G-8 2G-8 2G-9 2G-ll 2G-13 Section 2cs.1 2GS.2 2GS.3 2G6.0 2G6.l 2G6.2 2G5.3 2G7 .O 2G8.0 2G8. l 2G8.2 2G8.3 2G8.4 2G8.5 2G8.6 2G8.7 Appendix 2G (Cont'd) Title GENERAL ANALYSES LIQUEFACTION ANALYSES CONCLUSIONS STAl:llLITY ANALYSES GENERAL SLIDING WEDGE METHOD SLIP-CIRCLE ANALYSES

SUMMARY

AND CONCLUSIONS ADDITIONAL INFORMATION REQUESTED BY THE NRC STAFF GENERAL CONSTRUCTION CONDITION VERIFICATION OF SHEAR STRENGTH OF CLAY APPLICABILITY OF SAMPLE DATA FROM AES.A, B & C TO OTHER AREAS COMPARISON OF BLOW COUNTS AND SHEAR STRENGTH CONSOLIDATED UNDRAINED TRIAXIAL SHEAR TESTS LETTERS FROM CONSULTANTS CONCLUSION ATTACHMENT 1 ATTACHMENT 2 2G-iii 2G-12 2G-12 2G-13 2G-15 2G-E 2G-H 2G-lt 2G-17 2G-Sl 2G-Sl 2G-Sl 2G-Sl 2G-S2 2G-S2 2G-S2 2G-S2 ST LUCIE LIST OF FIGURES APPENDIX 2G SWITCHYARD & CANAL INVESTIGATION & ANALYSIS Figure Title 2Gl BORING PLAN & SUBSURFACE PROFILES 2G2 SUBSURFACE PROFILES 2G3 STRENGTH PARAMETERS, SANDY MATERIALS, TOT/,L S"J'RESS 2G4 STRENGTH PARAMETERS, SANDY MATERIALS, EFFEl'.TIVE STRESS 2C5 GRAIN SIZE ANALYSES FOR SAND MATERIALS TESTLD IN TRIAXIAL SHEAR 2G6 STRENGTH PARAMETERS, CLAYEY MATERIALS, TOTAL STRESS 2G7 STRENGTH PARAMETERS, CLAYEY MATERIALS, EFFECTIVE S'!'RESS 2G8 2G9 GRAIN SIZE ANALYSES OF CLAY MATERIALS TESTED IN AXIAL SHEAR DENSITY CHARACTERISTICS OF SITE SOILS 2G10 GRAIN SIZE OF DENSITY ::,*unY SM1PLES DRY DENSITY vs. RELATIVE DENSITY AE-lB-T!l 2Gl2 DRY DENSITY vs. RELATIVE DENSITY AE-5C-T1 DRY DENSITY vs. RELATIVE DENSITY AE-5C-T3 2Gl4 . DRY DENSITY vs. RELATIVE DENSITY AE-27D-T2 2Gl5 DRY DENSITY vs. RELATIVE DENSITY AE-27D-T6 2:.;16 DRY DENSITY vs. RELATIVE DENSITY AE-27E-Tl 2Gl7 DRY DENSITY vs. RELATIVE DENSITY AE-27E-T5 2Gl8 DRY DENSITY vs. RELATIVE DENSITY AE-27E-T6 2Gl9 GRAIN SIZE AND RELATIVE DENSITY COYLPARISONS 2G20 CORRELATION OF IN SITU VOID RATIOS WITH RELATIV!DENSITY 2G21 STATISTICAL ANALYSIS OF RELATIVE DENSITY 2G-iv * *

  • Appendix 2G (Cont'd) Figure Title 2G22 CYCLIC STRENGTH AT 15% STRAIN (Rd=73.3%)

2G23 CYCLIC STRENGTH AT 10% STRAIN (Rd=73.3%) 2G24 CYCLIC STRENGTH AT 10% STRAIN (Rd=60.8%) 2G25 CYCLIC STRENGTH AT 15% STRAIN (Rd=60.8%) 2G26 GRAIN SIZE ANALYSIS OF CYCLIC TRIAXIAL SAMPLES 2G27 CYCLIC STRENGTH COMPARISON (LEE & FITTON) 2G28 CYCLIC STRENGTH COMPARISONS (SEED & IDRISS) 2G29 LIQUEFACTION POTENTIAL EVALUATIONS -SWITCHYARD 2G30 STABILITY ANALYSES 2G31 STABILITY & LIQUEFACTION POTENTIAL EVALUATIONS AT UHS BARRIE'R BORING LOGS zCBl-16 TRIAXIAL SHEAR TEST PLOTS 2Gc1-28 SIEVE ANALYSIS 2 Gol-10 CYCLIC TRIAXIAL TEST PLOTS 2G-Sl CONSTRUCTION CONDITION SHEAR STRENGTH DETERMINATION 2G-S2 CHARACTERISTICS OF SAMPLES TESTED 2G-S3 STRESS-STRAIN BEHAVIOR OF SANDY MATERIALS CONSOLIDATED UNDRAINED TRIAXIAL TESTS 2G-V Tab]*'! 2Gl 2G3 2G-Sl ST. LUCIE LIST OF TABLES APPENDIX 2G SWITCHYARD & CANAL INVESTIGATION & ANALYSIS Title ST. LUCIE RELATIVE DENSITY STUDY CYCLIC TRIAXIAL TEST DATA FOR ST. LUCIE

SUMMARY

OF PHYSICAL PROPERTIES TESTS STATIC & DYNAMIC TEST PORE PRESSURES COMPARISON OF SPT BLOW COUNTS FOR BORING AE-5 AND AREAS I & II 2G-vi * *

  • 2Gl.O INTRODUCTIOi'l Since the first submittal of the St. Lucie No. 1 (then Hutchinson Island) PSAR in 1969, 1t was Lhat the general site area, in particular, the upper 50 feet of materials were considered to have some degree of liquefaction potential.

For this reason the plant island propc*r was excavated to EL-60 and replaced with a highly controlled and backfill. In particular, slopes of the original intake canal extending to Big Mud Creek, now the ultimate heat sink (emergPncy) canal, were ered to be potentially unstable. The primary reason for this instability was due to liquefaction. Various stability analyses were performed at that time, namely wedge and slip-circle types of failures were considered. They indicated only shallow sloughing or local sliding would result. However, the powering consideration of liquefaction based on the state of the art and the soils information available could conceivably rest..lt in a flow type of sliding and failure. Thus, a liter:it11re and personnel cununun1cat1Gn research study of liquefaction experience during earthquakes was conductea as described in PSAR Section 2.5.5 and the resulting conservative 20:1 final liquefaction induced slope type of.analysis was utilized in the canal design. This design, as described in the PSAR Section 2.5.5 envisions partial liquefaction flow slides resulting in large conservative lateral movements of thousands of yards of sandy materials and still provides a 100 fold for water requirements. ThP conservative natu1e <*f thi<> dt!:;lgn flow slide condition, which can only really occur in a lart:: magnitude earthquake of long duration, should recognized. FloridJ is one of the lowest seismic regions of the United States. The AEC staff could not conclude that this flow slide approach yielded a sufficiently conservative canal design; that all possible modes of failur0 were considered; and that its required degree of confidencP was achieved. Thus, the program discussed herein was conducted to precisely define soil conditions in the emergency canal area, switchyard, and in intake forebay area in order that detailed analyses based on in situ soil characteristics could be performed. The additional analyses provide a detailed evaluation ot liquefaction potential and slope stability considerations. The analytical work described hereinafter is based on in situ soil ties. The results reaffirm the conservatism in assuming massive flow slides with 20:1 final slopes for canal design purposes. The study indicates reorientation of soils is possible. Specifically it indicates a potential for straining or sloughing of submerged canal surfsces of one tu two feet. The conclusions of the field, laboratory, and analytical program are that the slopes are acceptably stable; that the UHS barrier wall can be to remain upright during and 3ubsequent to DBE; and that massive flow do not occur, thus the Unit l PSAR design basis criterion of slides with a 20:1 final slope was excessively conservative. 2G2.0 FIELD INVESTIGATIONS 2G2.l General In order to establish' the materials within the slopes of the intake cooling water and emergency cooling water canals Ebasco undertook an tensive field investigation program in October and November, 1974. The 2G-l drilling and sampling were performed by Law Engineering Testing Company and by Girdler Engineering under supervision of Law Engineering Testing Company. In addition, an Ebasco soils engineer for Quality Assurance was present at all times. The program entailed a series of 26 initial borings followed by 25 detailed bur1ngs for undisturbt:!d sampling 111 Lht:! switchyard area and along a cross-section of the emergency cooling water canal, north and east of the switchyard (See Figure 2Gl). Refer to Figures 2GA1 through for detailed boring logs. All the initial holes were drilled to elevation -60 and ranged mately 65' to 80 1 in depth. Standard penetration tests were performed in all initial borings, at two foot intervals, for the entire depth of the hole. Five drill rigs with hydraulic feed drill beads were used. As the program continued, the additional 25 bore holes were added to obtain undisturbed samples. These additional holes were added at 5 ft offsets to the initial boles where areas of particular interest were encountered. They are indicated on the boring location plan as borings with the suffix letter A, B, C, etc. as shown on Figure 2Gl. 2G2.2 Drilling Equipment Utilized The drilling equipment included one truck-mounted Failing 1500 rig, three failing 250 rigs, and one skid-mounted Failing 250 rig mounted on a trailer bed. With the exception of one soil test boring for which N rod was used, AW rod and,side discharge drag bits were used for all standard penetration testing. Both AW and N rod were used in 11nrtisturbed sampling. 2G2.3 Procedures 2G2.3.l Standard Penetration Test Due to the importance of this investigation program special precautions were taken to insure the validity of results. Measurements were ally made to assure the proper hammer drop, and to accurately monitor the movement of the split spoon sampler. In addition, the depth of the drill during washing was; cross-checked with the depth to which the spoon would settle before the standard penetration test. Measurements were taken to insure that the sampler came to rest within at least 0.1 feet of the wash depth. Thus it could be determined if material from the sides of the hole had dropped to the bottom. Each initial boring was made in accordance with ASTM Designation Dl586 except that the penetration test values were two foot intervals. The test borings were advanced by washing with drilling fluid to the top of the swnplc interval, driving an 18 inch standard split-spoon and again washing to the top of the next two foot interval. A side discharge rotary drilling technique was used to advance the hole in order to minimize disturbance to the bottom of the hole. Side and top discharge drag bits were used; these bits cause the stream of drilling fluid to discharge in a tion other than downward through the bit. A thick bentonite slurry was used as the drilling fluid. The purpose of drilling fluid is (1) to minimize the differential hydrostatic head on the sides and bottom of the bore hole due to groundwater -a condition which could cause collapse of the hole and damage to soils at the points of sampling -and (2) to flush, to the surface, in 2G-2 suspension, soil particles which have been loosened by the action of the bit. The drilling fluid was sufficiently thick to its penetration into the soil during drilling. When the drilling rods were removed from the bore hole, care was taken to remove the rods slowly and minimize possible "quick" disturbance at the bottom of the hole. Additionally, care was taken to maintain the fluid level at or above the groundwater level. Dur lug tht::: tl.1.llll11g upt:::.li:iLluu 11ut.t::::. uf all waler lu::;::;t;:::;, L:hanges in strata indicated by erratic drilling, and other special drilling tions were noted on the Field Log. AW-rod was utilized in connection with the split-barrel sampler to obtain all SPT values, with the tion of one boring where N-rod was used. This variation in rod size has been noted on the appropriate Test Boring Record. In all mental holes where SPT values were obtained in conjunction with turbed complco, AW rod wao uocd to obtain the SPT values. Material removed from the split spoon sampler was logged and placed in jars by a Law Engineering Soils Engineer. Jar samples were fully labeled to indicate bore hole, depth of sampling, blow count and description of material. Upon completion of a hole, jar samples were taken to the on-site Ebasco soils lab for further analysis. At this time, alsn, thP hnlP was washPd and slotted PVC pipe was installed so that the water level could be monitored. 2G2.3.2 Undisturbed Sampling Osterberg and Piston samplers were used to obtain undisturbed sand and clay samples. Again special precautions were taken to insure the proper depth of sampling and that "good" undisturbed samples were obtained. Once pushed into the soil, the sampling tube was left in the hole for fifteen minutes to allow the sample to stabilize. The tube was then raised a few feet and left for approximately five minutes. As the omnplc was raised to the surface the drilling mu<.l wa::; kept at a constant high level to insure constant pressure in the hole. Once removed from the hole, the soil in the tube wa!' carefully trimmed. Measurements were taken from the "edge of tube to soil" and were marked on the tube. This measurement was utilized in two ways: 1) As a check on sample disturbance, i.e., ca.mplc movement would be indicated if the "edge of tube to soil" measurement changed in transport to the laboratory.

2) A volume calculation was made to determine the field density of the sample. Subtracting the known weight of tube (taken before sampling) from the gross weight of tube and s.l.Illple, all information for R fiPld wet density value was available, Upon completion of measurements and examination of the materials at the ends of the tube, each sample was carefully handled and sealed in the tube with wax. Each tube was labeled to inJic8te bore hole number, depth of sampling, length of recovery,.

measurements from edge iC-3 of sample tube to soil, bulk densities and any significant detail encountered during sampling. Samples were transported in specially designed wooden boxes lined with styrofoam and placed in a wooden container specially suspended in the back of the Law Engineering Truck. Th1s method of sull Lrau::>port has been especially designed and approved by the Corps of Engineers on another similar project site study. Some undisturbed samples were brought to the on-site Ebasco lab for testing. 2G2.3.2.l Special Sampling Procedures In numerous supplemental bore holes it was desired to obtain special undisturbed soil for laboratory testing. The soils sampled in this manner generally consisted of loose to medium sands. Because of the nature of the soils it was necessary to obtain these undisturbed samples wlLh <:mu apparatus more sophisticated than the tional open-ended, thin walled tube method, to insure better tion of the soil sample. For this sampling, the Osterberg sampler was used. The Osterberg Piston Sampler consists of an outer pressure cylinder, a thin-walled sampling tube fixed to an upper movable piston, and an inner hollow piston rod to which is attached a fixed lower piston. After the thin-walled sampling tube is seated in the sampler the device is lowered into the drill hole until it comes to rest at the desired sampling interval. The other pressure cylinder remains at a fixed level at the bottom of the drilled borehole during the sampling process. Water pressure is applied to the upper side of the top piston (attached to the upper end of the movable thin-walled sampling tube) through the drill rods. This fluid pressure forces the thin-walled sampling tubi:> out of the pressure cylinder and down into the soil beneath the bottom of the hole. Air in the sample tube is vented upward through the fixed piston, hollow piston rod, and a ball check valve. When the thin-walled sampling tube reaches its full stroke (penetrates its full length into the soil) the fixed piston is at or near the top of the sample. Water pressure within the pressure cylinder and above the piston attached to the sampling tube is relieved by permitting circulation through a port in the hollow piston rod and through the ball check valve. The sampler is then rotated one revolution to shear off the sample at the bottom (the sampling tube is held to the outer pressure cylinder by means of a friction clutch) then allowed to rest and stabilize for 15 minutes before removal. The sample was then carefully handled, trimmed and measured as described in undisturbed sampling above. 2G-4 * * *

  • *
  • 2G2.3.3 Additional Field Testing In order to establish standard penetration test blow counts of the undisturbed samples being taken, the two procedures were alternated in the same hole. An undisturbed sample was taken (i.e. depth 10' -12'); it was followed by a standard penetration test (depth 12' -13.5'). The hole would then be washed for six inches and the procedure was repeated for the entire depth of interest.

This procedure was perform2d on six borings. This procedure ensured that the undisturbed materiai was in fact the lower blow count materials nf interest. In order to gain additional insight to soil conditions in the yard area, an extensive soil probing program was undertaken to b2tter define conditions between borings. A twenty foot hollow steel pipe with a jet of water flowing through it was inserted into the ground. The effort necessary to advance the probe was noted. The soil was probed on twenty foot centers (three rows) along the sout:h end of Ll1e switchyard. The result of this probing verified the erratic and able nature of the various materials and thickness. Two test pits were excavated that visual inspection of the in-situ soil conditions could be conducted. The test pits were excavated using a back hoe to a depth uf approximately twelve feet. On@ pit was located along the slope of the intake cooling water canal east of the switchyard while the other was excavated along the proposed emergency cooling water canal north of the !=:wi tc.hyard. Botli test pi ts were excavated through lower blow count zones. The sides of the holes, which were approximately twenty feet long, twelve feet deep and three feet wid@. were stable and remained nearly vertical throughout the excavation. Only after 15 minutes when water began to flow into the test pit, did the lower portion of the pits begin to slough. This gave an additional "feel" for the quality of the materials within the lower blow count zones being investigated

  • 2G-5 2G3.0 LABORATORY TESTING PROCEDURES 2G3.l General Various tests were performed on selected samples to evaluate the ing and physical properties of the subsurface materials.

The testing was performed at the Ebasco onsite soils laboratory or at the Law Engineering Testing Companies offices in Atlanta, Georgia; Birmingham, Alabama or Jacksonville, Florida. 2G3.2 Standard classification tests, grain size analyses, hydrometer analyses, moisture contents, atterberg limits, percent organics, unit weights, proctor tests, maximum and minimum density tests were performed. In addition strength tests, such as, unconfined compression tests, solidated undrained triaxial tests with pore pressure measurements were All te>st procedures where applicable were performed in accordance with ASTM standards and are summarized on Table 2G3. Figures 2GB1 through 2GB16 present the stress strain plots for individual triaxial tests. Cyclic Triaxial Shear tests were performed on representative undisturbed samples to determine the cyclic strain The samples were urated and allowed to consolidate under an isotropic confining pressure equal to approximately the effective overburden pressure. After idation was complete, drainage lines were disconnected and a pore sure transducer was connected to the bottom drainage outlet and into a recorder. performed. A specified controlled deviator stress was applied cyclically to the spPrime>n at the rate of 1 cycle per second, Each cycle consisteu uf an alternate axial stress increase and decrease at the constant load tude. For each cycle, graphical recordings were made of the axial cyclic load, the pore pressure and sample deformation. Refer to Figures 2GD1 through 2GD10. The samples were cyclically loaded until a double tude strain of about 15% or more was reached. 2G3.3 Sample Selection The undisturbed samples were selected for testing from undisturbed thin wall tube frum adjacenL borings to the main borings, designated by letters A, B, C, etc. Samples were obtained in lower blow count zones of both clay and sand materials. In some cases a standard penetration test was alternated with undisturbed sampling to try to define the looser zones outlied by the main borings and assure that the materials in the thin wall were from the desired zone. The Osterberg sampler was used to obtain special undisturbed samples of the lower blow count sandy zones outline by the standard penetration test. Unit weight determinations were performed on the undisturbed sand samples in the field since a visual observation of the firm quality of the sample did not correlate with the low blow counts obtained from the standard penetration test or with the observations within the test pit&. As shown on Figures 2Gl9, 2G20 and 2G21 the relative density 2G-6 * * *

  • *
  • obtained from laboratory testing and field densities were considerably higher than which would be obtained from correlatious using Gibbs and Holtz the silty and clayey nature of the samples st::r.iuusly lowers the resistance.

The studies and correlation by Gibbs and Holtz were made for clean sands with less than 14% fines and are not directly applicable to these silty and clayey zones. Standard penetra-tion blow counts were therefore discounted in these silty sands and densities were based on the more reliable in-place density determi:1-ations, laboratory strength determinations on undisturbed samples.and visual observations. 2G3.4 Undisturbed Sample Tube Opening The sample tubes were carefully handled. At first an electric co;1.tinu

  • de' band saw was used to to cut the undisturbed open.

va.tions indicated that this method,ordinarily noL accept-able for the fine sand samples obtained from low blowout zones. A single blade tube cutter was attempted but this tended to make the tube oval. A four blade tube cutter was obtained which cut the tut2. A special stand was built to permit careful easy cutting of the tubes with the four blade cutter, disturbance. 2G4.0 2G4.l The selection of static shear strength and dynamic shear strength design parameters and how of shear studied parameters. 2G4.2 are strongly influenced by the complexity of the soil profile are selected fur The graphical representation with comparisons with literature values are with conservative assumptions made in selecting the design Figures 2Gl and 2G2 present a of the complex subsurface underlying the switchyard and emergency cooling water canal. From elevation +18 to +2 clean sand materials were encountered. From elevation to approximately elevation -20 silty and clayey sands of medium to fine sand with up to 50% silt and clay. Typical size analyses are attached for each boring. From approximately elevation -20 to -30 materials were encountered. In some instances the was several feet thick while in other places it appeared as 6 inch of sand to sandy clayey silt inter-ming1 Pd with clay. Beneath the clay layer a silty :sand material wai:; f:!n-countered to the bottom of the at elevation -60, similar in grain size to the material described above. The grain size analyses for each wherever are on one sheet so that the range of materials encountered may be seen. Refer to Figures 2GC! to 2GC28. 2G4.3 The approximate location of most of the 99 undi.sturbed samples obtained for are also shown on 2Gl and 2G2 with a plot ?r!-7 of standard penetration resistance. Particularly for borings AE 5A,B and C and AE 27 A,B,C,D and E, it is obvious that the undisturbed sandy samples were selected from the lower blow material zones. Refer to Section2G3.3for a discussion of blowcounts. The static and dynamic tests on sand were performed from these seven borings AE-27A, B,C,D,E and AE-SA,B,C. Similarly for boring AE-1 A and B, AE-2 A and B and AE-4 A the undisturbed clay materials were selected from the lower blow material zones. The tests on clay materials were performed from these four borings. The selection of parameters therefore incorporates the conservative use of data from the above mentioned lower bound penetration resistance samples. 2G4.4 2G4.4.l Figures 2G3 and 2G4 present the Mohr's for the effective and total stress plots for all the sand samples tested in triaxial shear. All the data is plotted on a for effective stress and again on a single figure for the total stress so that Mohr's envelopes could be selected to cover the range of sand materials. The sieve analyses of all of these 22 tests are presented on Figure 2G5 to show the range of grain size characteristics of sand material tested from medium to fine sand with less than 10% silt to medium to fine sand with up to 50% siit and clay. It was necessary to select typical values: that is, a maximum value representing sand, a minimum value representing silty clayey sand,and an average value representing all ranges of tions because of the complex subsurface profile as discussed in Section 2G4.2. Similarly Figures 2G6 and 2G7 present the Mohr's envelopes for the effective and total stress ploto for all the clay samples tesLe<l in triaxial shear. All the data is plotted on a single figure for tive stress and again on a single figure for the total stress so that Mohr's envelopes could be selected to cover the range of clay materials. The sieve and hydrometer of all of these 16 to 21 tests are presented on Figure 2G8 to show the range of clay material tested from sandy silty clay to sandy clayey silt. As with the sand. it was necessary to select typical values; that is, a maximum value representing clay, a minimum value representing sandy clayey silt and an average value representing all ranges of gradations because of the complex subsurface profile as discussed in Section 2G4.2. The average values from Figures 2G3, 2G4, 2G6 and 2G7 are selected as the most reasonable values to use in the stabiliLy analyses because of the complex nature of sand, silt and clay fractions as discussed above; however, parametric studies were performed using all values: minimum, average and maximum with results presented in Section .2G6. Mohr's envelopes on each using standard procedures discussed in the literature; ' ' that "is. for the sand ca.ses some cohesion is presented for the total stress plot because of the clay fraction 2G-8 * * *

  • *
  • present. The clay Mohr's envelope for the total stress were drawn horizontal.

The envelope lines are also appropriately drawn for the effective stress plots. The slight deviation from a straight line of the envelope presented in Figure 2G4 9 shown as dotted lines, is usually attributed to cohesion and is in part caused by resistance to volume* increase. Volume increases which are taking place at failure cause somewhat greater values of shearing strength along the curved portion of the envelopes, whereas volume decreases cause a lowering of the strength along the straight line portions of these envelopes. The mum value curved portion is drawn similarly to the average value curved portion on Figure 2G4 based on the data from sample AESB, T-1-B and AE-5B, T-5-A which are samples having high percentages passing the ber 200 sieve. The results presented here-in are further conservative since triaxial tests were used rather than plane strain tests, Mohr's envelope of failure was used rather than the relationship between the shear stress on the failure plane at failure, and the normal stress on the failure at the time of consolidation as proposed by Lowe and Karahath and isotropic tests were used rather than anisotropic tests. 2G4.4.2 Dynamic Properties The data from stress controlled cyclic triaxial tests performed on undisturbed of sand from the swit area is in Table 2G2 and Figure 2GD1 to 2GD10. The field dry density as well as the laboratory dry density prior to saturating the sample are presented in this table. Sieve for all samples are presented on Figure 2G26. The variation in densities is due to measurements made for a section of the tube versus the actual sample and allowing some of the to drain prior to to minimize disturbance while setting up the sample. The uncorrected deviator stress is listed lo Lhb Lable. In order to normalize the deviator stresses to the average and average-minus-one standard deviation relative density, the relative densities for field were Rather than make this normalization based on the test data for the liquefaction samples alone, a study from the total data from as many undisturbed samples as possible was utilized. Because of the limited amount of material able from each tested sample, static or dynamic, for maximum/minimum density determinations and for modified proctor tests, families of all available density characteristics of site soils in the switchyard and canal slopes areas were determined. samples as shown on 2G9 were processed using the entire undisturbed sample from the specif ieci tubes. Field densities, dry minimum densities, dry maximum densities, wet maximum densities and maximum proctor densities were determ-ined. As indicated on 2G9, tests for and wet maximum densi-ties were performed for several samples. The wet Maximum densities were tried on the undisturbed tubes, set in a special holding device on the vibrating table, to try to obtain results on the stratified sandy soils in the tubes since it was felt that mixing the and then perform-ing wet maximum density determinations would give misleading results. As can be noticed on 2G9, results for dry and wet maximum vibrated 2G-9 density are presented for information only since the high percentage of fines invalidates the test procedures, in accordance with the ASTM D2049. Sieves were performed on each sample and are presented in Figure 2GlO.* Once all this data was available and correlated it was only necessary to obtain unit weights, minimum densities and grain size analyses in order to fit other undisturbed sample densities into a family to establish the maximum density. As can be seen on Figure 2G9, samples with more than 15% fines have maximum densities governed by the modified proctor test. As can be seen from the majority of sizP AnAlyses prPsented, the sand material in the switchyard and canal consists mainly of this type of material that is more than 15% silt. Graphs were prepared (Figures 2Gll through 2G18) which can be used to calculate relative density once a material was into a proper Tables 2Gl and 2G3 presents the data available for the relative density study. As an example: sample AE-27A,Tll with a minimum density of 64.5 pcf and 33 percent passing Lhe number 200 sieve was placed in the AC-27t:,T6 family with a minimum density of 64 pcf and 32 percent the number 200 sieve and a maximum density of 109.5 pcf. The relative density for sample AE-2A, Tll was then calculated the 109.5 as the maximum density and a value of 85 percent was obtained. In order to verify the accuracy of this procedure of using size , percent passing the 200 sieve and minimum density to fit a sample into a family and select a maximum density, a check was made combined material obtained from samples AE-27A,T2, AE-27A, Tll and AE-27B, T7. According to the procedure described above, the maximum proctor value should have been 109.5. As a result of performing a modified proctor, the maximum value was 111.2. Since these types of checks involved very little error, the of using grain size shapes, percent passing the 200 sit::vt:: and minimum density to fit a sample into a family to calculate relative density was used. A further verification and of the method can be seen if Ll1t:: St. Lucie data is compared with Lee & Fitton's data on Figures 2Gl9 and 2G20. On Figure 2Gl9 the data is plotted for the eight family curves while the data on Figure 2G20 is available from the 26 samples as listed in Table 2Cl. For example, sample AE-27E,T6 with a calculated relative density of 89 percent plots on Figure 2Gl9 at about 83 percent on Lee and Fitton's data. The data from the field densities of twenty-six samples (Table 2Gl and Figure 2G20) were statistically analyzed to obtain a mean relative density of 73.3 percent and a mean-minus-one standard deviation of 60.8 percent. Figures 2G22 through 2G25 present the conservative normalized shear stress ratio test data versus number of cycles for 10 and 15% double amplitude strain for the low 60.8% and average 73.3% relative densities. The data was not plotted for 20% strain or used in subsequent faction analyses to be conservative since 20% is often defined as full liquefaction, in lieu of complete strength loss. The strength line was 2G-10 * * *

  • *
  • drawn through the lower bound of the data as a further conservatism . It should also be pointed out that in Table 2G2 for up to 15% double amplitude strain for all the samples tested, pore pressure never equalled confining pressure.

This is an indication of the cyclic mobility of silty and sands as opposed to complete pore pressure response of clean loose to medium sands. The 15% double amplitude strain and 73.3 percent relative density cyclic strength curve, 2G25, was selected as the average value and as a reasonable value to use in the liquefaction analysis; however, ametric studies were performed using all values, 10% and 15% 60.8 and 73.3 percent relative density, with results presented in Section 2G5. In order to correlate the test results with others, the St. Lucie data for 73.3% relative density and 15% doubl1 strain is plotted on Lee and Fittons data(\gigure 2G27).8 Plotted on Figure 2G28, which is seed and Idrisses data, 1$ the St. Lucie data corrected to 50% relative for 15% double amplitude strain. Excellent agreement is seen on both figures and therefore it can be concluded that the data for this compares with published literature values and are valid tests results. 2G4.5 All of the above field, laboratory and observational information was utilized in the selection of design parameters. Both the and conservative nature of the parameter selection must be kept in for a complete understanding of the analyses presented in the following sections for the switchyard and ultimate heat sink UHS canal. Where other field or observational information as well as other conservative are for each analysis . 2G-11 2G5.0 LIQUEFACTION ANALYSES 2G5.l The subsurface conditions underlying the switd1yard and canal slopes are presented on Figures 2Gl and 2G2. Since significant saturated sand deposits occur beneath the slopes, this section assesses the potential for liquefaction of the granular soils as a result of shear stresses induced by the DBE. 2G5.2 Analyses The stress ratio causing cyclic strain (liquefaction) was determined from stress controlled, cyclic loaded triaxial tests conducted on sentative samples of the weaker materials encounteri:;d at the site. As shown on Figures 2Gl and 2.G2 the undisturbed samples were obtained from the lower blowcount zones. Samples from borings AE-27A and B and AE-2A and B were conservat1vely selected as be1ng representative of lower bound data. As an example Sample AE-27A, T2 was from an area where the standard penetration resistance was 3 blows per foot. Further conservatism is added by reducing the shear ratios from the tests to the mean relative density and the mean relative density minus one standard deviation. The mean value was determined by Gtudying the data on 26 undisturbed samples obtained from luw1a blowcount zones which is of itself conservative. This dat;:i. is presented on Figures 2G 21 and Table 2Gl. Figures 2G22, 2G23, 2G24 and 2G25 present the plots of the cyclic shear stress ratios versus number of (9) cycles. Lower bound lines were conservatively drawn through the data. Shear stress ratios corresponding to 10 cycles of strong motion were conservatively used in this analysis since no more than 2 t*) 3(f{cles of strong motion t":m hi> E'Xpi:>cted for a DBE of Intensity VI MM. if consideration were given to 3 significant cycles of strong motion, rather than 10 cycles, an increase of 15% to 20% in safety factor would result, even considering the higher average shear stress of the significant strong motion. The stress ratio at various depths causing 10% and 15% for each case was computed from the following relationship: where: 11 = 2a a Cr 1 1 In-situ effective shear stress causing cyclic strain adp = Stress ratio from test program causing cyclic strain 2cr a <Tdp = Cyclic *confining stress = Triaxial deviator stress 2G-12

  • * * (10' In-situ effective overburden stress Cr = A correction factor applied to laboratory triaxial test data to obtain stress conditions causing liquefaction in the field. The "Cr" correction accurately corrects for the effects from laboratory to field conditions by the effective in-situ shear strength.

To assess the liquefaction potential of the site soils, the shear stresses causing cyclic strain were compared to overage shear stresses induced by the DBE. The shear stressesC7) induced by the DBE were calculayed for site soil column by utilizing the SHAKE Computer Program .(ll developed by the University of California at Berkeley. The program utilized the site dependent soil modulus (3,4,5) and damping properties as established from both field shear wave velocities and tests as given in PSAR Section 2.5.4.4. The elastic properties were iterated to strain compatibility and the peak shear stresses were established at {gy foot intervals. (12) Sixty-five percent of t,P peak shear stresses were utilized as average stresses at 10 equivalent uniform cycles of strong motion. The average shear stresses were plotted as if the full DBE occurred at the ground ourfacc of the 3 locations present@d nn Figure 2 -29. This is the case for the ground surf ace at EL +18 but is conservative for the localized case in the canal at EL -30. The average uniform shear stress induced by the DBE and the shear stress causing liqU<0 faction are shown on 2G29

  • The safety factor was calculated by dividing the shear stresses required to cause 10% and 15% cyclic strain by the shear stresses developed during the postulated seismic event. 2G5.3 Liquefaction Analysis Conclusions The safety factor against cyclic strain (liquefacLluu) thus calculated assuming average strength condit:ion and 15% strain for amax = O. lg and 10 equivalent cycles of strong motion are shown on Figure 2G 29. Also shown on Figure 2G29 are safety factors for the mea 1 relative density minus one standard deviation and 10% strain. These safety factors again demonstrate that liqu;faction would not occur at the switchyard or canal are>as the! postulated nRF..conditions.

Figure 2G29 outlines the areas analyzed and the respective factors for each area; namely, the switchyard, midslope of the canal and the submerged of the canal. The analysis in the switchyard and canal slope, even utilizing 10% strain criteria and the mean relative density minus one standard deviation, yields safety factors of 1.3. The bottom canal condition is evaluated at the mean relative cyclic stress resistance from the lower blow count zones, when in fact the zone below EL-30 is a dense cemented sand zone; additionally the canal condition analyzed uses the surface acceleration of the site at O.lg when in fact it would be somewhat lower as a local depressed tion on the site

  • 2G-13 An evaluation of the actual induced stresses and the cyclic strain potential at 10 cycles could cause local*straining or sloughing of .one to two feet along the submerged canal slopes. However, there would be no massive sliding or flowing of materials at the stresses induced by the DBE. In fact, a realistic appraisal of the cyclic strain at 2 or 3 cycles, compatible with the Florida area, would limit the actual strain£ to within 1 to 2 percent, and this results in very local and limited ments on the order of a few inches. This condition would not induce pended sandy materials or even high turbidity as is conservatively sidered in PSAR Section 2.5.5 with the earlier slide analysis.

Figure 2G31 outlines the subsurface conditions, stability and liquefaction potential along the canal in the vicinity of the Ultimate Heat Sink Canal Barrier. As can be seen on this figure the barrier construction will involve excavation and compacted backfilling in the vicinity of the barrier wall foundation to EL-14. The minimum safety factor against 10% cyclic strain in the vicinity of the barrier is 1.4. The compacted bockf illing of the barrier area ha5 the beneficial ef fecl of confining the foundation in high strength materials, thereby reducing the cyclic mobility of the foundation materials. The evaluation of the Rctual sisting stresses at the barrier location (soils underlying the barrier) limits the strains induced by the DBE and thereby, estahlishes a stable foundation for the barrier wall. Safety factors for soils underlying the barrier wall are in excess of these provided on Figure 2G31. 2G-14 * * *

  • *
  • 2G6.0 2G6.1 GENERAL Two soil covering all soil strata con-ditions typical of what exists in the switchyard area were analyzed to determine stability characteristics.

