    [From the U.S. Government Printing Office, www.gpo.gov]

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                           SOUTH CAROLINA
                            SURVEY REPORT
                       ON BEACH EROSION CONTROL           /
                        & HURRICANE PROTECTION

                                       COASTAL ZI<'E

               U.S. ARMY ENGINEER DISTRICT, CHARLESTON
                         CORPS OF ENGINEERS

                        Charleston, South Carolina
     ;GB
      459.4   UBMITTED:
      1F64
    l v97.2                      AUGUST 1979

      v. 2
                                                            17 -F

                                         Folly Beach
                           ~p            ~South Carolina

                                             Feasibility
                                                Report

                                 N

        U.S. DEPARTMENT OF COMMERCE NOAA
        COASTAL SERVICEs CENTER
        2234 SOUTH HOBSON AVENUE
        CHARLESTON, SC 29405-2413

                                             i
                      TABLE OF CON'TENTS
               4~~
                      LIST OF APPENDIXES
     ~-~    NO.                           TITLE
               W~~   1  ~     TECHNICAL REPORT
                if P   2  ~   ENVIRONMENTAL IMPACT
          VA~~ 5!~ ~               STATEMENT
            3                  PERTINENT CORRESPONDENCE
     *;      4                   SECTION 404(B) EVALUATION
    cZ                     Property of CSC Library
        lz-_s  ~ ~Propert~y of csc  ,Library

                                FOLLY BEACH

                              SOUTH CAROLINA

                           FEASIBILITY REPORT

         Technical ReportA

              SECTION  A           THE STUDY AND REPORT

              SECTION  B           RESOURCES AND ECONOMY OF THE
                                STUDY AREA

              SECTION  C           PROBLEMS AND NEEDSE

              SECTION  D           MATERIAL INVESTIGATIONSN

              SECTION  E          ESTIMATED BENEFITS

              SECTION  F          DESIGN AND COST ESTIMATESD

              SECTION  G          PROJECT FORMULATIONI

              SECTION  H          THE SELECTED PLANx

                                 PREPARED BY THE
                       CHARLESTON DISTRICT, CORPS OF ENGINEERS
    0                             ~~~~~~~~~DEPARTMENT OF THE ARMY

               Wi3SU  6tiL''5';~ .:mov u Li

       SECTION A

    THE STUDY AND REPORT

      COASTAL ZONE
      INFORMATION CENTER

                   THE STUDY AND REPORT

                     TABLE OF CONTENTS

               ITEM                                  PAGE
    PURPOSE AND AUTHORITY                              A-i
    SCOPE OF THE STUDY                                 A-2
    STUDY PARTICIPANTS AND COORDINATION                A-3
    THE REPORT                                         A-4
    PRIOR STUDIES AND REPORTS                          A-5

                       LIST OF FIGURES
    NO,                     TITLE                  FOLLOWING PAGE
    A-1      MAP OF FOLLY ISLAND, S. C.                  A-2
    A-2      CHARLESTON SMSA                             A-2
             (INCLUDES ALL OF TRI-COUNTY AREAS)

                                      SECTION A

                            THE STUDY AND REPORT

             1. An understanding of the background and other characteristics of

            the study and the report provides a'useful introduction to the pre-
            sentation of the study and its results.

                             Purpose and Authority

            2. The purpose of this study, the results of which are presented in
            this technical appendix, was to investigate the beach erosion, hurricane
            protection and related problems at Folly Beach, Charleston County,
            South Carolina. Inherent in the investigation was the development of
            the most suitable plan for alleviating these problems. Recommendations
            are presented in the main report.

            3. The study and report are in compliance with the following resolu-
            tion adopted 15 June 1972 by the Committee on Public Works of the
    *        ~~United States Senate which reads:

                                                                      Appendix I
                                                                        A-1

            "That in accordance with Section 110 of the Rivers and
             Harbors Act of 1962, the Secretary of the Army be, and
             is hereby, requested to cause to be made under the
             direction of the Chief of Engineers, a survey of the
             shores of the State of South Carolina at and in the
             vicinity of Folly Beach, Charleston County, South
             Carolina, and such adjacent shores as may be necessary,
             in the interest of beach erosion control , hurricane pro-
             tection, and related purposes."

                        Scope of the Study

    4. The studies in this report focus on the water and related land

    resource needs in the vicinity of Folly Island in Charleston County,

    South Carolina as shown on Figure A-1.

    5. As is the case with many water resource studies, the boundaries

    of the immediate planning area are different from the political

    boundaries in the vicinity. Therefore, to characterize the setting

    in which the planning area lies, Figure A-2 gives the geographical

    locations and boundaries of the broader political and user areas.

    The Berkeley-Dorchester-Charleston planning area is congruent with

    those of the Charleston Standard Metropolitan Statistical Area (SMSA).

    6. The immediate planning area encompasses the six miles of coastline

    on Folly Island. Investigations were made of the area to determine

    damages, either by erosion of the coastline or by storm tides and

                                                               Appendix I
                                                                  A- 2

    S~~~~~~~~~~~~~~~~T

                                                 ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~4.....C~ IN

                        SOUETH                                                                                         N

                                                          ~~~~~~~~~~~~SUH CAROLINA

         ill~~~~~~~~~~~~~~~~~~~ ECL RN E  LLE

                  0~~~~~~~~~~~~~~~~~~~~~~~~~~~01

    CIA

    waves; measures for protecting the area or preventing the damages;

    the accompanying costs and benefits; the selection of the most feas-

    ible plan; and related matters, including coordination with concerned

    agencies and the public. The studies were made in the depth and

    detail needed to permit the development of an economically feasible,

    environmentally compatible and socially acceptable plan of improve-

    ment.

           Study Participants and Coordination

    7. Charleston District was assigned the responsibility for the con-

    duct and coordination of this study, consolidation of information

    from other agencies and local interest, formulation of a plan and

    preparation of the report. A multi-disciplinary team was used to

    accomplish these tasks.  This team was composed of a project engineer,

    biologist, coastal engineer, economist, cost estimator, and a foun-.;?

    dationis and material specialist. Additional assistance was provided

    by geologists, hydrologists, real estate appraisers, surveyors, and

    others asspecific data and analysis were required.

    8.  The studies and investigations were coordinated with various
    Federal, State and local agencies. Comments concerning problem

    identification and possible solutions were received from sucbhagen-

    cies as the U. S. Bureau of Sport Fisheries andWildlife; National; -

                                                               Appendix I
                                                                  A-3

    Park Service; U. S. Coast Guard; U. S. Environmental Protection

    Agency; U. S. Public Health Service; National Oceanic and Atmos-

    pheric Administration; South Carolina Wildlife and Marine Resources

    Department; S. C. Highway Department; S. C. Department of Parks,

    Recreation, and Tourism; and Charleston County Park, Recreation and

    Tourist Commission. Several local environmental groups also parti-

    cinated in the study. A total nf three public meetings were held

    during the course of the study to afford interested parties and the

    general public an opportunity to express their views concerning the

    imnrovempnts dpqired and the need and advisibility of their execution.

    Dates of these meetings were 8 April 1976, 29 November 1977, and

    7 December 1978,

                              The Report

    9. The organization and format of this report is in compliance with

    instructions contained in ER 1105-2-402 and ER 1105-2-403. This report

    has been arranged into a main report and four appendixes.

    10. The main report is a non-technical presentation, with recommenda-

    tions, concerning the need for and advisability of providing beach

    erosion control and hurricane protection works at Folly Beach. It

    presents a broad view of the overall study for the benefit of both

    general and technical readers. Included are a description of the study

    area; the problems and needs for protective measures; formulation of a

                                                                Appendix 1
                                                                   A-4

    plan for meeting these needs, a summary of project economics indicating

    the benefits, costs, and justification; the division of project responsi-

    bility between Federal and non-Federal interests; a summary of environ-
    mental, social, and economic effect assessment; and recommendations

    for implementing the selected plan. The main report is a summary

    document where brevity and ease of comprehension are emphasized.

    11. Appendix One is a technical report having the same general outline

    as the main report but in greater detail . It is the key document for

    the technical reviewer. Here, more emphasis is placed on methods of

    analysis and supporting detail so the reader will be able to evaluate

    the validity of the decisions made in selecting the measures included

    in the recommended plan of improvement.

    12. Appendix Two contains the Environmental Impact Statement.

    13. Appendix Three contains'pertinent correspondence.

    14. Appendix Four contains the Section 404(b) Evaluation for the

    recommended project plan.

                   Prior Studies and Reports

    15. In 1935, a beach erosion report on Folly Beach was submitted by

    the Beach Erosion Board (renamed Coastal Engineering Research Center)

    in cooperation with the Sanitary and Drainage Commission of Charleston

                                                                Appendix1
                                                                   A- 5

    County. In this report the Board identified three methods of protection

    but refrained from making any recommendation as to the adoption of any0

    specific one of the methods given, as it was considered that the

    selection must necessarily be made by local interests. The problem area

    at that time was on the southwestern portion of Folly Island where storms

    of September 1933 and May 1934 destroyed the first row of houses.

    The plans presented were:
        Plan A -Restoration of eroding beaches;
        Plan B -Construction of bulkheads and groins; and
        Plan C -Beach restoration with groin construction.

        All of the cost of these improvements would be paid by local interests.

    16. A study of Charleston Harbor Jetties, 1935, wsas done by the Char-

    leston District, U.S. Army Corps of Engineers, to become a part of the

    Shore Protection Board, OCE report entitled "Report on Jetties". The

    study was niade to determine the effect of the Charleston Harbor Jetties

    on adjacent shorelines. The report that was completed in 1938 found some

    erosion down drift of the south jetty, on Morris Island, with some accre-

    tion at the north end of Morris Island where the jetty approaches the

    shore. The report also concluded, from a number of jetties studied,that

    the extent of erosion that might be expected beyond the down drift jetty

    was only about one mile.

    17. An appraisal report, Investigation on Hurricanes and Associated

    Problems Along the South Carolina Coast, was prepared by the U. S. Army

    Corps of Engineers Office of the District Engineer, Charleston, S. C.,

    It was submitted in January 1957 and approved July 1957. The investi-

    gation indicated the need for further study and report with a view

                                                              AppendixlIi
                                                                 A- 6

    toward effecting protective measures for minimizing loss of human life,

    damage to property and health hazards, and for improving hurricane fore-

    cast and warning services.

    18.  A hurricane survey interim report on Folly Beach was printed as

    House Document-No. 302, 89th Congress, Ist Session, on 7 October 1965.

    It was concluded in this report that protective works to prevent

    hurricane damage were not economically justified.

    19.  In 1968, the U. S. Army Corps of Engineers, Charleston District,

    completed the Folly Beach Detail Project Report on Beach Erosion Control.

    This report evaluated the erosion problem on the northeastern portion

    of Folly Beach. A reach of beach, extending about one-half mile

    downcoast from the United States Coast Guard Loran Station, was

    recommended for beach nourishment using sands deposited in Lighthouse

    Creek. The recommended project called for initial placement of a

    5-year supply of sand or about 45,500 cubic yards at an estimated

    first cost (1967 dollars) of $52,000. Cost apportionment was to be

    55 percent local to 45 percent Federal. The project was economically

    feasible; however, the local sponsor (Folly Beach Township Commission)

    was unable to provide the allocated items of local cooperation. For

    this reason, it was recommended that no Federal project be authorized.

         *                                                         ~~~~~~~~~~~~~~~~~~Appendix I
                                                                    A-7

    g

              SECTION B

           RESOURCES AND ECONOMY

               OF STUDY AREA

    0

            RESOURCES AND ECONOMY OF THE STUDY AREA

                        TABLE OF CONTENTS

               EM                                          PBRAGE

    ENVIRONMENTAL SETTING AND NATURAL RESOURCES
      OF THE STUDY AREA                                     B-2
          'GEOGRAPHY AND TOPOGRAPHY                         B-2
          GEOMORPHOLOGY AND'SEDIMENTOLOGY                  B-3
          CLIMATE                                          B-5
          BIOLOGICAL RESOURCES                             B-5
          ARCHEOLOGICAL RESOURCES                           B-6
          SUMMARY OF NATURAL RESOURCES                      B-7

    HUWilA  RESOURCES                                       B-8
          POPULATION                                       B-8
          EDUCATION                                         B-9
    DEVELOPMENT AND ECONOMY                                 B-9
          PROJECTED POPULATIONEiMPLOY1iENTAND INCOME      B-10
          ECONOMY OF THE IMMEDIATE PLANNING AREA            B-10
          LAND USE ANALYSIS                                 B-12

                         TABLE OF CONTENTS
                           LIST OF TABLES

    NO. TITLE

    B-1       POPULATION, INCOME, AND EMPLOYMENT FOR
               CHARLESTON, SMSA.                         B-i!

                          LIST OF FIGURES

                             .ITLE                FOLLOWING PAGE

    1        GENERAL MAP - FOLLY ISLAND, S. C.           B-13

                                        SECTION B

                 RESOURCES AND ECONOMY OF STUDY AREA

               1. A general understanding of the resources and development trends of

               the study area is helpful in identifying its problems and needs and

               formulating the various solutions thereto. The following pages discuss

               the environiiental , natural, and human resources of the area as well

               as its development and economy.

               2. Charleston County which contains Folly Island and the Town of Folly

               Beach has a well diversified economy. The principal economic activi-

               ties of the area can be related to the availability of several natural

               resources. A temperate climate, along with favorable topography

               and soil conditions are conducive to both agriculture and silviculture,

               which are engaged heavily in the county and account for the greatest

               land use. A coastal location with several navigable rivers makes

               Charleston a favorable place for import/export shipping and related

               port and terminal activities. The South Carolina Ports Authority

               is presently planning additional port facilities with a view towards

               improving the economic development of the county and the state.

    Is Appendix I
                                                                         B-i

    3. Also, attributable to the geographical and geological situation

    of Charleston County are several military and government installations,

    including Air Force and Navy Bases, which employ a large segment

    (approximately one-third) of the work force in the area. The coastal

    location also affords opportuniti~js for arda residents to engage in

    several fishery related activities, including shrimping, fin-

    fishing, oystering, clamming and crabbing. The historical background

    and fine architecture of Charleston, in addition to the beauty and

    aesthetic appeal of the Lowcountry's beaches, marshes and rivers,
    combine to make Charleston extremely popular with tourists from the

    entire eastern seaboard. Tourism, recreation, and associated services

    provide 12,000 jobs and 45 million dollars per year in personal income

    to residents of the area. In fact, tourism-related employment is

    second only to Government employment within the county. In the imme-

    diate vicinity of Folly Island which is located about 10 miles south

    of the City of Charleston, recreation, tourism and fisheries are of
    primary importance, both in terms of income and local employment.

             Environmental Setting and Natural

                 Resources of the Study Area
    GEOGRAPHY AND TOPOGRAPHY

    4. Charleston County is at the center of what is known locally as

    the Carolina Lowcountry.   The name fits, elevations are typically

                                                              Appendix I

    is ~~less than twenty feet above mean sea level and relief is extremely

             limited. The study area lies within the lower coastal plain bordering

             the Atlantic Ocean which was once a submerged portion of the Continental

             Shelf. The coastline in this region is composed of a chain of barrier

             islands, which are usually between two and ten miles long and

             often less than one mile wide. They are fronted by gently sloped

             sandy beaches on the seaward side and backed by vast expanses of

             extremely productive saltmarsh. Folly Island is one of more

             than a dozen such islands in Charleston County. Separating these

             islands from each other are broad tidal rivers (such as the Stono

             River) which drains the interior. Tributary to these major rivers,

             flowing laterally between the islands and the mainland, are series of

             dendritic tidal creeks which alternately flood and drain the marshes.

             Folly River is the main artery for such a system of creeks located

             behind Folly Island and Lighthouse Creek is a smaller tidal stream at

             the northeastern end of the island. As one proceeds inland, the larger

             estuaries taper into meandering brackish rivers penetrating into low

             wooded lots and farm land. Continuing further upstream, relief

             increases gradually. At some locations in the interior of the county

             there are small series of rolling hills, which are relics of beach

             dunes from previous stands of the sea.

             GEOMORPHOLOGY AND SEDIMENTOLOGY

             5. The geologic formations of the Coastal Plain Provinces are com-

             prised of layers of unconsolidated sands and gravels underlain by

    is ~~layers of loams, clays and marls of different ages, all lying nearly

                                                                         Appendix I
                                                                            B-3

    horizontal. This stratification of inorganic and organic materials

    is a result of the alternating predominance of physical and biological

    factors over recent geological time. As various climactic conditions

    have changed, the ocean shoreline has alternately receded and advanced

    as have the other features associated with it such as, the dune

    system, saltmarsh and tidal rivers which back the barrier islands.

    Changes in the littoral environment have also caused Stono Inlet

    and Lighthouse Inlet to migrate up and down the coast. Sub-surface

    investigation in the inlet areas have produced fine sand with

    occasional layers of organic material which are remnants of this

    inlet migration. Soil boring in Folly River behind Bird Key and

    Folly Island produced fine silty sand to a depth of twenty feet below

    mean low water. Grain size analysis demonstrates that this material

    is similar to native beach sand, which indicates that it was derived

    from the littoral environment. Soil borings were also taken in Stono

    and Lighthouse Inlet shoals. The grain size analysis of this

    material revealed the existence of fine sand to a depth of about 20

    feet below mean low water. There is considerable amounts of littoral

    material deposited in the two inlet shoals: approximately 135,000

    cubic yards of sand lies above the low water level and another 720,000

    cubic yards of sand is incorporated in subtidal shoals of Stono Inlet;

    the shoals of Lighthouse Inlet contain about 315,000 cubic yards above

    mean low water and at least 800,000 cubic yards in the subtidal shoals.

    A review of hydrographic maps and aerial photographs, covering the

    period from the years 1854 to 1973, indicates that although the

    orientation of Stono Inlet has oscillated considerably over time,

                                                                Appendix I
                                                                   B-4

    the general location has remained fairly constant. Over the same

    period, Lighthouse Inlet has had a gradual southerly migration and

    the ocean shoreline of Folly Island has generally been unstable

    with erosion prevailing.

    CLIMATE

    6.  Climate of the  'Lowcountry's" barrier islands is classified as

    marine subtropical. The mean average annual temperature near Folly

    Island is 66OF with an average high temperature in July of 81OF and an

    average low of 49OF in February. Relative humidity in the area is around

    75 percent, but the discomforting effect of this high humidity is modera-

    ted by an afternoon sea breeze. Precipitation occurs chiefly as rain-

    fall, averages about 50 inches per year, and is fairly well distributed

    throughou t the year. Between morning and evening twilight, the sun

    shines an average of 65 percent of the time in Charleston during the

    year. flay and September are thE sunniest months; with the sun being

    visible as much as 90 percent of the time during daylight periods.

    These conditions provide Charleston County with a relatively long

    growing season of 295 days per year. These conditions further allow

    human comfort the year round and provide a situation that is well

    suited for outdoor recreation and tourism.

    BIOLOGICAL RESOURCES

    7. There are some 4,000 acres of saltmarsh in the immediate planning

    area. These wetland areas play a very important role in the ecology

                                                                Appendix I.
                                                                   B-5

    of the area; providing habitat for waterfowl, nursery area for juvenile

    stages of many important species of fish and shellfish, water quality

    improvement and primary biological production which supports a host

    of marine life in adjacent coastal waters.

    8. There are public oyster grounds and private leases for oysters

    and clams in the planning area. Crabbers also fish Folly and Stono

    Rivers extensively. Shrimp are taken recreationally. The area is a

    favorite one for local fishermen who catch numerous different species

    of fish in and around the estuary.

    ARCHEOLOGICAL RESOURCES

    9. The National Register of Historic Places lists no structures., places

    or items of historical significance in the area of proposed work or in

    areas immediately adjoining the work area. It appears likely that the

    Stono and Folly Rivers were used by aborigines prior to settlement in

    the area by Europeans. Due to the proximity of Charleston and the

    reliance on water-based transportation from colonial times to the

    20th century, the two rivers were probably used extensively during

    this period.

    10. Wrecks or abandonments of vessels have probably occurred in the

    planning area; however, due to the shifting nature of the channels

    involved, it is highly unlikely that dredging to a depth adequate

    for use as a borrow area - ten to twelve feet below MLW - would cause

    the loss of significant archeological resources. The migration of the

                                                                Appendix I
                                                                   B-6

    natural channel has scoured, redeposited and rescoured the area numerous

    times to a depth greater than that which would be accomplished by

    dredging a borrow area in Folly River, Stono Inlet, or Lighthouse

    Inlet. This scouring action has probably eroded any wooden structures

    away and metal objects would have settled to the bottom of the channel

    and been reburied.

    11. In spite of the small chance of any cultural resources being

    located in the shifting sands of the project area and the sanitary

    facility sites, a documentary search and a magnetometer survey will be

    performed for the area prior to construction. If the search and survey

    provides evidence that historically significant resources are present in

    areas which would be affected by construction, work in these areas would be

    ,delayed so that any significant resources or data may be recovered.

    SUMMARY OF NATURAL RESOURCES

    12. In short, the major natural resources of the study area are: a

    temperate climate; topography and soil conducive to agriculture and

    silviculture (which are important to the County but of little signifi-

    cance within the immediate planning area); geologic features such as,

    a coastal location with sheltered highground areas having access to the

    ocean via navigable rivers; the ocean itself harboring abundant biological

    and mineral resources; long stretches of gently sloped sandy beaches

    for walking and bathing; and vast expanses of extremely productive

    saltmarshes which serve as nursery areas for a variety of marine

                                                                Appendix I
                                                                    B-7         Rev
                                                                             6 Nov 79

    organisms and in turn supports large commercial and recreational

    fisheries.

                         Human Resources

    POPULATION

    13. Historically, Charleston County has been the most populous county

    in the state. However, in the past decade both Richland and Spartanburg

    Counties in the upcountry have come to be about equal in population to
    that of Charleston County.

    14. The population in Charleston County has grown from 216,382 in

    1960 to 247,650 in 1970 and 260,400 in 1975.  This population is

    expected to reach 271,000 by 1980. At the same time, the James Island

    Division has grown from 13,872 in 1960 to 24,197 in 1970, 25,525 in

    1975 and is expected to reach 28,090 in 1980. The population of Folly

    Island has been more stable. In 1960, there were 1,137 permanent

    residents of Folly Beach; -in 1970, there were 1,157 persons and in

    1975, the population was 1,500.1/

    15. It is estimated that Folly Island's resident population increases

    to about 4,500 persons during the summer months and on peak weekend days,

    visitors to this island may exceed 30,000. The beaches of the entire
    Charleston area receive about 3,000,000 visits each year.

    1/ Provided by Berkeley-Dorchester-Charleston Council of Governments.
                                                               Appendix i

    O       ~~EDUCATION

            16. Based on 1970 census, the median school year completed by the

           25-year and older segment of the study area was 11.8. This was slightly

           better than the state average. There are numerous institutions offering

           post secondary education in the area. The Medical University of South

           Carolina is located in Charleston and besides offering technical educa-

           tion and health services, the Medical University complex is the third

           largest employer in the County. The College of Charleston offers

           liberal arts education and some graduate programs. Liberal arts pro-

           grams are also offered at the Baptist College at Charleston. The

           Military College of South Carolina, The Citadel, offers liberal arts

           plus an excellent Engineering curriculum. Trident Technical College

           offers associate degrees in many technical disciplines.

                          Development and Economy

           17. The Federal Government is the largest employer in the area.

           Other economic activities are recreation and tourism, shipping and

           trade related activities, education, fisheries, silviculture and agri-

           culture. Recreation, tourism and fisheries activities provide the

           majority of employment opportunities in the immediate planning area.

           18. Unemployment in Charleston County was on the increase during the early

           1970's due in part to a general recession and reduced Military and Govern-

                                                                      Appendix I

    ment spending in the area. However, in recent years the percentage of

    Charleston County residents who are employed has been increasing. It is

    locally hoped that increased activity in the tourism, trade and educational

    areas will replace the reduced military generated employment and continue

    this downward trend in unemployment. Increased recreational use of the

    beach area would provide more secure employment for those already employed

    in this sector, and there would be some potential for increased employment

    due to the improvement of Folly's shoreline.

    PROJECTED POPULATION, EMPLOYMENT. AND INCOME

    19. An indication of historical and projected future growth in population,

    per capita income, and employment in the study area is given in Table B-1.

    It should be noted that the immediate planning area is extremely small in

    comparison to the entire Charleston Metropolitan Area and is much more

    heavily dependent on recreation, tourism and fisheries than the larger

    demographic area covered in Table B-1.

    ECONOMY OF THE IMMEDIATE PLANNING AREA

    20. The Town of Folly Beach's economy is based on the sea, shore

    and surrounding estuary natural resources. As a summer resort, it

    caters to modest income vacationers and day visitors who come,

    mostly from nearby, to enjoy the water based recreation and enter-

    tainment available there. Typical diversions are: swimming and

    surfing along the island's 6-mile shore; fishing and boating in the

                                                                Appendix 1
                                                                   B-10

                                                                           Table B-1

                                                            POPULATION, INCOME, AND EMPLOYMENT
                                                                    FOR CHARLESTON SMSAI/

                       Item                                                                              Year

                                                        1959         1970          1980          1990          2000          2010         2020          2030

          Population                                   274,909       336,837       389,000       421,000       457,500      477,500       497,500       515,200

          Total Personal Income                        451,033       909,500    1,487,900    2,121,400    3,114,700    4,358,100    5,775,200    7,475,500
          (Thousands of 1967 Dollars)

          Per Capita Income                              1,641         2,700         3,825         5,039         6,808        9,127        11,608        14,510
          (1967 Dollars)

          Total Employment                              94,533       127,950       161,800       175,500       196,900      210,900       213,500       221,500

          Employment ToPopulation Ratio                   0.34          0.38          0.42          0.42          0.43         0.44          0.43          0.43

          Total Earnings:                              388,437       784,130    1,252,400    1,745,900    2,518,900    3,485,600    4,586,700    5,905,600
             Government                                159,244       347,346       517,200       710,600    1,012,600    1,380,300    1,839,300    2,362,200
             Manufacturing                              59,228       121,892       205,400       284,600      395,500       526,300       644,000       767,700
             Wholesale and Retail Trade                 57,343       102,107       161,500       218,200      306,600       414,800       527,500       649,600
             Services                                   41,924        86,284       170,300       263,600      418,600       637,900       892,600    1,240,176

     l/Charleston SMSA consists of Berkeley, Charleston, and Dorchester Counties.  The data is generally from Summary of Protections of Economic Activity in
     the Southeastern States (Series E Population), October 1976, U.S. Army Corps of Engineers, South Atlantic Division.

    -l
    .-_

    surrounding waters; and dining on local seafood available at the

    numerous restaurants in the vicinity. Nearly all local employment

    and income is derived from these visitors, who may number as many

    as 30,000 on a peak summer day.

    21. Folly Beach's amusement area, about 8 acres in the center of

    the island, was purchased in February 1978 by a church group intent

    on changing the character of recreation offered to the public at

    this facility. They plan to restore the storm damaged fishing pier

    to its original 600-foot length. The pavilion and boardwalk will

    be repaired and the dance pier, which recently burned, will be

    redecked. Tennis and basketball courts, a swimming pool, and a

    waterslide will be added to the attractions. Local leaders believe

    that the redi rection of recreational opportunities at the central

    amusement area will increase and refine its clientele to the bene-

    fit of the entire community.

    LAND USE ANALYSIS

    22. Within the Town of Folly Beach, there are approximately 1500

    acres of land, half of which is marshland. Of the 750 acres of

    high ground within the corporate town limits, 327 acres remain un-

    developed leaving about 420 acres of developed land. Residential

    usage is made of 204 acres or about half of the presently developed

    land. Of the 1,329 housing units, most (80%) are single family

    cottages. Only one third of these units are occupied on a year-

    round basis. This bears witness to the resort nature of this shore

    community.
                                                                Appendix I
                                                                   B- 12

    23. The second largest category of land use on Folly Island is

    transportation rights-of-way. The town has a roadnet that occupies

    120 acres of land. Commercial properties occupy only about 20

    acres and consist mostly of retail establishments, such as gro-

    cery stores, filling stations, restaurants and arcades, located

    in the central portion of the island.

    24. On the northeast end of the island, the U. S. Coast Guard

    occupies 32 acres from which it operates electronic aids to naviga-

    tion (Loran Station). The southwest end of the island is presently

    undeveloped. This 190 acre parcel is a narrow recurved spit which

    consists of a mile long primary and secondary dune system backed by

    maritime thicket, salt marsh and the Folly River. Only 55 acres of

    this land lies above mean high water. Southwest of this end of

    Folly Island, across a series of sand flats, lies an extremely small

    sand island, Bird Key, which serves as a rookery for several species

    of shore birds.