The two typical cross ,tions were selected from the results of the extensive subsurface invest-igati.on program. The location and description of the different soil strata for each section were determined by tlk use of blow count records, field and results. The two sections studied run east-west through the switchyar<l and across the intake canal to the intake structure Figure 2G30). East-west sections through the intake canal were selected as the critical direction to due to the greatest in elevation the (+18 to -30). The sections bGs1cally consist of a sandy material with a narrow at EL -20 1* The difference between the two sections selected is that section the clayey layer is continuous across the entire to an assumed layer in the second Two sets of soil shear strength data were used in the analyses: drained soil parameters 2G4 and 2G7) for the static dnalyses and un-drained soil parameters (Figures 2G3 and 2G6) for the dynamic analyses. A drained state of soil would be characteristic of a long term static condition in which any buildup of pore pressures in the so.il due to construction is considered to be dissipated. The laboratory tests drained soil strength properties were therefore established to simulate this field condition of normal water li::!vt!l pun:! p.i:e::;::;ure:s. An undrained soil condition is one whereby the pore pressure in the soil has been as a result of a quick load application as character-eciomic event. A study of the pore pressures during static pore pressures after ten pressure. This established a sound basis for at indicates that the excess pore pressures 39% of confining pressure. The excess of dynamic loading averaged 35% of sununarized on Table 2G4 and the total strength parameters ""-'"'P""'-.1..u.1..1:: with 10 of motion. average and maximum soil were considered for the two cases in the The basis for the selection of the average and maximum soil properties in the drained and undrained condition is discussed in Section 2G4 and can be seen from the Mohr-circle for the different soil strata 2G3, 2G4, 2GG & 2G7). Unit used in the analysis for the various are: Material -YSat -125 PCF yMoist -115 PCF Material -ySat -115 PCF Two methods of , the U.S. Army Corps of sliding wedge method and the M.I.T. ICES -LEASE slip circle computer program, were used to the of the 2G-15 2G6.2 SLIDING WEDGE METHOD The sliding wedge method consists of an active soil wedge mobilized against a neutral horizontal block and a passive resisting wedge. The factor of is calculated as the ratio of the s4m of the resisting forces in the horizontal direction to the sum of the driving forces in -the horizontal direction. In applying the sliding wedge method to the site conditions. the possible failure planes to bf': analyzed were sc,lec:tPd in a manner to have no passive resisting wedge. This would yield more conservative results than if a passive resisting wedge were considered. The method also includes a seismic loading in the analyses. This was done by including the product of the weights of the active WE.dge ar:d the neutral block with the horizontal acceleration factor of O.lg. This force was then considered to act in the direction of the postulated slide as a driving force. The vertical component of the seismic loading is also incorporated into the solution tending to red 1 1ce frictional ance between the sliding wedges. This vertical seismic force is computed as the product of the weights of the neutral block and the active wedge with the vertical acceleration factor of 0.067 g. As can be seen from Figure 2G30 the lowest factors of safety were by the smallest and near surface slope wedges The method of wedges was used to evaluate the ase where the clayey layer appears continuous across the entire profile. This kind of layering tem lends itself more to the sliding wedge type failure. Also to be noted is that computations were made on the horizontal neutral block for two cases: one case where the clayey soil strength properties controlled, and a second case where the sandy strength properties controlled. This was done since the clayey zone is not entirely continuous throughout the area. Computed safety factors are shown in Figure 2G30. The UHS canal section shown on Figure 2G31 was not considered with respect to wedge type of failure due to the minor slope (elevation +5 to Plevation This can also be realized on Figure 2G31 by recognizing the high factors of safety for the slip circle analyses.

'.G6.3 SLIP-CIRCLE ANALYSES In performing the slip-circle method of stability analyses, the M.I.T. ICES -LEASE I computer program was used. The method employed by the program, the simplified BishCJp approach, is one in which a circular ure surface is assumed to form about its center of rotation.

The circle through the slope is then divided into vertical ::;llct!s and the tangential resisting and driving forces along the circular surface are computed for each slice. The factor of safety against sliding is computed as the ratio of the sum of the resisitng moments taken about the center of tation to the sum of the driving moments about the same center of tion. To use the program the slope geometry must be fully defined on a nate grid system along with changes in soil layers. The soil encountered on the slope being analyzed must be fully defined with respect to its saturated unit weight and shear strength. Water level along the slope must also be defined, whether it be in the form of free standing water, groundwater, or pore pressure built up within the soil. Finally, if plicable, the horizontal and vertical components of* the design basis earthquake are input. 2G-16 * * *

  • *
  • To find the worst radius and center of rotation yielding the circle with the lowest factor of safety, a search routine is into the program which a trial center of rotation is selected.

The program will investigate different radii from that center of rotation computing and the factor for, each radius. It -then moves the cen-ter of rotation at a increment to a different trial location and the above until the lowest factor is reached. The simplified solution yields results that are conservative i:1 that shear resistance between slices, which would tend to raise the tor of safety is neglected. When the sirnplifi-2d bish*_:in solution is uoed to compute a factor of under aJ--di tional conservatism is built into the program in that the factor is calculated the of the quake acceleration act one direction, neglecting any forth motion, and the of the acceleration of the design ,.artL quake is taken to be a constant over the ntire slop0 for an ir.:initc of time. This was used to both sections as well as the [HS canal in of the barrier wall. The factors of in excess of 1.5 for all cases. and 2G31 for the factors and the location of the circles with the lowest factors of 2G7 .O The abovt: dt:::>crlbt:d dt:Lalli:d luvestigation has accurat established the soil conditions in the of th*= swit and ultimate heat si:fr (emergency) canal. The continuous split-spoon sampling in the initial ::6 borings and the careful undisturbed of 99 thin tubes in th.:c, additional 25 in the weaker zones establishes a sound basis for the selection of lower bound The detail and care of undisturbed and in-situ determinations assures The selection of correlations for the parameters use of the average strength proper-ties from the above mentioned lower bound selected and tested. of and lower s parameters indicates stable conditions even with the lowest to represent the biased field. The a lower bound have been reduced relative of one stand-ard deviation below the samples selected in the field. average obtained from the indicates that the switch-area and canal stable even for 10 of motion asso-ciated with the DBE at the lower bound In conclusion, the canal area the DBE The the mob indicates that the stable with respect to indicates that area and emergency scale movements for local the strains associated with the is concluded that under actual DBE of strong motion, the near surface of the areas studied could as much as 1 to 2 feet; 2G-17 however, massive sliding will not occur or hinder the operation of the intake forebay or canals. A more realistic appraisal of an actual quake for the Ft£f ida area would limit the cycles of strong motion to 2 to 3 cycles, and thereby limit the resulting strains to yeild move-ment within a few inches. The UHS barrier wall foundation and compactetl backfill in the area are stable under DBE conditions. 2G-18 * * **

  • *
  • 1. 2. 3. 4. 5. 6. LIS1' OF REFERENCES APPENDIX 2G Bolt, B .A., Duration of Strong Ground Motion, Fifth World Conforenu.:

on Earthquake Engineering, Rome (1973). Gibbs, H.J. and Holts, W.G., Research on Determining t!it: Relative Density of Sands by Spoon Penetration Testing, Proceedings, Fourth International Conf PrenC".e on Soil Mechanics and Foundation ing, Vol. 1, p. 35, 1957. Hardin, B.O., Dynamic vs Static Shear Modulus for Dry Sand, ials Research and Standards, ASTM, May 1965. Hardin, B.O. and Richart, F.E., Elastic Wave Velocities in Granular Soils, Journal of the Soil Mechanics and Foundation Dlvl::;lu11, ASCL:, Vol. 89, February 1963, pp. 33-65. Idriss, guakes, Idriss, Laiers, I.M. and Seed, H.B., Response of Earth Banks During JSM and FD Proc. ASCE, Vol. 93, SM3, May 1967, p. 61. I.M. and Seed, H.B., Response of Horizontal Soil JSM and FD Vol. 94, SM 4, July 1968, p. 1003. 7. Lee. K.L. and Chan. K ** Number of __ :E:_quivalent Significant Cvcles ir, Strong Motion Earthquakes, Proceedings

  • of the International ence on Microzonation for Safer Construction Research and tion, Seattle Washington (1972). 8. Lee & Fitton, American Society for Testing and Materials, STP 450 (1969), 9. Lee, K.L. and Seed, H.B., Cyclic Stress Conditions Causing tion of Sand, Journal of the Soil Mechanics and Foundation ASCE, Vol. 93, January 1967. 10. Peacock, WH. and Seed, H.B., Sand Liguefaction Under Cyclic Loadings Simple Shear Condi Hons, Journal of the Soil Mechanics and tion Division, ASCE, Vol. 94, May 1968. 11. Schnabel, Peter B.; Lysmer, John; Seed, H. Bolton, SHAKE III A puter Program for Earthquake Response Analisis of HorizontallJ:'. ered Sites, Earthquake Engineering Research Center, Report No. EERC 72-12 (1972). 12. Seed, H.B. and Idriss, I.M., Influence of Soil Conditions on Ground Motions During Earthquakes, Journal of the Soil Mechanics and ation Division, ASCE, Vol. 95, January 1969. 13. Seed, H.B. and Idriss, I.M., Simplified Procedures for Evaluating Soil Liquefaction Potential, Journal of Soil Mechanics and Foundation Division, ASCE, Vol. 97, September 1971. 2G-19
14. Sowers, George B. and George F (1970), Strain and Stress of Dry hesionless Soils, Introductory Soil Mechanics and Foundations, lan Company. 15. Terzaghi, K. and Peck, R.B., Soil Mechanics in Engineering Practice, Second Edition, John Wiley and Sons, Inc., N.Y. (1967). 16. Taylor, Donald W., Fundamentals of Soil Mechanics, John Wiley and Sons, Inc., N.Y. (19/+a). 2G-20 * * *
  • *
  • TABLE 2G-l ST. LUCIE RELATIVE DENSITY STUDY Field Relative Sample & Unit Wgt Void Dso % Passing Minimum Density Hole (Dry. PCF) Ratio (mm) 200 Density (PCF) Family _i!) AE 1B Tll 103.5 .60 .13 30 70.3 AE lB Tll 74 AE SC Tl 91.2 .81 .10 14.S 70.6 AE SC Tl 74 AE SC T3 91.8 .BO .085 29.1 60.2 AE SC T3 7S AE 270 T2 88.2 .88 .085 21.B 71.0 AE 27D T2 SS AE 270 T6 102. 7 .61 .10 25.8 70.2 AE 27D T6 87 AE 27E Tl 83.8 .97 .105 22.8 71.S AE 27E Tl 42 AE 27E TS 97.1 .70 .080 26.S 70.6 AE 27E TS 97 N AE 27E T6 101.3 .63 .074 32 64.0 AE 27E T6 89 t;') I AE 27A T2 B9 .8 .84 .09 35 62.2 AE 27E T6 70 N ...... AE 27A T2 B9.8 .84 .09 35 62.2 AE 27E T6 70 AE 27A T2 B7. 7 .88 .087 20 61. 7 AE 27E T5 65 AE 27A T8 95. 7 .73 .10 22 70.4 AE 27E T5 77 AE 27A Tll 99.3 .66 .074 33 64.S AE 27E T6 8S AE 27A TS 99.1 .67 .13 23 70.9 AE 27E T5 85 AE 27B TS 97.6 .69 .10 19 69. 8 AE SC Tl 91 AE 27B T7 97 .70 .09 L.O 66.0 AE 27E T6 82 AE 2B UD3 93
  • 78 .075 33 60.2 AE SC T3 82 AE 2C UD2 92. 7 .. 78 .13 12 68.3 AE SC Tl 79 AE 2C UDl 91.S .81 .10 16 71.5 AE SC Tl 75 AE 27C 'TS 90.1 .83 .09 36 61.1 AE 27E T6 70 AE SB Tl 90.8 .82 .10 24 69.0 AE 1B Tll 53 AE SB T3 94.6
  • 75 .08 31 64.4 AE 27E Tf 77 AE SB T4 93.4 .77 .074 38 61.5 AE 27£ Tf. 75 AE SB TS 93.0 .78 .12 12 73.1 AE SC Tl 79 AE SB T6 90.4 .82 .095 Il1 71.2 AE SC Tl 72 AE SB rs 112.8 .4 7 .01 31 66.3 AE 27E T6 90 TABLE 2G-2 CYCLIC TRIAXIAL TEST DATA FOR ST. LUCIE test
  • Boring Sample Field Dry Lab. Dry Content Min:f.mum Percent Passing Dso !2:... No. Unit Wt. (PCF) Unit Wt.

Field (%2 Lab Densi tz (PCl') 1200 Sieve (MM) l AE-27A T-2 B9.8 ' 87.3 32.8 34.4 62.2 JS 0.09 2 AE-27A T-2 B7.7 86.1 34.2 Jl.3 61.7 20 0.087 3 AE-27A T-8 95.7 93.8 28.0 24.9 70.4 22 0.10 4 AF.-27A T-11 99.3 98.0 26.7 26.7 64.5 33 0.074 *s AF.-27A T-8 99.1 93.9 26.2 27.1 70.9 23 0.13 6 AE-27B T-5 97.6 95.2 27.6 28.0 69.8 19 0.10 7 AF.-27B T-7 97.0 97.7 28.9 27.8 66.0 40 0.09 8 # AE-2B UD-3 93.0 90.8 28.l 30.2 60.2 33 0.074 9 AE-2C .UD-1 91.5 91.J 32.6 29.S 71.5 16 0.10 ..., 10 AE-27C T-8 90.l 88.3. -. 31.7 61.l 36 0.074 G'l I ..., ..., Test Deviator Confining Back Pressure B" Value No. of Cycles to Double Amplitude Strain Max Pore Pressure lfo. Stress (PCF2 Pressure (PS I) (PSQ (PSI} ..!; 5% 10% 15% 1 1029 2500 --75 80 88 96 10.0 2 1548 2500 60 .99 2 3 5 8 14.0 3 1520 2500 60 .98 4 7 16 JO 14.0 4 1244 2500 60 .99 1 4 12 28 17.4@ 40 cycles s 1714. 2500 65 .99 3 8 18 47 1.5.2 6 2046 2500 40 .98 2 7 20 56 9.6 7 1770 2500 40 .98 l 3 8 14 9.0 8 1123 2500 60 .98 l 3 6 10 12.S 9 2336 2500 30 .97 2 7 22 48 12.l 10 2295 2500 61 .98 ---l 10.0 -* * !'able 2G-3 Of l'HYSl<:AL l'!H'Pf:R1tl::S '!ESTS ljax Dt.-nstlX '" Borint S.itmple Samvll.' On: Unit M'<>t'>tuft' L""" "" Al t*r!rnrg 1.1mi1 5 Min IJhturtH*d ?r-c-Ctl'lT Pl.ace "* 5amEl1* O.*.;c*rir;r"'n W*'ij<hf ..1.l. _tL Uen!lity ..!1!L. .!!il._ Ol'n?>i ty koJ.*tur<< ..J!!!_ #.£-IA UO-l J.!1l2.'f p uo-2 .lol]h r A} Slil and Clav l F1ni' Sand h'< .4 fl\ .0 " '),l) " " "' fuw Sand *" 'd.11 l) 1 "'l 1-. " '10 Some Fin<' " ' ,, .... "' .l.!d ., 21 42 S*ol T-2 H/13 0 Fine-Sand, Litt to= Si It 10'">.0 lLH T-4 H11l1 0 r-1 )!,{)].') p SaD!J!i<ll' Ohturbt-d 'il.4 r-* 40/42 0 91 ** <; "i2 0 T-ll 4A/4b 0 Fine Sand, Soll'lo? Sllt !01.S JO O. lJ 10, J 92.CJ 121.1 A.£4.\ UD*l ll.5-112.5

  • Or111Jnit Mud UD-Z Jr./lb p A) Silty Clay, Little Fin<! Sand 61 .0 6').{} 82 .o D.!o 7l 21 44 8) Silty Clay, Little FiM Sand 13.2 4b.b l'l:C.O 16.0 " 20 l2 C) Silty Ct.y. Uttle Flne Sand 60.6 5'LJ 90.0 t5'.8 ,. 29 45 UD-3
  • ll48 UD*l !2.S/14.S p Fine S.nd and Silt 42.8 44 00-) 14.S/15.S p Fine and Silt. 91.0 28.l n O.O!'l 60.2 *2 il*2C UD-1 q, l/10.]
  • Flne-Sand, Little Sllt, Shell J2 .6 ,. o. Hl 71.S " rratp;9H'IU UD-2 1LJ112.t , A) Fite S*nd, Little Sltt, Stae-lt fng# 92.1 2iL1 l) 0.12 ... 3 *ettt 19 B) Flu S.nd, Trace Slit. Shell 92.7 28.l 4 0.19 70.2 .e1t* UD-l l. l/14/S
  • un-4 12. :S/34. s
  • A) Cbye-y Stlt, Trau F'ine Sand 62.4 60.0 91 16.5 4( ** 24 I) Chyey Silt, S<>Me-Flne Sand, Shell 62 .1 'S'S.0 ,. ts. 1 " " " Fripenta C} Chy, 1.U:tle-Sand. Shell Fr.pents 1L4 4!Ll .. tl.4 " 21 JO uo-s 14.8/36.8
  • A) Chyey Sltt. and f':tne S.nd 7R.2 41. 7 S> HL8 4! 11 21 I} Silty Cl*y. Sa.e Fine Sand, SheH 1S.1 4LO 04 12.b 4 22 2S N Fnr;aenta C) Silty Ct.y, and Hedlum rlne S.rul, 44.J " 41 " }0 G"l Sh! 11 FnR-nU I N .,_,. T-1 ,4/)6 (.,) T*2 )6/l8 T*l ]8/t.0
  • A) Mt!dh* to Fine Sand. Soae Clay<<) '99.2 24.ti 2S 0.2 1.42 2l 21 Sflt. fUitWnU 8) Mdiu* -r:o Fine Sand, Claye) Silt lOl .2 24.4 20 0.2 l.4S " " C) to Fln.e Sand, so-Claye-r Silt \08.5 2L7 ,. 0.2 l.16 2) " A£-4A T*I U/\4
  • Sample Ol*turbed T-2 16/lB p Sa-.ple Dlaturbed T-J 20./26
  • Fine Sand. and St \t tol.b }8.4 J}.6 IJ0.4 90.S 114.5 T-4 J2/J4 p Sa:aple T*b 18/40
  • A) SHty Clay. Litt!.t" Firu.-Sand 11.9 so 8'LO 4.> 9) ,. .. 8) Silt and Clay. Soeoe Fine Sand bJ.9 11 67.fl-J.* 8l 28 SS C) Slit and Soaie fine Sand 72.4 60 75.0 ),8 91 " 6) T-7 40/42 p s-ple Dtaturbed

,_, 42/44

  • Sample DOturbt"d T-Q SA/bO
  • Sample Din.urbed r-10 h4/bb
  • tto.8 lJ.b h.S 112.5 112.S UJ.1 A£.-S4 l!P*t 21 4/28.4 p A) Mtdium to Fine Sand, l.ut\e Silt, 85.2 32.6 lt..9 0. iU T1ace Gravt>l Pl) S*h, SOl<IW Fine Sand, Snme-Clay 85.9 41.l.

!J.!i022 29 " C} S lt. Clay *nd Sand 85.2 12.8 S':l.o O.U) 2J " t.::i-2 }11*12.4 . #.} J+tdiu111 to Ftne S1ml, rrace Silt, 91. 5 2ti. J l>.1 0.111 1**ce Clay, ShPll B) !VdlUlll to Fine Sn1d, St'lml> Silt, 88.0 2b.ll 12.b f*..:;e Grave\, Shell fraltfM!'nts C) C**arae to Ftn* Sand:, tract> Gr-awl, 87 .1 Utt it> Ctayt>y Stlt, Sh-etl '\"J1.!. r A) to fint" Sand, Some Si it 1':1.1 1'* 0.1') I.fl! !:. " I\) tl-*Hum. to fuw S11nt!, Srtmt> Silt li.1 '1 P.2'> r1.1:111 ]," " C) to Fuw Sllfl*i. 50!flf' St 1t };,.1, h 11** ,f.'ij . ,, 2G-23 lab 'd)

SUMMARY

OF l'HYSlCA!. f>HOl'ElT!ES Max Densn:x In Rc>r!.n!o( Sample Orv lln>t Hn;<iture

    • . l<HlS On Hin Disturbed Proctor-Pla1e _1!!!.:._ 2.£.£..!.b__

..l.\'..ll!_ Saj!!fl<' Ot!'sl.t>Ct 1.._*n 2UU Sit!t* lg.nit if'n ..L .J'.L ..!L Density Und1sturbed 2!:L Ocns1ty __Q!_ .\Ew5B T*l 0 A) Hedilm to Fine Sand, tittl<? Stlt 90.8 'l l't.X U.12 S} Fine SanJ, SniM Silt 90.8 4L2 .!L2 (J.lik 11 r-2 t2/ll 0 A) Medi.unto Fine Sand, Little Slh, 92.8 JJ.2 19. 5 (l. lO Trace Gravel B} F'ine fr-ace Si It 92.8 24 .s 9.0 CL lb r-J 14/H 0 A) fine S*rnl. Some Sitt 94.6 H.R 2R.f, 0.08 B} Flne 5amJ, Some Silt 94.6 )'}.() )2.") 0 OIS l' r-* tb'U 0 A) Finto .and Silt 93.4 31 ,) 40. l 0 01'i n B} Pine Sand and S!. lt 93.4 ]7.6 J'io.6 0.08 r-' 28/J& () A) Mediun to fine-Sand, Li:tt:le Silt 9J 0 29,C l\.8 0.11 ,. B) Medhm to fine Sand, Little Si.lt, 93.0 29.8 il.O 0.10 Trace Gravel T** 30/)! 0 A) Mediuu to FiM Sand, Little SUt 90.4 29.1 l). 1 8) Ke-diua to Fine Sand, Litti>! 90.4 JS.1 t').I. o.oa4 " trace Gravel T*1 1213. 0 A) Hediua to Fine S.Snd. trace Silt 103.6 28.4 4.9 &) Hedtua tc Fine Sand, Tnce Silt 103.6 29.5 4.6 T-8 34/'.h 0 A) Hedt\lll to Fine Sand, Soee Silt 112.8 21.8 !!) Hedi\a to Fine Sand, Some SHt 112.8 22.lf ...... s v.1u .. u-sc T*l iO/H 0 Fine Sant. Little St\t 9t.2 14.5 o. to 70.6 92. 7 1'L8 to\.3 7* T*3 t ... /}) 0 Fine San!, Soee St.lt 9t.8 29.) 0.85 60.2 18w8 95.8 HL4 ll A!-16A Ul>-1 20/21.5 Ul>-2 26/2!1.S l'D*J 2em AZ*l6! Ull-l 26/21.9 AE*22A UD*l p S.mp le Dlnurbed 41.'4! p S*ap le Dlnurbed A£w2JA T-2 l2/t:. 0 Fine Said, Some Shell Fnjt1111enU 89.8 J2 .8 JS u 09 62 .2 " N Fine Sand, Little Silt, Sht-U fngaet'ts 81,1 14.2 20 IJ.Oll1 fll.7 M <;') !*t! 20*22 0 Fin* Sand, Soaw Stlt, Shell fugmenu 9S. 7 28 22 fl. to 10.4 " Fin. Sand, Soae Silt l 26.2 " ii.\] 10.9 81 I i-ll 24*2& 0 Fine Some Sitt 99.3 2tL] n fl 014 64. -s 81 N .i::--11. Stl'.1.5 0 S.l!llf> le Dlnurbed n. n 0 t9t21 0 fine S.N, Little Silt 91.b 21.a 19 o.1n 69,8 r** 1:]!25 0 Flne Sand, and SUt 91.0 213.9 40 0.0Q 66.0 ., AE*27C 7* l l0it2 0 Saaiph Dt*turb*d !*2 II. 0 S**pl* t'liuurhd 1-J 14'1"-0 SutiJle DiHU1'b*d r-' 201n 0 Sa111pl* tlhturb*d ,_, 22. z.. 0 S*1Dpl* lliaturb*d T** 24.hi 0 Pine Sand. and Sllt 90, l 36.0 n.M bl. 1 ,. .:."'...J. 0 Samp lt Chturb*d .. 2 -0 S.a-apl* Cinurbed A£*21D T-2 11 lj 0 Fine Sand, Silt !HL2 21.8 0 OlA ,._ '..'JCl ..... ..,.,i l , *. *: ........ ,., .. q ll'Of!te.. ..... .,. ""'*"..., ..,...,:'.' ";t-'5->"'A.Cl!' _________

  • "-""! 2G-J_
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  • I. f I FLORIDA POWER & LIGHT COMPANY ST. LUCll PLANT UNIT 1 GIQAIN 51 ZE:. ,ll>.N,4.1,.

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  • f1.0lt1DA POWER I. LIGHT COMPANY IT. LUCll PLANT UMIT 1.

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  • 95> Or<Y O!N4SITY (PCf:.) )QQ llC FLORIDA POWU & l..IGMT COMIPM'( ST. I. UC:I E 111\.AHT VN I'(' l 10 30 so e:, 'o 100 tO! 11e DRY oe s lT'f (PCF) 'l'l.O"IC>A F'OWl:'llt

&. "\.IGl'IT COM!"4'NY ST. LUCIE PL.ANT UNl'f l QR'r CENSIT\f' 1/6. C>INSITV FIGURE2.G1'1.

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  • * * " iO AE*.SC*T!

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  • DRY O:cr:) 100 tO& llO FL.ORIO>-POVl!R i 1.IGMT CO..-.PAN'( ST. \.UC:1£ Pl.ANT UNIT l C>R"I' OIN,11Y '1$.

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  • * * .. 0 t:: <C cc: 0 0 > 1.0 0.8 0.6 *

..... Ill z ;: ... I u

  • Ill .. Dr .. 0% Dr" S&.'O Dr ..

flC. 1 - DISTRIBUTIONS FOR SOILS TESTED Dr* IOO"o 0.4 ..._ ___ -..-1.__ ___ _i.__ ____ ..._ ____ ..._ ___ ---J 100 10 Cl.1 MEAN GRAIN SIZE, Dso -"'"' flG. 2 -RELATIVE DENSITIES OF SOILS TESTED 0.01 0.001 FLORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT UHIT l 'iF&rzewce:. S\ZE. $!!CU.."f'WE! .. ,, Le& 4F\TTQW*1t>-'$t,.M St'P 4'$0 '"'-°') SILT CLAY

  • lll z ii: ... ffi u Cl:: "' L FIG. 1 -CRAIN.SIZE DISTRIBUTIONS FOR SOILS TESTED CODE SOIL <Ff>"' ' . (IJ

.... ci ;: <C 0 i5 > 0.8 IU 03 Dr' W,>o Or* 75"0 Dr* 100".; L.UCI! IN*5!1U V010 Wljlol \t" ) *o . 100 10 0.1 0.01 . Cl.001 MEAN CPI.IN SIZE, Dso -..,,.. FLORIDA POWER & LIGHT COMPANY . ST. LUCIE PLANT UNIT l FIG. 2-RELAllVE BENSITIES OF SOILS TESTED Rt:FE:RltNC&': OF !N S11U VOID RA11QS 'NITM REl.ATIVi OEH$11Y '-U 5TP "11)0 .,,,)

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  • * * .. .. ... ..... +I .,. . ... w k ... .,. k 0 ... -c > w Q % j:: -c .,. ..J :::> L 5 Double oniplitucle 1otroi11 Code u. A 3/4 3/8 Size to to 318 No.4 I c Ho.8 Ho.20 to to No.10 No.30 D E Ho.50 Ho.100 to to Ho.100 No.?£10 F *Silt G Silty cloy o ......

100 10 O.l Lee + f'\TTCM *,l..41.'fM 45'0 0.01 0.001 FlORIOA POWER & LIGHT COMPANY ST. LUCIE PUNT UNIT 1 ctC:\..\C. Z G*-2? I.JD ... ... * ... ., u _, TIHAXIAL a:llal'lll!SSIOM T!!T OATA l'Olll ti u t 0.25 ATLIOUEFACT!ON 2 2** !: S\'. LUC.IE !: z: ,..,,.,. 0 I o.a j:: u ... <II ... ... ... l"ll!LO VALUE Of' -i;;r-CMJ""'G LIQUEFACTION -& ., 5 0.15 ESTIMATED llUUl.TS OF llflll'l.E SHEAR TESTS :::; ::; ., 0 % .... z ::> ; 0.10 <II llELA TIVE 111!115 ITY RS 511'!1 u <C u 0 . 0 HO. OF STRESS CYCLES

  • IO j:: <II ;: "' <C 0.05 * ... ... ::t ... "' ... ... * ... t; 01.0 0.03 0.01 11.3 0.1 MEMC GRAIN SIZE, D50 -"'"' 10 CYCLES *
  • uo 0.25 I O.lO I a 0.15 I I .. , 0.10 o.os I I 0 1.0 0.3 tTMAJllM. TIHT DATA -m-AT UQUEFACl'IOM
  • 1'1 IUI VAUit! Of' -.!t-CAllSIMG UllUl!PAC..-
  • EST'°"' T[O F-llESUI. Tl OP 51111'LI Slll!All Tl!STS I HLATIVI -TT *Uft 11C1. OP STRESS C'l'Q.IS
  • 0.1 0.03 o.1n MUM GRAIN SIU, Dso --30 CYCLES FLORIDA POWER & LIGIT COMPANY ST. LUCIE PLANl UHIT 1 cvcwc:;

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........._ ............. ...... ....... lllllUWM: .,......'"',.,.. .** ..., , . ...,.'fl! "4....,.,,. **1..uu*o iu Owl ... 0 17 PowH

  • ll .. tT COMf'llil..N" IT l.UC.lf Pl.At.IT Ultlf'f l SW1TC<!Y..il0*11JTM(f Mf1' l!QUEFAC.'TI0'-1 ev,e..Lu,e..110"'5

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      • --1111 ........ ill" ..

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    • c: fi c fi .,: ... HO .. ,. IN Jr s.c.'I 6'0 1.t* lfO n* J.11 100 1t* 0 .... *** 111101 o* I tool Jr I .. ,.,I Miif o* f1oool 1 .. f o*f11tol "' I o I Ali' ........ ,lfATiC ll4.W*llJIJIC:T<..,.IC:l.M' .l .. 9'TIYI ....................

!ff l*l*O'l'MA ... IC l!,IM*tc.f .. Cl..AY.Tofa.I. ...... IJlhHllf1tt1t* a-.* .........._ ... , ... 1 lJD .* ..,,rc,,,.,...,. .. !SlCT!Ql' ****1** FLORIDA POWER & L!GHT COMPAN'f ST. LUCIE PLANT UNIT 1 ST ABI LIP AND LIQUEFACTION POTENTIAL EVALUATION AT UllS BARRIER FIGURE 2G-31

  • TEST BORING RECORD Dt:fll'1'N fLfY, Pit',. ftF.'IC'ltt"TtO

.. +12.9 TAN FI!IE: TO COAP.SE SHELLY Sl\lm Wlnl ROCK FAAGMENTS (rILL) * ., Q 7.5 TM rU:E SLIGHTLY SHELLY 9.5 SANO (FILL) .!__?_!_ ':'Ml -GRAY. !!EOIU:i TO rINE SAND -2.1 WITH SHELL FRAGMENTS AND NODULES 6.5 -7.1 GRAY SLIGHTLY SHELLY Sl\ND WITH ._ SOY.E CEl'.ENTEO ROCK FRAGl-IENTS 'l.5 -12.1 ,._ G!tll. Y ';'() FINE SAND WITH SOME SHELL FRl\Gl1DITS tis.s -17.l GRAY FINE TO COARSE SAND ---WITH CD:ENTtO ROCK FRAGl'.ENTS 32.0 C:AAY-GR.EEN CLA'l -22 .1 THIN SF,\MS C?_\Y-C:"'.'..'t

t,;,...!1 Tt Y C!.AY'f.Y ... WITH rr
;E Sh!!D, .. ANO -27 .1 SILTY s;;x::;

-==:::-'1A7:?. TA&i.E c:; 10/29/74 DRILLED BY l.!::'CO' LOGGED DY _c_:1.:_*: __ _ CHECKED BY_G_'*_'*; __ _ fJ!*:!.:.t& '11TH RClD A!ID) 7/8" SIDE 1, i ,;; l,LA; !; l r I ;, " l Of' 2 I'll. ES Fif. 2G-,\J HHCTAAt'fON**L.Owt l'U* P'001' . . ' , ... ,. ,,, .. . ..... .

  • 41 I\ J I
  • I
  • I * \ l ->--1 *i I
  • I\ _.._u -,...... tt, '-,, ,, 0 ..... I \ I 1,* I I i I I OOHING NUMAEn }If;-\ DATE STAH, [D DATE COMPLETED 10/:'5/74 JOO NU*'lllll COO!Ul l !l,\T CS 0,,\-7)7 N A:-1. 5 E G02,6 "::;::"
  • DCPYM Ct.tY. P'CC,. -27.l -32.1 I 44.S TEST BORING RECORD Dltc*tPTtOH GRAY MEDIUM TO FINE Sl\ND WITH SHELL FRAGMENTS 1 SOME CLAY l ____ _J GRAY COARSE TO FINE SAND l\lID SHELL FRAGMENTS AND NODULES so.01-' -------------!

-42.l GRAY COARSE TO FINE SAND WITH I SHELL FRAGENTS AND NODULES -52.l 70.01-------------i GRAY FINE SAND -62.l BORING TERNINATED REMARKS: DRILLED WITH AW ROD AND 3 7/8" SIDE DISCll!IRGE ORA; BIT DRILLED BY I.r7CO!r-150v LOGGEO ov"' __ '"_' CHECKED BY"_i._1._* ---FIG 2G-Al Cont. * ..... , ... **OH *LO ..... roo* * ,. t' ** '" ** ** ** ii

  • l I\ l
  • J JI "* \ "* I \I I 1* . I. I 1/111 I: 11 I, ,I' ' , 'J 1\'-.IYi*!' II I \:! 1* .1 I
  • Nl \!1 1 I . , I ' 111i11 I I I 11 . I I 1 1 1 BOl>!NG NU*"BER 2:::.._..