                                                            Appendix I
                                                               B-13

    iro~~~~~~~~~~~~~~~~~~~o
     INI. E T~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~'-

                 '6~~~~~~~~~~~~~~~EEA A

               I 0    1    2    34     5    6 FOLY ISLAN
                     SCALE IN HOUS   FEE
    B,,d~~~~~~~~~~OTHCRLN

     a~~~~~~~~~~~~~~~~~~~~~~~~~IUEB

     SECTION C

    PROBLEMS AND NEEDS

                         PROBLEMS AND NEEDS

                          TABLE OF CONTENTS

                               liT~~~Ed~  ~PAGE

    NATURAL FORCES                                       C-1
         WINDS                                           C-1
         WAVES AND LITTORAL PROCESSES                    C-3
         TIDES AND TIDAL CURRENTS                        C-7
         STORMS AND STORM FREQUENCY                      C-8

    THE STORM PROBLEM                                    C-11
         EARLY HURRICANES                                C-12
         RECENT HURRICANES                               C-12
         HURRICANE OF 1940                               C-13
         HURRICANE OF 1959                               C-13
         SYNTHETIC STORMS                                C-14
         STORHi TIDE FREQUENCIES                         C-15
         DESIGN WAVES                                    C-15
         WAVE RUN UP                                     C-16
         HURRICANE PROTECTION PROFILE                    C-18

    THE BEACH EROSION PROBLEfl                           C-19
         SHORE HISTORY                                   C-19
         PRIOR CORRECTIVE ACTION AND EXISTING
           STRUCTURES                                    C-23

                      TABLE OF CONTENTS (CONT'D)

                     ITEM1                              PAGE

         THE CONTINUING PROBLEM                         C-25

    IMPROVEMENTS DESIRED                                C-27

                          LIST OF TABLES

    ilO,                        TITLE                FOLLOWING PAGE

    C-1     AVERAGE WIND SPEED AND DIRECTION        (ON)  C-2
    C-2     COMPUTATION FOR WIND WAVES OVER THE
              CONTINENTAL SHELF - FOLLY BEACH, S. C.
              50 YEAR HURRICANE SURGE                     C-16
    C-3     COMPUTATION FOR WIND WAVES OVER THE           C-16
              CONTINENTAL SHELF - FOLLY BEACH, S. C.
              100 YEAR HURRICAiNE SURGE
    C-4     WAVE CHARACTERISTICS - FOLLY BEACH, S. C.   C-17
    C-5     HISTORICAL SHORELINE CHANGE RATES BY
              REACHES                                     C-21
    C-6     GROINS AT FOLLY BEACH, SOUTH CAROLINA          C-24
    C-7     EROSION CONTROL STRUCTURES (OTHER THAN
              GROINS) AT FOLLY BEACH, SOUTH CAROLINA    C-24

                    TABLE OF CONTENTS (CONT'D)

                           LIST OF FIGURES

    iO,                          TITLE               FOLLOWING PAGE
    C-1     SEA, SWELL AND WIND DIAGRAMS                  C-4
    C-2     CHANGES IN SEA LEVEL - CHARLESTON,
              S. C. (CUSTOM HOUSE DOCK)                   C-6
    C-3     HURRICANE TRACKS N4EAR FOLLY ISLAND,S.C.    C-9
    C-4     TIDAL STAGE-FREQUENCY - FOLLY ISLAND,
              S. C.                                       C-15
    C-5     HURRICANE WAVE RUN UP BEACH PROFILE
              MODEL - FOLLY BEACH, S. C.                  C-18
    C-6     MAP SHOWING SHORELINE CHANGES IN THE
              VICINITY OF FOLLY BEACH, S. C.              C-20
    C-7     EXISTING BEACH EROSION CONTROL STRUC-
              TURES - FOLLY BEACH, S. C.                  C-24

                        LIST OF ATTACHMENTS

    IQL                       TITLE
    C-1     LITTORAL MOVEMENT STUDY - FOLLY BEACH EROSION
              AND HURRICANE PROTECTION STUDY
    C-2     FOLLY ISLAND LORAN STATION EMBATTLED

                           SECTION C

                 PROBLEMS AND NEEDS

    1. This section of Appendix I discusses the problems and needs
    to which this study addresses itself. It discusses natural forces,
    such as winds, waves, and tides, and their influences over the
    movements of sand along the beach. Storms are also discussed and
    storm damage information is given. The beach problems are then
    discussed, both in terms of physical damage and recreational needs.
    Lastly, improvements desired by local interests are discussed.

                       Natural Forces

    WINDS

    2. A study of recorded and possible wind speeds, duration and
    direction was made to determine their effects on the wave charac-
    teristics in the Folly Beach area. Wind generated waves are the

                                                         Appendix I
                                                            c-1

    primary cause of material losses from the beaches. The height

    and force of waves likely to be experienced are factors critical

    to the design of shore protection structures.

    3. Wind data recorded at the National Weather Service at Charleston,

    South Carolina, have been compiled for the 58-year period 1918-1974

    (see Table C-l). The coastline in the study area is exposed to

    onshore and alongshore winds from northeast through east, southeast,

    and south to southwest. Winds from the northeast through east to

    southeast move over practically unlimited fetches of the Atlantic

    Ocean. Fetches to the south and southwest are limited but that to

    the south still is extensive. The wind data indicate that the

    stronger winds have a northerly component. Considerable transport

    of sand takes place during periods of high wind causing dunes to

    form and at times sand to be deposited in streets where it must be

    removed. The following table shows the average velocity and percent

    of the time winds occur from the eight points of the rose.

                                 Table C-1
                     AVERAGE WIND SPEED AND DIRECTION

    Direction            Speed in Miles Per Hour               Percent Occurrence

         N                           9.9                            15.9
         NE                         10.8                            13.0
         E                          10.3                             9.5
         SE                          9.1                             8.0
         S                           9.4                            16.3
         SW                          9.8                            17.0
         W                           9.4                            12.0
         NW                          9.3                             7.4
         Calm                        0                               0.9

                                                            Appendix 1
                                                               C-2

    *          ~~~WAVES AND LITTORAL PROCESSES

               4. Waves and currents are important considerations in the planning

               of shore protection methods and ways by which shore erosion might

               be controlled. Waves and currents supply the necessary forces to

               move littoral materials. The mechanics of littoral transport are

               not precisely known, but it may be generally stated that littoral

               material is moved by one of three basic modes of transport:

                    a. Material known as "littoral drift", moved along the

               foreshore in a saw toothed or zig-zag path due to uprush and back-

               wash of obliquely approaching waves.

                    b. M~aterial moved principally in suspension in the surf zone

               by long shore currents and the turbulence of breaking waves.

                    c. Material, known as bedload, which is moved close to the

               bottom by sliding, rolling, and saltation, within and seaward of

               the surf zone by the oscillating currents of passing waves.

               Regardless of the mode of transport, the direction and rate of

               littoral transport depend primarily upon the direction and energy

               of waves approaching the shore. Exceptions exist on short stretches

               of shore adjoining tidal inlets where the tidal currents may be

               dominant.

                  *                                                       ~~~~~~~~~~~~~~~~~Appendix I
                                                                           C-3

    5. While within the area in which they are generated, waves are

    referred to as "wind waves" or "sea". As they pass out of the

    stormy area in which they are generated, the "sea" becomes known

    as "swell", and such waves gradually diminish in height and steepness

    (ratio of wave height to wave length). As swells, waves may traverse

    great stretches of open ocean without much loss of energy. When

    they reach the shoal waters of the continental shelf, the wave

    fronts are bent until they almost parallel the shoreline. The

    irregular waves of deep water are organized by the effect of the

    bottom into regular lines of crests moving in the same direction at

    similar velocities. The depth continues to decrease until finally

    in very shallow water it becomes impossible for the oscillating

    water particles to complete their orbits. When the wave breaks

    the momentum carries the broken water onward until the waves'

    remaining energy is expended on the sandy beach face.

    6. Wave data. Sea, swell and wind diagrams for the area offshore

    of Folly Island extracted from charts prepared by the U. S. Navy

    Oceanographic Office (Oceanographic Atlas of the North Atlantic

    Ocean, Section IV Sea and Swell, 1963), are shown on Figure C-1.

    The sea and swell diagrams indicate that waves of all magnitudes

    approach more frequently from the northeast quadrant. Wave period

    and breaker height data were taken from the Coastal Engineering

    Research Center (CERC) wave gauge at Savannah Light Tower.

    7. Littoral transport. Under a contract with the Corps of Engi-

    neers, the South Carolina coastline surrounding Folly Beach was

                                                           Appendix I
                                                              C-4

                     SWELL DIAGRAM                                                        SEA DIAGRAM

                                                  E                         NE
                              0

          SW    SE

                              S                                                                  S
       4   % NO SWELL                  (SEE NOTE AT BOTTOM LEFT)                    CALM            SEE NOTE AT BOTTOM LEFT)
             % CONFUSED                    I                                   % CONFUSED
             LOW (1-6')                                                         SLIGHT 1< 3')

    IH   MODERATE (6-12')                                                       MODERATE (3-5')
             HIGH (>12')                                                       ROUGH (5-8')

                                                                           VERY ROUGH (8-12')
                                                                           HIGH (> 12')

                              N                                                                  N

       /
                                                                                   94M PH

                              S                                                                  S
         SURFACE  WINDS (OFFSHORE  STATION)                                  SURFACE  WINDS (ONSHORE  STATION)

             6.7   % CALM        WAS EXTRACTED FROM THE 1963                   % CALM                WEATHER BUREAU CHARLESTON,S.C.
                                OCEANOGRAPHIC ATLAS, NORTH                                          FROM JAN 1,1918-DEC. 1965.
                                ATLANTIC OCEAN, PUBLISHED BY        z
    ZlJ  t    (4-10) KNOTS        THE U.S NAVAL OCEANOGRAPHIC                   AVG. WIND VELOCITY
           ~LLId ~ ~OFFICE, WASHINGTON, 0. C FOR THE                           FOR 47 YEAR PERIOD
             (11-16) KNOTS       5 DEGREE QUADRANGLE LATITUDE         W
             n   t    (17-27) KNOTS  AND LONGITUDE 75 DEGREES TO 80
                                DEGREES WEST
             (>28) KNOTS                                               9.5 M.PH.

                                                                                                   SEA, SWELL AND
                                                                                                   WIND DIAGRAMS

    modeled using the computer program WAVNERG to determine rates of

    littoral transport. The report prepared by Dr. Frank W. Stapor,

    Jr. of the Marine Resources Institute is presented as Attachment

    C-1. Model-predicted areas of erosion and deposition generally

    agree with annual rates determined from other methods. The follow-

    ing conclusions were derived from the model results.

         a. Littoral transport is northeasterly along all of Folly

    Island from Stono Inlet region to Lighthouse Inlet with annual

    amounts varying between 5,000 cubic yards to 20,000 cubic yards.

         b. No net littoral transport is taking place in the Stono

    Inlet region between Folly and Kiawah Islands.

         c. The southernmost Folly Island beach is experiencing net

    erosion at a maximum rate of 14,000 cubic yards per year. Nearly

    half of this amount is deposited on the beaches lying northward up

    to 12th Street East, or at the "bend" in the shoreline. Net erosion

    begins again from that point to the United States Coast Guard

    Station with a maximum rate of 20,000 cubic yards per year. Deposi-

    tion begins again at the Coast Guard Station and continues north to

    the southwestern border of Morris Island, across Lighthouse Inlet

    with a maximum deposition rate of 14,000 cubic yards per year.

    Sand is also moving in the inlet region from the northeast with

    Folly Island suffering a net loss of 5,000 cubic yards per year to

    Morris Island.

                                                            Appendix 1
                                                               C-5

         d. Lighthouse Inlet can be seen to be a major deposition

    site receiving sand moving both to the northeast and southwest.

    This may help account for the permanence of this shoal system in

    the fact of significant landward retreat of the adjacent part of

    Morris Island.

         e. The Charleston Harbor jetties do influence littoral processes

    on the northern half of Morris Island but probably do not affect

    Folly Island.

    8. Proposed works for the reduction of shoaling in Charleston Harbor,

    in which waters entering Cooper River from the Santee River will

    again be channeled through the lower reaches of the Santee River,

    should have an insignificant effect on the quality and quantity of

    materials moving within the littoral zone. Likewise, future engi-

    neering works provided for the purpose of stabilizing shorelines

    to the north and possible future deepening of channels in Charleston

    Harbor should have little effect on the littoral regimen off Folly

    Island.

    9. Sea level rise. In connection with the tidal action in the

    vicinity of the problem area, possible erosion of the shoreline as

    a result of the gradual rise of mean sea level elevation should be

    recognized. At Charleston, South Carolina, the average sea level

    elevation was 4.93 feet gage datum for the five-year period 1925-

    1930 (see Figure C-2). The average sea level now is about 5.38 feet

                                                           Appendix I
                                                              C-6

                                         5  I  i    I  I    I  I    I  i  I  I  I  I  I    I  I    I   I    ~~~ ~ ~~~ ~ ~ ~~~~~I    I  I      f -

         5.60-

                                                           5 YR. MOVING AVERAGE

                                                                                                                                       h ~5.38'
                                                                                                     I ~~~~~~~~~~~
          5.40 -

                              I~~~~LJ~~I                                                                                         '-    ,
    LL

    Q0   5.20
                                                                                                                                  Lo
                      U,                                                                                                      0
                                   $                                     I                                                   ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~+

        w~~~~~~~~~~~~                                                                                                        'I
       =E 5.00                 4.9 3

                              'I~~~ __

                                                               _ ANNUAL MEAN
                                               I                            -
          4.80

                     DATUM OF GAGE IS 4.93 FEET BELOW M.S.L.,OATUM OF 1929

          4 .6 0   1  1  1  1  1         I 1  1  1  1       I 1     I  I 1  1  I                    I  I  I  I  I  I  I  I  I  I  I  I  I  I  I  I  I  I  I I   I  I  I
                    C)~~ 0')_ C>                       U-             .u'                                    )            C)%

                                                                   C  CHANGES  IN SEA LEVEL
    mn                                                               CHARLESTON, S.C.

    o                                                             (CUSTOM HOUSE DOCK)
                     I'~~~~~~~~~~CS7MHJS OK

    gage datum, an increase of 0.45 feet. This rise in sea level is

    a contributing factor to the recession of shoreline at Folly Beach

    with about 10 to 15 feet of erosion o'ccuring as a result of this

    rise. This factor is contained in the observed shoreline changes

    which were used to compute design erosion rates.

    10. There have been numerous technical reports on sea level rise

    published in recent years documenting the fact that the sea level

    is rising slowly and irregularly. Among these are:

         a. Per Brunn, W.H.M., (1962), Sea-Level Rise as a Cause of
             Shore Erosion: Engineering Progress at the University
             of Florida, Leaflet No. 152, Gainesville, FL., (Also
             published as ASCE paper 3065, February, 1962, 117-130)

         b. U. S. National Ocean Survey, (1973), Trends and Variability
             of Yearly Mean Sea Level (1893-1971), NOAA Technical
             Memorandum Nos. 12, Rockville, MD.

         c. King, C.A.M., Beaches and Coasts, (1972), 2 Ed., St.
             Martin's Press, New York.

    TIDES AND TIDAL CURRENTS

    11. Tides. Tides in the vicinity of Folly Beach are semi-diurnal;

    that is, there are two highs and two lows in a tidal (or lunar) day.

    National Ocean Survey Tide Tables give the following Mean and Spring

    Ranges of Tide:

                                            Mean Range      Spring Range
                                               (ft)             (ft)

         Folly Beach, outer coast                5.2               6.1

         Folly River (behind Folly Beach)        5.4               6.4

                                                           Appendix 1
                                                              C-7

    12. Tidal currents. Tidal Current Tables of the National Ocean

    Survey give tidal current velocities in knots for a number of nearby

    locations. These velocities can be altered considerably by local

    winds. Several of these are in the vicinity of the Charleston Harbor

    Jetties just north of Folly Beach. In the entrance channel between

    the jetties maximum flood and ebb velocities are 1.8 knots; at the

    break in the south jetty the maximum flood current velocity is 1.2

    knots directed towards true north, while the maximum ebb current

    velocity is 2.8 knots, directed 5 150 W. These tidal currents in

    the vicinity of Charleston Harbor are also shown graphically in the

    Coast and Geodetic Survey publication entitled "Tidal Current Charts,

    Charleston Harbor, S. C.", first published in 1967. To the south of

    Folly Beach, in Stono Inlet, the maximum flood and ebb velocities are

    1.9 and 2.7 knots, respectively. The offshore tidal currents are

    rotary, ranging from 0.1 to 0.3 knots, and are given for (1) Whistle

    Buoy 2C at the harbor entrance, (2) 2 miles east of Folly Beach, and

    (3) 3.5 miles east of Folly Beach.

    STORMS AND STORM FREQUENCY

    13. A hurricane is a well-developed cyclonic storm, usually of

    tropical origin. Hurricane characteristics are violent, counter-

    clockwise winds, producing tremendous waves and surges and torrential

    rainfall. Size and duration vary with each hurricane. They generally

    extend over thousands of square miles, reach a height of 30,000 feet

    or more, and last about 9 to 12 days from origin to dissipation.

                                                            Appendix 1
                                                               C-8

    0         ~~~14.  Origins and tracks.  Hurricanes originate exclusively in the

              shifting zone of equatorial calms called the "doldrums" which lies

              between the two trade wind systems. Early in the hurricane season,

              June to July, there is a tendency for the storms to develop in the

              western Caribbean Sea, while late in the season, September and October,

              storms are more likely to develop in the Atlantic Ocean. While still

              in the initial stages of development, the storms are affected by the

              trade winds and begin to move toward the west or northwest. In the

              vicinity of 300 N. latitude, they recurve and begin to move in a

              northeasterly direction at an accelerated speed. This is only a very

              general path that hurricanes follow and actually there are many

              deviations. Hurricanes have been known to circle back and cross over

              their paths. See Figure C-3 for hurricane tracks near Folly Island, S. C.

              15. Barometric pressure and winds. Normal barometric pressures in

              the tropics are about 30 inches of mercury, whereas the pressures

              recorded in hurricane centers range between 27 and 29 inches or some-

              times even lower. The wind system of a hurricane follows a counter-

              clockwise circular pattern with the wind direction deflecting about

              300 inward toward the center of the storm. At the outer limits of

              the storm, the winds are light to moderate; at about 35 miles from

              the center, they reach a maximum 5-minute average velocity of about

              100 m.p.h. although higher averages have occurred. Gusts as high as

              190 m.p.h. have been reported. At the center, winds are relatively

              calm. This calm area, called the "eye" of the storm, ranges between

              7 and 20 miles in diameter. The point of lowest barometric pressure

              is located in the vicinity of or within the eye. The lowest recorded
                                                                        Appendix 1
                                                                           C-9

                  -~~~~~~  L   ~~~~~~~~~~~ ~~OHIO                                                                                    /

                                                            (  ,I                     U ~~~~~~~~~~VA

                                                         ~~~~~~~~~~~~~~~~~~~~~AI  I   A _                                                         N T iOEA

                                                          ofu,   r                                                                 0  ,~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~'
                                                                        :-~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~.
                                                                               A~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ss
                                                                                                                                                                                         K1!vvIN

                                                                                                                                                  ~~~~-JA ~ ~ ~          ~          ~          ~          ~         ~          A

                                                                 ~~~~~~~~~~~~~~~~~~~~~~~~~mm

                                                                                            X            ~~~CARIBBEAN                       SEA

    ;D~~~~~~~~ -1-                                                                                                                 O         FIH               T"MIOPAL sF IU
                                     fli  I                                          -~~~~~~~~~~~~~~~~~~~~~  --                                           N~~~~~~~~~~~~AVft AFFECTED THE~ PWHHEM~
                                     0                                                                -                                                   A~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~REA FROM 1491 TO I 9.1

    CORPS  OF ENGINEERS                                                                                                                                                                                                                                                                U. S. ARMY

                                                                                                                                                                                                                                                     FORT JOHNSON

              3,000                                                                                         3,000/

                                             2,000~~~~~~~~~~~~~~~~~~~~~~~~ z                                                                                                                        N0                                                                               FR

                   z                                                                                                                  R SUMTERz  (

               2,000----           -                                                                       z2,0                        .      -    _                                                                                                                               �OT
                                                         .00                                                                                                                                  Il,~~~~~~~~~~~~~~~~~~~~,0

               0                       *0

                                                                                    -H~~~~~~~~

            -2,00                      -2 .0

             -1,0000                                                                                                                                                                                                                                                                 I

            w 400 -4I 000

                                            0~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~  IT ID O

               SHREIN CHANGES  A       T   FOLLY                                  ISLAN                                     S        HREIN CHNGETMRRSILN

                                                                                  ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~Calson,/U
                                                               z  (0                                                                  (0~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~Lgt
                                                               0                                                                      0~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~Os

                                                               SHORELINE  CHANGES  AT  FOLLY  ISLAND              SHORELINE  CHANGES  AT  MORRIS  ISLAND~ ~ ~ ~ ~ ~ ~ ~~~~~~~~~~~U.S    CASTH.. horlie 133U..C.a .S

                                                                                                                                                                                                            S I -.-~~~~~~~/H. W. Shoreline 189-155 U.S. C. G G. S.
                                                                                                                                                                                                                                                            H.W. Shoreline 1957715  U.SC. Cop ofEgines

                                                                                                                                                -D=  -0~~~~~~~~~~~~~~~~~~~~~~~~                                                                 ---a----H.Shrln86USC.&GS
                                                                                                                                   0-:ZZ":~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~-  .W hrln 90 S.&GS

                                                                                                                                                                                                                                                        SHORELINE CHANGES

                                                                        /4,                                                                                                                                                                                   ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~FOLLY  BEACH,S.C.

                                                                                       0                            ________                                                                                                                        1000   0         2000       4000       eooo~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~10    020040060

                                                                                           ~~~~~,  R~~~~~~~~~~~~~~AC~~~~~~~~~~~ NO.   4 ~~~~~~~~~~~~~~~~~~~~~~SCALE   IN  FEET
                                                                                                                                                                                                                                                                                            FIGURE C-6

    barometric pressure for hurricanes occurring along the Atlantic

    Coast is 26.35 inches. This measurement was recorded at 33 0 N. lati-

    tude in 1935.

    16. Hurricane surge. The hurricane surge or storm tide which inundates

    low coastal lands is the most destructive of the hurricane characteris-

    tics. It alone accounts for three-fourths of the lives lost from

    hurricanes. It is the product of meteorological and beach, shore and

    inland topographic conditions. All other factors being equal, a higher

    surge will be produced if the hurricane path is perpendicular to shore,

    the velocity of forward movement is fast, or the diameter of the storm

    is very large. Along the Atlantic Coast, a major component affecting

    the height of the hurricane surge is the timing of the storm's landfall

    and the predicted astronomical tide. At Folly Beach, a storm arriving

    at the time of the predicted high tide can produce a surge more than

    five feet higher than if it arrives at low tide. (See paragraph 11

    of Section C of this Appendix, Tides.) Maximum surge heights experienced

    along the Atlantic Coast range between 10 and 20 feet.

    17. Hurricane waves. The waves generated by hurricane winds cause

    extensive damage to shore structures and the adjacent beaches. At

    sea, the waves are high and turbulent, particularly in the right front

    quadrant and near the eye of the storm. Near shore, wave heights which

    have diminished some since origin begin to increase again because of

    the shoaling effect of the shallow water. Further, breaking waves

    can run up and overtop shore structures whose crowns are higher than

    the wave heights. The force expended when waves break causes the

    most damage to shore structures. Methods for estimating the height
                                                              Appendix I
                                                                 C- 10

    of hurricane waves will be discussed in subsequent paragraphs.

    18. Rainfall. Rainfall accompanying a hurricane usually is heavy and

    sometimes torrential. However, its distribution during the passage of

    a hurricane is not uniform. The rain may begin long before the arrival

    of the storm. Prior to the passage of the eye, rainfall generally

    reaches its maximum rate, and after the eye has passed it ceases almost

    entirely. Rainfall is particularly heavy in the right front quadrant.

    Some hurricanes, however, are accompanied by little or no rainfall over

    considerable lengths of their paths.

                       The Storm Problem

    19. Most hurricanes that affect the South Carolina coast form west of

    the Antilles, while some form in the Caribbean. In most cases, as

    these hurricanes approach the Florida and Georgia coasts, they turn

    northeastward and remain over the ocean before landfall in South Caro-

    lina. Others make a limited penetration of the Florida and Georgia

    mainlands and then move parallel to the southeastern seaboard. The

    majority of hurricanes pass well offshore of South Carolina and inflict

    little damage. Figure C-3 shows the paths of some of the hurricanes

    that have affected the Folly Beach area.

                                                             Appendix I
                                                                C-1i

    EARLY HURRICANES

    20. The earliest recorded hurricane along the South Carolina coast

    is that of 16 September 1700. It was reported that the streets of

    Charleston were flooded and a number of settlers perished when their

    vessels sank in the harbor. The storms of September 1713, September

    1728, September 1752, and September 1804, were reported to have caused

    considerable loss of life and property damage. The hurricane which

    occurred on 27 August 1813 was described by the Charleston Courier as

    "one of the most tremendous gales of wind ever felt on our coast and a

    night of horrors." Torrents of rain accompanied this hurricane, and

    the tide rose 18 inches higher than in 1804. Extensive damages were

    reported to have occurred on Sullivans Island, and as many as 15 lives

    were reported lost.

    RECENT HURRICANES

    21. Some of the more recent hurricanes that have inflicted damage on

    the study area are those of 25 August 1885, 27 August 1893, 28 August

    1911, 14 July 1916, 18 September 1928, 11 August 1940, 30 August 1952,

    and 29 September 1959. The 1885 storm cost 21 lives in the Charleston

    area and inflicted damages estimated at $1,690,000. The 1893 storm

    cost 1,000 lives and caused property damages of $10,000,000 in South

    Carolina. Charleston experienced gusts of 120 miles per hour, and a

    maximum 5-minute velocity of 96 miles per hour. The 1911 storm made

    landfall between Savannah and Charleston, where wind velocities of

    106 miles per hour were recorded. It is reported to have cost 17 lives,
                                                             Appendix i Rev
                                                                C-12      6 Nov 79

    and to have caused damages totaling $1,000,000 in the state. The 1916

    storm was of small diameter, and caused little property damage and no

    loss of life; however, it caused heavy rains and flooding, and there

    was an estimated $10-$11 million lost in crop damage. The 1928 storm

    was also notable for its rain, which caused about 52 million damage

    through flooding, of a total of about 54 million damage to the state.

    HURRICANE OF 1940

    22. The center of the storm was first observed in the Virgin Islands

    on the morning of 5 August. During the next 5 days it moved in a

    generally northwesterly direction over the Atlantic Ocean. It struck

    the South Atlantic seaboard near Savannah, Georgia, about 4:00 p.m.,

    on 11 August. The lowest barometric reading occurred at Savannah

    (28.78 inches), while a low of 29.64 inches occurred at Charleston.

    Maximum 5-minute wind velocities of 73 and 66 miles per hour were

    recorded at Savannah and Charleston, respectively. Tides ran about

    6 feet above normal in the Charleston area. Damage in Charleston was

    estimated at $1,500,000, mainly due to inundation of the waterfront

    perimeter. Damage on Sullivans Island was estimated at $116,000, and

    was caused mostly by wind. Only minor damage was experienced on

    Isle of Palms.

    HURRICANE OF 1959

    23. This hurricane, Gracie, the most intense tropical cyclone to

    enter the southeastern United States since 1954, passed inland near
                                                             Appendix 1
                                                                C-13

    Beaufort, South Carolina, during the morning of 29 September. The

    lowest observed pressure in the area was 28.05 inches. A maximum

    5-minute wind speed of 97 miles per hour, and wind gusts of 138 miles

    per hour were recorded. The highest tide at Charleston was about 6.0

    feet above mean sea level. This represented something in excess of an

    8-foot surge, and it is fortunate that it occurred within an hour of

    the predicted low tide. Damages from wind were extremely heavy. Many

    roofs were blown off, or damaged by trees broken and blown down by the

    wind. Damages were estimated at $13 million in South Carolina and

    $7 million of this amount was estimated for Charleston County, within

    which the study area lies.

    SYNTHETIC STORMS

    24. Parameters for certain synthetic storms and methods for derivations

    of others are contained in Report No. 33, Meteorological Considerations

    Pertinent to Standard Project Hurricane, Atlantic and Gulf Coasts of

    the United States and Memorandum HUR7-120, Revised Standard Project

    Hurricane Criteria for the Atlantic and Gulf Coasts of the United

    States. A Standard Project Hurricane (SPH) is one that may be expected

    from the most severe combination of meteorological conditions that are

    considered reasonably characteristic of the region. The general SPH

    that is considered characteristic of the South Carolina coast corres-

    ponds to one having a frequency of once in 100 years for a zone having

    north and south boundaries at approximate latitudes 33 0 N. and 270 S.,

    respectively and west and east boundary paralleling the Atlantic coast-

    line 50 miles inland and 150 miles offshore. The specific SPH used in

                                                             Appendix I
                                                                C-14

    this study has a central pressure (CPI) of 27.46 inches of mercury,

    a maximum over water wind velocity of 100 m.p.h., at a radius to maximum

    winds of 30 nautical miles and a forward speed of 11 knots. The para-

    meters for SPH as well as parameters for other synthetic storms having

    different frequencies were used to estimate hurricane waves at Folly

    Beach. The method is discussed in paragraph 26.

    STORM TIDE FREQUENCIES

    25. The National Oceanic and Atmospheric Administration (NOAA) has at

    the request of the Federal Insurance Administration (FIA) developed

    estimates of storm tide frequencies along the South Carolina coast.

    Figure C-4, which was reproduced from the NOAA Technical Report NWS-16

    entitled "Storm Tide Frequencies on the South Carolina Coast", June

    1975, shows the tidal stage-frequency relationship applicable to the

    Folly Beach Study. As can be seen, the estimate 100-year storm surge

    at Folly Beach is 13.2 feet MSL. This stage along with the 50-year

    frequency storm surge were used to formulate the proposed hurricane

    protection plans for Folly Beach.

    DESIGN WAVES

    26. Techniques for predicting the deepwater significant wave height

    and period for various synthetic storms are outlined in Paragraph 3.73,

    Volume I of the Shore Protection Manual, 1977. In applying the technique,

    various storm parameters including CPI, radius to maximum wind, and

    the forward speed are required. The parameter for storms approaching

                                                             Appendix 1
                                                                C-15

                            1   i I   /  1   I           I       9
                                 ii             ~~~~~~~~~I       I  I!

                  1 5I                            j  jI
                                 Ijl    ~~~~~~~~~I   I I
                                             ~~II      I   i      I    I
                 22       ~~~~~~ii     III     i             I l  I   ,-iLtiIt
                            i~i                              I  ,. L  i    ~l  _-LC

                                II         I   ~~~i

               14

            20   A-
             is     - -1 7                                          __

              12

                          7 -j~~~~~~~~~~t   -+f4            - --"-"--
             H       6
           ~ 12  -TECHNIC A L R                 EPOR MS-1.-
               -i  3   --- -�� tCit-f--          --C--               -

                       THE SOTH CARLINA COAST
                  H  -                     2.~~~~'~~'~~'   -I�~~~-  -   4-

                   JUNE 1975 TI DAL STAGE   -F
                     H  12- --:-------~~~.       vi', -24-2- Lill-  --

                                                    - jt    -FOLLY BA.C. �

                           --�L11 -~ri-- -t~-1 -  - 4- -      --- f iFG- -C-4
                     9~~~~~~~~~~~I     -i;. .'-i-'--i -   -t     ; --
                       10-A-~~~~i�''i A--
                             ----~~~~-.             r        fr- +tfr�
                                             - ~ I   1 11

                  8~~~~~~~~                  -   -t       1:47>

                      - - ci     A.       ttztr  4-   >17  ;LzqC -
               7      _ _--LL ~L.5-fr�jt  tS     t--+
                                       -C1 C-I  -

                                 10          50  100 250 500
                                    RETURN PERIOD (YR.)

           NOTE: CURVE REPRODUCED FROM NOAA
                   TECHNICAL REPORT MWS-I6
                  "~STORM TIDE FREOUENCIES ON
                  THE SOUTH CAROLINA COAST"
                   JUNE 1975

    *                                             ~~~~~~~~TIDAL STAGE-FREQUE NCY

                                                                FOLLY BEACH, S.C.

                                                                              FIGURIE CA4

    the South Carolina coast were obtained by methods discussed in Para-

    graph 24, Synthetic Storms. At sea, the waves in a hurricane are high

    and turbulent. As these waves propagate shoreward their heights and

    period are modified by the effects of shoaling and refraction. Tables

    C-2 and 0-3 show the computed deepwater wave heights and period for

    the SPH and the SO year frequency hurricane. In applying the method,

    offshore depths were taken from Coast and Geodetic Survey Chart number

    1239. For each Synthetic Storm, the total depth along the range was

    obtained by converting the mean low water depths to mean sea level and

    to this depth adding the incremental storm surge. For each of the

    Synthetic hurricanes, stage frequencies were taken from the stage

    frequency curve shown on Figure 0-4. The source of this curve was dis-

    cussed in Paragraph 25. It should be noted that the 100 year stage at

    Folly Beach, S. C. (13.2 Ft. MSL) was used in conjunction with the

    (SPH) storm parameters to compute the design waves for the 18-foot

    high dune plan.