DATE STARTl:O *-_, ,4 DATE COMPL£TEO H*-:_L_:_4

;<-7 Ji rA(.[
?

l

i TEST BOltlNO RECORD .. " .. ..... ,,. ... .... DltCIU,'rt011t SI R . ., .. 0 c.!....!:.!_

WASH DRILL TO 32 .D FEET c..:....L!_

  • 6.8 l::ll..JL . l-:=J-6-IL 32.0 1------------

-32.9 DARK GIV\Y-GP.EEN CLAY (1) 1------------- UDl ...: r I/, 34.0 WASH DlULL TO 34.0 FEET i.---------t.. DARK GJ;.\Y*Gl\EEN CLAY INTO UD2 36.0 FH:E SAXD BORING TERMINATED (l) WI'i'll SANDY SHELL SE.\!!S 0 REMARKS: CRlLLEO BY L!'TC0/!'*1500 SI

  • i;:;oIST'JRBED Sl\:1PLC LOGGED BY R
  • ki::COVt;Ri" (FEET) CHECKED B'I rIST'.::I Sl't..':rLE nPlt.1.ro Wlill Alf P'.:J:) .r.:;o J 7/8" SDt:

Pkl\G BIT FIG 2G-A2 * .. ...... ,.. ................... . \ I ' BORING NUM3ER llE-1'-DATE STARTfD DA TE COMl'LCTED 1o/n,7J.i JOB NUMBER COORDINATES SA-737 N 8 J(,. 9 E 603. l **

  • TEST BOltlNG RECORD ....... et.tV. FllT ea1<*1PY10*

SI R . ...... WASH DRILL TO 8. 0 FEET + 7.8 e.o 1---9.0 TAN FINE SAND WITH POCK FRAGMENTS 0 + 2.8 10.0 hAstiDRii.tro10:oriET 12.0 NO RECOVERY ,___ TAN VERY FINE SANDY SILT T-2 14.0 --2.2 TAN SILTV FINE SAND 16.0 1------------ TAN SILTV FINE SAND T-4 18.0 ...._ _____ : ;:-17 .2 WASH DRlt.L TO 12. 0 FEET : 12.0 ._ _______ .. GRAY FINE SAND INTO DARK -22.2 GRAY FINE SANDY SILTY CLAY ,_ 36.0 .._ GRAY SILT AND FINE SAND T-7 38.0 GRAY SILTY SHELLY FINE SAND -27.2 40.D GRAY SIL':' AND FINE SANO WITH SHELL T-9 42.0 FRAGMENTS i---GRAY CLAYEY FINE SAND WITH 44.0 TRACE OF SUELL FRAGMENTS 1----------- -32.2 GRAY rmc SAND WITH SUELL 46.0 PARTICLES, SOME CLAY T-1 BORING TERMINATED REMARKS: 0

  • OSTERBERG SJ\l.IPLE

... -llULK m::1s1TY (lb tt 3 1 ATTC*IPT DRILLED BY grnm.FR I SI

  • UNPIS11JRBE:D SAl-IPLE NUMBER LOGGED BY _CJ::..R;.;...

__ R

  • RECOVERY (FEET) CHECKED

__ _ JS

  • JAR SA!-1PLE RETAINED Ill JS 10 'lh lD ::: : ..... JS '//, tuiVI F-l50D ................

LO .. H*t' .. '1 e Ot I* te ** ** I: I * -ji I !I' -----------I I I I I --I * , Ii ' I: *1. I Ii!:* 111 i P.IOIUNG NUMBER A!:* IA DAT£ ST ART ED 12 '5 ';4 DATE COMl'L£TEO l'IST0H s11nrLE FIG, 2C-A2 Cont. DRILLED WITH Alf FCO A::O J 718" Tl'lCCW !IOLLl:R BJT. BLOW COONT:i C'BTAt:;rn l::i!Nu Al-I 1:, J * , ....... * -.... **t* *.L4.b + 7.8 Lt....2...8 10.0 U.3 16.0 18.0 l::...L.L. 24.0 r::.U...2... 28.0 -""' "! 32.0 38.0 .. ... REMARKS:

  • TUT "°"ING RECORD Hee*tJl:'PtON LZGH'I' BllOllll TO TM FIR TO COARSE SHEU.Y SMD WITH PAM'I..U.Y C!:HENTED SA110 TM FINE SAND Wim Sll£U. FRAGMtNTS, SOME SILT GRAY-BROWN FINE SA?ID BRCWN TO Gl'AY COARSE TO MEDIUM SJUID W1T11 SHELL PAR'l'It::LES CRAY-Bl!OWN FINE SMD WlT11 SILT . TM M!:DIUM TO FINE SAND WITH SMELI FRAGMENTS AND NODULES, SOME SILT TAN MEDIL'M TO FINE SAl'o'tl WITH SHELL FRAGaENTS, LITTLE SILT GRAY CLAY, SOME FINE SJU!D A.'m SILT GRAY SILTY CLAY A:;D n:;;: SA:>D DRILLED DY G!P.DL!:R(F-2SO

"'=!!!" w:m::t -;;.r.u: C!l 11/15/74 LOGGED DY E c;.A.lil. DP1LL!':> lf!Tll AW 2-15/16<;H CKED DY ___ _ SI!>!: 01;;n:;.1-:

c BIT l*l\r.f: l or 2 PllCES FlC.2G-A]

.. .................. "."** . . ............... . ,, IJ \ * ./ * \ _,_,... I t--\, I I -.--I

  • I '
  • J ' ' I I L DORING NUMBER AE-2 DATE 11 /1/74 O"TE COMPLEHD 11/4/74 J('.IJ NUMffCR Ct'C>RDINATFS SA-717 N 755.l E 597.8 ? * ........ t'Ll:V, .-taT -J.1.l 42.5 --12.2_ 47.S .. 7.2 52.0 ....... 58.0 41 2 64.0 52.2 68.0 .... L 70.0 7).5 -'" REMARKS: TEST BORING RECORD ertt*******

GllAY MEDIUM 10 FINE SAND ANO SHELL FlUIGHf!ln'S, LITTLE CLAY. (1) TAii MEDIUM TO FINE SAND WITH SHtLt. FRAGMENTS AND NODULES GRAY TO TAN SLIGlft'LY SILTY PARl'IALLY CEMEMTED SAND TM TO GRAY PARTIALLY CEMENTED FINE SllND WITH SOME SHELL FAAGMENTS GllAY MEDIUM 'l'O FINE SAND WITH SHELL PiUIG!'IENTS

  • GRAY ANO BLACK FINE SANDY M..'1>IUM TO COARSE SHELL FRAGKEllTS GRAY AND BLACK FINE TO C:IARSE SH£LZ,Y SAND GRAY AND BLACK FINE 10 COARSE SHEU.Y SAND OORING TER!o!INATED 11 OR SILT DRILL£D BY GIRDL!R/F-250 LOGG£D8Y C. CH£Ct<ED BY G. A. W. DRTLL£t> WITH AW ltOO NID ?-lS/16* SIDE DlSClllJl(;E DRAG UT nc 2G-Al Cont. . * ...................... " .... . . ................

.. ----I -4 ., µ11 "r--4 i l I\. , . ,,__ .__ I l I l 'I 1 I .. r I \ 't I I 4 '\ r.__ I I I i -I r 'I ! 1 ' 'I 111 It: ,, ' . I II *, ! l i; I I' , , , 111 DORING NUMBCR 0.A T( 111' '"4 DAT£ CO,.tPL£T[0 11 '4 ;7 !':A-737 PAC.£ 2 Of' J l'A<;E$ Tt:S'f 80RINO RECORD , .. ,.,.., .. s* CU .. "W'I. .. ..... Dtt'ICPlf'VtOW R v*I-:.. ,e> WASH DIUU. 'ro 9 .o FEET 1..:..1.s... 9.0 ... ,, . 111.0 NO llECOVERT p ....._ __________ 11.2.0 WASH DRILL TO 12.0 FEET 114.0 NO RECOVERY p ..._ ____ l:...2..2... .. * . WASH DRILL 'l'O 31.5 FEET . . . L::ll.l.. bl.5 --------tu.s LIGHT BROWM FINE SHELLY Sl\ND UDl __ b4.0 ...u:w: _,,,, DARX GRAY SILTY TO tl6.0 L'D2 DAP.X G!tW SI!.TY TO SANDY 003 tia.o

) CLAYEY Sl\N
> "' NO llECOVERr p ._ ...... 0.0 0 ,__ __ NO RECOVER'!

p N u.o 0 BORING TEIMINATED L:.u..2.. SA:*!PU: Nt:MBi:R 0 ,;1 LL£D llV p

  • P!STO!I SA.':ru: ATTE.'IPT LOGGED l!IY R
  • ll£COVE!!Y (FEE':)

l!IY Sl'l..PU: Li.!W.!::J \;lTll ,. ... f.00 ;,:;o 3 7/0" rn1co:11; rt<'LUR l*lT FIG 2G-'Al. * . !lr'OO'I . ' ,. ,. .. ** @$ J i I t . . .. I BORING NUMfl[l't l\E-711 DATE STAIHED l)/14/74 DATE C0,..PLET£0 li/1:_Yl4 JOB NUMnrR SA-?I!_ N 7f,Q. J E

  • TUT l:iOIUNG l'!ECORO ***w " P'!i1'11C""""YIU""I ...1.1 ,u WASH DRILL TO 10.0 FEET + 2.ll 10.0 ..__ ________ LIGHT GRAY-GREEN SILTY p JS 12.0 SHt:LLY FWE SJl..1;0 12.5 =1-rurr::r:im:r;:rt::i:z:nm=

GAAY-Tl\!I SHELLY FINE SANO 14.5 INTO FINE Sl\ND U02 -2.2 (1) ;. I j j 15.5 Llt;HT Gl<AY f INC: Sl\NO INTO UOJ BORING TEllMINATEO -7.2 (1) SHELLY SAND S/\MPLE NUMBER 0"1LLEO BY G!PDt.ER/F-250 R = RJ:CO'JERY (f'EET) LOGGED BY fl.C.M. p = 1'151\)!I SA.'iPLE ATTEKPT CHECKED !'l5TC':-l . . ,. , ... .... ... .. I I I Ii i I I I i I I I 1

  • 1 I I I* . I 111 i I I I I I I ! I I ! I 11 1' I! BORING NU ... BER l\E-:'9 DATE STARTED li/J5114 DAT£ COMPLETED J..1/lr.!]t

<:3-7 _;-:-CC*JJUlrn,\T!:S N 7t:b.

  • JS = J/\R S/\.'ll'LC rJ;TlllNED DRILLJ:D WITH AW ROD ll:IO 3-7/8" TRI:':;E I : !1:ll BITE FIG. 2G-A5 *
  • TEST BORING RECORD ........ *t..<<V. Pit* 9VICtttfl'TION S# I\ --** µ...J..J..

WASH DIULL TO 9

  • J M:l!T 9.3 .----------.---

µ._.a...t. LtGHT GRAY SHELLY tU'E SAND UD1 11.2 ------.--- .... LICHT GRAY SHELLY t!ll! SIUW UD2 u.1 '-------------- LtGllT GPJ\Y*TAN SllELLY 1'1NE Sl\NIJ ----l'Dl "! -'1 I WASH DRILL -t:> .I . -t'f.1 -32.5 r-DARK GRl\Y SANDY CLAY WITll SHELL FRJIG1".I::NTS UD4 UJ i=:-==-======:::tl:%.: 36.6 o:.JIK GP.AY CLAYEY rrnt SA.'10 UD5 BOR!SG TER:'ISATED AT 36.8 FEF.T I (1) WASH >>RILL TO 34.8 FEET St s t::mIST:.:P.BEO NCM!lER DRILLED l!Y GIPDLER/F-250 R = f.CCC."!:F.Y (!E::TI LOGGED SY M.C.M. CHECKED l!Y -G.,\.;I:-PISTO:I SAMPLE "*tt'*At't8N*eLOM ..... P'001' I ft tt 19 H ae tt tt ttt I i NUMBER llE-2C" n 'TE ST l\llTl"D D.nr COMPLETED 1f71.8774 J(l 'l NUMOCR C01::>RDINJl.Tl::S N 711. 9 t.: 1*1<11.r.ro wrrn r.w J1.:::1 ) 7/8" P"J.r,n !'TT FIG.2G-'A6

  • ...... ,.. al.RY. VllllT I J.4.U 4.0 I I 14.c -'.l.O I 16.0 18.S 21.S -ll.O I 26.0 -18.o I 32.0 n.s id TEST BORING RECORD t'tf:"if'*t-'t'IO

.. SLIGHTLY SHELLY PARTIALLY CEMENTED f'IllE SAND TA.II TO CRAY S1L1', SOME FtNE SAND 1All COARSE TO FINE SJl.'lD, SOM!!! SH!LL FRACMEN'l'S JI.ND NODULES 1AN TO GP.AY rrnr; 51\ND W!TH Sl!t:LL t'AA-;:*nrrs. SILT TAN TO GPAY MEOil1M TO FI!IE SJl.!ID, VITll SHELL FRAGMENTS, SOME SILT TO MEDIUM TO FINE SAllO WI'fll SHELL FRJ\GMt:llTS, LITTLE SILT BPOWN TO GPAY FINE SNIO WITJI ?ARTIALLY CEMENTED SAND JI.ND SHELL PJl.RTICl.ES

AAY-ll!lOWll

'tO G!UW-llLACK SILTY l'l\RTITU.LY Cf:HE!ITED SLIGHTLY Slll::t.LY TO SHELLY SAND GYAY ORGA:HC CLAY WITH SHELL "-Nn rn.:n* c:.u1n GPAY-GREE!l ORGA.'lIC CLAY I . .

  • H*at'*ATte**a1.0WI N* POOT ' .. u ,. ,. ** * ...... l I J t ' I I i
  • I I I . 11111 1-1 Ii' (I; J i---1 111 11 I ! r1 l*Ln.<J I I

..... *' I I 11 _:_ ...... -1 SHF.LL H" .. I\ I* I I REMARKS Wl'R

  • iiEIGl!T foF ROD WOii
  • i.1:IGl!T Of HA.'t':LR l'RTLf.rn h"TTH /,W rf'O l\'.-ID J-7 /P" DISCllARGF:

DRAG BIT 1'/\la: l t1r p,'l1;rs DRILLED ev GtrnLFP/t*-1r,oo LOGGEOBY CHECKED 9yG./l.W. SIDE ---FIG. 2G-A7 . ORING NUMt!CR l\E-' *AT( !TliT71i '" l[ D _!J_l::...2:! ""'-7 J7 , .Nl:LJU;>;: rs N;\ TEST IU:tOFU) Dl6'9M It.IV. Plrt't f'tr'e tltflPIOM ..... u,v GRAY FINE WlTH SHELL 42.5 FP.AGMENTS -33.0 GPAY TO FINE SA.'ID WITH -C.EMDITED SAND AND SHELL FMGME!ITS 48.0 -39.0 -TAN FINE SAND WITH CEMENTED SAND AND Sltt:LL -43.0 s.s -4e.o TA.'t COAJIS!: TO FINE SAND WITH SHEL!. FRAGMENTS AND NODULES -53.0 ,_ 56.0 r----....:.--------- GRAY CO.AASE TO FINE SAND WITH SHELL FRAGMENTS

  • S!.O 70.5 GRAY CCllRSE TO FINE SAND WITH 73,S Sffl'.:LL FRA:;l".ENTS, Ll':'TLE SILT -63.0 . BORING RC:MARKS:

WITH llW ROD ANO 3*7/8" DISCHJIF.GE: DP..\:; BIT

  • DRILLED BY crnr:L':R(f'-1500 LOGGED av J.L.P. CHECKED BYm-.--SIDE --FIG 2G-A> Cont. ' ' ' u" "'"
  • I -c * " -/
  • I I \ c' .... '"'r-1 * ,I \
  • 1 ,, .! v I I --T
  • 1 I I I L A!":-1 !' TE ST A f?-r.D l-i ,7i)'i7:1 r, TE COMPLETED 11/U/)4 NUMHlf! 511-7.17
  • . 2 C!' l ,\G!.:S
  • TEST BORING lltCORD .. ... ... Si
  • ,...,, .... +12.0 .. ., l'I + ? n
  • 1 A WASH DRILL TO 32.0 FEET
  • ft A :..:ll..!L

-1A n *' 32.C 34 .( NO RECOVERY p 1-----------23.0 DARK SILTY CLAY T-1 36.CJ ,__ VI/; D!HU< GRAY ORGJ\.'llC SILTY CUIY T-2 JS.< ------------ WJI. T-3 (l 40. r DARY. GRJ\Y SILTY CLJ\Y REIV.ARKS: BOH!N; Hk.'ilN!\TFD l\T 4i .0 !'f:IT -ORILL[O BY -::-Wl\TER Tl\llLE ON 11/11/74 LOGGED OY SI = sr-::rr.r. P I' IS'l\.'N S.\:ll'LE /\TTc. '!'1' MNlflRA'ftefll 8LCttNV ptm *001" t t9 It re te ** te le , ** 11 11 : i I. = . 11 ! \ '\ I I! I I I I I I I \! i' \ i ! I I I , I : I I I \ 11 i I I B<:.RING NUMBER 1'[-l!\ [) *rr tm:m o.,f£

  • r. 1 .,,Jt!t.*urf:l n

51\.'ll'LL WJTll /\Ii H'D l\lm 3 7/8" 51!.ll: DN'\G BlT FIC 2G-M *

  • UST BORING ltECO"C ....... ----* " ----.. -.-.. **--+18.0 '!'All FINE TO COARSE SLlctm.\'

SHELLY SAND WITH 110C1t FRACKDITS ..!.UJL. e.o ...t...IJ.. TAR 1'?11!! Sll!ID, LIT'l'L£ SILT . . u.o ...!....!:.!... GAAY !AND, SOME SILT -2.0 H.8 GAA'il 11"1111!! Sl\Nll, t.I'l'TLE SILT n.e ,.:...?.:!.. SLIGHTLY SILTY FINE SANO 21.e *12.D LIGHT GAAY*GRI:t::N FINE PART!l\LLY CEMENTED FlNt SANO 32.0 n.s Lttm1' CAAY-c!U:tN !lttt't CLA'I' 1-U.o GIUIY*BIJICK FINE SAND 38.0 C1\l\..'\. 1...1.J .. ,y l!i -n.o S!LTY SHELLY SA.'ID SE!J'IS RE:MARKS: -=--WATER TASU: ON 11/7/74 ORILL£0 BY L!J'C"'*lSOO LOGGED BY G.l\.W. CHECKED BY G.A.W. CRIU.r.o WITll A'A ROD A!ID J-7/8" Stor. DYSCll!\RGt DPJ\G BIT l'A'ir. 1 or 2 r;v:Es nc 2c-A9 * . I ,,.,..**A* .. .,**t.ftWI P111 reo* -... ***--... ... ..... .. *, '.. /' *' r-(

  • l/ c D / !--I'\ [\. 1.. I I
  • r-1-l-J
  • r--.v "" I ,, I C* I I :11NG NUMOEF> .1\.E.::i f' TESTARTEO

_)Cl/2£!_21 fl *TE J' 'NUMflf:R _,"._A:_7_!:!._ CtJHDIN/\TES N 828.2 E 50*). 9

  • TtST BORING RECORD ........ IH.IY. P*C'f *trlCWt**tOlllf

-1.;..u --.v .... .,tt:.fJl 41.S --****-** ----GFAY SLIGHTLY SILTY SLIGHTLY Sl\ELLY f'INE TO MF.DlUK SMID -27.0 44.S 1------------- GFAY-B!..ACIC SHELLY FINE TO M.EDIUH SAND 48.0 CEMENTED LIMESTONE LENS?---32.0 GPAY TO F'INE SAND AND ,_ SHELL F'RAGMElrrS, LITTLE SILT 52.0 ------------- TAN-GRAY PARTIALLY CEME!ITED F'INE Sl\"11' -37.0 56.0 CE:-IENTED LIMESTONE LENS?---112.0 TAN PARTIALLY CEMENTED FINE SAND 62.5 -111.0 GRAY COARSE TO F' INE SMID AND SllF.LL F'PJIGHENTS WIT!! NODULES, LITTLE SILT 69.S r-=lt....Q_ G'lJIY COARSE TO FINE SAND lllTH FAAGl-U:NTS AND NODULES 12.0 GllAY-GlttEN SHELLY FtllE TO H l..::ll.JL MEDIUM SMID 77 .s BORING -1;? ,, REMARKS: OAILLC:D BY DRILLED WITH /1111 POD /llND l-7/8" LOGGED BY _* __ ** SIDE DISCHARGE DRAG BIT CHECKED FIG Cont. * -.4 .* .. ........................... .. t *** , ** ** ** * .... .. " ' " I I -n. I' "'-I -1\! I l . I I I:; .-I-* 11 11 T ' I. I ! Ii I * ./ I! I ./ 11 1\ 'I 14 11 u 11 4 I ) --I [\ * " I I r '

  • I L \ I \ ; ' i I 1::
  • I I 11 i Ii; 'ING NU**BCR "£5TART£0 137.:b/;'4 fl Jr Nl.Jtrr.*a£n J; w: 2 C'f'" rAra:s TIST llOltiN<ll l'illl:CO,U:I . ' ,. II H U U .. --+HI .0 I 111111 1 1.111 . . ... + 8.0 12.0 ---TAN FUIE SANO T-1 u.o ---------WASH ORILL TO 15.0 FEET 16.0 i.-LIGHT GRAY-BROWR FINE SANll T-2 18.0

-'> n WASH DRILL TO 24.0 FEET 24.0 ..._ ____ -'7.n TA.'f FINE SAND, IJfD SILT T*3 26.0 -WASH lllULL TO 3: .O FEET -12.0 32.0 GRAY FINE SAND T-'11 34.0 .._ ___ _,., ... NO RECOVERY p 36.0 .._ ___ WASH DRILL TO 39.0 FEET 38.0 -DARX GRAY SLIGH1LY SA!IDY CLAY WITH SHELL FF;\G!*:El>"l'S T-6 i..------------ V;'i :>A;:X (.RA 'i CLAY 42.0 l>ITH Sl'!:LL f PJIG:*i":NTS . T-7 '"'----------- O,\RK GRAY-SLACK SL!G!ITLY SANDY !/; 44.0 S':i;;:..L l r...; .. T*S 1------------ _.,., n REMARKS: DRILLED llY GTIIDL!'R/F-1500 SP -UN::>lSTURl!l!D Sl\.*PLE LOGGEOl!!V J.L.P. P

  • PISTO:I SA.'!PLE l\TT!:Ml'TE:D CHECKED IZJ PI.:;:**::1 S,\:'.l'LE Jll.ll.J!'ll WTol! 11'4 1'20

)-7/B" SlDf. DT5CllJ\RGF. DRl\r. BIT l Cl' 2 rl\Gt5 FIG 2C-A10 * ,... r:nRtNG NUMBER 0/\TE !ITA"Tl'.O 11/fl/74 DATE COMPLETED J<>B NUM!lrR COJRlJINi\TES 511-7 J1 N 82!l.l r 4'J'.J. 4

  • TEST l!IORING RECORD "" 11"\i'lf

,.. -d} .o WASH DllUJ!:D TO 58. 0 FEET * -32.o ---37.0 -58.0 ---------LIGHT TAN SLIGHTLY SILTY SAND T-9 r1h -42.0 60.0 *- WASH DRILL-TO 64.0 FEET 64.0 ----------- -47.0 GAA Y COARSE TO I' tNE S!\ND Vfi, 66,0 .._ T-lC WASH OF.ILL TO 68.0 FEET 68.0 ---------NO RECCVERY p _.,, n 70.0 -WASH DFILL TO 72. 0 FEET 72,0 ---------NO RECCVI:RY p 74.0 -'\7.0 BORING TERMINATED ,._ REMARKS: SI

  • UNOIS1Uf;!EO SA.'1PLE Nl!)!!JER ORILLll':O BY GIJ;DL!:R/F-1500 p A PISTV!I Sll:IPLF.

l.OGGEO l!l't' J.L.P. CHECKED l!IV '.'..:.:.:.:: IL2 Pt S'!ON S l\MPLF. Unll.LED W!'lll l\li !-:OD AND 3-7/B" SJDt: DISCllARGE DIU\G BIT FIG 20-AlO Cont

  • NffG:YotAVMNll-CLOwa PeR ... ., * . ,. ,, , . .... **** fl i I I: I ! I I Ii Ii I I I 11 I I ! i I 'I I 1 m ' 11:; L *RING NUMBIER AE*<;\ ri.* TE STARTED li1B774 0 COMPL£T£D lltt1, ;, Jf 'J NUM8[R _S.\-137 r; 2 OF 2 PAGES *
  • TEST SORING RECORD ec"" ...... 1'119
  • lti .... +U.O TAH FINE TO COARSE SAllD WITH ROCK FRAGMENTS 9.S -------------LIGHT GRAY-GIU!:EN FillE SAND u..o GAAY-GIU!:EN.

SILT, SOME FINE SAND WITH SHELL FRAGMENTS 18.0 ...:_!:JL GRAY*GIU!:EN COARSE TO l'INE: SAND, WITH SHELL Jl\ND ROCK FRA.GHENTS -25.0 ,___ GM.Y-GREEN SMIDY SILT 28.0 GRAY-GREEN

tJIYEY SILf AND -12.0 CLAY WIT!! SJIND SEAMS ,___ 31.S l>l\RX GAAY-GIU:EN FINE SAND 34.0 -11.0 Dl\!U< GRAY-GREEN SLIGHTLY -36.S SA::DY CLAY GPJ\Y-GRE!:N SHELLY 32.5 -------------

-22.0 I REMARKS: -:;:-Wl\TE?. Tl\llLE 0:-1 11/11174 oniuc:o DY r;r!'r.rn;r-15CO LOGCCD BY G.A.W. Ct<£CK£0 OY <.;.;..w-;-- OlltlJ.ED WITH 11 llOD )-7/8" SIDE OIV\G BIT l er 'l r,\1:1:: nc 2G-A11 NMC1'11tA*t9M**t..e*I Hl9 POOT * .. tt ,. ,. .. * ******

  • r-.. -, !'-I
  • I ! j I ' I *, v -[/:,. ** ---II I i--I-II ri -.L_h I 1 j°'. 111 f, .,ING NUMOER f rt STARTED f E CO!IM'L£ T£ 0 ll7i/'/4 NlJMflfP cc._ ;*nINATES

"' sir,.s E H7 .U '1 *

  • TEST BORING RECORD ........ at.av
    • -.... -22.0 GAAY-GR!EN SHELLY PARTIALLY CEMENTED P'lNE TO MEDIUM Sl\'.ND -27.0 --48.0 CEMENTED LIMESTONE LENS?---32.0 53.5 -37.0 -42.0 -47.0 65.S -52.0 70.0 72.5 _-57.o -62 .0 REMARKS. GllAY-GREEll PARTIALLY CEMENTED FINE SMID LIGHT TAll-GRf.'EN PA.RTIALLY CEMENTED FrnE SAND GREDl-BLACT PARTIAi.LY CEMl:!f'!'EO FINE TO COJ\!!.SE SHELLY SANO GFJ\Y SLJGHnY CLl\YF:Y SLfGHTLY SHELLY PARTIALLY nm: (1) !JLACK SPEC'rJ,F:D TO rrnE 51\ND WITH SHELL rAAGMENTS 0 ORILL£0 BY GYROLF:R/F-1500 LOGGED !lY CH£CKEO !lY l>IULU:O WITH N R00 /\NO J-7/8" smr DI:.C'llARC:l' D1'JIG IHT Fir. 2G-All Cont. * .. ... , ....................

.. . . ,. , ... .... ta ta I .. I *r, vi j 1 .... .... -,._ r-. I il 1*1 I* I/I I! 111\ I i I

  • I ' I i I 11 !
  • I I --1
  • _r v-v-v9' Ii I I I *' I I *
  • I 1 ' I j
  • VI I: r i I'
  • I! '"I ' I I I 111: ll<"'ING NUM8£R .ll!:-5 STAR'TlO Pl\T£ JO"l Nl1MAFA ..!:.1.: 7 1 7 Pf, , !: l r>r ) P!l.;l:S

......... Wl.&V. vcv* -6z.o 81.S .* -67.0 i-r.-L-._ REMARKS: 1HT ooruNO ru:eono .* t!ffJ9CfftP1h"Jflf .an*.Y. !::IHtLL1 11;a;. *1...J ;-a.;.on;:i _Jl\:_;o ---BORinG TER.'II::ATED . . . C!llLLEO OY Gif-.DL!:R(F*lSOO LOCcco*av G.A.W. CHECKED B'IG.A.W-:-- Df.ILLLO WITH H P.00 l\!'ID 3-7/8" SIDE cgca,\R;E DMG BI':' FIG 2G-All Cont.

  • p .... .. ' . ,. .. ,. ' ,, I I f; HING NUMBER

!'*TC STA l'P£0 I'* TE COMPL£TEO 11/7/74 J\ NUt-mr: n h ;i:; l or ) PllGES

  • TUT IUCORD -**-

--0 +ll.O .. 8.0 WASH DRILL TO 2S.O FEET .. 3.0 ,__;:_b2 -7.0 2S. ----------- NO RECOl'ERY p 27 . ----------- GREEN SILT WITH Sl'IND SE1'MS UD-l -12.0 29. 30. ============ GRAY-GR!:EN FINE SllND lliITll U0-2 32

  • SILT .SEl\:lS .....,_ __________

NO RtCO\!ERY p ._::11_,_Q_ 14., J5. -s::s===--.::=a. .. ._ .... SllNOY SlLT'l 37.* 11'.l:D \'HY Sll'l[)Y CL!IY 1*0-rrF.*:1-;r.n:o _.,"'I n REMARKS: 5* t UNOISTlliJJCO 511.'!PU: t*Ul'.UER DRILLED R

  • RJTO\'!:cY rrrr:T) LOGGED av P a PISTON Sl\.'11'!

F. llT'lr'!PTf.0 CH£CKED OY GllW r1s:*,"1 Df<lL!.1:11 \,;!'Ill IJ 1>>11 ,\!'.!' 3-7/ll" :;Jl't: QJ;,\G l\IT FIG 2G-Al2 .................................. . ,. ,,, ,. .. .. . ...... (*"HING NUMBER J ., tltfH!1f R c )!mt::;.;1 s

  • I I 11: I I I L. I : 11 1, I 1 I. 11 \: , I 11 , I \i I I' I Ii l A.t::-!-' N E l<J.O
  • etl'tll nn ... l* -+111.0 I +13,0 t!ST BORING RECORD e11e**P*te111 I.It R lfl\SK DR:tLti 'l'O 10.0 FEE'1' PlllH*ht811*n8

... PI* P88t I It ti II ti II U U UI 11111111111' tTAN SILTY FINC: SA!ID WITH -1.0 ,_ -12.0 -11.0 16

  • 0 T-31": TAN SLIGH'l'LY SILTY FINE Sl\ND 18.0 ----T-4 h WASH DRILL TO 28 FE!lT 20.0._ ____________

..__+-l......,.,...,j GP.AV nm: SAND WITH SHELL S L FPJ\GMENTS T-N JO.O ------------+--i!-f'->f'*ii'- GP.AY FINE SllN!l WITH T-6 "' GAAY SLIGHTLY SILTY SLIGHTLY SHELL o E.!;:'.!!,ITL't (1) T-7 GP.AV SLIGHTLY CLAYEY flNF. SAND T-8 o 36.0 I WITH SHC:LL .; Ml111it1 REMARKS: " = r.*;Lr: (lb/!t 3) Dl'tlLLEO DV GTFrL!'T>/F-1500 f;t ,. LOGGED ev __ _ R

  • l'ECO\'ERY (FEET) CHECKED ov' _.,,_* .. _..; __ _ Df.nLlD \o.'!Tll ll P.00 AND l-7/B" TR!CONE ROLLEf. BIT ila o::;T!"!.IJ!:RG S,\:'.PLE FIG 2G-fl13 L .n ING NUM!lE R !,Tr STAf>T£0 r \TE Jl"'"l R SA-7\i c; . l*Dl!:l\Tf:S
II
  • T!S'T 80RINO RtCORD 90tll tltV, Pttt be*c****uJliit s* ft +18.0 +13,0 llASH l>Rlt.L TO 10 tEET + 11.0 10.0 .__ ___________ fAN 1"1N!! smo, LITTLE S!L'l' T-1 12.0 TAN SILTY ?INE SANO 14.0

.. 3.0 Tl\N-GRAY FINE SAND WITH SHELLS, of// ,._ SOc!E SYLT T-3 r: 'I 16.0 1----------TAN SILTY E'INt: SANO 18.0 ._TAN Siffi T1Nf;5AN0 fNTo-TAN° Aim--2.0 20.0 GRAY FINE: SANO PARTIALLY CE:*l!:!r.EO BORING TEllMINl\TEO

  • . * * .. ,._ REMARKS: = BULK DJ:'1:i[TY (lb/ftll DRILLED BY s* l't:!'J1<:r*1r:n SA::rLC !.".':\B!:R LOGGED !JV RllL!:R/F-1500 R = PFCOVTTV CHECKED ev_l_;,_\\_;

__ f*!'!l!.LD W!Tll ,\'.; 1:0:.> ;,::!J J-7/8" Ti'!CC::E IJIT !If.OW COUNTS lN!:[) USING l\W POD rJl OSTLl-J'1.lu; SA.!ll'Lt:: WOR = '-'El'.:llT nF FOO ll1J FIG 2G-A14 * ...... Att8N*8LOWI

  • ta l'"GOt' t It 0 tO H If te H tM 1 I l Ii I I' I 11 !
  • I *1 I I I i Ii!: I 1111:: I.

NUMO[R A"'.*'>'.:' _ *."':'E"SlAR,.£0 C }_:JT";:; J' * "411.-hrR S.\-7 .J 7 :'FD I llATFS M I: JS J, 0 TEST BORIHO l'll!:CORD IHU*,*N l'UV. ..... *11*c-**tt'Ptflllt ._!L TAN TO BROWN SLIGHTLY SHELLY TO SHELLY FINE SAND i-12.0 LIGHT BROWN. SLIGHTLT SIU:LLY . 14.0 Fttnl SAND 1-run: SAND 11.5 I*--CRAY*BftOW!I rtNlll SAND Wt1'11 SHtLL tf.'AGM!:NTS 24.0 . GRAY MEDIUM TO FINE SAND .__ WITH SHELL FRAGl'.E!.'TS 34.5 ..__ U;\l'\J\. ur..nl '--"""I 1 .:>v. J: r J.!:*c. !>/\fl,J.J 36.0 GRAY MEDIUM TO SAND WITH £'iL::..L S*. CLX:< lO.O R£1\MRKS: -::;::-WkTER TAl!LE O!f 11/15/74 O"'.LLEO ev ";H. !:R/r-iso LO(;GEO av *.f K Cli.rc151:0 IW DP:lLLtD WITH P.00, 0 TO 43.S'*J 1itJ' -'>WI:: L*blTIACi: DRAG 4).5 TO e1 .S'-:? l'-/lu" SI:>!: DAAG BIT PA l Of ) r,\Gl:S FIG 2G-Al5 * . I 811' Nlliefl:VftA1'ttll'N*9l.$!ill!"il fHlf'it ... '!l f& I'll P H* au . ' p, '\ I

  • I * \ r-'i. r"-1 -I* / 4 / II 1 * . II ' I v ! *D . iL I 1\. I I I I NG NUMA ER .t'lJ.:.::.!i__ -c ST"RT£D rE COMPLETED

' NtlMOt:R *oruiJtll\TES SA.-7 J7 NJ\ * * -:;;;r 1

  • I
  • J * * ..........

!!l'!,.CV. ll'lfl!fV 40.C 'l'l:!ST SORING RECORD ecrtc***TtOM GRAY SLIG!f!'LY CLAYEY 'l"O CLAYEY FINE SAND NE SA:;o WITll SHELL FAAGl*!LNTS 416. NODULES, SOME SILT GAAY FINE Sl\llD IHT!l CEMENTED ROCK AND SHELL FRJ\GMEtITS, SOME SILT GAAY SROWN CtHENttD SHELLY SAND 1--....1 GAAY-GIU::tn l>A!n'IALLY CEMENTED SILTY tINE SA.110 GRAY-llROWN PllRTlAL!,Y CEMENTED SAllD 62 .O WITH QUl\RTt FAAGMEllTS CRAY-BROWN PARTIM.LY CEMENTED SHELLY SANJ, SOME SILT 66.o._ _______ ----_ CR!'Y-BROWN PARTil\LLY CEMENTED SHELLY SIL!"Y FINE SAND l-----J70.0r----------------1 GAAY COARSE TO FINE SAND WITH SHELL FRAGMENTS ANO NODULES r-.*-*.:" "\Y Cl"""'V rp*r* .. ,,I GRAY TO FINE SAND WITH 7A.(I Sl!LLL nw:;*1E.:.NT...:...:s _________ !"!NE WTTH SllF!.!. REMARKS: OntLLED CV GJC.'JL".9/f"-250 LOGGED BY __ _ DR!LU:O WITH )I.II ROD: CHECKED av --0 TO 4LS'-3 7/B"" SIPE DIS(l!ARl;f: DR.\G BIT 0. S' I\) 81. -2 15/16" SIOF. DrSCl!.\RGr. DI'.\<; Ill T FlG 2G-Al5 Cont * ................. \. .......... . . .. " ,.. , .. , ..... .. *1 m I: 1! ii 111111 '.I 111 i . 1

  • II " \! I 1rl -r.; I Iii 11 I 1111 fllNG NUMBER r *TESTART£O r* "TE COMf"L£T£0 11/1 3/7i ) , NUPinrA P:. ;r. 2 (IF 1 r11:;rs *
  • TEST BOftlNO RECORD ........ *1.*Y *ew* ***e***9teN-81.51 CAA&' SLICl!TLY l'IllE St.llD I I l!OIUNG T!IU4INATED SA ---t--,_......._..