    WAVE RUN UP

    27. General wave runup on a protective structure depends on the character-

    istics of the structure (i.e., shape and roughness), the depth of water

    at the structure, and the wave characteristics. The vertical height to

    which water from a breaking wave will run up on a given protective

    structure determines the top elevation to which the structure must be

    built to prevent wave overtopping and resultant flooding of the area

    to be protected. Wave runup is considered to be the ultimate height to

                                                             Appendix I
                                                                 C-16

                                              Table C-2

                                 COMPUTATIONS FOR WIND WAVES OVER THE CONTINENTAL SHELF
                                            FOLLY BEACH, S.C.
                                        50 Year Hurricane Surge

    1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
                                                        ,         , , ,2
    X
       dx dl d2 dT Fe Ho To To2 Ks
                                           A Kf
                                                       Ho Fe To TO Ks2 H N Hmax
       MLW
                                                                      d2
                                 dT

    65 420 777 423 600 74.59 39.39 13.4 .297 .998 .033 1.00 39.38 74.59 13.4 .422 .987 38.9 734 70.6
    60 270 423 273 348 74.59 39.4 13.4 .513 .973 .096 .999 39.34 74.44 13.4 .653 .949 37.3 735 67.8
    55 222 273 225 249 74.59 39.4 13.4 .717 .939 .181 .993 39.1 73.5 13.3 .79 .931 36,4 737 66.1
    50 186 225 189 207 74.59 39.4 13.4 .863 .925 .260 .986 38.8 72.5 13.3 .93 .921 35.8 740 65.0
    45 114 189 117 153 74.59 39.4 13.4 1.17 .913 .470 .965 38.0 69.5 13.2 1.47 .916 34.8 747 63.3
    40 96 117 100 108 69.5 38.0 13.1 1.60 .920 .911 .90 34.2 56.3 12.5 1.55 .918 31.4 788 57.3
    35 90 100 95 97 56.3 34.2 12.5 1.60 .920 1.020 .89 30.4 44.6 11.7 1.45 .916 27.8 835 51.1
    30 78 95 84 89 44.6 30.4 11.7 1.55 .918 1.070 .89 27.1 35.3 11.1 1.46 .916 24.8 885 45.7
    25 60 8467 75 35.3 27.1 11.1 1.64 .920 1.350 .855 23.2 25.8 10.2 1.57 .919 21.3 958 39.4
    20 45 6754 60 25.8 23.2 10.2 1.75 .925 1.810 .80 18.5 16.5 9.2 1.56 .919 17.0 1070 31.8
    15 43 5453 53 16.5 18.5 9.2 1.58 .919 1.840 .81 15.0 10.8 8.2 1.28 .913 13.7 1190 25.8
    10 41 5353 53 10.8 15.0 8.2 1.28 .913 1.480 .87 13,0 8,2 7,7 1,12 .914 11.9 1276 22.5
    5 32 5345 49 8.2 13.1 7.7 1.21 .913 1.510 .875 11.4 6.3 7.2 1.15 .913 10.4 1363 19.8
    0 0 4514 29 6.3 11.4 7.2 1.79 .926 3.830 .65 7.43 2.7 5.8 2.41 .953 7,0 1690 13.7

    Explanation of symbols: (See next page)

    Explanation of symbols:

    Column No.       Symbol       Definition

          ~1       ~x            Distance from shoreline in nautical miles
       2              dx          Depth at shoreward end in feet, MLW
       3              d1          Depth at the beginning of section
       4              d2          Water depth at shoreward end of section
       5              dT          Average of d1 and d2
       6              Fe          Effective fetch in nautical miles
       7              Ho          Deepwater significant wave height in feet
       8              T           Deepwater significant wave period
      10              Ks          Shoaling coeficient
      11              A           Friction loss parameter
      12              Kf          Friction factor
      13             Ho'          Equivalent deepwater wave height
      14              Fe'         Equivalent effective fetch length
      15              To'         Deepwater significant wave period corresponding
                                   to Ho'

      17              Ks2         Friction factor at location 2
      18              H           Wave height in feet
      19              N          Total number of waves applicable to significant wave
      20              Hmax        Maximum wave height in feet

                                                   Table C-3
                                       COMPUTATION FOR WIND WAVES OVER THE CONTINENTAL SHELF
                                                   FOLLY BEACH, S.C.
                                                 too Year H'~rricane Surge

    i 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16                                                                                                                 17 18 19 20
    X dx dI d2 aT Fe Ho TO To2 Ks A Kf Ho' Fe' To' To'2 Ks2 H N Hmax

       MLW
                                      dT
                                                                                d2

    65 420 777 423 600 76.3 42.2 13.84 ,319 .997 .035 1.000 42.2 76.3 13.84 .452 .982 41.4 709 75.1
    60 270 423 273 348 76.3 42.2 13.84 .55 .965 .102 .998 42.1 76.0 13.82 .70 .942 39.7 710 71.8
    55 222 273 225 249 76.3 42.2 13.84 .77 .934 .193 .992 41.8 75,0 13,80 .84 .927 38.8 712 70.3
    50 186 225 189 207 76.3 42,2 13.84 .92 .921 .275 .983 41.5 73.7 13.72 .995 .917 38.0 715 68.9
    45 114 189 118 153 76.3 42.2 13.84 1.25 .913 .500 .955 40.3 69.6 13.5 1.55 .918 37.0 726 67.1
    40 96 118 101 109 69.6 40.3 13.5 1.68 .922 .950 .890 36.2 56.2 12.8 1.63 .920 33.3 767 60.7
    35 90 101 96 98 56.2 36.2 12.8 1.68 .922 1.060 .880 31.9 43.5 12.0 1.51 .917 29.2 816 53,5
    30      78 96 85 90 43.5 31.9 12.0 1 60 .920 1.100 .885 28,2 34.1 11.3 1.50 .917 25.9 868 47.5
    25 60 85 68 76 34.1 28.2 11.3 I 68 .922 1.340 .850 24.0 24.6 10.4 1.60 .920 22.0 941 40.8
    20 45 68 55 61 24.6 24.0 10.4 i 78 .926 1.810 .800 19.2 15.7 9.3 1.58 .919 17.6 1052 32.8
    15 43 55 55 55 15.7 19.1 9.3 I 58 .919 1.770 .810 15.5 10.3 8.4 1.30 .913 14.2                                                                                             1171 26.6
    10 41 55 54 54 10.3 15.5 8.4 i 30 .913 1.480 .870 13.5 7.8 7.8 1.13 .914 12,3 1255 23.4
    5     32 54 47 55 7.8 13.5 7.8 1 11 .914 1.240 .905 12.2 6.4 7.4 1.18 .913 11.1 1319 21.1
    0      0 47    16 31 6.4 12.2 7.4 I 79 .926 3.570 .670 8.2 2.9 6.1 2.32 .949 7.8 1611 14.9

    Explanation of symbols: (See previous page).

    which water in a wave ascends on the proposed slope of a protective

    structure. This condition usually occurs when the surge is at the maximum

    elevation.

    28. In order to compute wave runup on a protective structure, the signifi-

    cant wave height (HS) and wave period (T) in the vicinity of the structure

    must be known. They were determined as described in paragraph 26.

    29. Wave runup was calculated by use of model study data developed by
                                                         I
    Savelle and others which relates relative runup (R/H0 ), wave steepness

    (Ho'/T2), and relative depth d/Ho'. The method employed is explained in

    paragraph 7.21 volume II of the Shore Protective Manual. Once the sig-

    nificant wave height (Hs) and wave period (T) are known, the deep water

    wave length (L0) can be computed from the following equation:

                             L= 5.12 T2

    The equivalent deepwater. wave height (H0o) can then be determined from

    Table C-l, volume III of the Shore Protection Manual. Table C-1 relates

    d/L0 to H/HO'. Table C-4 lists the wave characteristics used to compute

    runup for two Hurricane Protection plans considered at Folly Beach.

    30.  With the terms d/H0  and H0 /T2 known, runup on a protective struc-

    ture can be computed if the slope of the structure is known. The dune

    configurations used for the Folly Beach study, see Figure C-5, are com-

    prised of a composite of slopes. In order to use the runup charts in

    the Shore Protection Manual, the composite slopes must be replaced by
                                                                Appendix 1
                                                                   C-17

                                                       Table    C-4

                                         WAVE CHARACTERISTICS - FOLLY BEACH, S. C.

    Symbol   Characteristics                                            50 Yr. Hurricane                100 Yr. Hurricane

    Hs       Significant Wave Height (FT)                                       7.0                             7.8

    T        Wave Period (SEC)                                                  5.8                             6.1

    Lo       Deepwater Wave Length (FT)                                         172                             184

    d/Lo     Relative Depth                                                      .1686                          0.1685

    Hs/Ho'   Shoaling Coefficient                                                .9133                          0.9133

    Ho'   Deepwater Wave Height (FT)                                            7.7                             8.5

    Ho'/T2   Wave Steepness (FT/SEC2)                                            .2288                          0.2372

            a single hypothetical constant slope. This hypothetical slope is comn-

    0       ~~puted by estimating a value of wave runup and then determining the slope

            of a line from the point where the wave breaks to the estimated point of

            runup. The breaking point may be located by subtracting the breaking

            depth db from the still water level elevation and extending the elevation

            horizontally to its intersects with the composite slope. The breaking

            depth is determined from the following equation:

                                          db =0.667 H

                                                (Ho /T )1/3

            Using the slope of this line, which is the hypothetical slope, a value

            of runup is determined. If the runup determined is different from the

            estimated runup, the process must be repeated using a new estimate runup.

            This process is repeated until the estimated value and the computed value

            agree. Slopes for the plan I and plan 2 beach dunes are designed to pre-

            vent overtopping by the significant waves for each of their respective

            design storms. The equivalent deepwater wave height for smaller breaking

            waves was also tested to insure that waves smaller than the significant

            waves would not overtop the design dunes.

            HURRICANE PROTECTION PROFILE

            31. The hurricane protection profile, shown in Figure C-5, was determined

            from an estimate of the quantity of material likely to be eroded during

            the occurrence of the design storms and from estimates of heights of wave

    *       ~~runup for different dune and berm dimensions which would prevent wave

                                                                         Appendix 1
                                                                            C-18

        P1 -IHEIGHT VARIES (18',15',&12')

                          DISTANCE VARIES BETWEEN
                 /: \30  9   NOURISHMENT PERIODS

                     -7 a.;1l ~+4' MSL (or 6.4' MLW)

    Existing         ._ .  ,     z
    Ground         '

                                  HURRICANE
                                 WAVE RUN UP
                             BEACH PROFILE MODEL
                                FOLLY BEACH, S.C.

                                             FICIDIRF  rP-E

    overtopping of the dune through the period of maximum design storm tide

    elevation. The most desirable dimensions are those which provide the

    lowest practicable dune grade and the widest beach berm fronting the

    dune. The breaking point of the significant wave was placed approximately

    200 feet oceanward of the dune centerline for both dune heights (18 ft.

    and 15 ft.), so that most of the wave energy will dissipate before reach-

    ing the dune. A 12-foot dune project was also analyzed. The artifi-

    cially created hurricane protection dune, for the most part, will

    straddle the existing dunes along the present shoreline.

                  The Beach Erosion Problem

    32. Another significant and related problem involves the instability

    and recession of the beach due to erosion. Stabilization of the shore

    is needed to protect existing and future development against damage from

    erosion and to insure the availability of adequate beach for recreational

    use. Encroachment of the ocean has destroyed both private and public

    works along most of the ocean shoreline. Homes, roads, erosion control

    structures, and valuable beach-front lands have suffered severely. Much

    of the dry beach area also has been lost in recent years.

    SHORE HISTORY

    33. Available Data. Data on shoreline location, land topography and

    ocean and inlet bathymetry are available from coastal charts of the

                                                               Appendix 1
                                                                  C-19

    U. S. Coast and Geodetic Survey (now the National Ocean Survey). Corn-

    parative analyses of land and bathyometric features, made by the

    Coastal Engineering Research Center of the Corps of Engineers, were

    used in the Folly Island analysis. This information was supplemented

    with data contained in aerial photographs flown in January 1977 by

    Continental Aerial Surveys, Incorporated, Alcoa, Tennessee for the

    Charleston District; in the "Beach Erosion Inventory of Charleston

    County, South Carolina" (S. C. Sea Grant Technical Report No. 4, 1975);

    and in a letter report prepared by the Charleston District in 1935

    entitled "Report on Jetties, Charleston, S. C."

    34.  Comparative highwater shoreline locations displayed in Figure C-6

    allow independent review and analysis of the erosion history of Folly

    Island. A graphical display is included (mass curves) which facili-

    tates the quantification of erosion rates at four points along the

    shore of Morris Island and seven points along Folly Island. These

    same analysis points are used later in predicting future shoreline

    positions of Folly Island. To facilitate understanding of the erosion

    problem, the two islands have been divided in reaches. All of Morris

    Island is considered as a single reach and Folly Island is divided

    into four reaches of unequal length.

    35. Morris Island. An abrupt change in the trend at Morris Island

    appears to have taken place after jetties protecting the entrance to

    Charleston Harbor were completed. Before the construction, the mean-

    high-water shoreline was receding along the northern three-quarters of

                                                                Appendix I
                                                                   C-20

    Morris Island at a fairly uniform rate and at the southern quarter the

    shoreline was moving oceanward. After the jetties were completed, the

    direction of shoreline change was reversed. The subsequent trend is

    one of erosion from the southern end with a decreasing rate to the

    north until near stability i's encountered at the shoreward end of the

    submerged portion of the south jetty.

    36. U. S. Coast Guard Loran Station (Folly Island Reach No. 1). The

    Inlet side of this reach has had very significant erosion as a result

    of southwesterly migration of Lighthouse Inlet. The remainder of the

    reach eroded a couple hundred feet during the period 1849 to 1858, then

    fluctuated only short distances from this position until about the

    turn of the century when accretion began. By 1933, the shoreline was

    400 feet or more seaward of the 1849 position. This position held

     until 1955. Between the years 1955 and 1977 (Referred to in Table C-5

     as "Recent") all of this reach experienced erosion at such a hnigh rate

     that f aciIi ti es at the Loran Stati on we re jeopardi zed. In 1962, the

     Coast Guard began constructing groins and seawalls. This work by the

     Coast Guard is described in Attachment C-2. Since 1977, this reach

     has been accreting to a point where many of the groin compartments are

     filled to capacity and this shoreline appears to be stablilized.

    37. East Folly Shore (Folly Island Reach No. 2). This reach, which

    extends 18,080 feet from Center Street to the Coast Guard Station, is

    currently eroding over most of its length. A segment of about 3,000

    feet nearest to the Coast Guard Station appears to have stabilized

    recently. Severe erosion has taken plate along this segment since

    1955 with two streets, which ran parallel to the coast, being lost

                                                                Appendix I
                                                                   C-21

                                                    Table C-5

                                  HISTORICAL SHORELINE CHANGE RATES BY REACHES

                                           Location of Erosion or Accretion            Annual Rate of Erosion(-) or
                                                                                             Accretion(+)          2/
     Reach                                                                Reach       Average           Total Volume-
      No.           Period1/            From              To          Lenqth (ft)  Width (ft)             (cu. yds)

      ! Long term                     180+80 N         203+00 N           2,220         + 1.0              + 1,300

    Loran
    Station         Recent            203+00 N         208+00 N             500         -13.0              - 3,900
                                      180+80 N         208+00 N          2,720         -23.2               -37,900

      2             Long term           0+00           180+80 N          18,000         - 3.8              -41,200

    East
    Shores          Recent              3+00           180+80 N          18,080         - 7.0               -76,000

      3             Long term          76+70 S           0+00             7,670         - 7.4              -34,100

    West
    Shores          Recent             76+70 S          20+00 S           5,670         + 8.5              +28,900
                                      20+00 S           0+00            2,000         - 6.3               - 7,200

      4             Long term         118+70 S          76+70 S           4,200         -20.0              -50,400

    Bird Key
      Area          Recent            118+70 S          83+00 S           3,570         - 7.1              -15,200
                                      83+00 S          76+70 S            630         + 7.0               + 2,600

    / Long term:  1849-1977; recent:  1955-1977.
    2/ Using a conversion approach where one square foot of surface area eroded equals six-tenths of a cubic
       yard of volumetric change.

    to the ocean. The remaining 15,000 feet of the reach has a serious

    problem with- about 25 feet of erosion having occurred in the last five

    years according to local residents.

    38. West Folly Shore (Folly Island Reach No. 3). Locals report that

    this reach, which extends from Center Street southwest to the end of

    the developed coastline, a distance of 7,670 feet, has eroded an

    average of about 15 feet between 1972 and 1977. The high water shore-

    line is very near the front street edge at the popular day-use area

    extending from Center Street to a point about 2,000 feet southwest of

    this point. Two houses located along this segment of beach no longer

    have any land above the mean high water level beneath them. Erosion

    along the remaining 5,670 feet of this segment is not considered

    critical to improvements at this time since beachfront houses are

    protected by a well developed dune system.

    39. Bird Key Area (Folly Island Reach No. 4). This undeveloped reach

    at the southwest'end of the island has had the greatest recession of

    shoreline since 1849, about 1,500 feet or about 20 feet per year. The

    erosion rate over the last five years, though, is estimated by the

    locals at only about five feet per year with some areas at the island's

    southwest end having experienced accretion.

    40. Erosion Rates. Since the year 1849, approximately 560 acres

    (0.875 square miles) of beachfront has been lost from Folly Island.

    This is equivalent to an average annual erosion rate of 5.9 feet

                                                                Append ix I
                                                                   C-22

    over the entire length of the ocean shoreline. In reality, the erosion

    has not been uniform as implied by the computation of the average

    figure. It varies greatly with both location and time. Pictorial

    and graphical displays of the erosion contained in Figure C-6 have been

    discussed previously. This information has also been reduced in tabu-

    lar form and is presented in Table C-5. Two time periods are evaluated

    to demonstrate the wide variation in the erosion problem relative to

    the sampling period selected as typifying historical conditions. The

    long term record period is for the 128 year period 1849 to 1977, and

    the recent record is for the 22 year period 1955 to 1977. Values

    displayed in the table were derived by planimetering the area of beach

    lost in each reach over a given period of time. The values generated

    were then divided by their respective reach lengths to calculate the

    average annual erosion rate.

     PRIOR CORRECTIVE ACTION AND EXISTING STRUCTURES

     41. On the northeast end of Folly Island, at the Loran Station, the

     U. S. Coast Guard has constructed a combination groin-retaining wall

     structure which apparently has significantly reduced erosion at that

     site. The timber wall and much of the six timber and rock groins have

     been covered with sand, and vegetation is migrating oceanward beyond

     the wall along most of this reach. Coast Guard stabilization structures

     consist of a timber sea wall around the east end of the island from

     which six groins spring oceanward, and a combination training breakwater

     structure composed of segments of stone and of fabric sand bags on the

                                                               Appendix I
                                                                  C-23

    inlet side. Attachment 0-2 gives an account of the Coast Guard efforts

    to succumb erosion on the east end of Folly Island. Photographs of

    these structures and of others described later are displayed in the

    main body of this feasibility report.

    42. The S. C. Highway Department has constructed and is maintaining

    41 timber and rock groins alonci the developed coastline of Folly Beach

    from the Loran Station to the northeast to within about 4,000 feet of

    the southwest end of the islandi. Lu--ations are shown on Figure C-7

    and pertinent data tabulated in Table 0-6. A rock revetment approxi-

    mately 1,200 feet long has also been constructed between Groins

     16 and 18 where erosion narrowed the island to the point that a break-

    through might occur, severing the northeast end from the reniainder of

    the island.

    43. Beachfront property owners are using many different type struc-

    tures to protect their property. These include: concrete sheet-

    pile, asbestos corrugated sheet pile, timber seawalls, rock revetment,

    rubber tire walls, sand-fencing, and one property owner is experimenting

    with concrete block breakwaters constructed just oceanward of the mean

    high water line. Type, lengths and ownership of these erosion control

    works are given in Table C-7. Property owners have had varying degrees

    of success with their erosion control efforts. One problem stems from

    the piecemeal way in which these structures were constructed. Some

    property owners are unable or unwilling to attempt to control the erosion

    of their property while others cannot agree with their neighbors on a

                                                               Appendix I
                                                                  C-24

                                                               Table C-6
                                                GROINS AT FOLLY BEACH, SOUTH CAROLINA
                   (All Constructed by S. C. Highway Department Except Nos. 1 through SA by U. S. Coast Guard)

    No.              Location        Length    Distance         Type             Year          Year         Present Condition (Jul 77)
    (Hwy. Dept.)     (Baseline        (feet)   to next          Rock (R)        Constructed  Repaired
                       Station)                 groin(Feet)   or Timber (T)                                 Good   Slightly  Badly
                                                                                                                   Damaged   Damaged

    1                201 + 30 N        900        630           T + R              1962    1963 & 1974        X
    2                 195 + 00 N       300        330           T + R              1962        1963           X
    3                 191 + 70 N       200        400             T                1064                       X
    4                 187 + 70 N       200         350            T                1970           -           X
    5                184 + 20 N        200        320             T                1970           -           X
    5A               181 + 00 N        250        710             T                1970           -           X
    6                 173 + 90 N       250         600          R + T              1970           -X
    7                 167 + 90 N       350         610          R + T              1970                                          X
    8                 161 + 80 N       350         590          R + T              1968                                          X
    9                 155 + 90 N       350         590        R + T + R            1963        1972                    X
    10               150 + 00 N        350        610           R + T              1968                                          X
    11               143 + 90 N        300        570           T + R              1963        1972           X
    12               138 + 20 N        300        620           R + T              1968       !1977)1/                           X
    13               132 + 00 N        350        730           T + R              1963        1972           X
    14               124 + 70 N        300        510           R + T              1967       (1977)1/                           X
    15               119 + 60 N        300        560           T + R              1963        1972           X
    16               114 + 00 N        300        570             R                1967        1975           X
    17               108 + 30 N        300        550           T + R              1964        1975           X
    18               102 + 80 N        350        690           T + R              1966        1975           X
    19                95 + 90 N        350        620           T + R              1966        1975                    X
    20                 89 + 70 N       300         600          R + T              1970           -           X
    21                83 + 70 N        300         510            R                1949           -                              X
    21A                78 + 60 N       300         470          R + T              1970           -           X
    22                 73 + 90 N       250         630          R + T              1949        1968                              X
    23                 67 + 60 N       250         570          R + T              1970           -           X
    24                 61 + 90 N       250         550          T + R              1952         1973                             X
    25                 56 + 40 N       300         680          R + T              1970           -           X
    26                 49 + 60 N       350         550          T + R              1952    1968 & 1973        X
    27                 44 + 10 N       300         590          T + R              1954         1973                   X
    28                 38 + 20 N       300         600          T + R              1953         1973                   X
    29                 32 + 20 N       250         540          T + R              1954         1973                   X
    30                 26 + 80 N       250         770          T + R              1953         1973          X
    31                 19 + 10 N       250         570          T + R              1954         1973          X
    32                 13 + 40 N       250         600          T + R              1953         1973          X
    33                  7 + 40 N       200         600          T + R              1955         1975          X
    34                  1 + 40 N       200         920          T + R              1955         1975          X
    35                  7 + 80 S       200      1,130           T + R              1955         1975          X
    36                 19 + 10 S       250         560          T + R              1958         1975          X
    37                 24 + 70 S       250         610          T + R              1961         1975          X
    38                 30 + 80 S       250         690          T + R              1958         1975          X
    39                 37 + 70 S       250         550            T                1961           -                              X
    40                 43 + 20 S       250         590            T                1958           -                              X
    41                 49 + 10 S       250         550            T                1961           -                              X
    42                 54 + 60 S       250         610            T                1958           -                              X
    43                 60 + 70 S       350       1,160            T                1958           -                              X
    45                 72 + 30 S       350         640            T                1959           -                              X
    46                 78 + 70 S       400          -             T                1959           -                              X
    Total Number of Groins = 47                                                                               26        6         15

    I/ Planned for repair during the year 1977.

                                  Table C-7

                  EROSION CONTROL STRUCTURES (OTHER THAN
                  GROINS) AT FOLLY BEACH, SOUTH CAROLINA

                                   Linear Feet of Structure by:
                             Local Property   S.C.Highway   U.S.Coast
       Type of Structure         Owner         Department       Guard

    Concrete seawalls           4,160              -
    Rock revetment                600            1,230            -
    Timber seawalls               920              -            2,200
    Rubber tire seawalls          160              -              -
    Asbestos seawalls             100              -              -
    Rock training walls                            -              600
    Fabric sand bags                               -              700
    Timber sand fencing           200              -              500
    Concrete block off-
      shore breakwater            140              -              -

    TOTAL LENGTH                6,230            1,230          4,000

                                                                                             TRAINING
                                                                                              WALL$

                                                                         ~~~~~~~~~~~~~~~26

                                               ~~~~~~~~~40

                                             41~~~~~'
                                            ~~~~~~~42

            Key

                                NOTE: LENGTH OF STRUCTURES ARE EXAGERATED
     s ToNo                                   FOR CLARITY.
                          I AQ E 7'   ~~~~~~~~~~~~EXIST ING

    Sny                                                                                               BEACH  EROSION
                     PO.It    ~~~~~~~~~~~CONTROL STRUCTURES
                                    0    I    2  3    4   5   6                             FOLLY    BEACH
                                       SCALE IN THOUS FEET
                                                                               SOUTH CAROLINA

                                                                                         Vr-11 ,MC r.

    best "solution." The City of Folly Beach is attempting to organize

    beachfront property owners so that an integrated erosion control

    system can be constructed. Currently, they are seeking State and County

    help in constructing a continuous seawall and placing approximately 700,000

    cunic yards of sand on 22,UUU linear feet of ocean shoreline. The city plans

    to use the same borrow areas that are considered for use in the Federal

    project. such a project would only serve as a stop-gap measure for the

    preservation of nign ground until such time as a more permanent solution

    ib effectea Lnrougn Federal programs.

    THE CONTINUING PROBLEM

    44.  Future Shoreline Positions.  To gain insight into the future,

    historical shoreline change rates measured at the seven selected

    locations on Folly Island were used to predict future positions of

    the shoreline. Possibilities were plotted on the January 1977 aerial

    photographs so that the hazards to development, existing at that

    time, could be reasonably determined. Both the long term rates and

    the short term rates are displayed. A display of the predictions i~,

    presented in the main body of this feasibility report.

    45. Beach Problems. Had there been no efforts to control the

    erosion at Folly Beach, the condition of the beach in the future

                                                              Appendix I
                                                                 C-25

    would be essentially the same as it has been in the past. Man,

    in his attempts to hold the high land, has placed artificial bar-

    riers to the erosive energy ~-, incoming waves.  These structures

    have at best resulted in a teaiporacy solution to the problem they

    were meant to solve; however, the erosion of the beach strand and

    berm goes on, often at an accelerated rate because of the reflective

    nature of corrective structures. As the beach continues to erode,

    less and less area is available for recreational use while founda-

    tions supporting protective structures become more and more exposed

    to the forces of the ocean. For that matter, the whole structures'

    exposure increases as the erosion continues.

    46.  With the passage of time, many of the structures will fail from

    the piping of materials from behind.  This process is visibly apparent

    at the Pavillion area sea wall. The beach fronting this wall has

    been lowered by erosion to such an extent that cracks in the con-

    struction joints, which are not sand tight, are now exposed to

    wetting and to pulsating hydraulic forces for a considerable portion

    of the noriiial tide cycle. Sand has piped out through these cracks

    and failures are apparent in the concrete slab walks which are

    supported on wall backfill.

    47.  Should this piping be allowed to continue, all of th6 backfill,

    which resists the overturning forces of the sea as well as serving

    as a base for walks and some of the buildings, will ultimately pipe

    away. When this happens, the wall will probably fail, leaving an

                                                              Appendix 1
                                                                 C-26

    exposed headland. This will erode at an accelerated rate until that

    segment of shore better conforms to the alignment updrift and down-

    drift. Proof of this geomorphic phenomenon is shown in photographs

    of lesser structures at Folly Beach displayed in the main body of

    this report.

    48. Existing structures which incorporated features to prevent

    piping failure (filters) may fail from foundation undermining or

    from the battering of the sea. When such situations occur, rapid

    adjustment of exposed steep embankments and/or headlands will take

    place unless adequate repairs are made in a timely fashion.

    49. Failure of protective structures allows nature to create a higher

    and wider beach than that normally found fronting such structures

    before failure. This, of course, is achieved with a loss of high

    land and of the apertenances constructed thereon.

                         Improvements Desired

    50. During the course of this study, individuals and groups were

    afforded many opportunities to express their desires concerning cor-

    rective works for hurricane surge and shore erosion problems. View-

    points varied widely depending upon the hazard to one's property,

    pocketbook, and/or one's recreational opportunities.

                                                              Appendix I
                                                                 C-27

     51. Back Island Citizen's Viewpoint. It should be noted that not

     all of the permanent residents of the Town of Folly Beach are there

     because of the recreational beach opportunities. Many are living

     there because the island is separated from other communities and has

    in the past allowed individualism withnn the framework of a close-

    knit small and very personal community. These people are active

    in self improvement projects, community politics and activities, and

    may enjoy crabbing and fishing in nearby protected water more than

    they do surfing, swimming, sun bathing, etc. on the front beach.

    52. These mostly back island citizens appreciate only to a liniited

    extent the problem their neighbors are encountering on the front

    beach. They feel that the front beach owners were aware of the

    hazards of locating where they did. In spite of these hazards,

    they elected to invest their money to gain convenience, aesthetics,

    prestige, and/or income. Also, in spite of the wide publicity

    given the erosion problem, new construction is taking place along

    the front beach, possibly with the thought that nature will reverse

    itself or that the government (whatever level) will step in to cor-

    rect the situation. With this background in mind, it is apparent,

    to the most casual observer, that a large segment of the town's

    population is only willing to go along with a level of involvement

    in erosion control works that does not result in a significant in-

    crease in their tax liability.

    53. Town Consensus. As a feature of the Folly River small navigation

    project, the Charleston District proposed Federal participation in a

                                                              Appendix I
                                                                 C-28

    *         ~~beach access/biological observation park at the presently undeveloped

              southwestern end of the island. This park was to be sponsored by the

              Charleston County Parks, Recreation and 'Tourism Commission; however,

              the Town of Folly Beach held a referendum to determine the towns-

              people's feelings towards the park. The vote was overwhelmingly

              against its creation. From the discussions which preceded the

              vote, it appears that the townspeople objected to the increased

              traffic that would accompany the development of the park and favored

              private residential developnient that would increase the town's tax

              base.  Seldom were arguments heard expounding the benefits from in-

              creased sales and traffic fines associated with an increase in

              tourism.