-->-REMARKS: OltlLLED !lY GP""" 0/f'-150 LOGGED BY __ ['IH:..L!:O WIT!! /\'A ROD: CHECKED av GA'*I 0 TO 4J.5'-J 7/8" SIDE OISCH:lt-:;!; DI;;1.; BIT 43.S' TO 81.5'-2 lS/16" srnt: DlSC:llAIViE DHAG BIT FIG 2G-A: 5 Cont.

  • fl'CNa'Yt1tAYte*e1.*W9PWff P'eeT ' ................ . it I .. IHNG NU,.,..!lER J'.E-6 START(D fl* l E COMPLETED llffi; ;4 "f<tl,.,..OEfl SA-7 J7 . J O!' J r11cr:; TEST ISOftlNG RECORD ........ ILIV, Pt:lT .-eu**t*T*O*

LIGllT GllAY SLIGHTLY SILTY . FINE TO MEDIUM SAND NA 4.0 GRAY SLIGHTLY SHELLY SLIGHTLY SILTY FillE TO MEDIUM SAND 9.0 -GRAY SHELLY SLIGHTLY SILTY COARSE TO FINE SAllD u.o GRAY COARSI!: '1'0 FINE SAND WITH SHELL FRAGMENTS 22.0 DARK GRAY SHELLY FINE 24.0 TO S/\ND TAN COARSE TO FINE SAND lllTH 25.5 C:U1:"T T. rn r>tAt:"'-t"lf"' 11.un u ..... r-.tn* 11'."l"' LIGllT GREEN SILTY CLJ>.YEY FI!lt SAND WITa CEMENTED S/\ND FRAGMENTS 30.0 LIGHT GR':EN TINE SILTY Sl'.ND WIT!! CEME:NTl:D S/\ND FRAGMENTS .t' REMARKS: DRILL£0 av Gil'-Dl.ER/f'-250 WOH

  • W!' IGHT or LOGGED !IY

(,)\.1 CHfCKED BY ___ _ OPILLED WITH AW ROD l\N) l'i" TOP D!SCllAh1;f: DIV\G BIT Pl\GE l OF 2 P'JG 2C-AH * ............... L ... N9P ... I te tt H l8 ** ee IO t*t l 1 j r-I I t I --r I I 'I i I\ .!. r I 1. I' I l I I J 1 .\. , I 'I I

  • I . I i I I ' I 1 -I
  • I l e \I ! II I ! .I ! it I ' I .-,1 1 l : .
  • I ,1 I \I I 11 I\; ; ' I I JRING NUMBER A!:-7
  • H£ TI/J; ,;.-'" Nut-*nrn

.:OR!l!Nl\T!.S !l,\ Tl:ST l!!IOl'llMC IUCOl'ID ...... tU.tv. *itt'f Olte-*tfl'Pt&N < GREEN HECIUM TO FIN£ smn SMD Wl'l'H O:!'!ENTED tAACMENT!I u.o MA t.lCH'l' GIU:EH rm£ P ARTIJ!.LL CEMENTED SIOO> o.o TllN COARSE TO FINE Sii.ND, r-WITH SHELL FRAGMENU 51.5 CAAY COAPSE .TO FINE SllND, SC:*!E lUID SHELL FltAGMElJTS, *SOME SILT r-56.0 -CRAY-GREEN SHELLY PARTIALLY CEM£llTED FINE SllN'O 65.5 llOtllNC TERMINATED t-I I --REMARKS: DRILLED DY l.TRDLf:R/F-250 LOGGED av f:!'! CHl'.CKEO DRll.l.!':O WITH A:f P.O'.:> l\'.:O 3't" TOP r>ISCl'.\RG!:: DRAG illT FIG 2G-Ac6 Cont. * . .. ,. .. .. . .... .. ' I lj \

  • rJ
  • I ' I I v I -, I I II ** v or \ *, I"-i l l I ING NUMEER [' TC ST A RT[D _!1L::Ll!_

r \TE: COMPLETED 12/3/74 J "J'f**nrrt L 2 Of 2 P1\GE5

  • TEST BORING RECORD ...,,.,,..

lt\.G'V ti'WlfV ... t:l!ll"1lt'ft*'1'Vf0_, NA Tl\.ll TO GRAY VIllE Sl\Htl ;---u.o GRJ\Y SHELLY FINE SANO WITH TRJ\CC OF ORGl\llIC ,--16.0 17.S GRAV SHELL\' Sl\ND GRJ\Y FINE SHCLL'l SA!ID WIT!! ORGANIC MATTER 20.0 GRAY COARSE TO Fit.'E SHELLY 28.5 JO.O GRJ\Y f'Illll SANO r-GRAY COM,!;!; lO flEOI UH SAND Jl.5 W fTll Slif!.L PRl\Gf1ENTS GRAY COl\PSE TO FINE SANO WITH J4.0 SHELL FR/,GMENTS, TRACE CLAY GRAY "1FOJU!-t TO FINE SJl.NO llND CLAY 11'.0 REMARKS: <!I LOSS OF DRILLING FLUID DRILLED 8V f.!E.! ! LOGGEO BV r.*R-C.,W CH£CK CO BV _r.,_'IW __ _ mui.1.rn WIT!! AW ROO M!n J 1/2" Tf\!' r-n,v; !'IT rN::1; 1 t*r ,,,,l:J:s FIG 2C-A17 "*t'f*A9 .... *M.O ... *tit lll'GOY t u n ,. te ** ** ** *** 11. T" IDI I) I' *\ ,. I: It ,, I\!

  • J i lj I
  • 11 ! I I*
  • I. I I i Ii
  • f \ I. 1, \ 11 n_ nc I 1 * .--, I i l t r I t ., "' I i I 1 I' : I ; I 1\11111: ING

-.::J:.::..; STAR ... CO ! 1 't '"""'.* r*-i:COM1"L£T£D l:ll _ J

  • fHH*n[R ::.:.-: ; ; t * :*1JJU:l\TfS
,\ *
  • TEST BORING RECORD .........

Vt.tV Pf P.-Y Bf I( ftUllTfOflf J"'*' GRAY-GIU:EN SILTY CLAY 42.' WITH SHELLY s;u:o SEl\.>:S Nl\ TO GPJ\11-GU:EN SLlGH'ILY Cl.JIYEY FINE SAND 41!1.I - S!LTY PJ\RTillLLY ,_ so. CD1ENTED FINE SA.'10 'l'l\N l'llRTIAJ..LY CEMENTED FINE SAND ,....._ I S6.C FINE SA:lO, SILT 58. ! ,__ TIU! CEMENTED Sl\NO AND SHELL rRAGZ:.ENTS, LITTLE FINE SJ\NO, LITTLE OR CLAY -.. 611.1 -aJ:ar co11rri:-r,,R'hALi.V

69.' C!:'.*:EllTED r--GAA11 FU:E SHELLY SAN!) 14. ,_____ GR.W CO;>.RSE SHELLY SA\'10 77. ("!'-'_'.'\\"

"."(' SHELLY r--. .. ---* --. --RC:MARKS: DR.tLLEO av LOGGED BY r.*r--\:; CHECKED t::::1 ;:.;; r :--:1

r
* 01:.: 1*\rcr rrT TIC 2G-A17 Cont.
  • fftfll'tiltl\'ft0N*0\.09WI Pl'A POOT 'II ti Ii IC U 4& IU 118 tOI c I \ i\ "J I 11 ' 1 I I 1-IJ @ ',_ ,_n
  • l\fl I * \ \ I y '--.-I 1rJI 1m 1 i 1 I 1 I lfl!NG NUMBEll l(' STAfP[D T1 /_)( lf.:1 '11: COMPLETl:O
  • n
    2 or ' Pliers TEST BORING RECORD .. ,,,. ..
  • 5.1 SLIGHTLY SILTY SHELLY. FINE WITH ROCK FRAGMENTS (f'.ILL) S.5 GRJ\Y SHELLY FINE 7.5 SllND Wl'!'!l Sl!ELL H'.J\G)\ENTS GRAY SI LT, SOME FINE SAJlD -4.9 10.0 GRAY COARSE TO FINE SJ\NO WITH Sl!ELL FAAGMENTS

-14.9 20.0 GRAY MEDIUM TO FINE SAND AND 22 .r SHELLS, SOME CLAY TAN TO GRAY COAR.SE TO f'IllE *n. c: * ,,--,, -"' Q CRAY 'l'O GRF.Ell FINE SILTY CLAYEY SAND WITH SUELL FRAGMENTS -24.9 31. l-------------- UGI!'!' GR!\Y-GREEH SLIGllTLll' -29.9 SILTY FWE SAND J&. r ,,_ ________ ----! VII'!' GFoW TQ r.F.J\Y-r.RrF:I Pl\"1"1"1.l ( l'll'.NTEO SLIGHTLY SI L'l'Y -34. 9 (l .. SAND REMARKS: on1LLED BY _cjJJ'.J.I.!!LF-250 WOii c i>l:lGll 1" OF llA.'L'lLk LOGGED BY CHrCKl:O l!IY ____ _ l'RJ!.l.r:n WTT11 !H f<()f) Ill!['> J-7/P" l1ISCl'AR1:r l'llT f'AGI: 1 or " l'l\CtS HG 2<r-Atll

  • N ... RVJtAYtON*9LOWI
  • I* *OO'r -----I I ,1 ,_....._ I I I I I
  • I * .1 : : \ I i/ ! , . I
  • 11 11 I
  • J. 1 I I I\ I !/ v*
  • l , , I I 11 I 1*1 i' / 1 I 111 i 1* I >>ING NUMBER ;,:-1" l['STAR,.(0

-' -t ft __ . __ . m1r-nrR C l . t: 1:""' *. :' E TEST BO!lt!NG Rf:C:Oltl:l 9WPTOO '1!:'6Cf'll'1tA'f'etot*e1..oW'lB Pi!ftzy o*v --***c*tP 9 tON

  • g t@ n tlil ,. tll!t ** t I .. ,_.. J .J. I 1*, LIGHT GPJ\Y TO Gn.Y-G!lttN p111rrr1U.LY SHELLY I l...::J.U SLIGllTLT SILTY F!1/E SAllD l--1-+++-i-++-1H-Pi I \
  • 48.(,_. ------------

' GAAY PAf.TIALLY CE:-:£:;n;o SLIG'!TLY "'-,. 49, ! "" - """ Ul:OP11.I ' -44,' """'"""""""'-----! -49,9 -i--.. llORltfG TERMINATED .. " .. I REM'.RKS; DRILLED BY '"Ifor C!UF-250 LOGGED BY **i*t*_r"'"l"' C:Hf:CKED f'IRTL!.FD W1Tll !IW RO!> l\'.lill )-7/8" S!O!: r>P.\G fllr IW:I: 2 O>' 2 !'AC.LS FIG 2C-A18 Cont.

  • I *HING NUMBER --M:,::.lfi.__

' .. n: STArTE:o

HE COMPLETED

'IJ NUMA( Fl

  • TEST ING l'U:CORO .........

.,,....,. ...... .,, ............

      • reo* Pflrl'l'V -mu<c '" "*' . r:r1 * ! ! ! I 11111 -4S.O 50. r-------------

-50.0 CRAY SILTY SHELLY FINE SllND llIT11 -ss.o 60.5 CRAY SILTY SHELLY FINE SllND 63.5 -60.0 l!ORlNG TERMINA'!'ED REMARKS: DRILU:D BY GH"J!CR/r-250 LOGGED SY !Lll_H __ _ CHIECKEO SY GJIW ORI!.1.F.D WITll "'"'POD "'ND 3-7/0" ----S!DC Mv\G lllT FIG 2G-Al'I ii I I *, *, I°'..!.. I I 11' 1) I 4t I ING NUMBER 0

  • TC ST#.RTEO I * " i ii .. I 11 ! II: 0 TE C:OMPLET£0 t NIJP.*ft£ ft' ("(" .'RD!lll\Tl:S
  • N l: 7: l.11
  • ttST BORING RECORD *** 9td. 111,,ev. ,., .... ----.. 6.0 Gl'JIY SLIGHTLY SILTY FINE Sl\.'ID l.S :..u...o...

GRAY SLIGHTLY SILTY FINE SA!ID WIT!! SOME ORGANIC MA'ITEI\ 7.5 -4.0 -C.:RAY SLIC:llTLY SILTY

  • SHELLY F!NE SANO
  • 9.0 -....::!L.Q...

19.S TAN TO CAAY COARSE TO SAND ANO SllEL!. l'AAGMI:NTS, LITTLE*SILT 23.5 -a.o L!GllT GREEN Pl\RTil\tLY CEMENTED CLAYEY FlNE SANO 1"1Tl! CLAY SEi\MS 27.5 LIGHT GREEN PARTIALLY CEMENTED SILTY FINE SANO 31.5 CRAY-GREEN Sl!,TY FINE -29.0 TO SllJJO -35.5 F:*: r-;,L*1'lJ\LLY Cf..f.NTED Fll!:Ll.Y FINC Sl\XD -:-:-.*: ";Ti :*1*: 1*. s;,::o 11'.lO !'Rr\O'!:N'rS -H.O REMARKS; Ollllll':O llY ....C..U.:.:l.t:J.:,iF-250 LCGG!'O BY .1Jc __ _ CHECKED av_<c.;:_;_-.:;_; __ DPHl.l'.O 111'111 lllf !':OD r.:;o 1'0!' D!SCP,\I C!: Drv'G l\IT .. ! l ur 2 .u; FIG 2G-A20 Plltetr'filltA1"*0flf*e1.ewt Pelf reev --* *---fl) l \ -I I I I I n i r----.,...._ .......... l -'-" IT * --*" -I& .1 ["[__ .__._ ! I I ' I 1

  • 1 I 111 ING NlJMnER _:'.'..f.:.:_lj_

__ £1 IE STAf1'Tt'O 1 D TE j(> NU'-'A!.R Cl ;m!NATFS _'!'.:2.12._ N JlqL2 c {.').;. t,

  • 1 I . .........

P'll!T -34.0 41.0 42.0 _., n 57. s -54.0 -60.5 63.5 -59.0 >--REMARKS: TEST BORING RECORD ftf 'ICRllJTION TMI TO GFAY COf\l<SE TO r1t:E !l) GREEN Pf\Hlf\LLY (2) GRAY-GREEN SHELLY FINE TO !l(EDIUH SMID TAN TO GRAY COARSE TO FltlE SANO AND SHELL FRAGMENTS GRJIY COARSE TO FINE SANO ANO SHEL!, FR!\Gf':ENTS BORING TERMINATED (I) Si\ND WITH SllU.L (2) FHIE SAND ORfl Le"!) BY LOGG(O!!Y _I_ CHrCK£D DRILLf.D W!Tll !\W RO!l Ml!J 1-1/4" TO!' fl!SC1!,\f'1:1: l>Fv\G BIT rIG 2G-A20 C&nt.

  • NMt'fttAT*OM*e&.e

.. H* POO'f t ** ,. , * ** ** ** I I I 111 ... I \ Ii I I *, I I )t I 1 v1 I\ rl \ 11 ..__. I' Ii L-11

  • 1"-1' * ! I I I I I I 111 ! 1111; 'ING NUM!l[ R f;'::::..l.L_

£ STAAT(O

r c. o**l n co -7 i-----NUl\"':f'tf.R
r. 2 or rl\r.r.s THT BORINC IUCORD ..........

tt,.tY. ... 0flH'"tfl'Yt8'9 + 5.2 TA:f SILTY SHELLY FillE SAND WI'1'11 ROClt FM.GMENTS 16.5 CRAY SLIGliTLY SILTY SllELLY !!'Im! SAND ,.:..!.aL n.s GRAY COARSE TO FillB SAND AND SILT *U,8 l?0.5 CllJIY MEDIUI TD FINE SA.'m, MID SILT OR CIAY L:!L.L .. 29.5 CRAY FINE Sl\ND, SOME CLAY =..u...L TAM 14EDIUM TD FINE SAND MID SlltLL FRAGMEtrrS 36.0 ,._ _____________ LTG"T GREl:i'I Pl\F.TTl'.!.L! nm 51'.NO -34.8 10.0 REMARKS: -====-:;,n;;R r;.:i:..i;: 0:1 11/22/74 DlllLLEO BY GTPflr r.R/F-150 LOGGED BY _.t"-'R'--- N>!!.Lf.D WTTH l\W ROD llNO l-1/2" CH!'.CKED !!IV _,(j'-'11"1 __ _ TJ!' :>I.:\.;t;,\R.:;c BIT l'AG!; l OF 2 !'tG :!G-A21 * "'"" * " ,, . ' " I

  • l T I ii 0 0 II \ I ' 0 + .___ ,__ ._ 4 "* ' I\ j r-""' c\ I -1\. I, i '>ING NUMOER /\1:..::J_2

__ ! * *, Tf'. !IT A RTE[) ll_/_2.QJ.1.L

  • TE COMPLETED .Ll.Lll..21.

,., (.. )RQ!Nl\TES f.!)_:::n.7__ N 1221.2 E 61b.3 * .,,.,..., .. li'l\,G:V, f'!lf(V -H.B 40.0 -)9.1!1 41!i.O _::.il.JL 50.0 -=..!2...fl 55.5 --=-5.U.. 60,0 63,S ..::n.JL. -REMARKS: TEST BORING RECORD i?llllIC!fltt"f"IOW fl\.N COARSE 'l'O !FINE Sl\!ID WITH SHELL PARTICLES, LITTLE SILT fl\N NODULES ANO SHELL FRl\G.'IENTS, SOME COARSE TO F IllE Sl\!ID Tl'.N-GRl\l! COl\RSE TO FINE SAND WJTll SHELL Pl\R'l'ICLES GAAY COARSE* *ro FINE SAND WITH SHELL Pl\RTCCLES AND NODU!.ES GRJ\ll' TO FINE SMD WITH SHELL FRJ\G.'IENTS BORING TER'IINJ\TED DRILLED BY CTRDU:R/f"-250 LOGGED av _Ie,:R,,_ __ CHECKED BY DRILLED WITH 11"1 ROD l'.ND J *1/2" TO? DISClll\RGF. DMG BIT rtG 2G-A2l Cont. Nwt**a*te*-*11..0W9 P<<* ..-oo*

  • I 'J ffl )e *e &e tt ***
  • I I I \. I I 1 \ 11 * ' I:
  • I t \ * ,\.. __ ..::; I' * \, I I
  • I I I I I I I 1 1i I' I 1: *'ING NUMBER TC 5TllRTEO

(' -TC J .JNUMBER

  • . 2 uF 2 r:.:;!:s *
  • TEST BORING RECORD ., ...... lht'#. .,,., Drttnt*'ft8M

+lCJ.1 CMY l'tm! lltiCIH'tY l:tltttf flll.W ' 11.0 '6------------.---- ..:Ul...L 10.0 CllA'I SMEr..t'I Mli:tltUM Sl'IW tAA't SHUL'I Mttltilf.I To COA!Uili: SAfl!l u,u ... L1Clll1' llltOWU SLlClllfLY !ULT'/ FlNS SA 0 u.u i..::...1!.L GIU\Y*!\t.Aelt tINE TO COMSE SlltLLY SAND ,...:i!:.L 2r..o CAAY COJ\RSE TO FINE SAND AND SHELL FAAG)!!'::lTS, SOME SILT JO,o Tl\.'1 COJIRSE TO FINE SA'ID 11..'IO Sl!F.LL l2.o l'l\P.TICLtS, 11110 S!t:r MID CLJW -a.l TA.ti TO GMY M!:DIUM TO Ftn£ S'!ID l\ND SHELLS, SOME SILT ... "'n.' r;-,r L!: 0:1 12/3/74 DRILLED D"V _<:!_!..U:l.!J:[-250 LOGGED av ..:T .. __ :O?:T.L:.o ll!TI! f\W P.00 CHFCKEO Bf So.K:_ 0-10.0* J-1/a" ra:c0:a: ROLLLR BIT 10.(J'-71.5' 2-1'.'>/lu" SlDL: DJ .. DMG Bl'!' riv;r. l or 2 FIG 2G-A22 Hffct*1tA;.l6N*&t.OW9 Pitt tl'Octf *, I/ ** i ,. j.,__,_ Ii) \ I ' * \ 0 I Ii L "l I c{{j ! I I I ., . n1NG j\..r:.:.l]_ ri *TE STARTED ..:.li2:!_1:l n:. T£ COMPLF.:T£0 r* 1 NUt*nrrt \..-.*VKJ.Jl.,,,,Lj

N llJl.G t

  • ** TEST BORING RECORD tH9tlttP.1'1CN Tl\N l'l\lt!'tl\l,L'il CEMt!trED StL'tY t1N1:: 51\N!J u.o 1 .. .::1!,_l_'
44. 0 Tll:I cr::t::urr::J FI!:E '!") MttJ1UM Sl\/llJ 'tl\N FHIE SNID A!ID Pl\R1'1At.LY CfJ!ElJTEtJ SHEL!.S ANO SAND lJODtll.£5, SOME SILTY CLAY .o

--kAs-L -54,..J __ .::5!L..l SllELL 1'1\F.T1CLF.S 1 SOME SILT Ol'.RK GRJIY Sit..TY SKELLY FUIE TO COARSE SMID GAAY-BLACK SHELLY MEDIUM 'l"O COARSE SAND SHELLY Fltlf: TO COARSE 51\ND I 11.s ....... BORING TERMINATED REMARKS ORILU:O BY 1"1F1Ll.[0 1.'IT!! :\:: RC*D LOGGED OV __ 0-Hl.O' 3-7/8" rurr0,:r: POLLl'R CH!:CKEO BY .EA_ .. , __ BfT 10.0'-71.5' Sl!Jl; UlSCIL\PCt; LH'J\G HJ':' FIG 2G-Al2 Cont.

  • Hrflt"aA1'10N 8LO'IM *te *Ooi'
  • t " tt ti tt .. * ... "
  • I v rn "l. 1: l 1** i ! I: 1 I 11 II 1 I; I j I I I .JI 111111 :1 LID1M1TI1
  • 1 *. './ 1
  • j v 11 i ) I . I 1111 i 11111' fl ING NlJ"'BfR f H£ START(O lJ..LZ,;..:'.2.1.
  • T C C 0 ..,,. LE T £ D J..lL:.iL.:.:l

! ,, ... ut.1RrR ri.;;r. 2 er J tEST BORING RECORD ........ .. ...... ...ir;. y UV11CVf,PV¥OW .. e.1 LIGHT BRO'Atl CEMEflTEI> l..t...l..J.._ MEDIUM SHELLY FINE SmJ> 1.0 e.o *:"' ft,,_,,,_"Y is-*"** n* *...,..

  • 111 l..::..L1..

GM.Y BROWll SILTY FINE Sl\ND 10.0 -.. GRAY TO BLACK COARSE TO FINE Sl\.::O l\.'10 SHELL F.IU\G:.IENTS, LI'!TlE SILT *U.!11 L..:ll..L 26.0 TAN COARSE TO FINE SANf> AND SHELL FRAC}U:NTS, WITH NOOUl.ES L:.u..9.._ 29.S TAN TO GRAl MEDIUM TO FINE SAND l\.'ID SHELL FAAG}!ENTS 32.0 L:l.l.1.. CIU:EN-GRAY TO GRAY SklC!!TLY SIJ.TY rx::i: TO m:otm rl\!':o li!TH SOME PAl!T:ALLY CE!U::lTED AND CEMENTED -3! *" REMARKS: * (:) ;;:;coi;:m::!>J:D DURING -=-"A7!:R TMbLE C!l 11/25(74 orrn.l.£0 SY CJR:JLr:R/r-;so l.OGCEO av C!ULLi:D IH711 Ml 11:;0

J!'. L' ."*.'":

!'T 3-7/8" r.".J*.!.r:R Cr>: E !ITT IJSW Tli?.Ju.;11 l'.OCKY FILL MTERll\.L i't.Gr. 1 'JI' 2 FIG 2G-'A23 * . ' ,, .. " ... I

  • I / '= I I-/ I * \ 1V l/ ." t'-..

11

  • I a >->--h I
  • l._ J 'l I I ** I f "llNG NUMBER J'l'..::J.1-_

fT!"START(O J..l!l...'...'.J.1 r I .,.!" COMPLETCO )11;JL]l J

  • C

_r.11..:_nz__ N 1118.l r. GOl .6 TEST BORING !!ECORD N**,****-*&1.0*

      • roo* "'"" ...... .... . ..-...... *------------.. Gru::EN-GAAY ro GMY SLIGHTLY sILTl I IJ_ I I nm; TO l!EDWM Sl\!ID WITH SOME l'llRT!l\LLY C:'.1::1n:o l\:.o 11 rn.AGl!Elr!'S l.::1.i..L 45.5 I i'Vf ,_.__ 11 GP.AY SLIGHTLY SILTY TO SILTY Ii SAND ' I! L:::il,..L I 5).5 * \I : Iii * ./ -51.9 GRJW AND BIACK COARSE TO FINE I Sl\ND AND SHELL FRAGMENTS, LITTLE . _,., I SILT \ *, ................

I *n1 11 165.5 GRl\Y l\ND BLllCX FINE SAND 167. s

  • 111 BORING TERJo\INl\TED

-61.9 . I ,_____ I;' I 1 I I 11 t REMARKS: Dn!Ll.Cl> OV .,.NG NUMBCR a::.::.LJ. LOGGED OV __ _ T£ STARTCD DRILLED WITH l\W ROD II.ND 2-l 5/16"cl'll!:"Cf<EO av _l*\_J:_K __ _ SlDl: flRJIG R!T r.xcr:"T 0-10'. F2l.IJ:a C'..J::i: fl!T U.'t:ll TllRdUGll IZtXKY I ILL H COMPLETED !l..'..;:l.'...::.:!. I tlUMRFR :"=r\-1 l / 1 : .* : 2 or 2 FIG 2C-A23 Cont. * *

  • TD'f BOftlHG RECORD --.. ---* 1.0 LL..2..JL Bl'IOllM TO GAAY FINE SAim, WHR SO.':B CE.'IEln'EI>

SAND N1D SHEU. FJWlH!:NTS ' ..=-1:.!?. 10.0 CRAY MEDIIJI TO FINS SM!> Wt'l'H SHELL l'llJ\aU'l'S, LittLB StL'l' lu.s -A A -h Glll\Y FINE SAND WITH SHELL Flll\:;>IENTS 24.0 -*R " GRAY MEDIUM TO FINE SAND, AND .. CLAY _,. ft "o.o GMY FINE SIUID A."ID SKELL FRAGMENTS LITTLE Ctl\Y 1:i2.s L.:aJ. GRAY FINt: S!Um WIT!l CEME!rl'ED Sl\ND Sl!F.LL Fl'JV;:.J?:!ITS H.S LIGHT GRAY FINE Si\..10 -n.o 1".!l REMARKS: -c;:;-:;;,a:R l;..t.w; 01' ORILLEO BY J:!l'U:'!.I:R/F-250 \.:"!! ... ::r:l*:;':"!" '."!" .. *.-::!:R t'H!.!.! I' \11 :!I /\W ll01l /\':O 3-7/8" rr,';1: 1 0F 2 LOGGED BY .11_!'_.'< __ _ CMECKEO BV _,(;"-,;'-',w,__ __ Sll">!: D l llRJIG HIT FIG ,2C-A!4 .......................... P'9tt'f 0 tt H 1e H et 16 ... l

  • I ' i. \ I I I/ ' l tl 0 I I Ii [',!'-....... '-H 1 I l I i .'RING NUll.'eER 'Tl" ST A.RHO llillL1.1

! i\TE COMPL.ETEO.l!LL\.Lll ft NlJP..*flfR t .)f<UlNilTLS

kJ1!. N 1046.l E

"=::"'

  • TEST BORING ltECORD .. ...... ........ ..I'll* *<<t.c****tO

.. -ill.O 40.0 Tl\N SILTY PARTIALLY CEME!fTED 42.0 Sl!l:LLY Fiii£ Sl.!ID fMJ FARTIJ\1.L\" SILTY [...:JlWL 44.0 FINE SAND GRAY-TAN PARTIALLY CEMENTED SLIGHTLY SILTr FINE SAND .... l'I 52.0 GRAY M!:DtUlt TO FINE SAND WITH -48.0 SHELL FAAGllENTS 58.0 .Jill .0 GRAY Fiii£ SAND WITH SHELL FRAGMENTS, LITTLE CLAY 61.5 GRAY FINE SAND WIT!! MEDIUM SHELL FRAGMENTS, TRACE CLAY -se.o 65.5 BORING TERMINATED REMARKS: DAILL.ED BY f'J>l.!'.R[I'-250 llRTr.!.rn WY't!! l\"I!) 3-7/8* Stot:LOGGEO BY [J!'Cl',\P,r.*: flP,\G !HT CHECKED __ P'IG 2C-'24 Cont. * .............. et.. ...... ,, ... . I ti ft te ti ** Aa UI lff I 111 ** r-J

  • 111 I :.!. ' v11 ! _. !I \ 11 . '. I .. / \I * \ h -. l I I' r--I 1 ' II i ** II I 11 11!., I" 11 f"'.. I
  • I I !1 I' II 11 i; I I I 1111 ll !11NG NUi.1BER ;>.?.:*l!'>

0 lESTAR*co l'"'"; O;. lE COf.'PLETCO _lL.i...:_:j Jl I rl'..z 2 or 2 TEST BORING !'!£CORD ... .,. .. tt..tv t'ff'T 81t,. .. l*Tlf'lll + L!Gll't BP.C>"ll rillE s;,,o 2.0 WITll n:w Sllt:l.L n:: .. rru.u C!*'X(

.: Fr::r 3.!I ......_

'flr.t.t. ._ ..... A'-tn t1I ' I EM WIT!! 5;..:;u s.s AND lSOl.AfED CLAY SEAMS ....::...Y.. GRAY FINE SAND WITH FEW TO NIJMERO"JS SHELL FRAGMENTS r.::lL.L 19.S -16.1 b.t\l\J l';.L.U.U.* .. * -.&V C.6l'tj;J 21.0 !'l\.'ID AND SHELL rAAr.:*ll::NTS DARK GAAY-GRtEN CLA1EY SILT 24.0 ..::lli.L. GRAY CLAY, SOME MEDIUM TO f'!llE SAND AND SHELL FRAGMENTS 21.s GhA\" ni-;c; AND S!lt:LLS, .. 29.2 LI':'TLE CLllY GRAY FINE SAND AND SHELL FRAG.'IENTS

34. 5 ..::11....L lS.5 .. l\.V e

11.*tn * / .,, CMY rx::t TO GRAVEL 33.; ... *i l 'Al'dl -" . e....,, .... '"':

  • -*c:

9 ( l) H.:.:>:: SI LT SI:A:!S

  • 5,;;:1.1.

""'5"'"' 1-11\Tt:R 'r,\81£ ON DRILLtD SY CH: ;.!*1: 1:*-2;0 .LOGGED BY CHCCK£.0 BY _l'_u_: __ _ 1::-H

  • 1-.1:xc1:*r or HA::::i:R l;itIL:.E:>

li!Tll ,\W 1-.0D l\:;o l-1/2" SJDl DJSCll/\RGC DFllG DIT 1*/,r.r l ov :' l',"'Cl5 FIC 2G-A2S

  • I * ' " .. ,. ** n " I I I I 111 i ! .1 j l I I _,_,, I -* I *1 \1 I I 1$ / '" I"' /' * ,__,__, r ----*
  • r / -i I I ,,/' 'j I r ,, IL I l illNG NUMOER TE STArTEO 174 .H: COMPLETED l NlJMBC:n Tmr::\TFS ll 107*1. j F. 475.2 ! ' * * . ... . I 1 42.0 44.0 -41.1 46.0 -46.1 52.0 54. 0 -51 1 -56 l 62.5 63.5 -"' 1 REMARKS: TEST GORING RECORD ""'"". L!'.;llT Gk/IV Hiii: SA'.lD Wl1H EQ'.{E RXK f'R/\G:-!£NT5 t!GllT GR/\Y 'l'l\N FINE SAND LIGHT GRllY SLIGHTLY SILTY 10 SILTY FINE S/IJIO GRAY TO nm; SANO llITI! NUMERCUS SHELL FRAGMENTS GRAY-GREEN FINE 51\ND WITH FEW SHELL FRAGMENTS GRAY COl\RSE TO F!!:E Sl\ND AND SHELL FRAGMENTS, LITTLE GRAY FillE SAND WITH FEW (1) BORING TERMINATED (1) SllELL FRAGf:I:NTS DRILLED BY G!RDl.rR/F-250 LOGGED BY 1 FK Cl-'FCKED

__ _ DRILLED WITH AW POD J\llD l-1/2" SIDC l>fu\G BIT FIG 2G-A25 CONT . .. . .. .. ----.. I I I 1 I! "" "' I 1: h t I! -: I "I i; -1 ! I 4'i I 11 I I ,,... I I I/ 111

  • Jl 11 Ii i' r--..4 I! I I j I 1 I 11 \I I I\: Ii 11 £ *.RING NUMBER 2I.::lS: : '.T£START£0 11,:l 'n r *,n cotvPLET£D J* .'1 PIU*"rl(R M.-7 r ... ] OF' 2
  • TEST BORING RE:CORD .,,,.,,. *t..*V-. PRP.'9' ------.. ..; .. J -0.7 .. -S.'7 WASH DRILL TO 20.0 FUT -10.1 -15.7 20.( i------GRAY-Bl.ACX SHELLY MED!I>>! SANO I!!'f1 22.C -

l rm1 NO P.ECOVERY p 24.( --20. 7 26.( NO RECOVERY ---p GAAY-llROWN SAND INTO :ll\RIC 28.( _ srr:rv ct.AV UD2 29 ** GP.W C:.AYEY l'I:IE SAND **ni . '//, _,c 7 BORI!;:; TER'!lll,\'l'CD '----(l) n:;i: s;.::D RE,,..ARKS: ft

  • DE::SITY (lb/ft 3) t:::::>IS':'ti.I:::J SA.:*:?1..£

!< * (!!:TT) DnlLLEO BY *:F!lLfP/F'-2)0 LOG CEO OV CHECKl'.0 BY _G_,,_Y_; --r* c=. J : *. :. ** ... ; :.:..: [ZiJ I L *;. ,. ,\:'PL': )' PCMtr:T*ATteN*9&.0W9 J)&"tlt VOGT ---I 1 111 RING NUMBER Tl: STArPrO Tt COMPLETED ____ _ 7 17 ------- c* '1'0JN.ni:s f,!.!LL![>

Joi!
.r
n 3*7/fl" TRICC::!:

f;Ol.U:P. FIG 2C-A26 N ! 0rr:.o E 475.1 ** .. TEST BORING RCCORD .......... s* I'! C\.t:¥ OWOCfflll>TttlM + 4.S l=-2....L -c

  • WI.SH DRILL TO 20.0 FEET _ .. E 20.0 e------------

L!G!IT GRAY-BROWN FINE TO 22.0 MEDIUM SHELLY SAND UDl t-----------:----- NO RECOVERY 24.0 " .,__ _________ . GRl\Y SLIGHTLY CLAYEY TO :*r1 ,/ 26.0 CLAYEY f'INE SLIGHTLY SHELLY sium UD2 .._ __________ GRAY SWDY CLllY UD) :v;; 28.0 ----11 29.3 GRAY C.J\YcY S/L'ID INTO Ul l::ll...L B)RltlG Tl:R'lr:lATED n> SILTY SAND

  • liULK (lb/Ct 3) OnlLLl:O DY a l'NDJ:;'il.f,J1LD

.. LOGGED OV -* llUT) CHECKED ev ___ _ p J\"M'P'!"T V7L3 PIS70N Sl>J'.PLE l'H!LU:D WITll f\W J.:O'.l /\ND J-7/9" TP!C0:11: 1-:0L!.U lllT nc. 2<:-*\27 * .... T.ATt ... **'-... n* rOOT . .. ,, .. ,. .. . ... '" \T[ STARTCO i I \I I I' I I ; . . ' 111 11 i I I \ I I\ I . . ' , , , I I I* I\ I 1 i 1\1 *, TE C 0-U: TC 0 ___;:_:_::_:_ }R!:!r:11ns H [ .; Tr:ST 80Rl"40 ft£C:ORI) ........ tot R t\.VV. "" **te***.,.,.,,.