              54.  Front Beach Owner Viewpoint.  Front beach property owners are

              interested mainly in preserving their land and the appurtenances con-

              structed thereon. As far as the beach strand is concerned, this

             special interest group would be satisfied with enough beach to meet

             their personal needs and the needs of those who rent their cottages and

             apartments. Recognizing that the opportunity for Federal assistance

             along private shores is contingent upon public use, this group is

             willing to encourage widespread public use of the beach. Merchants

              in the business district also support widespread usage-of the beach

             as a means of stimulating business.

             55. Visiting Day User Viewpoint. The majority of beach users during

             the season come from many areas of South Carolina and from other

                                                                         Appendix I
                                                                            C-29

    states.  A majority of these day users come from Berkeley, Charleston i

    and Dorchester Counties. They are concerned primarily with problems

    of low quality and crowded beaches; hazards to bathers caused by

    groins, other protective works and root stubble; difficult access to

    the beach; lack of parking; and sanitary facilities for public use at

    strand segments apart from that adjacent to the central business district.

    56.  "Dynamite Hole" Viewpoint.  The last identifiable group comes from

    no specific locality and/or special interest group. These are the

    people who are convinced that a dynamite hole was blown in the south

    jetty at the entrance to Charleston Harbor. Some even cite a specific

    date that this occurred; however, none has ever been able to show

    any proof concerning their claims nor have our own researchers been

    able to lend any evidence to the claims.  This group has been referred

    to 19th century Annual Reports of the Chief of Engineers which record

    the design end purpose of the low sections incorporated in both of

    the jetties protecting the entrance to Charleston Harbor. The gaps were

    incorporated into the design to properly fill the estuary and to reduce

    ebb currents. This second feature was necessary to allow sailing ships

    to enter the harbor under favorable tide conditions. The low jetty

    sections in both jetties also were intended for a third purpose, that

    being to admit the littoral drift over the tidal weirs and then letting

    the sand be carried to sea by the ebb tides through the jetties and south-

    ward by the general movement of this. drift. The design appears to be

    working and it is the Corps' position that the jetties are not affecting

    changes in the Folly Beach shoreline to any discernible degree. This

    evidence has had little, if any, effect on the thinking of the group.0

                                                                  Appendix I
                                                                    C- 30

    They are very vocal in expounding the liability of the United States

    Government for eradicating erosion along Folly and Morris Islands at

    no cost to the local people as restitution for damages caused by the

    "dynamite hole" in the south jetty. This group contends that closure

    of the "dynamite hole" will immediately resolve the erosion problem of

    each island.

      57. From the preceding discussions, it is apparent that the view-

      point as to what is a proper solution to the erosion problem is

      influenced mainly by individual point of perspective. Boiling all

      of these viewpoints down, it is concluded that the people want a

      cost and environmentally effective solution that will receive signi-

      ficant Federal funding. They also feel that the non-Federal cost

     should be supplied by the direct beneficiaries of the work with little

     or no additional tax burden or direct cost burden being placed on

     non-beneficiaries. As far as hurricane surge protection is concerned,

     most would consider approval of this type of protection only if the

     Federal Government picks up the tab, and if the protective structure

     doesn't block views and/or interfere with private land use and beach

     access.

                                                                   Appendix 1
                                                                     C- 31

    ATTACHMENT C-1

           LITTORAL MOVEMENT STUDY,

                  FOLLY BEACH

    EROSION AND HURRICANE PROTECTION STUDY

          CONTRACT DACW60-'76'-C-0028

            FRANK W. STAPOR, JR.

    MARINE RESOURCES RESEARCH INSTITUTE

                APRIL 29, 1977

                                 TABLE OF CONTENTS

    LIST OF FIGURES.                                                .......................2

    WAVNERG COMPUTER MODELING...................                    3

             Folly Beach Study Details.                              ..............3

             Discussion of WAVNERG Results,
             Edisto Island to Capers Island............              5

             Discussion of WAVNERG Results,
             Folly and Morris Islands.                               ..............6

             Summary and Conclusions................                 8

    SAND BUDGETS.........................                           9

             Morris Island Region.                                   ................9

             Charleston Entrance, Cuimmings Point and
             Sullivans Island Region.                               ...............10

             Stono Inlet Region.                                    .................11

             Folly Island Region.                                   .................12

             Summary and Conclusions.                               ...............12

    BOTTOM TIDAL CURRENTS.                                         ....................13

             Charleston Harbor Entrance.                            .............13

             Lighthouse Inlet to Kiawah Island.                      ..........14

             Folly River/Stono Inlet Region.                        ...........15

    CONCLUSIONS.                                                   .........................17

    BIBLIOGRAPHY.                                                  ........................19

    DATA APPENDIX I, AVERAGE VELOCITY VECTORS FOR LUNAR TIDAL
    CYCLES AT EACH CURRENT METER STATION.                          ............20

                                   -2-

                              LIST OF FIGURES

    Figure 1.    Location map of Folly Beach region, Charleston County,
         South Carolina.

    Figure 2.    Plots of Q (m3/year) and PL (joules/m-sec) determined
        by WAVNERG computer program for the Folly Beach region,
         Charleston County, South Carolina.

    Figure 3A.   Volumes of net erosion and deposition for the Morris
         Island region between 1851 and 1895.

    Figure 3B.   Volumes of net erosion and deposition for the Morris
         Island region between 1895 and 1921.

    Figure 3C.   Volumes of net erosion and deposition for the Morris
         Island region between 1921 and 1964.

    Figure 3D.   Volumes of net erosion and deposition for the Charleston
         Entrance, Cummings Point and Sullivans Island region between
         1934 and 1963.

    Figure 4A.   Volumes of net erosion and deposition for the Stono
         Inlet region between 1862 and 1921.

    Figure 4B.   Volumes of net erosion and deposition for the Stono
         Inlet region between 1921 and 1964.

    Figure 5A.   Bottom tidal currents in the Charleston Harbor
         Entrance region.

    Figure 5B.   Bottom tidal currents between Lighthouse Inlet and
         Kiawah Island.

    Figure 5C.   Bottom tidal currents in the Folly River/Stono Inlet
         region.

                                  -3-

                        WAVNERG COMPUTER MODELING

         Folly Beach and nearby coastal regions were modeled using USCGS
    chart 1245 on a scale of 1:80,000. The area comprises the region between
    Seabrook and Capers Islands, focusing on Folly Beach. Program WAVNERG
    (May, 1974) was used to compute the littoral component of wave power
    (PL) at various points along the coastline, for given wave parameters
    and wave approach directions for the three tidal levels of low-, mid-,
    and high-tide. Input into the system includes depth values in a square
    matrix bathymetric grid, deep water wave height, wave period, and wave
    approach direction. With this data the program tracks coasting waves
    from a given point offshore to the shoreline. At the point of breaking,
    the program computes the littoral component of wave power. Noise in
    the system, attributable to many factors (May, 1974), was initially
    reduced by examining the printed output for bad values. This raw
    data was then used in the plotting program TWIST (Berquist and Murali,
    unpublished, FSU, 1974), which computes five point running median
    values of PL' further reducing the noise in the system, and then plots
    PL values against distance. These plots show changes in littoral
    component of wave power along the coast and also indicate the direction
    of drift. Positive values indicate littoral drift to the right (viewed
    from ~ffshore) and negative values indicate littoral drift to the left.
    Positive and negative values strictly indicate drift directions. For
    details of program WAVNERG see May, 1974.

    FOLLY BEACH STUDY DETAILS

         Part of the South Carolina coastline surrounding Folly Beach was
    modeled using program WAVNERG. Bathymetric data was obtained from
    USCGS charts with a scale of 1:80,000. Wave period and breaker height
    data were taken from the CERC wave gauge at the Savannah Light Tower.
    Deep water wave height was estimated through repeated trials of
    WAVNERG for which various wave heights were checked against their
    resultant breaker height. That deep water height yielding the breaker
    height measured by the CERC wave gauge was chosen as the deep water
    wave height estimate.1 The three wind directions used were south,
    southeast, and east; these directions were determined from observed

         1 Shipboard Marine Observations (SSMO) data for Area 10 (Charleston)
    furnished by T. Morgan (personal communication) were received after
    WAVNERG computer modeling was finished. These data indicate that waves
    having a period of less than 6 seconds occur about 52 percent of the
    time, and that these on the average, have a deep water height of about
    3 feet. Thus the deep water wave parameters used in the WAVNERG computer
    modeling appear to be about the annual median as measured from SSMO data.

    wind data presented in Corps of Engineers, U.S. Army, 1966. Tidal
    stages have a significant effect on the amount of wave power delivered
    to the shoreline. To determine the influence of the tidal stages
    on the waves and the resulting differences in drift systems, it was
    necessary to compute the littoral component values for the low-,mid-,
    and high-tides.
         The following parameters were used for the Folly Beach Study:

              Deep Water Wave Height:   1.00 Meters

                         Wave Period:   6.50 Seconds

            Wave Approach Directions:   From South, Southeast and East

                        Tidal Stages:   High, Mid and Low

    Using these conditions P L plots were produced for each approach
    direction and each tidal stage. At every distance position or geographic
    point, for each approach direction, values of P Lfor the three tidal
    stages were combined and averaged.L
         According to the Army Corps of Engineers Report on Folly Beach
    (Technical Report on Beach Erosion Control at Folly Beach, Charleston
    County, S.C.) frequency of wind waves in terms of sea and swell are as
    follows:
              Direction               Sea           Swell

              Northeast               12%             9%

              East                    11%             6%

              Southeast               9.5%            6%

              South                   4%              4.2%.

    By assuming a sea to swell ratio of 2:1 the following frequencies
    were derived:

              Direction               All waves -overall frequency

              Northeast               11%

              East                    9.3%.

              Southeast               8.3%

              South                   4.1%

              Total                   32.7%

         The values obtained for the frequencies are minimum (absolute)
    since storm conditions have been ignored. Also, it is seen from the
    above that no drift occurs during 67.3% (100 - 32.7%) of the year.
         Weighting factors were obtained from the various directions
    using the overall frequency data. These factors represent the weight-
    ing to be given the PL values for the various approach directions.  The
    weighting factors are:

              Direction             Weighting Factors

              Northeast                    2.7

              East                         2.3

              Southeast                    2.0

              South                        1.0

         The P  or littoral component of wave power values obtained after
    weighting are presented in Fig. 1 for south, southeast and east
    approach directions. These values indicate the instantaneous littoral
    power given to the coastline by coasting waves approaching from the
    south, southeast and east. This instantaneous power has to be converted
    into a yearly longshore transport rate (Q), using the dimensionless
    proportionality constant 'k'. Following Komar (1970), the breaker
    height (Hb) is assumed to be equal to significant wave height (Hs)
    which is equal to 1.416 times the root mean square of the wave height
    (Hrms). Using this relationship, the value of 'k' was computed as
    0.299. It should be borne in mind that 'k' values differ based on
    whether one is considering longterm or instantaneous changes. For
    longterm changes a value for 'k' can be computed by map differencing
    techniques (Stapor, 1971); this value of 'k' is likely to be much less
    than the value obtained for instantaneous changes.

    DISCUSSION OF WAVNERG RESULTS, EDISTO ISLAND TO CAPERS ISLAND

         P values generated by waves approaching from the south indicate
    northeasterly drift or transport for this coast, except for 1) Edisto
    Beach State Park, 2) Seabrook Island and the southwestern half of Kiawah
    Island, 3) the Stono Inlet region, including northeastern Kiawah Island,
    and 4) northwestern Capers Island where southwesterly drift is indicated,
    see Fig. 2. Northeasterly littoral transport should result from the
    interaction of NE-SW coast and waves approaching from the south. The
    drift reversals to the SW are probably caused by refraction about the
    large shoals which flank major tidal inlets, i.e., the high magnitude
    SW drift in the vicinity of the North Edisto Inlet. The magnitude of
    PL generally decreases to the NE, possibly a result of the shallow

    offshore bottom soaking up more and more wave energy as the wave
    travel path becomes longer and longer.
         PL values generated by waves approaching from the southeast
    indicate the existence of many longshore drift cells of variable
    lengths and magnitudes of transport, see Fig. 2. The two cells of
    greatest lengths (10.4 and 12.8 kilometers respectively) and
    magnitudes of transport are located between Edisto Beach State Park
    and the middle of Kiawah Island. The 12 remaining drift cells vary
    in length between approximately 3.0 and 10.0 kilometers. Given
    the complicated nature of the inshore bathymetry, large shoals
    flanking tidal inlets, and the essentially 'head-on' approach for
    southeast waves, many longshore drift cells of highly variable lengths
    and magnitudes of transport should be the expected result.
         PL values generated by waves approaching from the east indicate
    the existence of 3 longshore drift cells, one experiencing SW littoral
    transport and two NE transport. Southwesterly transport occurs from
    Seabrook Island to Edisto Beach State Park and northeasterly transport
    in two separate cells located 1) between Kiawah Island and Morris
    Island and 2) from Morris Island to Capers Island, see Fig. 2. The
    presence of projecting shoals and 'shorelines' greatly influences the
    magnitudes of these PL values, i.e., the vicinity of the North Edisto
    Inlet and the Charleston Harbor jetties, respectively. For a NE-SW
    trending coastline to experience northeasterly littoral transport
    under the action of waves approaching from the east, significant wave
    refraction must occur in the offshore region. Offshore submarine
    features as well as the projecting shoals which flank the major tidal
    inlets probably effect this observed/model-predicted refraction.
         Coasting waves approaching from the northeast probably do not
    affect the South Carolina coast, largely because of its NE-SW orientation.
    As a test of this hypothesis, a WAVNERG analysis was made using
    NE-approaching waves on a 1:450,000 bathymetric grid. No waves
    (1 meter, 6.5 second) reached the shoreline when they were started on
    a NE approach direction in waters sufficiently deep so that they
    didn't 'feel bottom' and immediately begin refracting. All waves, even
    those started so close inshore that they did immediately 'feel bottom'
    and begin refracting, exited the grid on its SW border without reaching
    the coast.