  • 4.!. 1-=...Q...L

-=-L.5... WASH DlULL TO 20,0 FEET ....:.ll2..L 20.0 22.0 C:AAY BLACK SHELLY M.Ztm:n UDl V/,; 22.s ct: m zr .:r:mc GR.W-BLACK S!'ELLY f'It;E INTO V/; 24.5 DAPJC GF,\Y SLIGHTLY SHELLY Ill UD2 _,.., II -------I DAR.'C GRAY Sl!ELLY CLJ\YEY '/; 26.S SILTY SA'.:0 . UD3 V/1 DARK GRAY SILTY CLAY 28.S ,..._ I:TG11'T i::r.,-n-rnt::Tl'!'!Y-VJ;_ L.:.2i..,S._ SILTY SHELLY FINE SAND tJDS 30.S -BCRINC: 1ER.'IINATED _ .... " m SILTY CLllY REMARKS:

  • ll0LK c:..:;sxn llb/tt 3 1 DRILLED IJY GlR"LrP/f*250
  • l,;;;orsn;ruiso Sl\1-!I'LE liUMBER LCGGE 0 av

--ll : 1.i;co*.u.Y (fl.:ET) CH:CKED BY_c_,,_,;; __ _ [J;-11.1J:D WITll , .... ; ROD 1\:10 J-7/8" ROLLl:R D!T FIG 2G-A2S * " "' " .. ' I I' I I I I I !flNG NUMBER .AL.:-1.L.C_ rt STAR,.r-o '7_!.._ f[ COMPLC'F:O r-1ul'.*nr.n .. 1 n RDINA1T:; N 107 I. r {1 * 'n:ST ISORING RECORD iltVP'l"M IJ'!fli'V

  • 16.4 L+/-lL.L TAN Pl\l!"TI!\LLY CEMENTED SHELLY SAND + 6 4 10.0 1--------------

Tl\N Pl\R!Il\LLY CEMENTED SLIGHTLY µ_w_ SHELLY !O SHELLY SAND 18.0 l..::.....l....L LIGHT, GRl\Y-TAl'I FINE SAND, SOME SILT f_:_.fl...L 26.0 L!Gl!T BRDWN HEDIUt1 TO FHlE SIJID 2B.O AUD S!!F.Lt.,S S0'1E SILT .-=..l..l....fi_ GRJ\Y-GREP.N SLIGHTLY SILTY SMID 32.0 SllMO. AUD 33. 5 r1 1'\ ** <: f TT rt ta: SM;o A:m SllCLL l-=:lll...Ji.... rll!\G:*tENTS, LITTLE SILT .16.0 GPJ\Y Cl.lit, SOf!E FINE ,,: *. J ,-!il LL t h ... \.,:*tL:.TS -:' 1. (l 1n .G RrMAHKS Pl*CIV*AYtGN*9LOWI

    • 11t P'OO? t *9 It 18 10 *D 10 t* l \

/. I 1 *' I , _ I * ' '.! I I -\ I\

  • I
  • I I I
  • I I i \ I ! t I. I !
  • I /' t/ I ..., r-* r" ---I' I I\! 11 I i I: 0 W,\Tf.P TllRl.F. 00 1711'74 ORILLF:O OY __c_J_r:'.ill/F-1500 I LOGGED av 'ING NUMBER '*--" 'E lf:

\<."ClH c \<.T.ICarr OF t*::**R ,,.. LTlc;n ('F CHECKED RY---*-ULlL:J_,; 'ol'Jl'il! ,\\\' huD A:.o )-7/U .. Sltll;; Oh.AG 011 1 l'F 2 r,.(,l:.'J FIG 2C-A29 ;::.,\-*, j i *

r. 'FOYNAITS II q'R. fl,,! *

....... 1t.*v. tUf' -23.6 -29.6 -47.5 1 *33.Ei so.s 53.S -43.6 GO.O *49.E 66.0 ,.::.ll:.L 72.0

  • TtSf 90RINO RECORD Dtte1ttf'flt'IN

... GP.AT FINE SANO AND FRA:;:-:t:ITS, CLAY AllD SILT GAAY MEDI:.J:I 10 FINE SAND AND SHELL fRAG}:ENTS GAAY MEDIU!I TO FINE SA!-ID MD SHELLS , SOHE CL/\ Y LIGHT T/\N rita: SA!iO AllD SHELL FAAGl"J:NTS,_ LITTLE CLAY WITH SOME ORGANICS GRAY SLIGHr SILTY SHELLY SAN:> -------------- Dl\JU( GAAY SANDY SHELLS Dl\Rlt GRAY SHELLY rure SAND -S9.6 75.5 BORI:>G T£1;.':IN:.-!l::D -GJ.6 I REMARKS: onttL£D DV ..::i.r:.'..'.!J.:.!:Lr-1 SO'l LOGGED BY _J_:.P __ _ CHECKED av --ORILW:O WlTII AW ROD ANO 3-7/8" SIDE DISCHAJ;GE Dl\AG BIT FIG 2G-A29 C,nt. *1Nlf'*At10M*9\.0W'i ftltt P60T ' ...... to ...... , .. I l, * ...:* v l' f'... l '

  • , ! -I I I '\ I * } ' .v l,) [",, !'-. I * *, [\a i\ -I j I! I *'tNGNtn*orn llF-17 !' 1E STARTC:D -lJ./i:7./)4 f' T( COMPlETED

)1

  • NUMnrR SI\-7 l 7 r* *E 2 OF i Pl\Gl'S
  • TEST BORING FttCORl:J

.. ,.,. .. tu*v. ,,, ,,. st 1t --*-l!i. !lL.S.. + t:. r; lfl\SH DRILL l'O 19.0 FEET ... 1 r; 19.( ------------ -' r; TAN SILTY FINE SAND T-1 :v;: 21.C -------TAN SILTY FINE SANO

  • T-2 23.C .,_ ___ -A r; TAN SILTY FINE SJWO T-3 25.C ..,_ __________

'l'llN SILTY FINE SANO T-4 27 .( -1> r; BOP.ING TERl'.INATEO REMARKS* OPILLEO OV _C.l.'.::Il.:::.L'.F-25r> St

  • UNDISTtlP!H'll Sl\MPLf. NUMBf.R lOGGf"n !'IV I! "1.COVERY ffl:f:T) n*rc><rn ov DIULU:D WITll N '()[) l\N!J J-1/9" TH!uo.;L l<<ll.U:il-il1_r

__ t'.'21 PISTON FIC 2G-A JO * ""**********&..O*S f'tA ttoo* -... ... ... .. _,. *-.... .. I l 11 I' ! ! I! I: I I I 111 I 11 I: I ! I 1 l ! I 111: (,:-;11,.IG NlH.'O[R __LI_:J_:_!:_ O'Tl:STARTfO 11'.*"'i 0. T£C0"PLCT£0 ll. ! ('f' N [ :,'1 LI TEST IORINO 1u:co1u:i lltPTN !U R lt\.lt\f. l'l!l'f D!tC**P'flOlf TJ.U,.J +11.S -+ 6.S -WASH DR.ILL TO 24.0 f'EET

  • 3.S 24.0 ------------
  • 8.S

-TAN SILTY FINE SAlilll T-1 26.0 .. llORlNG TERMINATED .13,5 -REMARKS: tt

  • rt::ISJTY (1 6 ,*l) DAIU.EO SY FRff-1500

!:If

  • LOGGED BY -c-.,.-,;.-;--

1-! * (Fr.FT) CHECKED BY --OIHLLl:;!J W1111 N R00 l\NO l-7/8" TRICOllE ROLLU !HT rI SllMPl.E FIG 2G-AJt * * ' " " u n **' I -' 'RING NUMBER *' 1 IE ST A>. l [ D ;,TE COMPLETED U NUMSlR t ... 'f.-'Dl AJ;.....illl. _p '74 ll E 'l.J"l .O '1'l2. 4

  • TEST BORING RECORO """" fft.Cl"I.

\l'ftG:? se A.I..>. J +11.3 ,.....__ + 6.l WASH DRILL TO 19. 5 FEET + 1. 3 -l. 7 19.5 '--NO RECOVEPY p 21.S ""------------ 22.5 f.Ir.l{T cu IX.""'" CH<h p .l< BORING TEF.M INA TED -8.7 . . ,___ 1;11Pnr:R DRILLED nv JS

  • Jl\R SAl1PLl RETAINED LOGGED BY

__ P c P lSTON 511.'f'Lf; llTTl:f!l'THl CHEct<rri IJY _l;,,w_. __ u1atw.o WIT:! ,'\11 f;)lJ i\'N'J U-l 1 J. i,.;1 ru 3-7,,l)" J\VLUR b .. h'!Tll 2 lS/H1* f'T [JfJ\(; lllr :r,ir.:E FIG 20-A]l "1tlfftYAA'Y .... *9LOWI *Wiii FOOT I I I! I I I* Ii I I I' I I I I I I l ! 11 NUMBCR HSTARTCO TE COMPLETED "'rr:::". N E 5')'). 7 *

  • TEST BORING RECORD ....... SI R lltrW*tl>TtOtlf

-* +16.3 WASH DltILL 'fO 19.0 FEET I 19.( ._ l.::J...L. LICHT CRAY SILTY FINE SAND 21.( p --.__ 23.C LICHT SILTY FINE Sl'.."10 UDl ---L::.Jw.... LIGHT GRAl-TAN SILTY FINE SAND UD2 :10 2S.' BORING TEFMINATE:D .. .___ i-REMARKS: oniLLED av CTRfll.rR/F-250 LOGGED !IV MCM It

  • BULK Ol:!ISITY llb/ft 1 1 **1\W !'I .. ("irl!'1TPrrn CHECKED tJV _-__ _ It
  • l*J.C,XLkY (l'LLT) JS
  • JAR SAMPLE IU::TAINEO P
  • PISTOi! Sl\.".rLE VA DldLLl:D WITH

!<OD !IND l-7/S" Tl.UCcm; ROLLER FIG 2C-A)3 NfftTWATIOn-Wt.OWI P*tt t'OO* ' .... ,. ,. .. .. .. . .. ING NLIMOER ,l\f:-170 t' TE STARTED ll/.1174 f' Ir COMPLETCO l NUM!l£Ff CC '.'/\* 7 J'} N %0.1 E G00.5

  • TEST BORING RECORD ... "" .. llJflSCttt*TtO*

+17. 7 TAN SMID WlTH SHELLS (FILL) +12 1 7.5 +., ., fl\11 FINE SAND MID SILTY FINE SAND WITH SHELLS (FILL) 12.S ....._ ____________ + 2.1 rAN SHELLY SAND {FILL) 18.0 -2.3 TAN COARSE TO FINE SMID, SOME MEDIUM GRAITEL Mm SHELL FAAG."!EllTS 21.S GRAY MEDIUM TO FINE Sl\HD WITH 23.5 SRELLS, PARTIALLY cEMENTED -7,3 GRAY MEDIUM TO FINE SANO WITll SHELL FRAGMENTS, LITTLE SILT _, ' 29. 5 GRAY MEDitM TO FlNE SANO ANO Sl!ELLS, LITTLE SILT OR CLAY -17 3 J7.0 ia.o ! r,P," r-t.t":..,., ,. "':Y 'f'.": r,-!) Dl\S.K GRf\Y SLIGl!TLY CLW -'.":'.) F'PW HT'!'H 1 fFf.L r'P.A':.f"; R[t-AARKS* -=-Wl\n;R T1\BLE ON 11/n/74 ORILLEO nv J:'.!£!l!.r!VF-1500 lOGGtO !lV -4 LOSS or DRILLING fLtl!D CH£CK£0 OV -----ll:ILLLU \'11'11 l\W f.<cD A*m l-7/tJ OLet:Ai;_;i; Ufv\G lil1' r*M;r; l er 2 FIG 2G-A34 * .. .. ., .......... L ....... POOT ' .. .. .. .. .. . ...... _WI! f\I ! i 1 *,I 111 ,,* I i I *-['--.. "'t-. l1 ,,.Y I:. I I I I I I I I \ r I

  • il I I I I ' '* I\' I 11 !Ir ' Tl 1111 RING T[4;1Af:Pro J H C( . 11;1\ n:s N "17. l s THT l!IOIUNC 1m::oRD .........

t:\.tV, Pnt* -21.3 41.5 o.s I -2,.3 46.0 48.5 ::.31:.1_ 53.5 -'" .. 56.0 L::il..L 60.0 61.S 65.S 67.0 72.S 71.5 REMARKS: Dete**PTttlfld --DMK cruw SLIGHTLY ORGANIC {l) GAAY S!'Et.!.Y FUIE SAllO, AND CtAY A:;o SlLT GAAY CL.Iii A.'10 SILT, SOME FIN& Sl\Nb AUD Sl!ELl..5 GAAY SILI'Y CLAY WITH ROOTS, LITTL FINE" SAND GRAY COARSE TO FIN? SAND l\ND SHELLS 1 SOME SILT AND ORGANICS ------------- TAN TO GAAY COARSE TO FINE SANO WITH SHELL FRAG.'IENTS .,_ _______ -----LIGHT GMY SHELLY SILTY FINE SANO ------------- LIGHT GPAY SILTY SHELLY SAND LICHT GAAY SILTY SHELLY SAND LIGHT GAAY SILTY*SHELLY SAND I ! Dl\JtK CP.AY SHELLY SANO GRAY SILTY SLlGllTLY SHELLY nm: SANO, PARTIALLY CEMENTED llOR% i:::; 'l'Ei;}il!!ATED U) iH ;a DRILLED ev GIJ;J)Lf.R/f-1500 LOGGED ev _._'l_J' __ _ CHECKED ov _r:_ *. ,_1_: i.:t-:-n P.':O f\":O 3-7/o* src:: Dl!'Cl!J\f.:;!: [)p.}\G RIT FIG 2C-AJ4 Co,t.

  • PU:Wli!?ffA'ff('/IN-t':U.$\\1'1 Plrllll
  • t@ i'i !'ll it r' 11 I * ) l I
  • Ii 1\1\ "* I II I 4 \ 4 \ --I i 4 I .., 1* l\f:-1 A 11 /l r, 1 7 4 i
  • RING NUMBER Tl: STArTtD -----,n: '*' Ntlf.q'f R r:f\-"1 ;* !';. 2 I
  • TEST SORING RECORD N*t911tAV19*8LOWI H* VOO'f _,,, __ . .. . ....... ,,..._ ............... .. . *'Ill' 111 lfV .... . ...... , H7,1 11 1 I I WASH D!UlL TO l!!' Ii I 11 + 1.1 ' 11 ,, + 2.7 l ' ' ' i 111.0 ,__ J ll 19.0 FRAGMENTED ROCKS ANO SHELLS 0 r' JS ......, _________

-2.J WASH DRILL TO 22' 22.0 -FRAGMENTED ruJCl<S ANO SHELLS IN-T-2 TO TM S!LTY FillE SJIJID 24.0 ,__ ________ *., J' I. -L..1 25.0 Tl\N SILTY FHlE Sl\!ID T-3 L------------ 26,0 WA.Sii DRILL TO 26.0' ---I rx./J, i TAN AND GRl\Y SLIGHTLY SILTY FI!-:E T-4 28.0 51\.'lD WITH /\ TRACE OP SllELL PAAG:1F: rs j -------------- I -12.J WASH DRILL TO 37' -17.3 I I n.o 11: DAM GRAV VERY FillE Sl\NOY CLJY fl' 1-------- 'J' A 19.0 11': -22. J _L_J.liJ .. REMARKS: f1J S,\.'IPLf. LEO fty 'F* L._IJ Oflil n '=[lULIC (LB/!'TJ) LOGGl!:f' 9V _:*!H __ _ Q::;..d . ..;Tlh..liL1'.G ,i,\tlPU; ATTL*!PT 5! fi.,i': ;:) .. ):*1. P "!T\l\TRY '=JAA 51\HPl 1: !.U::-1 !i CY l I ..,

  • 1; T ',-;-;,_<..); !
  • lh) ?ING NlJ"'9£R 1£ STARTED I' .TE COMl'Lt:TCD-1..2..::.5.Lli

_-' Nll .... RC R t...> . E S:.i.:-i HG

  • tt§t 1toft1M6 ftfetmo lf!IHll e* " tt#IH*6 ----*22.3 41.0 ._

..tll.!li...flltl.UY JUi:L " "'-"' !>AAA Ct.AV VERY tt!IE SANl:l'I CUI'/ T-7 o.o i.-!!!.12..Cll)LJi,_ll;'.J!LLC.l.A':s>' ..D:U:. ,,., bA!tK GUY VERY rmt SAHDY CLAY T-8 1-::llJ.. o.o 0/. !>AP.JC GP.A'/ VERY Fm£ SA/.'OY Ct.AY T-9 ..; 'j 47.o - O.!_ !!A£.IE::rs DAM GP.AY VERY FRIE SAUDY SILTY 49.o C!..A"! \-:lTH S1!£LL Fl'J\'.;:'.!'::ITS l';r:J T-10 -*-------- --- TAN CUYEY FINE SAllO (PARTil\LLY T-11 s1.o '-- TAN SAND(PAFrlALLY CEM!':!ITEO) T-lZ 153.o TAii Ft!:E SANO WITH SUELL FMC:-T-ll ;I j -:n.i 35.o :.:t::1;3 l:iro Gl'.AY SILTY rrm: 5A:lD i-£::RillC ,T!:R:U!IATEll .. --(1) WtTfl POC!CETS OF GP.AY SA.'IO REMARKS: (l] SA.'l?LE i!t_*!3U!.K (LB/Ml) ,;1t-:.;:.OI$1'tiN\t:O Si\.'H'LE ORll.1.EO BY G!P'.l'.PP/r-1500 LOGGED B't _,,('c..*'-"--- R *:*L: ... c*-;.) .. ; .. ::'. :.:*

.;,\;:,*:..i.;

CHECKEO BV __ _ M:l!.L!.!' mm !.:-o jl,*;; )-7/!I

  • PlllftltAflllN ll<t .. rtt<t* * ** tt ,, u u u " , .. : I I I i I I ! .*PING NUMBER Al:..:..l.3.'1.

r *'.TC STAP1EO L::Ll,'..11._ r \TE COMPLETEDUf.5..'.l.1-SJ\-7)7 -------J' ,, NUMnr p 2 or tt:St fttC:OftD ,,.,. . ., lll:V. Pt Cf Ottc**-*tOff TAN FINE TO MEDIUM SANO WITH SHELL 50!-!E RXK FPJ;.G:l!::lTS NA 6.0 TAN FINE TO MEDIUM SAND 7.7 GRAY SLIGHTLY SILTY FINE SMD I i 19.0 1.------------- ...._ GRAY P'INE SANO 26.0 GAAY CIJ\Y ANO SILT, FINE SANO AND SHELL PARTlCLES 29,5 GAAY FINE Sl'.ND AND SHELL Pl'.RTICU: MIO CLAY 34 .o GRAY COARSE TO Fl!lE SJ\JIO J\ND ---16.0 Sll!:LL rARTICLf:S, 501'.E CLAY n.s fHlf. SANO, smlf. () 17,'l TJ l;rt,,\*1* C1..*1\:*>L

.; !'J
.!:

.\:;o Sl'LLL'.; \'i!Tll c1::n::;n;o

J8L'LE
;

REMARKS: l l) ,;*;u CLAY --::-GRo:;:;o ; .. ; r1:R Ll.:\'£L 11/25/7*1 DRILL(U DY LOGG!'D AV _[L__ CH£CK!:O BY __ OlU!.J,f.0 W!Tfo "\I POil A'.'D 3-1/2" '!Of: RIT l'A<;li l OF 2 FIG I * ..... t'.A'flOJt*et..O_.. .... fl'OGr * ** ** ** ** ** ** ** ! 4 I! I

  • 11 \ I, ,....._ ..... !11
  • I, i
  • I 1 * ' '\ jll '\
  • r -": I i I /"" * ./ I 1! I \ 'e I' II f , I i' v 1.--1..-I' ..... I I .. I I I I I ., L. I n-I 11 i -'I' 1
  • 11 I 1 I "ING NUMBER .K:.:J.2 f£ti;TART£O r COMPL£TC0_!!..,'.,::::___7_'!_

NtJl.*nrn c 1'.\ TEST, 80RINO RECORD ....... *\.eV. ... .. "' DtlCi'tfP'l"tON I LtCHT GRAY SLIGHTLY SIL'.!"' l"'Nl': SMID WITH CEMENTED S.\IW FIUIGME!ITS u.s NA --GMT !O CltAY*Gm:EM SLIGHTLY SILTY rit>E SJl\.'ID WITH NUMEROUS Slll!:U. FJWlllENTS ._ 68.0 --llORillC TERllrNATED

  • . . /* REMARKS: DRILL£D CV C:Ill'l! f:!'./F-250 LOGGED BY CHECK£D sv_ .....

__ l>RlLLCO WITII 1\:4 ROD A::O l*l/2* SIDE OISCllllRCE BIT l!IC :ZC-A)6 Cont.

  • i>-OO'f' * .... ,. " .. 8@ 4B /e I I ._,_ /
  • J ' \ .'-.. ['.., (iii-vi ./ \ !
  • I
  • I . "ING NUMBEll J!.r-P __ !' rE STARTED _UfJ ... ".Ll! I' TE COMl'LETEO J..lilQ/ ... H ), I NUMIJEll SA-7 .*I --*-rA'.,f: 2 OF 2
  • TEST l'.IORING P.ECORD ""'""'" . . u,. #..._ -...

" TAN !'HIE Sl\llD {f'!LL) 2.0 l.5 l'Ym:: SAHO {!'IL!.) NII TAii SANO (FILL) 7.5 TAii SAND (FILL) 14.o i-.------------- TA?I COARSE TO FINE SANO WITll SHELL FRAGMENTS 19.0 TAN AND LIGHT GRAY Ml:OIUH TO FINE SANO t/ITH SHELL FRAGMENTS 21.0 TAN ANO GRAY Sl\HO WITll SHELL FRAGMENTS f27.5 -------------- TAN SLIGHTLY SILTY FINI: SANO I I ' 1.12.s l DARIC GRAY NID !lLl\Clt FINE SANO llITll SILT SEAMS ll5.5 CRAY HEDIUl'l TO f' r "l*m llITll !illELL FR.l\GJU .:-) 10.0 **-----REMARKS: -=-WATr:ft TABLE " 11/25/ ' DUil LEO !'IV t *Ger ..... **** *£ u rr:. ! 'llL{ L:/ Ali l-'?; ,Jl: lJ! '"GP 1 er :i I I I I .J_._ ,*-1 soc . I i N*1WAY'9'N*&L .... 9'tlt' POOT . ... ... .. ,. ..... . .... " ;, ! I: :!1 ! I I w;--i i 'l I rr j I ! I: i I , . I! '-'-h * ; ' ' 'I ' 1 1 1 I 1 -j\l; ., *

  • I I I-!.; ' 111: u 111: .. ;*1NG NIJt.'l!IE" i>'.::.:L

__ l[STARTED 1 £ COMrU:TEO Nll""'Af"R '"OT'll\Tt:S fl,\ * -:;;::-

  • TEST BORfNG RECORD ........ .... .,.. .. ... ----*-** ...... --40.0 GRAY MEOIIJM TO FINE SAND WITH SOME CLAY lUID SH.ELL FAACM!:NTS fU.5 IQ GAAY FINE SA1'"0 WITH SHELL FMC* -MEllTS, CLAY AMO SILT 46.S TAN AND GRAY COA!lSE '1'0 FINE SAND AtlD PARTI;>.LLY CC-l&Nt'ED SHELL 50.0 FAAm!ENTS

,_ TAN AND GRAY CEMENT£!> SAND Wl'l'll -SHELLS o.o ---TAN AND GllAY COMSE TO FINE SAND 'llI'fff SHtLL 1.s GRAY C0"'PSE TO SANO WITH SHELL FPAGMENTS n.s -PORI!;G T!:ll':tt:ATED omLLl:O P.Y J::l!'M '"" /f*l 500 LOGGED BY __ _ 'j:I':' er CHECKED BY DPILl.!:D WJ'l'll r.:i ROD A!lll 3-7/8" SlDE DISCHAi.:;r: Dt.\G Dir F!C 2C-A37 Cont. .......................... "'°°"' -*-. -----------' / ,...J I \ D

  • I l
  • I
  • I l' :\ I'-*\ i /' .. I !I .I I I NU,..EER A!:::2.l ! .'TES1ARHD 11/12/74 I . 'TE co*A?LETED

.!1LJ...U1.i. ,.;IHJ'.lf I'. '} '. * .. TEST BORING RECORD Ml'YM a\.CY. *ICT 9Ctt*tf1Tt0 .. + 4.4 GllAY BLACK ORGAllIC SILTY SA!!D -0.6 6.0 -5.6 GIUIY SLIGHTLY SILTY SLIGHTLY S!IELLY FINE SAND -l0.6 15.S t------------ GIUIY COARSE 'l.'O FINE SANO MD SHELL FAAG'!EllTS 18.0 -lS.6 TAN COARSE TO FINE SAND l\NI> SHELL FRACMENTS, LITTLE SILT -20.6 28.0 LIGHT GREEN SILTY PARTIALLY -25 6 30.0 CEMEMTED PINE SAN'!> LIGHT GREEN SILTY Pl\R'l'IALLY CEMENTt:D FINE SAND -J0.6 37.(1 TJ GFA":" ("0,V':!": '!\' sm:LL LITTLE -35.6 !;!LT REMARKS: =:;=" WATCR TP.BLE ON 1:/22/7-1 DRILLED DY C!PSlL!:flff-250 LOGGED 9ylR -----lJt;TLLt.:D WIT!! IM Rt'D 11;;o ) 1/2" CHECKED ev\;!\_H __ _ TOP DI!'Clll'.RGE flAAG llIT 1*11<;1. l t 1 1* I. l',.-;i;s FIG 2C-'A)8 * ............... 8LOMN**OOY .. Ii ! I i Ii *I I! u ii \

  • I \J ::'* ! I ti/ 11 i ! I: ...... '-IJ * ' :. I I ' I -I I 'I .l\J I I I ii
  • I: 1 I\ /I I' \I I 11; I*
  • I I I I 11' t t Ii' .,,,INC NUMBER *c STARTCO 11
  • I'. Co 'H.Dl:>llT!'.S M

t ........ .... ,,,, *rt'f

  • 40.6 47.0 -45.6 --so.ti -55.5 l.::ll..L 60.5 63.5 REMARKS: TEST SORING RECORD Dll'ICfUfi'TfO TA. .. COM.SE TO FINE SMD A.'ID SHELL I FRAG.'!Etrrs.

LITTLE St Lr LIGHT GREEN SHELLY SILTY PAA-TtAI.t.Y CEMENTED FINE SlU:O TA.-. CO.Ml.SE 'rO FU."E Sl\.'ID ANO SHELL FRAGMENTS GAAY COARSE TO FINE SIUID l\ND SHELL FRAGMENTS BORING TERMINATED Drt1LL£D BY LOGGED OY _E_R __ OP.It.LID Wini 1111 l!OO JI.ND 3 1/2* CHECKED TOP l>JSC!llll>GE DRAG BIT FIG 2C:-A38 Cont.

  • PC"A 11'"007 *-*-*-*-----*-11 r ' I -1 I I f ---I _ _:; I I I\ 4 I. 11 [1* . 'NG NUMBER M:-22 t" ** [ START!:O l l/2l/H I"' 'COMf>LET£D Jr NUMRrR S,\-73 I r,, c 2 or 2 rl\Gr.s
  • TEST BORING RECORD .....

.. *** roov f ... r noc*****oN 1 rr i i 111 i 11 i1*ra* ro "*'* T p f I m f mm -l0.5 313.Cl 19.0 l I I I I 111 J ---------I I I I I I I I I 11 ! SHE!.!.Y Sl\llD UD-1 -i I: WJl.511 DRILL TO 41.0' 41.0 43.0 4 J.8 -----------m LIGHT GFJ\Y-TNI SILTY FINE r*.RTil\!.LY

E'lr::n'l'D SAND uo-2 u(.;:;:r . ..r1::s :-n:-:5" ..... i, -40.S WASH DRILL TO 46.0' 46. 0 1--------BORING TERMINATED

-45.S REMARKS* a't *lltJ!.K Of.!ISIT'I (r !>l,UUU!SfUN.>LU .. Li: 1;,:; (rT,) 1* 1..:nv4 e.I\' i ; rrr!'H'T r L'"J r.rT \1 1"11' .* *' t Jr, '*;-r-:*; >>,\:\!'!.I. Dflll LEO!' l(tl 0, (P' t.;J*: .!.2,jj-2C)*' !'. k*LU:R \< i 1 \ 1 1 l I! II I I I; ii , , ' 1 11 I 1 11: *:NG!"-. IJ.18£R Tt <. < ART[O .11/.:.ciLZ.!. T[ CO-L[TCO ,l, .'1.:2.i_. t ,,.,,,,nrR .lJU.rt'"-*.;

  • ;A::.21:._
i. l.' '." [ r . "1

......... l'\.C'W. f'Cl29' Dt*t'ltWTtON + 4.S LltGHT llllOWN SLIGllTLY SEL'l'Y TO SILTY FINE SAND WITH SOME N>CK FllAGMENTS " -s.s 10.0 -------------- -10.5 --GRAY FIN!! SMID WITH Sl!!.t.L FIU\G-*:ENTS l:.U...L l:-.aL.1... 24.5 -------------- GRAY FINE SllllD 28.0 l.>IV.¥ }:Jo:DlU:*I

  • ru n:*E Sl\llD 1'111'11 SHEL' 29.5 ft'!'O-*-*

reo en*,"1'." t'.'T'f

  • rlf '-"

T,\!; TO GR,\\' :u;onm ':'O n::i; S,\::o 31.2 Ml:> SHELL l'l\RTICLES, CLAY GRAY TO TA:; FlllE SAllD, /\ND CLAY 33.S l:lll..1.. GAAY !\'.'ID VERY CLAYEY FINE SMID -JS.S '",.. REMARKS: ""'P" ':'ll.llLE Oil 12/l/74 OntLLED BV LOGGEOBY £>?!!.'..'.:'.' '.'!T!I f\'.4 It?:> 11::0 CHECKED ::t:A: !JJ::Cl!;W';l: OP.AG !JIT l OF 2 nc 21:-w.o Pfl:tH91tA'ttON*flH

  • . OW9Hlt fl'009 . ,, .. ,. ... .. .. . .. * ..! r-... I "" I I) ,bl l .'\ !'-. ,-l/ .,* ( 't I\ I\ I [\. r I/ l *-_,_ '"I i I 11 I I I '.'ING NUMBER AC-2) I'. TE STARTfO ll02/74 ,. 'rE COMPLEHD ll/i5,17:\
  • l UtlPf"I'?

<" 'RDINllTCf> S,\-7 37 N 117R.6 E ?li>. J ? * ?tS'I' .... ..,. .. Cl.WV. Pt!CT nee*,.....""' -JS.5 40.C YELLO'tl-llROWN SLIGHTLY SILT'f FINE SAfJJ) -40.5 45.0 TAii TO CRAY-GREEN COARSE TO Fiii£ -45.5 Sl\110 AND SHELL FRAGMENTS, LITTLE SII.T -so.5 54. 5 -TM COARSE TO FIN!! SAND MID CEMENTED Sl\."l!l AND SHELL FIUIG-MEllTS 58.7 -ss.s -60.5 CV.Y FINE SllND WITH NUHEIWUS EDELL FRJ\CHIDITS -6!1,5 73. -70.5 BORING TERMINATED REMARKS: DRILLED ev r.rn.D'.rll./F-250 DRILLED WITH AW ROD J\ND l*l/l9 LOCGl!'.D l!IV MEK CHECKED ev _GA=W:,_, __ SIDE DbClll\lll>L: DIV\G DlT FIC 2C-A40 Cont , * ...............................

  • ** ** 1e ** ** ** tH I I
  • I
  • I l I i I D I\ I I 4 I i I I' ,)/,-.' .v 11 111 I I I
  • I 11 I 1* -I I I I
  • I ..........

,.., "I it I , '.,/ 0 I * '.,/ i I I I I! I I 11: .,,.G re STARTCD r *r ('OMPLETCO l* , NUM8CR r. 2 C'F :! .. "" .... ,.. ... .. ., .. 5,8 .. 0.8 4.o 6.0 -4.2 --9.2 --14.2 20.0 -21.0 -19.2 *24.2 TtST eollllNG RECORD ...... ,. .... GRAY SILTf Fill1!: SAND WITH SHELL FJIAG1l!!:NTS Dll.Rlt BROWN PEAT GMY FINE SAHi> OAllK GRAY ORGANIC CLAY *Cl) CRAY FINE SAHi> TO SILTY FlNE SMD WITH l'AATlALJ.Y CEMENTED SAHi> FRAGl'.ENTS 34.o -------------- -29.2 CRAY FINI!! SAND

CRAY SLlCHrLY SILTY rIN!!: SAND -u.:> 6 ( 1) W!T!I !Hl!:LL FAAC*l!:NTS RE ... ARKS: :=-CP.'.!::I!>

.\T;;R LEVEL Oii -11/2S/74 OP.!LLl:O

\*:ITH l\\I ROD l 7/8" :: l F.:\:; f.JT 11,;:;i; l Ul' .! i Al> t:S

  • DRILLED 9Y f.IRDIJ'R/F-1500 LOGGED BY _Jr_.r __ _ CHCCKEO BY _1-.f.-".!.:..:

--FIC 2C-'A41 PCllftVflATt ... *80..UM ftl:" tt*Ot' . ' 18 .. ,. ** ** ** ** * ** r _T I I I I

  • I ( L __ \ \ I e,
  • I i \'-* 11-...... -' f "ING NUMBER J\f.-2*1 TI?Tiili4 r 'r START!:O r* : r: c:c>>.llLr1ro

--ii/il/74 J* 'ltH r *1 (' '!Jil'l\'1'

1\-111 fl 1124. l t: SJ l. J
  • TEST BORING RECORD ..........

llUl'lt. fi'flll*

  • Olt'9C*t .. TIC1Uf -l4.J ::.lL.l GMY SLICl"!"LY SILTY' l"Iltt SAim ..N'fRA9 ... **L.OWI H'* **o* ' , ... ,.. ,,.. .. .., .. ti \I \I * -44.2 411,0 I I I I I I I 1r-*.I\ 11 i -49.2 !-----54.2 -59.2 GRA 11' COARS!!! ro FINE SAND ANO SHELL PARTICLES, LITTLE SILT AND CLAY 67,SI-------

BORING REMARKS: OR!Ll.£0 BY _l;Jff'l.IB.{F-1500 OR!LU:O WITH ROD AND l 7/8" lOGCEIJ l!V _.:_ __ _ MSC"J!ARC!': !lRAG !IIT C>'* Cl<CD llV _::: '. __ nc. *1;_M1 1 -nt .J"' ..... v / '* v I\. r---1' Ii 1 l 11 ., i! 11111 qlNG HU"'8£1'1 n: STAR*co 11 111 '£ , fl n r. l <"I'

  • TEST BORING AECORD .........

CLtY. PCIT D*te*t*'TtO* TAH PARTIALLY CEMEtlTED SLIGHTLY t!A SHELLY FINE SA..'n> 7,5 .._ TM FINE TO COARSE Sl\ND 14.0 -GRAY-BLACK SILTY ORGllNIC Pl\RTI!\LLY Cl:!-IE:ln:D SANO 17.0 BROWN PEAT 19.5 "'"'-LICHT GRl\Y SILTY SLICllTLY SHELLt FINE Sl\NO "'"'-27.5 . GAAY TO Trol COARSE '!'{) FINE SIUIO ANO SHELL LITTLE SI Lr I-35.0 GAAY COARSE TO FINE l\ND SHEL FAAG::;;:;rs, FARTI ... LLY ct:.a;;;n;o -=- TABLE 0:1 11/:5/74 OlllLL!:O t;Y LOGC!:O BY __ _ CHECK£0 OY IJP.11.L':lJ ROD J-l /1" TOP DIV\G HIT I <'F 2 FIG. 'i;-A42 PeflfllTttATtOM*8\.0WIPlllt POOT I

  • t* tt H tO ** 18 t8 tt6 I *
  • I-* . l) -: I I ti If .. * \ ; I It . , ** 1 I \ i , 11 I 11 I 11 -"ING

__ .Tr STAflTtD 11 '14 r *r COVPLE"HD NlJP*Prfl :\-7 7 c: .imrnAn:s N;; ** 0Cfl'TM trt..CV. f't"l"T TEST BORING RECORD 1n:t1c*tPTtO* . -* N*WTDATtO .. *eLO_, .... POOT . .. '. .. ,. .. .. .. CRl\Y FINE SLIGHTLY SILTY TO 111 SILTY PMTIIU.LY CEMENTED FINE .Jtf

  • SA.'ID 1*
  • NI\ ,

I\ I! .,, LIGHT GRAY SILTY l'I'NE Sl'.Nil t---lf-+-+'-+--+-+-t-++..-1 \;ITH SOME CEMENTED ROClt l'RAGMDl'!'S '\ I

  • 1 * !'\' 1 I 'i \ 1:: I 56.0 11... I ' . . : GRAY SHELLY SAND ' I 58.5 !t-1 1; 5 9 , S CRJ\Y SLIGH'TLY ClJIYl:Y SLIGHTLY (l)

' t--1 I GR!\Y SHELLY SAND -I I *, I Ll I 'ii ., I , 70.0o---------

It I CR!\Y SLIGH'TLY SHELLY .F1NE SA.NO 11 *: I "*'

.. -,:,-----tt 11 Ii I ,,_ _ _..,75.S ! i I I REMARKS R0RIN.;

I 1] \ "r'J V fT"t*. <>'f'\ I I I I I ; Dl>fLL£ 0 ev _r:}_R,:::r_

LC'IGG[O flY __ _ n*rCKFO flY r* !NG Nl1L'8£ R 11' <;TARTrD ;"-:; -----} l __ .:: __ .:_:1_ T[ ("0MPL£T£0] ! __ ':

  • 1 li//,.i ll,)D 1-1/<" T:Jr DLCJil1R,.1:

Div\,; BIT Nll"-*flf R . ' FIG.'G-'"42 Cort, , ,_ 1: ! ("f TEST BOPUlll!l !'ECORD ....... 9\.*V. *ll'f ............. +ld.5 TNl-GllAY FINE SANI> lllTH SHELL AND ROCK FRAGMENTS ! I I ,.:.!:.!.. I 11.5 + 3.5 TAN FJNE SAND WITll FEW SMALL ----SHELL FRAGMENTS 17.5 LIGHT CRAY-GREEN TAN FINE SA.'O ' 24.0 ...._ ____________

  • G.5 LIGHT GRAY-GREEN SILTY FINE SAND 25.S I-__ _._ __ __._ ______ .. LIGHT CR.Pt.Y-GREEN-BROWN SLIG!t'l'LY -n.s SILTY Fm&

-n.o l2.5 33,0 -16.5 GRJllY COAASE TO FINE Sl\NO MID SHELL FAAGMEN1S 37.5 GF'JIY MCDtlr..I TO Fiii!': .IUID *H.5 SILT /\llO CU.Y REMARKS: 6 (11 CRAY-GREEN VERY S!LTY Fl :;i;

  • (2) Lt.:;:.;

vt:RY !"1 l.T\' l'.'l.AY DRILLED SY GIPJ'I.rll/!'-250 LOGGED BV _£f_.K __ CHECKED BY kl..:;!> l:J;!! !-'.*c:J l\!:O 3-7/8" SIDI'. Di*Mi hIT I .Y :;: I *. 2 r;v;1::;

  • Plll*tl,.RA'V't6t**D\*"'°" 11ta* ve@'t' . .. ,, .. .. .. . ...
  • 11, 111
  • l/ ,,,,* I .. I I I 11
  • i : I l1 I I , I I v* I/ I I [".. t, l " I --. ,r ; ---. "-... ._1 l4 "-c-. H * ._>---1
  • n1-1 I t l'?ING NUM!J£R AF.-2(> ',\TE 5T ... RT£D -fT7T1m r l\T!'.

J* *!1 NUM!lrR C' '*('RDlNATr'.S N 756. S t: 4'JU .0 * .... ...... ea..111v. r*** -n.s 41.0 -26. 3 44.0 4!1.0 -ll. s -36.5 -41.5 60.0 --46.5 --51.S 69.5 7l.S -56,S 77.'5 -f;t. RlMARK5: tt!IT f.IOAINO RCCOAD ft18ClflJPT't0N Gl'Jl.Y MEDIUM TO nm: Sl\NO MD Sl!ELL FRJ\G:*1EN"l'S, LITTLE SIL.'!' GAAY MFDI\1M TO FINE SA.'ID YF.LLOW-GREEN-Tl\N SI,IGJ!TLY STLTY TO SILTY FINE 51\ND WITH SOME fil'E SHELL FRJl.G-ME!ITS GRJ\. Y MEDIUM TO FillE Sl\l'ID MD SHELL FRJ\:;MENTS, LI'fTLE SILT GAAY COARSE TO FINE SIUll.' MID SHELL FIU\GJ>!E!ITS

GRAY FillE Sl'.!10 WITH SHELL l..JRII'.: .. \ILU ()RILU:O lflT!I Ml llQfl AN!) J-7/8" DAILLl':O tlY _i!.!!fil.1'!/F-250 LOGGCO __.!'.!£__ SIOf: DRAG BIT CHECKED lllV N*8'fftATIOlll*Ol.- ... N**oe1' * * *** ,. ,. ** &* ..... UI I i I \1fi' UlL ' 11 '4J I y/ * \ I I I I 1: I I'

  • I' I i! ' I I v I i'I 11 --, i !'... . ,., . I " 1,. I ....... "'--lJ ;1 ll I: *11 11 I. INGNUMOIEA r C 5T AfliT[O ) I /14 f' *r, COMl"lETtO l.L'..1-'.:.2.:!.

Sr\-7F : 2 er r:...:;i:s

  • ... ..no ..... -. ,.,,.., +18.5 f.1ll...S-1.5 ,!...l...S-.

6.0 6.8 ..:....l.._L i::!.L..L )3.5 *16.S Pu.o -?l. 5 R£MARKS; TEST BORING RECORD TAN llEDIUK TO FINE SAND WITH SHELL FRAGMENTS AND NODUU:S. (FILL) TAN FI!n: Sl\!ID WITH SHELL FMGME:ITS, SOME SIU'. '"<W rn*v CLAY Tl\!C FINE WITH SHELL PARTICLES, SO}IE SILT. STIFF GRW CLAY f.!EDI:JM TO FINE Sl\:lDY Slit.LL GRAY TO rrne !'l\ND WITH .Slii..:LL l'},,,\G:.:..e:;::.;, LlT.1.'Ll,; SIL7. r;RC:>:::;o Wl\TI:R LL"Vt;L O:l 11/!c/7*1 DnlLLED DY ..Qli:.'!.JPIF-1500 LOGGF.O BV _;_l_--- CHECKED B'>' ;"'*.'( __ _ l'l<lf.I.ll WITll l\W ROD J-7/8" S'.DE D!SC!IMGE 0}(,'IG BIT rr.r:r. 1 r:r

  • NM8**At'iOfll*Dt..OM Pl* tl"001' I ti H Je fit tt te IOI 4" ' u I/ ,. t,,l" *k* _., , J T \' 19: I ., I -r---r-,......_ .v I "-[fl_

I. 11 l 0 i I I I' Ii 1 I .*ING NUMBER 1 r STA RT£0 11.1 11_'21_ *!'.COMPLETED J..L'.J.ill1.

  • f".JtJPf1f*n

.1-:ntr.;,\*1 t:S N 666.5 E .O -:::;,;:r

  • TEST BORING RECORD .........

Ct.lfY. fl'CCY ltll?'&C9'tf'TtOM .. ................... " .... . . . .............. .. -21.5 I GRAY lo!EDIIJM TO FINE SAND Nm SKEL ! I PARTICLES, LITTLE SILT .u" 44.5 ...... '-!-:: i'-Ii I r'-o I, GRl\Y*Tl\N Pl\RTJALLY CEMENTED FINE r -... f I Sl\ND 1:---3' " *

  • L--L--52.0 l._ h
  • I -36.5 Tl\N FINE SAND WITll SILT I 57.0 j 11! 1: Ii -41. 5 * . .._ I Tl\N PARTIALLY CEl1EllTED FINE SAND ..... * AND SHELL FRl\GMENTS WI Tll CDIE!lTED vi..-I Ii SEAMS ./ r;4.0 11 I!! -46.5 -, I I'\. I I / " } GRl\Y CO.USE TO FINE SAND WITH SllF.LL FRAGMENTS
    • i I J I, " 11 -56.5 r-...... -,! ,___ il 11 I I BORING I I I 111 :: . 61.5 REMARKS; DRILLED BY L 'ING NUMBER jl<:-27 LOGGED BY

__ _ ['> r r STARTCO J..L'..J..:l..: CtH'CKED BY --r -r COMPLETED l.lL!!.::i. !JRILLED WITll AW ROD A:m 3-7/B" srrw OISCilARC.I: OIVIG BIT J'

  • NUr.l!ICR

'f'A-711 ---- Cont. 2 0t* 2 ttST l!lOllUNC RECORD ........ .... .,. .. .. , 91HCtftf'Tteet i;* +18,§ WASH DRILL 'll'O 10.0 1 +11.11 + ILfl o.o ---------llO IUCOVEkY 0 12.0 P'-'-------- --'/h CAAY*TAN rINE SAND T*2 14.0 r------------- + ... I; CAAY StLT"I FINE SAND 6.0 r--110 RECOVER\r 0 a.o ,...-TAN FINE SAND AND SltELL F!Vt.GME!ITS

  • 1 .II o.o LITTLE Slt.l' t"-----------

....... TA:f SLICHrLY SILTY SAND T-8 r--------TM SLlCUl'LY SILTY SLIGHTLY SllELL !'AllD -'l, -... TAN SLIGHTLY SILTY SAND T-1 1!6.0 ,..._ BROWN SILTY FINE SARD BORING TERMINATED

  • " .. REMARKS: llJ OST!:R!IERC SA.'lPLE DRILLED BY CJR!lLf.R/F-1500 re *l?t:tt: Ot::<:;ITY (Lll/FTl)

BY ..;c:.oT.c.l"' __ _ ::.**1.i:;o:;;T\;l'.bi.:D SAl*IPLE NO, CHECKED av_C_A_w __ 0 .-;;1:.;pu; ATTi:::rT OIHLl..LO w;:a kvD A:ID l-7/$" TRlCO:-IE ROLLER BI'J BLOW COUNTS ;nM::r.D t.:.: 1::; ;;i; wm

  • N**v*AVtO***t.*.,, ..... vo*T t tt 1t ** ,. ** ** ** * ** --" * ** 1 11NG NUM!l£R l)J.:.::l11\.__

7(" STAn""[D llL:;!..'.lL [. , r COMrU:T("O .!U_.?217!_ J*' Nllf.m[R C. *.)T\DINllTES 9,-7.17 tl E SOtl,l

  • TI:ST BORING RECORD _ ..... .. 8trfltC9tff'1'tOM st l+U,S *13,S tll\SH OIULL TO 11. 5'
  • 11.0 11.S ..__ ___________

C:AAY-Tl\14 1"!111!! SA.'m T-1 u.s """"""""------------- GAAV-TA!I SILTY SMID JS + 3.5 15.0 ,__ ___________ GRAY-TAN SILTY CLAY T-3 0 n.o ,......_------:----------- SLIGHTLY Sll,TY FINE 51'110 WITH SHE!. .5 JS 19.0 -------------

1. s 'h Tl\N FINE $1\Nt) T-5 21.0 TAN SLIGHTl.Y SILTY r HIE Sl\ND JS u.o TAN SILTY rINE Sl\Ntl T-7 II, i.S 25.0 LIGHT SLIGllTL'( SILT\' nm Sii ID ,JS BORING TE11MINATED RlMARKS: Ji =DllLK OE::.-17\" (LB/FT))

HQ, ,1"=,Tl\fl SAllrLE Rf:TA!NED DAILLEO l!IY GTl>'.'T <:'l /f'-1 'SOO LOGGED BY ,:!!:!'_. __ fT] .>.,Tl:1<1n:1;,; L'1 CHll'CKl:D lllY-'G,\=W __ _ W/l\:: l'"D !IND J-7/8" SIDE OPAG BIT, BLOW <:,1u:l1': L'!ll'.\l: .. U .. >l!Jv ROD nr..'G-*M6 "'""*** .............. roe* ' ,. .. .. .. .. . ...... I I 11 1 l i I i * . , Ii I

  • I; i * . I 0 I I ; ! I I 11 I ti 111 I ii r 'ING NUMOCR (*. f[S'l'IUllTCD *c
  • n J 1 NUMl'IER L )J..Ol:IATES
  • N l>ou. :i t:
  • TEST BORING RECORD t>>IP'f'N HN8TflA.'tteN*8l.8M Pfflt P80f r**-i ___ _______ _

.. r 11 i i r r i r r n iur lll\SH D!Ut.L TO l 0, 0' ""'T ... " 10.c '/) TAN FINI! SANO WITH SHELL FRAGMENT: T-1 12.1 -----TAN

  • FINE St..'ro T-2 II/. 14.( ....-r!...!:.L

'h TAN F!!IE SAND INTO GAAY SLIGHTLY SILTY CLAY T-J u.c ------------ NO RECOVERY 0 111.c NO RECOVERY 0 -l,S 20.C ---Ll(;HT GAAY SILTY FINE SAND T-6 1 'h 22.C ...... /;) LIGHT Tl\.'1 SLIGHTLY SILTY SAN! T-7 24.0 ....-.----------- -6.S Tl\N SLICHTLY SILTY FINE SANO T-8 fj, -26.0 r----GRAY SLlGHTLY SIL1Y FINE Sl\N) 0 a.o I"""--------- .::!L.L WASH ORlLL TO 38,0 1 . -. 3e.c ----------- NO 11.ECOVERY 0 ;:.?LL 40,(' r-------lfA GRAY FIME SAND WITH CLAY SE>>!S T-1 u.o i-------------- rn GRAY FlftE SA.'ID T-1 44.c --2s.s .-----BORING ':"l':R.'!Hll\.Tt:D REiii.ARKS:

.-;IT)

ILB/t'Tj) CnILLEO BY CI?'.:':.::<: 1'.'-1500 '.:' * ._. ::,: :*

>
> .. O =' -;r
=-n:*:

'"': !Z41 * .. *.J -L LOGG£:0 BV _;['.__.P __ _ CHE CKE 0 tn _,G:;._11:;._W __ _ t;!<ILLLD H/!1 L :.) Jt.:;;) J-7/8" 1'RICv:a; ROL:J:R FIG. '.G-"47 " I I -* I 111 i 11 : r.;. 'llNG !' Tr 5TAr?TrD lJ..'.L'.:..'2.4_ [':.TE COMPLETED Jf l N\IMnrR C* . DTNl\Tf:"> C}l-717 --**---(J,(,. 5 E ',l)d,O TEST BORING RECORD ttltfl'M ftLRY. f'l'l'T Ctl!ICltfP*f"l-ON s* R +lB.S I +lJ 5 'ŽlH 'l'O 10. 0 ' + 8 5 10.( 1--NO IU:COVE:RY 12.c ----------- TAN FINE SAND, SOME SILT T-2 14.c ---------+ J.S TAN SlL'l.Y FINE SAND 16.C .,_.._ ______ GRAY MEDIUM TO FlllE SANO WITH :r11 S!tr:LL FRAG:*tE!lTS, TRllCE CLl\Y IT-4 19,C .._ _________ TAii SILTY FlllE Sl\llD WITH -I 20.C SJ!ELL

GRAY FHE SAllD, SOME SILT T-6 22.( Tl\N FINE SANO, SOME*SILT 24.( ---------6.5 T-8 G 'h Tl\N FINE Sll!ID, SOME SILT ,.,; F 26.C ----GRAY SLIGHTLY SILTY FI!'.'E SMC 27. BORING TERMl!l!ITEO -11. 5 REMARKS: tl rf1UlK (LB/fTll s o;t'!Dl NO. {F'T.) ORILl.EOl!Y LOG GE 0 B V ...:CC.:-'lR_,__ __ rn * , 1 * **1*" * * ,., .. , ,.,. 0' ... '..-1 * .l.,1 .*I\..,! .,.,.l '-"*!.!.! lJ N HJD AND J-7/8" F'L.'i-1 L'SINC CHf.CKE D B'1 _I2\_:1 __ _ THICC:NI:: f;.JLUR BIT RJ'."I Fir.. 'G-"41' * ............... t.. ........... .. . .. ,. .. ,. .. .. " ... 11 I I ' I I I -i -I I' I I I ., I

  • I i I 11 l I I: I I 1111: I r,* llNG NUMB[R dr_...,-.... o, rr STAATCO .llL'..c.L 0 TC

)(\ \ HU ... *erR 1..DlhAlLS N lit t.*.) l ,:. ) .-,

  • eoomo rtr:ccmo

,..,,,_,,,ll*flf# IP(.('9"41fftf1"6'0.., tt.tf IJf-t,.fftff'fffJN

  • 4' HJ f1 1tl ft ildl '" 1'6. 111. .-ill.:.L a.s L....---------

,___ 10.0 TAl'l-Glll\Y rm;, SA.'10 WITH sm:t,L T-1 fll F'PJ.':;m:irrs. SOME 51 LT 12.< L....---------- TM S!LTY Sl\ND 14,1 L----------- + 3.S Gl<AY SILT' SOM:: TAil nr:E SJ\!ID >-T-J 16.1 ._ __________ GRJ\Y-TAJI sr,IGHT!,Y SfL'fY rnn; SJ\ND ts.r GHAY TO TAil rillE 51'.t!D, SOME SILT T-5 c.//

  • 1. s 20.0 ', II ' -..__ __________

TAil S/\l:OY SILT 22,G TAii SILTY FINE SAND T-6 24.C >--------- -6. 5 TAii SL!GtrnY SlltLLY SILTY rrnf. -26.( h':1r -.:*;rr, 21. C:RJ\Y f;!,IGllTLY s;11;LLY nm: SAND l!ORillG TERM!llATl:D -11.s *--REMARKS: SA:IPLE " DULK (lb/f'3 l OAILLtO tn LOGr..E.o ev soo ,'JR Sh R n L:m!STtTJll:O s.\:trLI:

), (ft) CHF.:CKEO OV r.1.." !JIULL!;;[)

Wl't'll N ROO J-7/9" TRfC!'Yll: ROU.J:R !HT FIC:.'G-A49

  • t --*-,_ It I I I -., iG r

TT r n.*Pt£T£0 l N 11rq '" .TIY ill I I i I I ; I I *1 I -il I!'. ! 11 I. I!:, 1J71*1-,*4 i },' l:_.'i_ 'l ' *

  • TEST BORING RECORD ....... .,.v. .,.<<., +18.5 .!!b..L + a.5 -11.6 12.s + J.5 i-.=...L.L 22.J 23.6 -.. , -11.5 31.0 n.; -16.S 37.<

REMARl-:5: e*K*l,.'ttO* TAM rt!ff! SJUID WITH FEW SHELL FRAGMENTS BROWN SILTY CLAY LIGHT GRAY-TAN FINE SAND WIT!! I SOME SHELL FRAGMENTS I TAii MEDIUM TO FI!lt: SANO ANO r"""' r::;:'.F. SILT GAAY*TAN' FINE AND SHELLS, SOME SILT 'I":\.'! \.'.:1 t*r v l"'"f :\. *rv .. -n:

  • GAAY MEtlitr.*I TO FINI': Sl\tll> WITa N:Jf.!EROUS SHELL FAAG'.*IENTS GPJW CLAY l\!:O TO FINE SANO /I'll>

1'111\TICLCS Tl\:1 TO GP,w rtm: SA'IO, C!AY * (l) s:.::oY :;tLT ORILLtO l:'Y r.tt"' LOGGED ev -'":_** __ \11711 ,\'.I 11"0 J 7/9" CHCCKEO DY .l'.'._:!'. __ _ 1':JU;

,\G l'l'T l*A.;!.. 1
..,1* 2 t 1L; FIG . .?C-A50
  • N*ttT****O***t.*W9 fJ'trtt voo* I tt U I* 'H ** t* te t*t t v ii .:.:--I I -----: ------.o I I I i *t I ** v r,..,v
  • I 1* * *1 9>---y I I rf I ! . '*ING r rt STAllTtO _lJ_LJql_7_1 fl* TE J:*

C'. N 5')(,. 5 E 4'J'.J,0 I I

  • TEST BORING RECORD *t""'" l'\.'IV. f'Ct:T Ofl9CMllPYION .J..,'.5 t'U" 1.;.. . -21.s -26.5 CRAY COARSE TO FINE SAND AND SHELL FRAGMENTS, TRACE SILT -31. 5 -36.S 58.0 -41.S -46.S LIGHT CRAY TO GRAY SLIGHTLY SILTY FINE SAND WIT!! CEM!::NTEO SA!ID ANO Sf!ELL Al'ID LIMESTONE FRAGME!ITS -s1.s (to 66. 0') AtlD NUMEROUS SHELL FRAGMENTS (66.0-74.0')

-56.S ,_ 77. s BvRlNG T1::!;!>1I!lATl:D .r,1. S REMARKS: * (1) TO VERY SILTY FtNt SAND ORllltD BY lOGGtO !lY DH!l.U:fl WIT!! 11.; P0D l\llr l 7 /q" ..il lit; :JI .'.">C!L\h l>lv\,,; h l r CHrc1<rO nv __ _ FIG. Cont. * ......... ,,. ............... ., .. y . .. ".. ,. .. . ....... I J 11 *, ['-. } 11 i\ i I; *1 '

  • l/v
  • I I I
  • I -\ I I* : 1 I. Ii I
  • I ! I I I r-.., I: l . I ! : I l Ii 'I i: ':.' I \I I 1 ' f' ,11 l I\: -L *'11NG ll!:-2; r. Tr STAPTCD l l/lll7.t "*.re CO .. PLCTFO 1*1-'.:..'." 1-l Jc 1 NUl'*fH'R

.:A-7:i I" *T 2 er 2 r;.crs ..: . ... * ... ft i .. a ii ! = I ... o.oco 0.040 0.080 !.120 c Gr .. ..

  • 160 0.200 0.240
  • I s I I ! l ,/ I : . ,_ Y-r-.. IJ r/ /' r-.. ' I \\ 1, \ f (\ ' I 4 5 6 7 8 9 fl' Ill 1111'$ 1'[11 SQ. Vl MOHR DIAGRAMS-t ,, -;;-:::;. r::::-" " " I \ ' I I I I I u I 1 I I 7 I II ! 5 6 7 B AXIAL STllUS IN MIPS 1>,:k SO.,t: STRESS-STRAIN CURVES "cotl111t011 e -----------

10 11 10 ll UNDAAI?-1!:0 Mou ov SNUll llUISTUC,, *----lllUT WltlOHT, :Vd 74.S, TRIAXIAL SHEAR TEST 12 lJ !HTU C:O!ITUIT

  • V 61.C, 6'J.)\ 810RIWll llC. 11.F.-ll\

9Alfl'l( WOtO llATIO. t 1.

  • 1. '..', 1. l1 tLl!:Y. 011 ot*TH.l:4.0'-J>>.Ll.io11 Fig 2G-EI LAW T[STIPIG CO.
  • 6 .: ... 5 .. ... .. .. 4 ... .. ... ;; l !!! .. "' ... "' .. 1 0 0 o.ooo o.o 0.08 !! .12 "' .. .. .. .16 :) I) ,, 0. 20 0.24 r -'--I I '\ 11 ii I , I , / I '
  • L-j I .. -:;... --r/ ,.. "\ I \ '\ \ I I 5 6 7 B 9 10 u l< <T IN KIPS 1'[11 SO. ,t MOHR DIAGRAMS-4> -.., --C'.. I ' i I , J I v -I I , , " .. 7 .. " 11.J ! 12 AXIAL ITlllH 111 Kll'll l'UI 10. Vt. --*--':'ot*l : 1 STRCSS-STRllH CURVES

'ce>MUJOll 0, C UlllT WATIU'f COllTUIT. \Y 1>'*'1 1'1*1_1 '.,.!.)\ WOlll RATIO. e l "1.1 1. l. 7H cc::s(_,:..,1:..,A:-!::> t;:._. . TtST hl :1! E.-<L SHEAR TEST P.'.-]I\ 11Clft111e110. __ _ "'. -] ** .,,.,,_ll 110 _. __ !LEV. DI "TH -::.:...2.'...:. LA\1' £WG:Kc[AINQ TCSTIN(J CO. ............ Cj;NAM Al.A9Aflilll 01 G .: *--.. 5 * *-.. *-....... ,__ Ill' r 4 .. .. iii i ! i .. * .. ... :a: .. l "' --,.:. """:" -.:; -""" :? 'I 0 ! 'l'i I \ \ 0 l 4 s 6 7 8 9 10 11 12 rT

  • lfl ltlPS 1'[11 SO. '1'. MOHR DIAGRAMS-t o.ooo -0.04 0.08 ! .u Ill' .. ... u 0.20 0.24 ,,-.....

D I '\ '*-I ",/ o ,' " I J IJ I -I o I -.__ r. 0 l 4 !> b 8 lo l l lJ AXIAL S'JllllH 1111 lllPll Plll Sil rt. Tol*l a 1 STRESS-STllllUl'f CURVES =-==:.._tffoctive a 1 SATURATED, TRlAXlAl-C----------- TEST ¥.;ITll POR.E PRESSURE lllllUI O' llMCAlll llll:Sl!ITAlfCl. lllHT 'llClllltT, #d 71.4 rcr war1111 coav1111r. 'Ill 1:0. ::i, so.", a VOii lllA'l'IO. Cl! 1. 7'J, 1. 6°, 1. 1r, Fig 2G-113

  • TRIAXIA L SHEAR TEST llClllUH 110. A!:-2 c UMl'U ti.IV. 011 UW Tt!ITINQ CO. ..... ,. ... HAU, At.A8AMA * ...: ... ... .. Ill< ... ... .. .. ;: !! "' ... .. "' ... 2 l ) 0 --, ___ ' . L . 0 0.00(', I 0.04 *. 0.011 I( '( .0.1:; .. * ... .. ;1 O. lf> l 0.20 0.24 ,-L 0 I I -I -I 1 ,_ I .__ 1---I * *-+ ---L '--!----1--I
  • I I I ---I -----..;k..::'L--

.-.. . -/ -!-..... ...... I II ' I v '.. "'" ' I -rl II / . \'_\ : ill -\-\ I 111 i i I I 2 J f1 111 t<IPS *CR SO. rt IAOHR DIAGRAMS-. ' I I I i iJ I ' '"1 i I I I I I_ ,__ I , ! ) 11 . ,._ .--i\ , r--rr , I I I _'L ,..__ *r--i '-*----: *----I I l I I I I I I I I ' I .L I I I I I l_J 2 J HI.Ill STRUI Ill llPI l'l:R Ill.FT. STllESS-SlftAIN CURVES 4 1 == O"fECTIVE 01 s ...... -*. c ----------- SAn:F-Al-"

  • i.O WITH POiU. : RESSl:R.E
u.si.;RE:1.£:;Ts MOLi! It' SMl!AR llU!tlAIWCl.t----

11111'1' 'IOllOMT,

  • an* CGlllUllT.

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-* -nu. H H1tT111_ ---" ** _ l.8 O<<i1 -ltlOIG TlSTINQ CO. *** t ....................

.. * ..: ... * ... i .. .. ; ! ... c I .. i. i I I 2 1 * ,... ,,-/ . ' r I --I i I -/" ..... r-... .-...--.... 'V I\ I'\ l n \ I o. l 2 4 ef IN 1(?11'1 SO. Ff MOHR DIAGRAMS-t 9 lO 11 12 o.ooo 0.)4 !! .12 ... *. ... I I I .... 160 I 0.200 I 0.240 I 2 "" \ \ I I I / : '""" l / ,, I I 4 5 ..... ' I'\ I I'\ ; L v,,. \ I \ I I I 11 I 6 7 8 10 ll 12 AXIAL ITlll!.H HI 1(11'9 1'[11 SQ. VT. STRESS-STRAIN CURVES TOTAL U l -----E!TECT!\'E Ol C ------------ 01' SMUii llUISTA11Cli.f---- VIGl1 WEIONT, 1f 71.?, 63.'l, WAYlill co=n11r. 111 :-.i.- YOIO llATIO. 19 ! * '°' l _r.q l. 'f* Fig 2G-B5 s;m;"'; :*. ) TLO

  • . ::.:o wn-11 roo..::

TRllXIAL SHEAR TEST IOltOtG *O. __ tAMPU NO....:.-:.! l[LlV. OIQ LAW nlfl(J TESTlllO CO. 'Al.k!.(JN YILL&. ,.LO*tUA

  • 1.5 ..: ... * .. .. : l.O .. .. ii ! "' i 0.5 .. / I I I I --II ...... i......-,_,,,., v . v I\. REM OLD ED ' 0.5 LO * ,._ ('.... ....." ' \ ' I\ ' I\ I 1.5 2.0 2.5 3.: IT IN *tPS 1'[11 IQ. MOHR DIAGRAMS-.

o.ooo 0.040 0.080 !.120 .. "' ... .. .160 0.200 0.240 .......... "' \ \ I ' 1.0 AXIAL ITllUS -i----,__ r---. ... \ 1/ I 1.5 2 .0 J.J ........ 11'[11 10. ft. STAESS-STllAIN CURVES "001111io111*, e ------------ IUltU 0, SHUR IQU19TAlllCf. lllllT 'IUllMT, trd "I. *J, r, l. J F '.*-* IHTlll CCMITCIH. 'Ill i.C

  • 7, )) . J\ \1'010 CllATIO, $ l. 6, l. 'i fig 2G-M u:;::c::'*r*::*o TRIA:'.IA I_ SHEAR TEST llC!ft1W8 "0 _:_*_:

__ UMP\.C 1110 .!.::.: !' flllY. 011 11rnw!.!' __ .ios 1110. LAir £lie-::--rt1Ht n:srn1a co. u.<A*O .. Vt\..ll. flOtflOA 14 12 ..: ... 10 0 ..

  • 8 .. .. .. ... .. 6 ! .. c 4 .. :
  • 2 0 O.ll 'J o.o 0.0'3 .1 c * ... * .1s 0.2'.) c 0 : 0 ,( o.:u 0 / / w .,,.., I . '/I , I 4 2 4 ' i _/"' ._ ....... / r 1' 1/ ' ........ !\ !\ !'-.. \ !\ \ I/ \ ' \ I \ \ \ I : 'l L 14 16 fT Ill lll"S 1'[11 SO. '1: 140HR DIAGRAMS-.

-... I I :\ l tr .. I'. 11 1 * ! I j. \ . I ' I I J R ln 17 14 1<> AIUAL ITllHS 111 1!11'1 1'11:11 SO. FT. STIU:SS-STRAIN CURVES 1, '" ,__ -+--I '2 T'. Cl ITff'CTIVI: 0 l "coHIUIOlt** e ----------- Sl\T'UtAT!J'J, CO'ISOL Ull\Tfn w !T;t POk: PRESSt.'R': f1r11-;npr.:.oi:::Ts MeU 0' SHUit AUlllTllllC:f:. IUll'I' llrllOllT. 'If d--..:...;.-...,_:....;....,...;..;..;.:--.\ 111&TU

  • 111 ...;;.;;;..;.;;;.:....;.;;..;..:;..:...=:.:...:.

\'0111 UTIO. 111 I. ;-n !. '.-". "" l'ig 2G-ll7

  • TRlfiY.fAl SHEAR TEST llClllllll RO. Jf..

Ulll'l!I: 1110.0:.:.:L 111.ll:V. Oil! .!Oil LAW [NGlllr 'f[ST!N() CO. 1810illlittN\.J."4AM, A:LABAMA

  • 7 ' ..: ... "" .. .. r 41 .. .. iii ! .. .. .. "' .. 1--+-t I I I I I l---+-+-1-+-4
  • I I I I I I I I I I I I -*-+-+--+--+--+

B I I I --+-*+--0 II (I' 1111 ,[Ill SO. Vt MOHR DIAGRAMS-. I\. l' 11 11111 0.080 0.\6() I-+-+-* I I I I I I I I I I -l-+-+--1-+- I I I I i ' I -I o. 4or1--1 I I +..--,.6----. ..l.-..!--J. -o.m* 1 1 1 1 1 1 1

  • 1 1 1 1 1 1 1 I I I I I 0 1 2 3 4 s 6 7 8 10 11 12 AXIAi. STllUI 1111 111'1 1'111 IQ.Pt ST .. US-STAAIN CUlrif:S TOTl\Lcr l EH'ECTIVE O l -.1sm111*, c ------------

MILE OV Sl<l!All lllUT IUIB*l, 1"d (1.'

  • PCT wAr111

""' lllAITHI. Ill Lor, l r111. CONSOLJDll.T!'O Winf TRIAXIAL SHEtl.R TEST ... ,,., 110 __ .,..,..,_r 110. un. 11111 .IOlll It@ . ....:..::.:..J. lA\ff CllG*1;: .11NO TESTING CO. St*llllt"'<.."AM,

  • 1 ----..._. .... ' 0: ...
  • s .. * '"i..... .. 4 .. l.;'-, ...... ,,,,,,. ['.. ,..,... .... ... .. , /' ' ;;: 3 ! v / !'\ ' ' II< 7 / '\ c "" 2 ....... z //i.. ....... .. ... lo.. \ I/ I ... " I \ \ l "' 1. J I I \ ' \ 1 ' 0 1 I I 1 I I I I I I 0 l 2 3 .: 5 5 7 8 9 10 11 l<. f$ . Ill l!ll'S 1'[11 SQ. ft. MOHR DIAGRAMS-.

o.oo 1).04 0.0110 ! .12c c g .. * .16n 0.20C ';;::: :"""1. "' --= '\ r--J --I [......._..._ \. l If I I j I I. I I 0.24C 0 l 2 4 . 5 6 7 8 10 11 12 AIMi. STllEH Ill 1111'9 1'!11 SQ.FT. 'TOTl\L CJ l trf'F.CTIVE CJ l STRESS-STRAIN CURVES 'CIOlllll:Sli0111°, C ----------- llolllflU OP llMUlll lllUUITAllC:I.

  • ------11111'1' 111111:u111v, "c1 1i.*1 in.9 lrATlllll C0411Tll'.111'
  • 111 J. 2 * ; d * 'H YOIO lllATIO. II 1
  • 3'l, 1. ("l Fig.2C-119 SllTURATP , CONSOL l'NDRJ\ T!IEO WITK POI! PRESSl'RE MFll<\IRE"IENTS SHEAR TEST llllHllH 110. 1'!>Sn ___ UNf'lf MO. .!.:.L ruv.

"°" 110. U\V £Ne*::. 11NO T!STIUll CO. *tJfMIHf**tAMI, ALASAMA

  • u u .: ... 10 * ..
  • r II .. ... iii 6 ! Ill "' 4 "" z .. 2 0 o.ooo 0.040 o.oeo Iii ;.120 81 ... .. .160 0.200 0.240 I IA 0 0 I I/ './' I ' ,,,,, ' I 4 :::--1 -\\ r1 4 * .........

.-..... ... "'r-.. .. 1\. ,, \ . I . 6 8 10 12 14 16 18 20 22 24 ti 111 lllPS PU IQ. ft MOHR DIAGRAMS-. ---.....:: -"""" \ I\ I J 6 8 l 0 12 14 H\ : 1 ' 20 22 :<4 UIAL ST1IUS Ill 1111'11 PIUI lllll'T. TUl'1'LIJ l STRESS-STRAIN CUll'VES ETFECTIVECJ l =------------ Mou 011' tllt:All llUllHAllC:t:.t---- 111111'1' 'llrl:IGMT, vd 66.7, re!* .-ATU UllllllT. 1111 11919 HVllll. 11 !.CO Fig. 20-1110 Sl\TUllATr °'* CONSOLIDATED tr.-"DAAI\'!:I) WITll I'..; .. PIU:55U"1: TRIAXIAL SHEAR TEST 9011111111 110. 11a!.::1.. l!Llt'I. Oii LAW [HG': . JUNG 1"UTl'HO CO. 81Allltvr. ALA*A*A 14 12 .: 10 * .. fl: .. 8 .. .. .. ii 6 ! "' "' 4 .. : .. 2 0 ,0 o.ooo 0.040 0.060 J.120 111: t .160 0.200 0.2.:0 0 j v ,, ,, 1"' / / I I fi ""' I v-' rJ I I .& 2 .; 6 -. --,.v ' ' v '!".. ' '\. ' ' r-. ' \ ' ' \ I \' I I I ! -10 1: 14 16 2. "" fT 111 lll'S 1'£11 SO, n: MOHR DIAGRAMS-. l l'.l 12 H 16 19 20 22 24 AXIAL ltlli!H ISi llllDll 1'[11 Sil n: MOTAL a 1 STRUS-STRAIN CURVES EFFECT I VC: Cl l "ciottHIOll", e ------------- SJ\TUAATSO, CONSOLIDATF.D U!IDRAINED WITH r,_ ,:;: PRESSChl: MllU 01' $11Ulll lllOl'f 'lllll:ICIOT, fd Fl.5 tiS.4 lfAUlll COllTEllT. W-.J.<1.,:,,Z.._."1...::.:! llOIO llAVIO, Fig 2G-Bll

  • TRl.'\}:!Al SHEAR TEST lllOllllNCI MO .

110..I.:l_ lLlltV. o* HPT,.1".o-1 ... o JOl!l UW rnG::*!'.ER1"G TESTING CO. fl!lfRMii>4GHA.M. ALA9A .. 4

  • 1 6 ..: "' "' .. .. .. 41 .. .. .. ; ! .. "' .. "' .. l 0 o.ooo 0.020 0.040 !.060 II< .. .. .oeo O.lOO 0 0.120 0 ,,,,, >--* "',,. /; p' ,f I : I -I ! : I I I v '!"' ' '""' " " ' ' ... \ \ " ' \ ' \ s & 7 8 9 i) .. fT Iii Mll>S PCR $0 ,t MOHR DIAGRAMS-* :-........_

', 'i-." .... , ' 1 \ ' ' I J -I I I I l:> .2 AJ(IAI. ITlll:U IOI ll'UI SQ. fl. l STRESS-$TRAll'I CURVES EfftCTIVE: l SATURJ\T:-'l, CONSCLJrllT!:ll WITH PC':.'*-* AIUIU: 0, SHUii! llUllTAlllCt. t----lllllllT 111[10141, IY d R:'. c "). f' *-* 'llATU COllUllT , Iii 3 7. J. 37 .6\ ,,._,, l!ATIO. * .. 1.03 Yig,2C'.-812 Sl1Et.n TEST llO!ltlll 110. __ uwPLI 110.l.:.l_ (LEV. 011 l.Alf me '.:r.IN3 co. ao* .. '""""a.u. "'-***111*

  • 14 12 ..: ... 10 'Iii .. * ' :! e .. ... iii 6 ! ... .. 4 .. lC .. / [/ , ..... ;:-' /1 ' ... -2 I ' ' ,,,. r I '* "'\ \ 0 I I ' \ \ 6 s 10 12 14 16 18 *20 22 24 fl' Ile ml't 1'!11 H. ,t MOHR DIAGRAMS-t 0.000 --=--;;;:-... 0.040 *, !"\ '\ '\ o.oeo !.120 <II .. ..
  • 160 0.200 0.240 I 1 I I I I \ ' ....... N \\ \ \ I 6 e 10 12 14 16 u 20 22 24 TOTAL 0 l AXIAL ITfllH Ill 1111'11 l'tll H. PY. STIU'.H-STRAllt C:UllVES EITECT!VE 0 l MIU 91' llllCAfl llUl!l'l'AllCl.t----

11111' 'IU19NT, 1" d 80.', e7. S re:: 11ATU CflllTHT. 9 29.I>, .... ltATll.

  • 1
  • cs ' 1 . 11 Fig 2G-11 l3 !ATUAAT' .l, CCtfSOLIOATE'O UNOAAIMm WIT!! PC. ' PRESSURt; m:ASUREHENTS L SHEt-R TEST 8611'1110 110 . ..! ! -$-"--llAlllPU fllll. ..!.::i. IU'll' .**

JOI **. 2.:.21.L UIV CP:G' :111ma t(!ITl!l\l co. IU.,A**flll1'

  • * ... ' ..: ... 4 5 .. .. r 4 .. ... ii l ! .. .. 2 .. ,. .. '7' /j '\ l I/. i\ 'I ,, 111 ,, ,\ 0 II I I \I 9 fT Ill 1111'9 P!fl SO. l't MOHR DIAGRAMS-t o.ooo -\" *l\ I 0.040 O.OllQ I/I I' !.120 .. :. .160 0.200 i 0.240 i > G 7 8 10 ll AlllAL llTllUS 111 llll't Plfl 10. Ft T07At 1 l STRUS-SrRAIN C:Ul'IVU UTECTIVE ::; l .........

Al!JllLI llV INlM llUllTAIC:I.

  • ----1111111 91!1111111', .,. " 4*9*

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  • 111
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  • * * +15 z 0 fii +to "' Iii It z .. +5 ...... J I( z 0 -<<w u .... u 0 ll'l c: f :----i---+-t -f-+-t +-i,. --t I i I I , ' , , I , I ...I I.I.I CL I . I I I z <( 0 -5 Ill z I.II I-*10 )( w *15 +2.0 z +15 0 iii w Ill c: I.I.I +10 It :::> A.
  • 111 Ill w 0 It u +5 A. -w IC 0:: z 0-0 A. Ill en w z u )( Q -5 === ---r-1*-. -----
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  • i *. it-,-j ! I '1---t l ! r i-' j 1 ' f ; II.I "' z w ... *10 )( 1111 -n i l j-1 \ l r I i j i -+ j I ' f------.. 1 I . 1 20 !50 100 zoo 500 1000 NUMBE'R OF CYCLES lill!Ull.AlllKS:

SPECIFIC: GlllAVITY ,. 1.'U Fig 2G-D9 CONl"INING PlllCSSUllll:--!.!;,!. n1. llACK Plltllll:SllUllllll:..._.!!,_ IP'1al CYCl.IC: Olt\llATOllll

  • * ., ** ,, ... ._..,,. ......i"':.,:"I

__ _ AXIAL STRAIN* (or,,) NUMBER OF CYCLES 2 7 10 *DOUBLE AMPLIT-UOE STRAIN CYCLIC TRIA>,IAL TEST NO. 9 PROJECT: __s_--::-. LUCIE PLANT SA-737 BORING NO. f, *::-2C SAMPLE NO. U0-1 DEPTH 9.5*1 LS FT. BORING LOCA TI ( N: _ _.:;U..;.N.;.;l;...;T:.......;.1_1:.;:N..:.T..::....:..A.:.:K..:.:::E __ _ SAMPLE OESCRil""ION: LIGHT GREV SHEL.LY Sil-TY P'IHIE SAND I.AW CNGINlll l,. 1NG 1'1:STIN(",, CC::UlllPAN\t MA.-, LC:TTA, GlllOllUotA +15 z 0 II) +10 l1l Lr.I Q: z 0.. +5 :? < I-0 z It w u I-u Ill c:: 0 .J I&! < 0.. -x z z < Q -5 !fl z liJ I--1 0 x l.!J *1 s +20 z +15 0 Ill l.!J U'l 0:: w +10 tt :::> 0. I/) l/) w 0 a:: u +S ll.. - c: z 0 -0 c.. Ill Ill 1.1.l z u x 0 -5 w !fl z I.I.I I--10 x I.I.I -u l I +--+-..-,* -.--*---.-..--,....._. _ __.. __ _.__._. j I I ; 1 I I i i I I ' ' + _J. ... .,..--1 + j t-1-t i tri-t.**1' i l ---c:_.:_-1*- +----ti, l-t' :.'-1i1, -1 I . i . t -l -l--r-+--. -* . i 1 * ---. l i ' l , t t -. ; i _. . -t +*-. -. ---1-' I l ,_ . 1' ---. t +' i tl i ! ! j . I I i I I f ' I ' ' ' j t qi i 1 ] l i1 t j ! i I j * ---H ---__ L_ 1 i11-+r-*--_--- -r . I j j t I L *! t + .. I t l I i j t t j ( 1! I Iii l 111 !lll . 11 llil Pjf 10 zo 50 YOO zoo 500 NUMBER OF CYCLES Fig 2G-Dl0 CONFINING l"lllll!:SSUllllE.....!..!..!_ 1"!111. 8ACK PllU!'.SSUl'ltE_G_I_ "151 CVCLIC Oll!:VIAT01'11 STRl!:SS PSF'. '"8" VALUI: -*.;;_*11.:..--- CYCLIC TRIAXIAL TEST NO. PROJECT: AXIAL STRAIN* ("'o) ti NUM9ER OF CYCLES 5 to '"DOUBLE AMPLITUDE STRAIN A. 2 IC BORING NO.--*. DEPTH _..::;,2.;;:.4...::-2:..:6:...... FT. SAMPLE NO. _T_-_e_ I.AW IENGt .. IL **NC. T\IST1 .. ;., COMPANY MAfll. T"f'A. GIO*w*A * * *

  • *
  • SUPPLEMENT 1 TO APPENDIX 2G 2G-Si
  • *
  • 2G8.0 ADDITIONAL INFORMATION REQUESTED BY NRC STAFF 2G8.l General This supplement to Appendix 2G presents additional information and mentation requested by the NRC Staff at the April 1, 1975 meeting in Bethesda, Maryland.

The Staff requested that five additional items be presented by April 9, 1975 so that they could conclude their review of the Switchyard and Canal Investigation and Analysis. These items are 1) a shear strength determination of the clay layer from known construction conditions, 2) a discussion of the applicability of using the laboratory data from the samples of borings AE-5A, B, and C to other areas, cularly North of the switchyard and West of the main plant area, 3) ification that the low blow count and high shear strength data do not present an unusual condition, 4) presentation, discussion and evaluation of the consolidated undrained triaxial shear tests (CIU tests), and 5) letters from Dr. G. Castro and Dr. E. D'Appolonia stating their sionG baced on the informatinn originally presented in Appendix 2G. These five items will be discussed in the following sub-sections of this amendment. Table 2G-3 has been revised and is resubmitted with corrected unit weights, based on field unit weights. The unit weights originally shown on this table were based on trimmed samples. Data obtained on Jan. 7, 1975 dicated the unit weights were too low and they have thus been revised. 2G8.2 Construction Condition Verification of Shear Strength of Clay Figure 2G-Sl presents the results of the determination of the shear strength of the clay during actual construction conditions in the switchyard area for safety factors of 1.3 and 1.5 with the friction angle of the sand at 300 as proposed by the Staff. This analysis using the sliding wedge cedures recommended by the Corps of Engineers as discussed in Section 2G6.2 indicates a cohesion of at least 750 to 1000 pAf in the clay layer. This is consistent with the laboratory test values as presented in Figure 2G6. Based on this, it is concluded that the analyses previously presented are satisfactory and that a slide cannot occur along the clay layer. 2G8.3 Applicability of Sample Data from AES, A, B, and C to Other Areas Investigation of the switchyard area indicated sufficient strength to clude the possibility of a flow slide in the sandy zones. This is based on the fact that this area has been backfilled to raise the grade with approximately thirteen (13) feet of compacted fill and that this fill has increased the confining pressures on the underlying sandy materials to the point where they no longer present a flow slide problem. In order to be able to use the shear strength determined from samples obtained in this area, the NRC Staff requested that field and laboratory data be related. Table 2G-Sl presents the average blow count data from boring AE-5 with the averabe blow count data from two areas designated by the Staff as Area I (Borings) and Area II (Borings). The blow count data was rily divided into 10 foot zones for this comparison, with blow counts from clay samples omitted. The laboratory Ramples were obtained from lower blow count zones as shown on Figure 2G-Sl. All laboratory test samples were obtained from either Elevation +10 to Elevation 0 or from 2G-Sl Elevation -10 to Elevation -20. From a comparison of the data in Table 2G-Sl, based on average blow counts, it would be very conservative to use undisturbed samples from zones of Elevation +10 to Elevation 0 and vation -10 to Elevation -20 at boring AE-5 to represent soil .at any depth in borings AE-5 or Area I and Area II. This is based on the fact that the two zones sampled had the lowest average blow count (10 and 20) of any of the 10 foot zones and, in fact, was the reason for the concentrated sampling in those zones. These facts represent conclusive evidence that all areas have sufficient shear strength to preclude the possibility of a flow slide, since the est blow count zone material which is acceptable for t.he switchyard is now shown to be very conservative for the entire site at every depth. Additional supportive data is presented in the following sections. 2G8.4 Comparison of Blow Counts and Shear Strength ThP letter (see ATTACHMENT

1) from Dr. E. D'Appolonia.

with sume included, presents a discussion of this seemingly anomalous tion. It is concluded from the discussion presented in this letter that it is not unusual to have low penetration test results and yet material with high shear strength. 2G8.5 Consolidated Undrained Triaxial Shear Tests The attached letter (see ATTACHMENT

2) from Dr. G. Castro, with resume included, presents a discussion of this data and an analysis using this data as proposed by Dr. Castro in his paper t.o be published in Juue 19.75 in the ASCE Journals.

Based on this analysis, it is concluded that flow slides cannot occur in the sands as a result of cyclic mobility caused by the DDE. 2G8.6 Letters from Consultants Attachments I end II present the letters and resumes of the consultants who have reviewed the original Appendix 2G and contain their conclusions. Based on their comments, it is concluded that a flow slide cannot occur. 2G8.7 Conclusions The above sections present the additional information and documentation that has been requested. The detmination of the shear strength of the clay layer beneath the switchyard, calculated from the actual construction conditions in the switchyard, verifies the strength established by atory testing and indicates that failure cannot occur along the clay layer. The data presented in Table 2G-Sl proves conclusively that the laboratory test: result:s are conservat.ive and applicable to all areas and depths of the investigation. The letter from Dr. D'Appolonia explains adequately the relationship tween standard penetration test values and shear strength for this stie. The letter from Dr. Castro analyses the laboratory results with respect to his paper and indicates; t:hat: t:he slopes are safe against a flnw s1irle. In sununary the conclusion of all of these sections is that flow slides cannot occur and that the proposed ultimate heat sink system is tive and can function adequately. 2G*S2 * *

  • TABLE 2G-Sl ST. LUCIE PROJECT COMPARISON OF SPT BLOW COUNTS FOR BORING AE-5 AND AREAS I & II ELEVATION BORING AE-5 AREA I AREA II LAB.TEST SAMPLE LOCATION +20 to +10 28 50 +10 to 0 10 35 36 AE-SB T-1,2,3,4 AE-SC T-1,3 0 to -10 65 26 32 -10 to -20 20 22 36 AE-SA UD-1,2,3 AE-SB T-5,6,7,8

-20 to -30 58 35 43 -30 to -40 44 28 37 -40 to -50 40 ' 24 29 -50 to -60 25 30 36 -60 to -70 48 45 (1) SPT blow counts given are average for each 10 foot zone. (2) Areas I & II are as selected by NRC staff in the canal area. 2G-S3 SUPPLEMENT TO APPENDIX 2G ATTACHMENT l 2G-S4

  • * * ----. '.(,;

\' l ' , l="':._*' ,., . ' .,., _______ ...;._----April 7, 1975 Elio D'Appolonia Project 75-654 PRESIDENT Mr. Joseph Ehasz Supervising Engineer Ebasco Services Inc. Two Rector Street New York, New York 10006 Switchyard and Canal Foundation Investigation St. Lucie Plant Unit No. I Florida Power & Light Company

Dear Mr. Ehasz:

I have reviewed the report "Switchyard and Canal Investigation and Analysis, Appendix 2G," Revision 27, dated January 31, 1975 of Docket No. 50-389 of the AEC. My comments relate solely to the stability of the canal under static and seismic loadings. The report describes the care and control exercised during ing and securing of both disturbed and undisturbed soil samples. tion of highly localized excess pore pressure resulting from drilling was allowed before soil samples were extruded from the hole. Care exercised in transporting the undisturbed samples to the laboratory and in cutting the tubes minimized their disturbance. This control of soil drilling and sampling assured a high degree of reliability and confidence in the results of laboratory tests and analysis. Of particular note is the emphasis that was placed on securing undisturbed samples of the sand strata having the greatest potential for liquefaction as determined by Standard Penetration Tests. Samples at the desired depth were obtained by drilling a number of holes within a small radius from a boring used to identify the elevation at which the critical layers occurred. Both consolidated isotropically undrained (ClU) and cyclic triaxial tests were conducted on these "liquefiable" sands. This suggests for this site a higher level of conservatism in the results of analysis than normally obtained. Unit weight determinations of undisturbed samples disclose that the sands and silty sands within the potential zones of "liquefaction" are in a medium-dense to dense state. The fine sands having approximately less Mr. Joseph Ehasz April 7, 197 5 than 15 percent particle sizes passing the 200 mesh sieve are listed in Table 1, and their relative densities range from 72 to 82 percent. Tables 2 and 3 show relative densities for the fine sands with higher silt tions, in all cases but two (Samples AE-27E-T2 and AE-27E-Tl), have relative densities greater than 65 percent. The two samples mentioned have relative densities of 55 and 42 percent and silt fractions of 21.8 and 22.8 percent. The CIU shear tests, in most cases, indicate that the sandy materials are dilative. This is indicative of medium-dense to dense lar deposits. Dilation implies an increase in shear strength as the soil tends to deform under seismic loadings, thereby lessening the danger of a stability failure or a flow slide during an earthquake. The dynamic analyses of cyclic mobility disclose factors of safety greater than 1.31. The analyses are based on 10 cycles of loading and shear strains of 10 and 15 percent. The maximum excess pore water pressure under cyclic triaxial testing was 49 percent, again indicative of dilative soils whose shear strength tends to increase rather than decrease under straining from either static or dynamic loadings. The analyses of factors of safety of the site against cyclic mobility during an earthquake indicate adequate margins of safety against failure. A consideration of the reserve of the residual shear strength as obtained from CIU shear tests to the combined induced dynamic shear stress and in-situ shear stress along potential surfaces of failure shows adequate margins of safety against flow slides. A review of the Standard Penetration Tests indicates that there are wide fluctuations in blow counts with depth in the potentially "liquefiable" soils. These variations in blow count with depth can be attributed to a number of factors such as the temporary excess pore water pressure induced by the vibrations of the hammer during the conduct of the Standard Penetration Test, the presence of thin silt or organic partings interspersed through the sand deposits, the differences in in-situ densities of sand on the leeward and windward sides of dune deposits, influence of currents during deposition with rising and falling sea levels, etc. theless, Standard Penetration Tests conducted on silty sands should be used only as an indicator of the expected performance of the material to load and not to predict soil behavior. At the St. Lucie site, there is an apparent disparity between low blow counts and high relative densities of the silty sands. Undisturbed samples of the potentially "liquef iable" sands were obtained to assess this factor relative to the stability of the canal under both static and dynamic loadings. As stated above, factors of safety against a stability failure under either dynamic or static loadings are adequate as * * *

  • Mr. Joseph Ehasz April 7, 1975 determined by acceptable state-of-the-art procedures for dynamic analysis.

To explain the disparity between blow count and relative density of the silty sands, the following comments are offered. Column 6 of Table 1 shows the blow count of Standard Penetration Tests of the sand with low silt content compared to values given by Gibbs and Holtz. They show a penetration resistance of practically zero for a saturated silty sand having a relative density of 60 percent. For higher relative densities and increasing effective stress, the resistance increases. Their work was conducted in the laboratory under carefully controlled tions. One would expect to find the same trend in the field for carefully executed tests. Column 6 under the heading "Nf" shows the blow counts for fine, saturated sands with low silt content at the switchyard. The sands tested by Gibbs and Holtz are similar to the fine sands occurring at the site. It is interesting to note that in all but two cases the blow count in the field is nearly equal to or greater than the values given by Gibbs and Holtz. For test samples AE-SB, T-SA and T-5B taken at depths of 28 to 30 feet below the surface, the blow count in the field is less than that given by Gibbs and Holtz. Further, Tables 2 and 3 show that with increasing silt content, the blow count generally hut there is no clear relationship between blow count and relative density. Equally well, with increasing silt content, the potential for "liquefaction 1' of the sand samples listed in Tables 2 and 3 decreases. It is my professional opinion from the review of the data presented in Appendix 2G of Docket No. 50-389 and of the results of the dynamic analyses reported therein, as well as my interpretation of the data, that the risk of a failure of the slopes of the canal at the switchyard under either static or seismic loadings is remote. ED:asm Encls. Sincerely, E. D'APPOLONIA CONSULTING ENGINEERS, D' Appolonia'\ \ 1 Sample No. AE-2C UD-1 UD-2A UD-2B AE-5A UD-2A AE-5B T-5A T-5B T-6A T-6B T-7A T-7B AE-5C T-1 TABLE 1 GROUP I SAND SAMPLES LOW SILT CONTENT APPROXIMATELY LESS THAN 15 PERCENT PASSING NO. 200 SIEVE. 2 3 4 5 Depth Dry Below Passing Unit Relative 200 Sieve Density Surface (%) Weight (%) (ft) (pcf) 9.3/10.3 16.0 91.5 82 11. 3/12\l 13.0 92. 7 75 11.3/12.1 4.0 92.7 7q 30.0/32.4 15.7 91.5 -28.0/30.0 ll.8 93.0 79 28.0/30.0 11.0 93.0 79 30.9/32.0 13.1 90.4 72 30.0/32.0 15.4 72 32.0/34.0 4.9 103.6 -32.0/34.0 4.6 103,6 -10.0/12.0 14.5 91.2 74 6 7 Standard Penetration Test CTU Shear Tests Nf N"' 0 20 10 -5 5 -5 6 Dilative 'i 1? Dil;:itivf' 5 12 Dilative 5 7 Neutral 5 7 Neutral 15 -Contractive 15 -Contractive 15 5 -* C:ibbs, H. J. and Holtz, W. G. , "Research on Determining the Density of Sands by Spoon Penetration Testing, Proc.4th Tntern;:itinn;:il Conference on Soil and Foundation Engineering, Vol. 1, 1957, p. 35, Figure 7. 2G-S8 \ 1 2 Depth Sample Below No. Surf ace (ft) AE-'iB T-8A 34.0/36.0 AE-5C T-3 14.0/16.0 AE-27A T-2 12.0/14.0 T-8 20.0/22.0 T-8 20.0/22.0 AE-Z7B T-5 l'J.U/21.0 AE-27D T-2 12.0/13.0 T-6 20.0/21.0 AE-27E T-1 10.0/11.3 T-5 18.0/20.0 TABLE 2 GROUP II SAND SAMPLES MEDIUM SILT CONTENT APPROXIMATELY 15 TO 30 PERCENT PASSING NO. 200 SIEVE 3 4 5 Dry Relative Passing Unit 200 Sieve Density (%) Weight (%) (pcf) ' 27.3 112.8 90 29.l 91.8 75 20.0 87.7 65 22.0 95.7 77 23.0 99.l 85 19.0 97. 6 91 21. 8 88.2 55 25.8 102.7 87 22.8 83.8 42 26.5 97.1 97 2G*S9 .. 6 7 Standard PenE>tration l cru Test Shear Tests Nf 13 Cuot.ractive 2 5 15 15 10 2 5 5 35 -

  • 1 Sample No. AE-SB T-8B
  • AE-27A T-2 T-11 AE-27C T-8 AE-27E T-6
  • TABLE 3 GROUP III SAND SAMPLES HIGH SILT CONTENT APPROXIMATELY GREATER THAN 30 PERCENT PASSING NO. 200 SIEVE 2 3 4 5 *, 6 Standard Depth Passing Dry Relative Penetration Below 200 Sieve Unit Density Test Surface (%) Weight ( %) (ft) ( pcf) Nf 34.0/36.0 34.1 100.0 90 13 12.0/14.0 35.0 89.8 70 12-5 24.0/26.0 33.0 99.3 85 15-50 24.0/26.0 36.0 90.l 70 10-50 22.0/24.0
32. 0 101.3 89 20-35 2G-S10 7 CIU Shear Tests -----

ELIO D'APPOLONlA Education Chairman of t.he Board of Directors, President, Controller and Project Manager -E. D'Appolonia Consulting Engineers, Inc. Ph.D., Civil Engineering, University of Illinois M.S., Civil Engineering, University of Alberta B.S., Civil Engineering, University of AlhPrta Registration Professional Engineer: Alaska, Illinois, Indiana, Pennsylvania, Rhode Island Affiliation5 American Arbitration Association, American Geophysical Union, American Institute of Consulting Engineers, American Society for Testing and Materials, American Society of Civil Engineers (Geotechnical Engineering Division, Underground Construction Research American Water Resources Association, Association of Engineering Geologists. Association of Iron and Steel Engineers, Consulting Engineers Council, Engineering Institute of Canada, Highway Research Board, International Association for Bridge & Structural Engineers, International Commission on Large Dams, International Society fu1 Rock National Society of Professional Engineers, Pennsylvania Society of Professional Engineers, Professional Engineers in PrivatP Practice, Seismological Society of America, Sigma Xi Research Society Experience and Background While an instructor at the University of Alberta, Dr. D'Appolonia was retained by the United States Army Corps of Engineers on permafrost problems in northern Canada and Alaska, and was instrumental in the development of techniques for the construction of highways, airports and buildings in permanently frozen regions. In 1948 he became associated with Carnegie Institute of Technology (now Carnegie-Mellon), teaching and undertaking research in applied mechanics and foundation engineering. For many years, he maintained an interest in research at Carnegie-Mellon University by advising and guiding graduate students in their theses. In 1956 he formed his own firm and has since devoted his tirne wholly to the practice ot civil engint:ning in the fields of soil and rock mechanics, foundation engineering and applied 2G-Sll

  • *
  • 2 * (Elio D'Appolonia)

His academic training, teaching and research work have him as a consultant on broad and varied problems in the design and construction of foundations during the past twenty-five years. His experience relating to the earth sciences has been gained primarily as a consultant to heavy industry--steel, petrochemical, power, mining ... --encompassing foundations for complex facilities subjected to heavy loadings and located in areas of difficulL subsoils. His philosophy of continuity of engineering services, i.e., continuous service through the investigation, and construction phases of a project, including observation of the behavior of completed foundations, has been applied to steel and concrete structures and earth and rock fill Dr. D'Appolonia has been a consultant on numerous involving failures of earthworks and similar facilities that undergone distress; and has conducted research in a?plied mechanics, vibrations, fatigue of materials, soil mechanics, structural engineering and mathematical as they relate to stress analysis problems. Since 1967 he has served as a consultant tc Lhe Advisory Committee on Reactor Safeguards of the Energy Commission with regard to the hazards of proposed or existing reactor facilities and the adequacy of the reactor safety standards, and related rn.atter5. He was retained as a private consultant on the design for the 1976 Olympic Sports Complex in Montreal, The Complex is comprised of three primary structures--the the tower supporting the cable structure for the removable roof as well as housing offices and sports facilities, the Velodrome. CliJing to design differences and the varying c;*c:ali t;* of foundation rock at the site, each foundation posed different problems for design, construction ana quality assurance. seismicity and geophysical subsurface investigations with analytical and finite element studies of the proposed f oGndation designs, Dr. D'Appolonia provided design parameters and a: ability criteria for the various deep foundations on rock. n addition, quality assurance field supervision and on construction were provided throughout the duration of the project. He has a deep interest in underground engineering and construction and has been active in ASCE's Cnderground Construction Research Council since 1970, serving as Chairman of the Executive Co=ittee from September 1973 to October 1974. Presently, he is Chairman of the Rapid Excavation and Tunneling Conference under the auspices of American Society of Civil Engineers and the of Mining Engineers. RETC's role is to effectively expedite the problems relating to urbanization and resource by looking to the underground areas of urban centers and the 2G-Sl2

3. (Elio D'Appolonia) of natural resources (including coal and oil shale) economically with improved underground mining technology.

Honors and Awards 1948, O'Keefer Medal, Engineering Institute of Canada, for the papeI "Penuaueutly Frozen Ground and Foundation Design. 11 1969, Thomas A. Middlebrooks Award, ASCE, for the paper "Settlement of Spread Footings on Sand." January 1972, he was named "Civil Engineer of the Year" by the Pittsburgh Section of the American Society of Civil Engineers. Publications "Permanently Frozen Ground and Foundation Design," R. M. Hardy and E. D'Appolonia, Journal, Engineering Institute of Canada, Vol. 29, January 1946. "Force Vibrations of Continuous Beams," E. Saibel and F.. D'Appolonia, Transactions, American Society of Civil Engineers, Vol. 117, 1952. "A Method for the Solution of the Restrained Cylinder Under Compression," E. D' Appolonia and N. :*L Mewmark, Proceedings, First U. S. National Congress of Applied Mechanics, ASME, December 1952. "Vibroflotation Makes Strong Foundations Out of Loose, Windblown Sands," E. D'Appolonia, Gas, July 1953. "Curvilinear Coordinates for the Solution of a Notched Bar in Tension," E. D'Appolonia, Proceedings, First Western Conference on Solid Mechanics, December 1953. "Effect of Range of Stress and Prestrain on the Fatigue Properties of Titanium," J. P. Romauldi and E. D'Appolonia, Proceedings, American Society for Testing and Mc:t.terial5, Vol. 54, 1954. "Loose Sands--Their Compaction by Vibroflotation," E. D'Appolonia, American Society for Testing and Materials, STP 156, Dynamic Testing of Soils, May 1954. "Torsion Prestraln and the Fatigue Strength of RC-55 Titanium Alloy," J. G. Kaufman and E. D'Appolonia, Proceedings, American Society for Testing and Materials, Vol. 55, 1955. 2G-Sl3

  • * ** 4. (Elio D'Appolonia) "Sand Compaction by Vibroflotation," E. D'Appolonia, C. E. Miller, Jr., and T. M. Ware, Transactions, American Society of Civil Engineers, Vol. 120, 1955. "Behavior of Ti-75A Titanium Alloy Under Repeated Load," R. G. Crum and E. D'Appolonia, Proceedings, American Society for Testing and Materials, Vol. 55, 1955. "Fatigue Damage Measured by Deflections of Rotating Beam Specimens," R. G. Crum and E. D'Appolonia, Proceedings, Society for Experimental Stress Analysis, 1956. "Site Selection Through the Physical Sciences," E. D'Appolonia, Proceedings, American Railway Development Association.

April 1958. "The Effect of Internal Heating on the Fatigue Life of Titanium," J. P. Romualdi and E. D'Appolonia, Proceedings, American Society for Testing and Materials, Vol. 59, 1959. "Dynamic Response of Floating Bridges to Transient Load," J. P. Romualdi, E. D'Appolon1a and T. E. Stelson, Proceedings, Third National Conference of Applied Mechanics, 1958 . "The Influence of Preloading on Economy of Foundations oL the New Midwest Steel Mill," E. D'Appolonia and L. A. Fugassi, Proceedings, Association of Iron and Steel Engineers, May 1961. "Embankments and Their Use to Increase Storage of Fly Ash," Pennsylvania Electric Association, January 1962. "Load Transfer in End-Bearing Steel H-Piles," E. D'Appolonia and J. P. Romualdi, Journal of the Soil Mechanics and Foundations Division, American Society of Civil Engineers, March 1963, SM2. "Load Transfer in a Step-Taper Pile," E. D'Appolonia and J. A. Hribar, Journal of the Soil Mechanics and Foundations Division, American Society of Civil Engineers, November 1963. "Prediction of Pile Action by a* Computer Method," A.G. Thurman and E. D'Appolonia, Conference on Deep Foundations, Mexican Society of Soil Mechanics, Mexico City, November 1964. "Large Settlements of an Ore Dock Supported on End-Bearing Piles," E. D'Appolonia and M. Spanovich, Conference on Deep Foundations, Mexican Society of Soil Mechanics, Mexico City, November 1964. "Soil Dynamics," E. D'Appolonia, West Virginia University, April 1965

  • 2G-Sl4
5. (Elio D'Appolonia) "Computed Movement of Friction and End-Bearing Piles Embedded in Uniform and Stratified Soils," A. G. Thurman and E. D'Appolonia, Proceedings, Sixth International Conference on Soil Mechanics and Foundation Engineering, Vol. 2, Div. 4, University of Toronto Press, 1965. "Behavior of Compacted Fills." E. D'Appolonia, Proceedings, Fifteenth Annual Soil Mechanics and Foundation Engineering Conference, University of Minnesota, March 1967. "Behavior of a Colluvial Slope," E. D'Appolonia, R. Alperstein and D. J. D'Appolonia, Journal of the Soil Mechanics and Foundations Division, American Society of Civil Engineers, Vol. 93, No. SM4, Proc. Paper 5326, July 1967, pp. 447-473. "Theoretical Distribution of Loads Among the Piles in a Group," R. Pichumani and E. D'Appolonia, Proceedings, Third Pan American Conference on Soil Mechanics and Foundation Engineering, Caracas, Venezuela, July 1967. "Determination of the Maximum Density of Cohesionless Soils," D. J. D'Appolonia and E. D'Appolonia, Proceedings, Third Asian Regional Conference nn Snil MPchanics and Foundation Engineering.

Haifa, Israel, September 1967. Steel Pipe Piling Reference Manual, Prepared by L. B. Foster Company, January 1968. "Load Transfer -Bearing Capacity for Single Piles and Pile Clusters," E. D'Appolonia, Proceedings, Soil Mechanics Lecture Series, Soil Mechanics and Foundations Division, Illinois Section, Chicago, Illinois, April 17, 1968. "Settlement of Spread Footings on Sand,., E. D' Appolonia, R. F. Brissette, D. J. D'Appolonia, Journal of the Soil Mechanics and Foundations Division, ASCE, 94, SM3, Proc. Paper 5959, May 1968, pp. 735-760. "Densification of Granular Soils by Vibrations, 11 Proceedings, Vibrations of Soils and Foundations, University of Michigan, Engineering Summer Conferences, June 3, 1968. "Site Evaluation and Soil Investigations," E. D'Appolonia, 1968 Annual Convention of the Association of Iron and Steel Engineers, Cleveland, Ohio, J.une 27, 1968. "Foundation Engineering-Steel Mill Buildings," E. D'Appolonia, Annual Meeting and National Meeting on Structural Engineering, ASCE, Pittsburgh, Pennsylvania, September 29 -October 4, 1968. c; * * *

  • *
  • 6 . (Elio >>'Appolonia) "Sand Compaction with Vibratory Rollers," D. J. D'Appolonia, R. V. Whitman and E. D'Appolonia 1 Journal of the Soil Mechanics and Foundations Division, ASCE, Vol. 95, SMl, Proc. Paper 6366, January 1969, pp. 263-284. "Foundations-Theory and Practice, State of the Art," E. D'Appolonia, Foundation and Construction School, Mile High-Dielmann, Denver, Colorado, March 19, 1969. "Influence of Soil Conditions on the Foundations for the Burns Harbor Plant," E. D'Appolonia, ASCE Annual and mental Meeting, Chicago, Illinois, October 13-17, 1969. "DynamJ.c Loading&," E. D'Appolonia, Journal of Soil Mechanics and Foundations Division, ASCE, Vol. 96, SM!, Proc. Paper 7010, January 1970, pp. 49-72. "Use of the SPT to Estimate Settlement of Footings on Sand," Proceedings, Sympostum on Foundations in Interbedded Sands, Australia, October 1970. "Load Deformation Mechanism for Bored Piles," Richard D . Ellison, E. D'Appolonia and Gerald R. Thiers, Journal of the Soil Mechanics and Foundations Division, ASCE, Vol. 97, No. SM4, Proc. Paper 8052, April 1971, pp. 661-678. "An Approach to Underground Construction," T. Neff, M. J. Taylor, A. Wolfskill, T. W. Lambe, K. Turner, E. D'Appolonia, 15th Annual Meeting of the Association of Engineering Geologists, Kansas City, Missouri, 1972. "The Owner's Gain in Continuous Coordination of Professional Disciplines on Foundation Projects," E. D'Appolonia and H. J. Taylor, ASCE Annual Meeting, Cleveland, Ohio, 1972. "Lateral Pr2ssures and Prestressed Tie-Back Walls," E. D'Appolonia, P. c. Rizzo, R. D. Ellison and R. J. Shafer, 1972 Soils Seminar Sponsored by the Kentucky and Cincinnati ASCE Soil Groups and the Universities of Louisville
  • and Kentucky, October 27, 1972. "Abandonment of Tailing Facilities," E. D'Appolonia, R. D. Ellison and J. T. Gormley, Proceedings, International Tailing Symposium, Tucson, Arizona, November 1-3, 1972. Effect of Particle Shape on the Engineering Properties of Granular Soils," I. Holubec and E. D'Appolonia, Evaluation of Relative Density and Its Role in Geotechnical Projects Involving Cohesionless Soils, ASTM, STP 523, American Society for Testing and Materials, 1973, PP* 304-318. 2G-S16
7. (Elio D'Appolonia) 11 Contracting for Underground Systems, 11 E. D'Appolonia, Proceedings, Workshop Seminar on "Cut-And-Cover Tunneling," The Federal Highway Administration First Annual FCP Research Progress Review, San Francisco, California, September 1973. "Engineering Criteria for Coal Waste Disposal," E. D'Appolonia, Mining Congress Journal, October 1973. "Geotechnical Considerations," E. D'Appolonia, ASCE Specialty Conference, Austin, Texas, June 9-12, 1974. "Drilled Piers," E. D'Appolonia, D. J. D'Appolonia and R. D. Ellison, Chapter 20 of Handbook edited by Hans F. Winterkorn and H. Y. Fang, Van Nostrand Reinhold Company, September 1974. "Foundations On Or In Rock," E. D'Appolonia, Ohio River Valley Soils Seminar on Rock Engineering, Clarksville, Indiana, OctobFr 18, 1974. 2G*S17 SUPPLEMENT TO APPENDIX 2G ATTACHMENT 2 2G*S18
  • *
  • SOIL AND ROCK ENGINEERING CONSULTATION*

DESIGN TESTING GEOTECHNICAL ENGINEERS INC. 1017 MAIN STREET

  • WINCHESTER
  • MASSACHUSETTS 01890 (617) 729-1625 llONAtO c HIRSCHf(tO STEVE J POUtOS DAN*(t P tA GAT1A Q,CHA110 r cc.t.zALo c*srno Mr. Joseph L. Ehasz Supervising Soils Engineer Ebasco Services Inc. 21 West Street New York, New York 10006

Subject:

st. Lucie Nuclear Plant

Dear Mr. Ehasz:

April 8, 1975 Project 75230 Sent via telecopier 4/8/75 The purpose of this letter is to (1) present our review of pendix 2G to the PSAR for the St. Lucie Nuclear Plant of Florida Power and Light Co. which deals with the subject of liquefaction and cyclic mobility potential in the area of the emergency cooling water intake and canal, and (2) document the liquefaction analysis which we have made based on the data in Appendix G and which we presented in the meeting held on April 1, 1975 with the staff of the NRC. We also reviewed additional information provided verbally by Ebasco concerning their observations of the subsoils at the site during excavations and of the soil samples. There are two phenomena which should be investigated when ing with the behavior of saturated sands during earthquakes, namely cyclic mobility and liquefaction. Cyclic mobility consists of rn<ltions induced by cyclic loading but does not entail loss of shear strength. Cyclic mobility can produce slumping of a slope but it cannot result in a flow slide. Liquefaction consists of a loss in shear strength, and can be induced by either static or cyclic ing. Flow slides are the most typical manifestation of liquefaction. In the case of the slopes of the intake canals for the St. Lucie Plant, cyclic mobility would not constitute a seriuus problem. faction and a flow slide could, however, block the intake structures and prevent the access of the emergency cooling water. Thus, in what follows, I will comment only on the liquefaction potential for the sands at the site

  • 2G-Sl9 Mr. Joseph L. Ehasz April BJ 1975 The standard penetration test can be used for clean sands to tain preliminary information concerning the likelihood of cyclic mobility or liquefaction potential using pubiished empirical mation from occurrences of earthquakes

{Refs. 2, 3, & 4). However, the standard penetration determinations are a very rough index of the compactness of the in situ soils awl Lhe empirical correlations are, at best, approximate since they are based on blowcounts and on assumed earthquake accelerations. Therefore, the use of such pirical correlations should be limited to preliminary assessments as to whether (1) there is a need to investigate liquefaction or lic mobility in more detail, or (2) the likelihood of a problem is so remote th;:it such a study is not warranted. The exploration reported in Appendix 2G consisted of 28 spoon sample borings and 25 undisturbed sample borings. The counts in some zones of the sand strata are low and thus it was essary to proceed to a more detailed investigation by means of tests on the undisturbed samples. The undisturbed samples were taken from those zones of the deposit that were representative ot the loosest sands and of the softer clays as determined from the blowcounts tained in previously drilled split-spoon sample borings. The techniques used to obtain, handle and test the undisturbed samples as described in Appendix G correspond to the state of the art for such operations and should cncurcd undisturbed samples of good quality. Figure 2G-S2 shows a olot of the percentagpe of and the dry weight for all the undisturbed samples obtained. The liquefaction potential was investigated by means of consolidated-undrained triaxial (R) tests performed on the undisturbed samples from borings AESA and AESB, both being in the vicinity of boring AES which was a split-spoon sample boring. The undisturbed samples used for the R tests, which are shown by means of square and octagonal correspond to the types of soil which are roost susceptible to liquefaction, i.e., the cleaner sands with the lower unit weights. In addition, as explained above, the undisturbed samples themselves correspond to the lowest blowcounts in each boring location where they were taken. Undisturbed samples were taken in locations representative of the complete area of interest. In summary, it is felt that the R tests correspond to the critical materials from the point of view of liquefaction for the complete area of the emergency water canal. unit 2G-S20 (f) GEOTECH!'OICAL l'C. * * *

  • *
  • Mr. Joseph L. Ehasz April 8, 1975 Eleven of the twenty R tests showed a dilative behavior and the other nine showed a contractive behavior.

The maximum shear stress co 1-o 3)/2 is plotted in Fig. versus axial strain for all R tests on sands (less than 40\ passing the No. 200 sieve). Some of these tests show a peak strength at small strains followed by a subsequent decrease in resistance until, in nK>St cases, a more or less constant undrained residual strength was reached. In two cases, the samples were not strained sufficiently to define a value for the undrained residual strength. The potential for the sand to liquefy and flow exists when the static shear stresses under the slope are larger than the undrained residual strength of the sands, Refs. l and 4. The values of the average static shear stress for the two circles (AA & EE) shown to be the most critical for the slope shown at the bottom of Fig. 2G-30, are shown in Fig. 2G*S3 for a comparison with the undrained residual shear strength. The comparison indicates that the residual shear strength is higher by at least a factor of 2 and, in general, by a higher factor than the static shear stresses in the sand mass. Therefore, the exploratory program and the results of the R tests shows that a flow slide cannot develop in these sands. Only some minor of the slopes could nevelnp as a result of an earthquake. No attempt has been made by the writer to estimate the magnitude of the possible slumping. I would be pleased to answer any questions you might have ing this matter. GC:kmb Very truly yours, GEOTECHNICAL ENGINEERS INC. {": Gonzalo Castro Princ:ipal 2G-S21 APPENDIX REFERENCES

1. Castro, G. "Liquefaction of Sands," Harvard Soil Mechanics Series No. 81, January, 1969. 2. Seed, H. B., and Idriss, I. M., "Simplified Procedure for Evaluation Soil Liquefaction Potential," Journal of the Soil, Mechanics and Foundation Division, ASCE, Vol 97, No. SM9, Proc. Paper 0371, September, 1971, pp. 1249-1273.
3. Whitman, R. V., "Resistance to Soil Liquefaction and Settlement," Soils and Foundations, Vol. 11, No. 4, Tokyo, Dec. 1971, pp. 59-67. 4. Castro, G. "Liquefaction and Cyclic Mobility of Saturated Sands," to be published in the Journal of the Geotechnical Division, ASCE, June, 1975. 2G-S22 * * *
  • *
  • January 1975 GONZALO CASTRO Education B. S. in Civil Engineering, Catholic University of Chile, 1961. M. S. in Engineerinq, George Washington University, 1963. Ph.D. in Engineering, Major in Soil Mechanics, Minors in Structural Dynamics and Applied Mechanics, Harvard University, 1969. Professional Experience 1971-Present:

Geotechnical Engineers Inc., Principal, 1974 to date; Director, 1973-74; Associate, 1972-73; Project Engineer, 1971-72. 1970: Associate Professor of Civil Engineering, Catholic University of Chile. Head of the Department of Soil Mechanics. Consultant on foundations for buildings and industrial installations. Member of a U. N. Mission to study the effects of the Peruvian Earthquake and to review the aseismic design of a U. N. experimental housing program. 1969: Research Fellow, Harvard University. Research on the phenomenon of Liquefaction of Sands. Consultant on the stability during earthquakes for several projects, including Tarbella Dam, West Pakistan; Arrow Dam, British Columbia, Canada; Burrard Inlet sing, British Columbia, Canada; San Juan River Project, Colombia. 1965-1968: Student and Research Assistant, Harvard University. Two years of formal study and two additional years of research for Ph.D. Thesis entitled "Liquefaction of Sands." Concurrently consultant on aseismic design for the foundations of a steel mill in Huo.chipato, Chile, and D. C. Cook Nuclear Power Plant in Michigan. 1963-1964:

  • Associate Professor of Civil Engineering, Catholic sity of Chile. Teaching courses in Theory of Elasticity and Soil Mechanics.

In charge of Soil Mechanics Laboratory. Private sulting practice in Soil Mechanics

  • 2G-S23 Publications
l. Castro, G., "Liquefaction of Sands," Harvard Soil Mechanics Series No. 81, January, 1969. 2. Report to the U.N. on the damage caused by the Peruvian Earthquake, Chapter on Soil Mechanics, 1970. Professional Societies American Society of Civil Engineers Institute of Engineers, Chile 2G-S24 * * *
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  • *
  • SUPPLEMENT 2 TO APPENDIX 2G 2G-2Si
  • *
  • 2G 9.0 2G 9.1 SOIL STABILIZATION REQUESTED BY NRC STAFF GENERAL This second supplement to Appendix 2G presents information and tion concerning the soil stabilization requested by the NRC Staff and agreed to by the Applicant at the June 20, 1975 meeting in Bethesda, Maryland.

It should be noted that the Applicant's position is still that Appendix 2G and Supplement No. 1 have adequately addressed the liquefaction and slope stability of the soils in the vicinity of the ultimate heat sink (UHS) canal and the switchyard. Our conclusion from these detailed studies is that the soils in the area of the UHS canal barrier and the adjacent switchyard are not susceptable to flow slides for the site Design Basis Earthquake and that no remedial work is required. However, in order to satisfy NRC Staff concerns, soil stabilization will be done as discussed in the following sections. 2G 9.2 AREAS REQUIRING STABILIZATION Figure 2G-S4 indicates the three areas of Staff concern where tion is to be performed. The areas are: 1) a rectangular area beneath the UHS barrier wall 2) a triangular area north of the Unit 1 intake structure area and J) a triangular area south of the Unit 2 intake structure area. The slope of the soils south of the Unit 2 intake ture area has been cut back as suggested by the NRC to limit volume of soil in the area . 2G 9.3 METHOD OF SOIL SIABlLlZATION Compaction piles were selected as a suitable method of densifying the soils. Compaction piles densify primarily by displacement, although some vibration does occur during driving. Prestressed concrete piles, 18 inches square, will be driven 15 feet on centers in those areas noted in Section 2G 9.2. Figure 2G*S5 shows the area and depth of the compaction piles. Sections A-A and B-B on Figure 2G-S5 show that the piles for the areas north and south of the intake will extend from the Class II fill to el -60 ft. No pile will be less than 10 feet in length. The piles in the UHS barrier area will extend from el -26 to -60ft. Tile soil from -20 to -26 feet below the barrier wall will be excavated, backfilled and compacted in accordance with Class I soil requirements as noted in Appendix 2B. The piles will be driven with a hammer to the specified depths. Heave plates will be set and monitored to ensure that the piles are displacing soil and densifying it. The pile locations will be pre-augered in groups so that at least five (5) pre-augered holes are available adjacent to a pile being driven to allow for drainage and dissipation of pore pressures . 2G-2Sl 2C 9.4 Ct.Us tt riu Figures 2G-S4 and S5 indicate Cla11 II fill. Cla11 II fill is an ered backfill which contain* no more than 40 percent 1ilt, is free of large clay ball* and rock fragment1. Cla11 tt backfill i1 compacted to a minimum of 95 p*re*nt of the maximum density obtained in the Modified AASHO Compaction Te1t. Te1t location* and re1ult1 are documented archived and ,available for in1pection. Clue II material exhibitl aimilar 1trength values to the Class I material. The difference in notation refer* to the change in percent silt and type of document control. Since Cla11 II material i1 a controlled, compacted backfill, it is only nece11ary to 1tabili&e the soil beneath the Class II fill and above el -60 ft. 2C 9.5 STABILITY ANALYSIS OF UHS BARRIER WALL The stability analy1i1 of the barrier wall* i1 di1cus1ed in Section J.8.1.7.S of the SAR. 2C 9.6 AVAILABLE WATER SUPPLY WITHIN INTAKE CANAL The quantity of water which i1 available within the intake canal under various flow slide condition* i1 di1cu11ed in Section 9.2.7 of the SAR . 2G-2S2 * * *

  • *
  • ST. LUCIE UNIT I FLORIDA POWER & LIGHT COMPANY FSAR METEOROLOGICAL AMENDMENT APPENDIX 2H OVER WATER DISPERSION 2i;-1
  • TABLE OF CONTENTS INTRODUCTION
                                            • .**************.

GENE.RAL **********************.********************** INDIAN RIVER TEMPERATURES*************************** PLUME TRAJECTORIES

    • .*************.******.**.******.

MODEL DESCRIPTION

      • .********.*********.************

SHORELINE TRANSITION RESULTS ************************ CRITICAL DISTANCE **********.*.****************.****. OVER-WATER TRANSITION RESULTS ******.*..***********.. MODEL EVALUATION

          • .***..***..*************.****..

SUMMARY

**.....*.*..*.*****.....*******************.*
  • 2H-ii Page 2H-l 2H-l 2H-2 2H-5 2H-6 2H-7 2H-8 2H-9 2H-10 2H-ll

(. *

  • APPENDIX 2H OVER WATER DISPERSION Introduction The purpose of this Appendix is to describe quantitatively the potential for atmospheric stabilization associated with over-water flow. Dispersion of gaseous plant releases from the St. Lucie facility may, under certain circumstances, be reduced by passage over the Indian River. An over-water dispersion model has been developed to conservatively quantify relative concentration values for the 5 percentile, 0-2 hour accident condition.

The area of specific interest is the west shoreline of the Indian River directly west and approximately two miles from the St. Lucie plant. General Tile plume characteristics associated with a gaseous release over land will noL be modified by a body of water until some critical distance downwind from the shoreline. Initially, the plume dimensions will pond to standard overland Pasquill dispersion curves from the point of plant release to the shoreline. (The distance frnm thE> St. Lucie plant to the shoreline is approximately one-half mile.) Tile critical over-water distance the land released plume must travel before significant modification occurs varies from several hundred to several thousand meters. Tilis variable tance is dependent on several physical parameters. As the plume transitions from an over-land to an over-water environment, several qualitative changes are noted, namely: wind speeds will increase because of the reduced tion drag associated with over-water flow, (resulting in enhanced atmospheric dispersion); lateral meander of the plume centerline will diminish ing in decreased atmospheric dispersion); and depending on the water-air temperature difference, the vertical growth rate of the plume will either decrease or increase. If a sufficient fetch (over-water distance) is able, the net change of atmospheric dispersion values will primarily depend on the water-air temperature differ.ences. if the surface water body tures are colder than the ambient air temperature (normally during daytime unstable atmospheric conditions) the vertical growth of the plume will decrease or cease at the last limiting value associated with over-land pheric dispersion characteristics. It should be emphasized that the plume dimensions cannot diminish below the largest value attained prior to water modification, i.e .* the plume may never reconstitute itself. If the surface water body temperatures are warmer than the ambient air temperatures (normally during nighttime stable atmospheric conditions), the vertical growth of the plume will increase. (Note: 84% of the St. Lucie atmospheric inversion conditions occurred during the nighttime for the period of record March 1, 1971 to February 29, 1972). Therefore, the majority of the worst atmoshperic conditions observed in an overland environment will improve with nighttime over-water passage. 2H-l Indian.River Temperatures , In¢lian River temperatures ni:lnitored. for *the period November 8, 1974 -March 10, 1975. The daily range of temperature was mately 2 to 3°F. During the fo\.:fr -month pedod. the River temperatures ranged from a minimum of 60°F to a maximum ofc. 78°F; In contrast to the* 1om ait "temperatures , t:Re Indian River was usually warmer at night and colder di.i,rin.g t};ie. daytime.by degre.es. The largest stabilizing temperature difference between the Indian River and the 10 meter level on the St. Lucie tower was +14.4§0 f *wl!ti,ch occured during the daytime. Table 2H-l presents a sununary of the hburly frequency distribution of the temperature differential ,between 1() meter. level on the meteorological tower and the surface water temperature. Positive values indicate that the air is warmer than the Indian *River while negative values indicat:e the opposite. Primarlly nighttime hour::; have a negative temperature differenti.:i.l (.:i.ir colder than water) and a positive tE;!mperature differential (air warmer than water) is most frequent and of greatest magnitude during the daytime. These vations are further substantiated in Table 2H-2 which provides average monthly daytime and nighttime temperature differentials. The months of November and March are not complete months as oata was obtained for only a portion of them. Daytime W8!'; defined as the period between 9 a.m. and 6 p.m. inclusive. Based on Table 2H-2, a significant diurnal variation exists between the daytime and nighttime temperature differentials. During an easterly wind direction component, (approximately 52% of the time; based on 1972 on-site data) the daytime erature differentials would prpvide a stabilizing influence on the air flow across the Indian River while nighttime temperature differentials would provide a destabilizing influence on air _flow the Indian River. In the analysis of overwater effects hereinafter the worst nighttime temperature differential (air -water), was used to calculate the critical overwater dis-tance. Had a larger data. base been available a value commensurate with a 5 percentile would. have been utilized. However, it must be noted that the atmospheric dilution factor is relatively insensitive to the critical distances* determined for St. Lucie. The critical distance effect was found to reduce the atmospheric dilution factor by about 10 percent. 2H-2 * *

  • N ::?! I w
  • Cl OJ.SS H'.> l-14 +.: 3 -'-L; +-2.1 t] tJ !-) t3 t7 +10 +5 *1 +3 +2 +l +0 -l 4 -s _,, <"! -:.1 -.lv -11 l" -.... -i5 I. j -l 'l ') *
  • TABLE 2H-l ST. L0CIC 10 l*:E':'ER LE\'EL RI\'ER W1\TER TEMPERATURE Period of R-::co::-d
oYcmbcr 8, 1974 to !*:arch 10, 1975 EO'J!'.S o!.' [;'1j' L0*,*c::--

P. '.*'.. 1-fm1!'.f" af _l ___ 2 ___ 3 ___ 4 __ '> _£_ _7 ___ B_ -2_ _lQ__ _g_ +14 +13 +12 .. 1.1 +:!.0 r-Joo:-: 1 2 3 4 5 6 7 8 9 10 11 ---------------------2 5 2 4 5 l 'J 10 & i7 7 r') 6 (, 5 2 5 " " L 2 1 4 3 5 5 7 11 E 11 7 10 12 7 3 6 3 2 l 2 4 3 1 2 1 4 3 4 3 7 10 12 8 8 10 9 4 4 9 2 3 2 2 5 2 l .l 1 l l 4 2 4 5 8 9 10 7 8 6 12 7 4 7 3 3 2 3 ') 2 3 2 :; 1 2 2 5 7 3 11 5 7 7 8 11 9 1 s 5 J 2 2 1 4 ') *l *'* 5 3 1 5 8 8 8 7 3 3 ') 14 3 6 3 5 1 2 4 3 2 I, 2 5 3 2 .1 7 7 8 7 4 (, 10 3 6 7 5 5 ., /, 2 l ,I 4 :? ;! 3 3 3 7 3 6 7 9 4 6 5 7 8 B 4 8 4 3 2 2 1 1 G 3 3 4 4 3 3 12 3 7 & 10 9 3 5 s 3 1 3 2 4 1 5 1 3 5 ;: 3 5 6 12 7 7 7 p, 11 6 4 9 4 4 2 5 -. L 2 l l l 3 s 5 3 13 8 [> ':) 7 12 7 9 5 5 3 5 l 2 l 2 1 3 1 1 l 2 4 5 12 9 6 u 11 12 6 7 9 4 2 6 2 1 2 2 2 +':) +fl 0 7 4- +5 "-*l -'-) +" -i-l +0 J 5 7 -a -') -l'.} :2 14 -1 :. -'(. -' ; :. .' -:; 1 4 ? 4 14 4 13 L'. 'l ') J 10 9 3 l 4 .'. 1 4 2 2 2 1 1 1 1 ') L 2 2 2 4 4 3 4 2 5 7 8 7 8 13 7 12 '3 ') 10 7 7 9 6 s a 9 17. 7 B 8 7 10 13 11 12 10 -c -' J 3 2 2 2 2 8 4 5 1 l 1 2 1 2 l 7 3 3 2 1 ?. 2 1 l 2 1 1 l 2 2 4 2 6 1 7 8 2 4 7 9 7 9 9 6 8 13:* 10 9 8 9 11 12 15 11 10 11 7 18 6 6 5 3 2 1 l 1 2 1 ' .I. 1 6 8 11 8 4 12 4 6 2 4 2 l 1 1 l 2 l 2 2 2 l 1 l 1 1 l 1 2 1 4 6 7 9 8 4 16 15 9 9 7 7 3 1 2 2 2 3 l 1 1 5 4 5 7 7 4 8 -9 7 6 7 10 16 16 15 4 14 4 6 4 15 7 11 6 6 1 l 1 3 1 3 4 1 1 1 1 5 4 8 7' 9 10 9 17 7 13 5 6 1 3 1 1 9 1 1 1 1 5 4 6 7 10 11 9 13 7 9 7 4 3 6 1 5 4 2' 1 1 1 TABLE 2H*2. Avepi.ge Monthly (lOm *Tower Minus Indian River) Temperature Difference .Decei.nber .Jai:i.ua;ry February March Day +3.60 +2.88 +2.75 +0.50 -0.85 Night -0.19 -1.93 -0.94 -4. 20 -6.86 *

  • 2H-4 t * * *
  • Plume Trajectories Plume trajectories, representing the most conservative dispersion pathways to the west bank of the Indian River were selected for further analysis.

Trajectory A represents the shortest distance from the plant to the west bank of the Indian River. Trajectory B represents the shortest overland passage of the plume to the west bank of the .Indian River. Plume trajectory A follows a straight line path directed west south west of the plant location. This trajectory reprcoents a 0.64 mile passage. followed by a 1.03 mile overwater passage to the closest point of the Indian River west bank, 1.67 miles from the plant. Trajectory B follows an initial westnorthwest direction for an overland distance of 0.13 mile to Big Mud Creek. The plume is assumed to shift to a due west direction traversing 0.84 miles of Big Mud Creek to the eastern bank of the I-rfdl,fan:*At.ver. A final direction shift to the west south west projects the plume 0.91 miles across the Indian River to the west bank. The circuitous*"d'istande

rs

':"'The directP'.dis::- .. , ... tance from the plant to this point is 1.77 miles. The postulated dispersion trajectories represent the most conservative pathways available to reach the west bank of the Indian River. , i:. .... 2H-5. Model Description The following model was used to evaiuate the five percentile worst 0-2 hour accident dilution factors for calculation distances on the west bank of the Indian River. X/Q = l u('ll' oymod azmod + CA) if (11' 0 ymod 0 zmod + CA) < Jn ° d a d ymo zmo then X/Q = where a d = ymo l 3U1f CJ C1 . ymod zmod represents the modified horizontal dispersion coefficient for over-water calculations. Defined as: a = 4/9 (o -a *) + cr

  • ymod y y y modified vertical dispersion coefficient.

The *

  • 0 zmod = v9rtical coefficient is held constant at the value
  • attained overland.

If this value is less than one half the height of the containment structure, the vertical dispersion coefficient will increase until it attains one half the height of the containment structure. a = y C1 * = y standard horizontal overland dispersion coefficient at the calculation distances standard overland dispersion coefficient at the critical distance where overland diffusion istics are significantly modified by over-water passage u = average windspeed for the analysis period CA = the wake correction factor l/2V = one half the height of the containment structure 2H-6 * *

  • * * *
  • Shoreline Transition Results The previously described irodel was used to compute the 0-2 hour.worst five percentile relative concentration

'!'a!ues an instantaneous transition to over-water dispersion conditions at .. 'Ghe shoreline. Relative concentration values were computed using a Pasquill F stability class with an average wind speed 1.2 meters per second for both plume trajectories previously described. A summary of the analysis follows: Traiectory A -Instantaneous Shoreline Transitiorl

and Direct Distance to Nearest Indian River West Bank Initial Parameters:

CA Over-land Dista:ru::re* 1363.0 m 2 = 1030 *m o.o m 2682 m 38.0 m Critical Distance = Calculation Distance= o * (1030 m) = y o (2682 m) y (* o £2682 m) zmod l/2 v 31.165 m Results for 2682 meters {1.67 miles) x/Q -4 3 = 1.32 x 10 sec/m Trajectory B -Instantaneous Shoreline Transition and Circuitous Distance to Nearest Indian River West Bank Initial Parameters: CA = 1363 2 m over-land Distance = .215 ** Critical Distance : = 0. 0 m Calculation Distance= 3025.6 m o * { 215 m) . .. . =

  • 8
  • 6 . m y m (J y { 3025 .6 m)' o l3025.6 m) zm::>d 1/2 v .. = "' = 102 . .f m '27.3 m 31.165 m Therefore, at a direct distance of 2848 meters (1.77 miles) from the plant -4 3 x/Q = 1.47 x lO sec/m "? 2H-7 Critical Distance The plume characteristics associated with a gaseous release over-land will not be significantly modified by a body of water until some critical distance wind from the shoreline.

For purposes of the following analysis, the definition of significant modification is when the temperature lapse rate above the standard 10 meter air temperature monitoring level* is initially affected. Several formula( have been reviewed to determine the appropriate critical distance values. A recent Brookhaven National Laboratory overwater dispersion stuay (

Reference:

BNL 18997, June 1974, Page 29, Equation 8) provides a conservative empirical ship from which critical distance (fetch) values may be derived. The critical distance (fetch) equation utilized was: D = H2 §.... 2 I * .u !:i.T/!:i.Z J \ 0-0"" ) l 2 Reference BNL 18997, Page 28, Equation 8 and Page 20. where D = critical distance in meters t:.T/!:i.Z e -e 1 2 D & = standard 10 meter height ) == reciprocal of drag coefficient (dimensionless) (),F.54 x 10+3 lapse rate above 10 meters in degrees Kalvin per meter or .0275° K/M for mid point of Pasquill F stability lapse rate potential temperature difference between the water surface temperature and the 10 meter level (4.2SOK). = 423 meters 0 The temperature lapse rate above 10 meters (!:i.T/!:i.Z = 0.0275 K/meter) represents the five percentile worst St. Lucie atmospheric condition associated with the 0-'. hour accident period. The potential temperature is equivalent to temperature values at sea level. The potential difference value selected (61 -62 = 4.25° K) was the highest nighttime observed difference between the St. Lucie 10 meter tower level and Indian River surface water temperature during the four month on-site monitoring program. 2H-8

  • * * *
  • Overwater Transition Results The previously described model was used to compute the 0-2 hour worst' five percentile relative concentration values. The transition to overwater persion characteristics occurs at the .critical distance described previously.

Relative concentration values were computed usipg, a Pasquill F'*stability class with a windspeed of 1.2 meters per second for .both previously*Ciescribed plume trajectories. A summary of the analysis follows; * * ', l . ... Trajectory A -Over-Water Transition'* a.J'.ld

  • to Nttarest Indian River West Bank * * * *" Critical Distance Assumptions:

Based on *Brookhaven Study Inirial Parameters: CA 1363.0 2 = m Over-land Distance 1030 rn Critical Distance = 423 m Calculation Distance -* .,26?2* .. 0 * (1453m) = 52.3 m y 0 (2682m) 91 1.'6 rn y 0 (2682m) = 25.5 m zmod 1/2 v 3l:_ ... 165 m Therefore, at 2682 meters (1.67 miles). X/Q 1.20 x lo-4 sec/m 3 Trajectory B -Over-Water Transition and Circu£f6us Distance to Nearest Indian River West Bank .. Critical Distance Assumptions: Based on Stuqy Initial Parameters: CA 1363.0 2* = m Over-land Distance = 215 m Critical Distance = 423 m Calculation Distance = 3025.6 m 0 * (638rn) = 24.:3 m y 0 (3025.6m) ldi:i m y ' : J 0 zmod (3025. Gm) 27.3 m *'* --1/2 v , =, 3:J_.i6S m ,, Therefore, at a direct distance ()fH284S meters (1. 77 miles) from. the; p:i,ant X/Q = 1.30 x 10-4 sec/rn 3 2H-9 Model Evaluation The above model may be considered conservative for the following reasons: 1. Wind: speed**.values we:ii:e .increased 4urip<;J. overwater passage.

  • speea
  • valtues woiild in excess of 30"1:. during . crverwater
  • Stable: atmp.spheric 1* lci'1 wind speed conditions.

Note: A s:tudy *by "Cotmi&r (Reference

-. Estimating Wind Speed Changes At Land/ Sea Bbund'aties by ./ffene Cormier; ... Z>;ir Force Cambridge Research Labor a ton t:;, Bedf&.r-d;
  • Mass,,:')-

JUl'lEt *19'.ii, ENVPREDRSCHFAC Technical Note No. 4-72) dica.1:£.ed

  • wind speeds more than 'double these conditions. . ' 2. The o*..re:ritlater drag: dO'ef:f',icfent
value.
in the critical equation calcu).ation

'is associated

with' Woin.c:l speeds between 2 and 10 meters per
  • During tofier*:w.ind*'.,S'peed conditions the water roughness wou!a: decrea.s1:f,*

therefQ.tie1

  • <ltag coefficient would decrease.

h*ave,,not. bet;iD . .conducted for the deter-iniriation of low wind speie:d overwater drag coeff.icicnt::i.

3. The occurrence bf a nighttime ,Easquill F inversion associated with a between the water surface and the 10 meter ll'!vel (+ 4.

is considered very conservative. The primary mechanism for;; the* formation of a nighttime inversion is t.hP rapid radia"tional cool.ing of a land surface. Water body eratures' do not respond rapidly to nocturnal cooling. Therefore, during th.e nighttime stable ai.mospheric periods when land temperatures are at a minimwn;; thehigher'*wate:t temperatures will provide a heat source for the deS'tabilfz.ation of land released gaseous plumes . the.applicarit's a stabilizing potential erature difference of + 4.2soc between the 10 meter height and the water surface. The approximate

  • sea level equivalent of a Pasqulll !:' potential temperature difference is o.1so C/10 meters to 0.4° C/10 meters. Therefore, the asswnption that the temperature profile through the lowest 10 meters is an order of magnitude more stable than the upper level temperature profile is deemed extremely servative.
4. The application of the over-water dispersion model, as provided in this study, is associated with the five percentile worst atmospheric conditions.

However, . a rigorous <:1.pplication of the over-w.:1t1>r dispersic;i model should be restricted to the following coincident conditions:

a. Only seven wind directions are associated with plume trajectories from the St. Lucie plant across the Indian River. b. Specific initial overland dist.dnces, from the St. Lucie plant to the _east bank of t*he Indian River per each of the seven wind directions, vary from several hundred to several thousand meters. c. During the worst atmospheric conditions only the Indian River surf.l -,. water temperatures colder than the St. Lucie 10 meter tower atures would provide a significant stabilizing influence on water plume passage.
  • * * * *}}
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