    DISCUSSION OF WAVNERG RESULTS FOR FOLLY AND MORRIS ISLANDS

         PL values generated by waves approaching Folly Island from the
    south, southeast and east all indicate northeastward littoral transport.
    Furthermore, waves from all these three directions indicate net erosion
    for 1) the 800 to 1600 meter long portion of Folly Island adjacent
    to the Stono Inlet region and 2) the 800 to 2400 meter long portion
    of the island south of the United States Coast Guard Station, see
    Fig. 2. Erosion in this latter region is predicted to be more intense

                                   -7-

    than that in the former. Material eroded on the beach adjacent to
    the Stono Inlet is deposited along the 800 to 2400 meters of beach
    lying immediately northward. The material eroded south of the Coast
    Guard Station is also deposited along 800 to 2400 meters of beach
    lying immediately to its north. Between these two erosion/deposition
    areas, sand is being transported northeastward and the island
    suffering very slight erosion. Thus, Folly Island has two major
    erosion/deposition areas on each end, connected by a stretch of beach
    simply transporting small amounts of sand northeastward.
         The WAVNERG analysis of the Morris Island region is complicated
    by the presence of the Charleston Harbor jetties. As each bathymetric
    grid measured 800 meters by 800 meters, the jetties appeared as a
    narrow finger projecting straight out into the Atlantic Ocean. The
    shoreline is then continuous from Sullivan's Island, out along the
    jetties, and then back onto Morris Island. An admittedly artificial
    situation, but one, perhaps, not far removed from reality. These
    jetties are wave 'breaking' structures or 'shorelines', although no
    sand is moved down and/or up a 'beach'.
         For waves approaching from the east, Morris Island completes the
    deposition region for material eroded south of the Coast Guard Station
    on Folly Island, see Fig. 2. For waves from the southeast, Morris
    Island comprises a longshore drift cell transporting material to the
    southwest. The northern 800 to 1600 meters of Morris Island are
    undergoing net erosion, the central 3200 meters are transporting this
    eroded material southwestward, and the southern 800 meters are acting
    as the deposition site. Waves from the south have a minor, rather
    variable, effect on Morris Island, see Fig. 2.
         Lighthouse Inlet can be seen to be a major deposition site,
    receiving sand moving both to the NE and SW. This may help account
    for the permanence of this shoal system in the face of significant
    landward retreat of the adjacent part of Morris Island.
         Plot 'Q' in Fig. 2 shows the combined, weighted average values
    of littoral transport in m3/year moving past a given geographic
    point between Bay Point on Edisto Island the Price Inlet, separating
    Capers and Bull Islands. PL values for south, southeast and east
    approach directions were averaged over three tidal positions,
    weighted according to wind/swell frequency, combined to yield an
    overall, grand PL value which was converted to 'Q' using a 'k' factor
    of 0.299. Littoral transport is northeasterly along all of Folly
    Island, from the Stono Inlet region to Lighthouse Inlet. The
    southernmost Folly Island beach is experiencing net erosion at a
    maximum rate of 11,000 m3/year. Nearly half of this amount is
    deposited on the beaches lying northward up to 12th Street, or the
    'bend' or 'angle'. Net erosion begins again between 12th Street and
    the U. S. Coast Guard Station, with a maximum yearly rate of 15,000 m3.
    Deposition begins at the Coast Guard Station and continues north to
    the southwestern border of Morris Island, across Lighthouse Inlet,

                                   -8-

    with a maximum deposition rate of 11,000 m3/year.  Folly Island
    suffers a net sand loss of 4,000 m3/year to Morris Island.
         There is essentially no net littoral transport of sand in the
    Stono Inlet region between Folly and Kiawah Islands, see Plot 'Q'
    of Fig. 2. Furthermore, 'Q' values on Morris Island are either so
    small or so potentially complicated by the 'artificial' behavior
    of the Charleston Harbor jetties, that little meaningful interpretation
    can or should be made.

    SUMMARY AND CONCLUSION

         Using computer program WAVNERG developed by May (1974), a model
    of the littoral component of wave power was constructed for the Folly
    Island region, Charleston County, South Carolina. The bathymetric
    grid was constructed at a scale of 1:80,000 with each grid square
    measuring 800 meters x 800 meters. Coasting waves approaching from
    the south, southeast and east with deep water heights of 1 meter
    and periods of 6.5 seconds were modeled for low-, mid- and high-tide
    situations. The resulting PL values for each approach direction were
    averaged over three tidal positions, weighted according to frequency,
    combined into a grand average, and then converted to 'Q' (m3/year),
    using a 'k' factor of 0.299. P1L values for each approach direction,
    averaged over three tidal positions and weighted according to frequency,
    are presented in Fig. 2, along with final 'Q' values.
         Given the limitations of this technique--no tidal effects
    considered, no onshore/offshore effects, and, of course, limited,
    sketchy wave climate data--a reasonable model of littoral transport
    was produced for the Folly Island region. Reasonable in that
    model-predicted areas of erosion/deposition, as well as magnitudes
    of transport, agree well with data determined from independent
    techniques.
         Littoral transport is northeastward on Folly Island, with a rate
    varying between 4,000 m3/year and 15,000 m3/year. Folly Island
    suffers a net loss of 4,000 m3/year to Morris Island. No net
    littoral transport is taking place in the Stono Inlet region between
    Folly and Kiawah Islands. The Charleston Harbor jetties do influence
    littoral processes on the northern half of Morris Island but probably
    do not affect Folly Island.

                                              -9-

    0
                                         SAND BUDGETS

                     Estimates of material eroded and deposited in the Stono Inlet
                and the Morris Island regions were calculated by the method of
               bathymetric map differencing. U. S. Coast and Geodetic Survey boat
                sheets, surveyed at scales of 1:10,000 and 1:20,000, provided the
               bathymetric data. First-order triangulation points (common to
                the various boat sheets compared) provided the planimetric control.
                Differencing or comparison of two boat sheets was done by superimposing
               one over the other and marking all positions where isobaths crossed.
               These 'crossings' generate a number field consisting of positive
                (deposition) and negative (erosion) differences. This number field
               was then contoured and the resulting areas planimetered to calculate
               volumes of material eroded and/or deposited. After planimetering
               each specific area, an amount equal to 3 mm in the scale of the compared
               surveys was added and subtracted from the radius of each specific
               area to provide a first error estimate, incorporating the uncertainties
               as to isobath position as well as first-order triangulation point
               location.

               MORRIS ISLAND REGION

                    The sand budget for the Morris Island region was calculated by
               comparing boat sheets H-254 (1851), H-2221 (1895), H-4181 (1921) and
               H-8781 (1963). The resultant volumes of material eroded and deposited
               during the intervals 1851 to 1895, 1895 to 1921, and 1921 to 1963 are
               presented in Figures 3A, 3B, and 3C respectively.

               1851 to 1895 (see Figure 3A)

                    During this period, Morris Island proper eroded at an average
               rate of 96,000 m3/year. The Civil War fortifications constructed
               in the early 1860's were all destroyed and the northern tip of Morris
               Island removed by coastal erosion. Offshore erosion and deposition
               were essentially balanced at a rate of approximately 60,000 m3/year
               each. The Charleston Harbor jetties were constructed during the
               period of 1886 to 1896. Their effect on sand movement in the Morris
               Island region during this interval is unknown, but as the jetties
               were in existence during only 25% of this period (a liberal estimate)
               their effect may have been minimal.
                    The transport path of the material removed from Morris Island
               proper, approximately 96,000 m3/year, is somewhat of a puzzle. This
               eroded material would make its way offshore to the main ebb channel,
               either directly or by transport to the northern tip of the island.
               Once in this ebb channel, sand would be transported south for
               deposition on the ebb delta in the vicinity of Lighthouse Inlet. Now,

    i

    if the Lighthouse Inlet region had a net deposition rate of 96,000
    m3/year, a map differencing should have identified it and as it did not,
    then either 1) the material was thinly spread over a great area or
    2) the material passed through this region to be redistributed
    elsewhere.

    1895 to 1921 (see Figure 3B)

         The effects of the Charleston Harbor jetties are very much in
    evidence during this interval. Offshore erosion and deposition were
    essentially balanced at a rate of approximately 120,000 m3/year each,
    double that rate of 1851 to 1895 interval. The ebb tidal delta appears
    to have been experiencing net landward migration, a situation to be
    expected as a result of the jetties deflecting the bulk of the ebb
    tidal discharge away from the original ebb tidal channel.
         Erosion on Morris Island proper greatly decreased, down to
    approximately 27,000 m3/year, and much of this 'material' may not
    have been sand, but rather marsh silts and clays. Erosion during the
    1851 to 1895 interval pushed the island back almost to the limit of
    the sand dune topography depicted on the 1950- and 1860- vintage
    topographic maps. Deposition took place on the island's northern
    tip (Cummings Point) at an average rate of 13,000 m3/year. Much
    of this deposited sand could have come from local Morris Island
    erosion. Construction of the jetties had, in all probability,
    changed the basic tidal current transport along Morris Island from
    ebb-dominated to flood-dominated, by the partial sealing of the
    original ebb tide channel.

    1921 to 1963 (see Figure 3C)

         The offshore deposition rate was at least three times that of
    offshore erosion during this interval, 94,000 m3/year versus 30,000
    m3/year respectively. The original ebb tidal channel had been largely
    filled by the landward migrating tidal delta. Furthermore, the sand
    deposited at the northern tip of Morris Island, 70,000 m3/year,
    probably came from offshore rather than from local Morris Island
    erosion because erosion which occurred on Morris Island during this
    interval, 76,000 m3/year, affected marsh clays and silts, the bulk
    of the sand having been removed previously. Of the 76,000 m3/year
    eroded, perhaps 10% to 20% at most represents sand loss.

    CHARLESTON ENTRANCE, CUMMINGS POINT AND SULLIVANS ISLAND REGION

         A detailed sand budget for this area was calculated by comparing
    boat sheets H-5455 (1934) and H-8768 (1963), both of which were
    surveyed at a scale of 1:10,000. The resultant volumes of material
    eroded and deposited during this 29 year interval are presented in
    Figure 3D.

         The Cummings Point region of Morris Island north of the south
    jetty experienced a minimum net deposition rate of 95,000 m3/year.
    Most of this deposition occurred immediately adjacent to Cummings
    Point, allowing growth of the Point back to its mid-nineteenth
    century position relative to Ft. Sumter. Not all of this region
    northeast of Cummings Point experienced net deposition, the edge
    of this shoal adjacent to the Charleston Entrance Channel has
    undergone erosion.
         The Sullivans Island coast and immediate offshore region lying
    west of the north jetty experienced a minimum net deposition rate of
    30,000 m3/year. A small, although measureable, region adjacent to
    the Charleston Entrance Channel experienced net erosion.
         These measured net deposition rates provide minimum estimates of
    the amount of sand delivered to Cummings Point and Sullivans Island
    by tidal and wave action. The combined value of 125,000 m3/year is
    an order of magnitude higher than transport under coasting waves. Even
    allowing a 10% to 15% clay/silt content of the deposited material
    (to account for possible deposition of clay/silt material coming
    down the Santee-Cooper) does not alter this order of magnitude difference.
    Tidal currents are probably playing the major role in sand transport
    at both of these locations, not a startling conclusion given the size
    of the tidal prism flowing through this inlet. Wqhat is startling is
    the magnitude of sand involved given the general low level of
    deposition/erosion rates predicted for the open beach coasts of this
    region. Furthermore, this situation strongly suggests net onshore
    transport of sand.
         The Morris Island/Cummings Point area may well demand net onshore
    transport as all of Morris Island except Cummings Point is an eroding
    marsh coast. It should be emphasized that these rates are minimum
    net values and thus the "real" transport is probably greater.

    STONO INLET REGION

         The sand budget for the Stono Inlet region was calculated by
    comparing boat sheets H-803 (1862), H-4181 (1921), and H-8879 (1964).
    The resultant volumes of material eroded and deposited during the
    intervals 1862 to 1921 and 1921 to 1964 are presented in Figures
    4A and 4B.

    1862 to 1921 (see Figure 4A)

        Erosion and deposition essentially balanced each other at the
    Stono Inlet during this interval at approximately 270,000 m3/year
    each. The southwestern tip of Folly Island and the eastern portion
    of the ebb tidal delta experienced erosion; the eastern tip of Kiawah
    Island, the Bird Key region, and the southern portion of the ebb
    tidal delta experienced deposition; and the main Stono channel

                                   -12-

    migrated to the west. There is no direct evidence to suggest that
    the Stono Inlet region received significant amounts of sand from
    external sources, or contributed significant amounts of sand to
    external areas. Rather, the evidence suggests a closed, independent
    system in which sand was locally reworked and redistributed.

    1921 to 1964 (see Figure 4B)

         Erosion and deposition cannot be demonstrated to be 'significantly'
    different, given the associated errors, and statistically 'balance'
    each other at 120,000 m3/year and 205,000 m3/year respectively. The
    average of these two values represents a 40% reduction in the rate
    of sand movement from the 1962 to 1921 interval. Once again the
    evidence suggests, although not as strongly as during the previous
    interval, that the Stono Inlet region acted as an independent system
    reworking local sand neither receiving nor losing significant net
    amounts from or to external sources.

    FOLLY ISLAND REGION

         Using boat sheets 1--4181 (1921) and H-8870 (1965) no significant
    net changes could be measured in either the offshore bathymetry or
    shoreline position. Thus, map differencing cannot be employed to
    calculate a sand budget for this region. This apparent stability of
    the region lying immediately offshore of Folly Island is in marked
    contrast to the Morris Island and Stono Inlet regions.

    SUMM4ARY AND CONCLUSIONS

         Sand budgets have been calculated for the Morris Island and
    Stono Inlet regions for the 100 year period 1860 to 1960. The Charleston
    Harbor jetties have significantly effected the Morris Island region,
    changing it from ebb-dominated to flood-dominated, with the results
    that the original ebb tidal delta is migrating landward toward
    Morris Island.
         This landward migration during the interval 1921 to 1964 took
    place at a minimum rate of 165,000 m3/year. The Stono Inlet region
    has probably experienced no significant net exchange of sand with either
    Folly or Kiawah Islands. Erosion and deposition balance each other
    for this inlet at an average rate of 162,000 m3/year each over the
    period 1921 to 1964. The Folly Island region has remained essentially
    stable or static with respect to measureable net erosion and/or
    deposition during the period 1921 to 1964.

                                                -13-

    0s                                   CURRENT METER STUDY

                     Bottom tidal currents in the lower Folly River/Stono Inlet
                region, the Charleston Harbor Entrance region between Sullivans
                Island and Lighthouse Inlet and the immediate offshore region between
                Lighthouse Inlet and Kiawah Island were measured using General Oceanics
                film recording current meters. These meters were deployed at each
                station for a minimum of 48 hours and were located as close to the
                bottom as possible, in order to measure velocities where sand
                actually moves. Forty three stations were monitored and all except
                six yielded meaningful results. Stations 5, 28, 29, 30, 38, and
                42 (see Figures 5A, 5B and 5C for locations) suffered mooring malfunctions
                which so altered their recorded observations as to make them meaningless.

                     Average velocities for the ebb and flood portions of the tidal
                cycle as well as a net or resultant velocity for the entire tidal
                cycles monitored were calculated and are presented in Figures 5A, 5B,
                and 5C. Only those ebb and flood average velocities greater than or equal
                to 15 cm/sec were plotted. This velocity was chosen to represent
                the minimum critical velocity necessary to entrain the fine sand
                (1/2 to 1/8 mm diameter) present in the study region. This choice
                was made using the Hjulstrom-diagram as presented by Sundborg
                (1956). Now, the minimum critical velocity for fine sand entrainment
                covers a range from 15 to 25 cm/sec. The lower end of the range
                was taken in an attempt to account for the potentially greater
                erosive power of silt/clay laden sea water. No attempt was made
                to consider the effect of wave turbulence, either in the entrainment
                of sand or its subsequent transport. Thus, the current meter data
                has been interpreted as describing bottom tidal currents only.

                CHARLESTON HARBOR ENTRANCE (see Figure 5A)

                     Of the 15 stations monitored about the Charleston Harbor
                Entrance 4 malfunctioned (27, 30, 38, 42) and two recorded no average
                minimum critical velocities (33, 43).
                     Station 41, located on the northside of the entrance, recorded
                average minimum critical velocities only during flood tide (17 cm/sec
                to the west).
                     In the Cummings Point region north of the south jetty, Stations
                39 and 40 recorded average minimum critical velocities for both ebb
                and flood tides. Hence as sand is always entrained, the resultant
                indicates the sand transport rate and direction.  At Station 39 the
                resultant of 12 cm/sec to the east indicates a transport toward the
                entrance channel as does the resultant at Station 40 (5 cm/sec to the
                east). These both indicate regions of erosion and are 'geographically
                positioned in the major erosion area north of Cummings Point defined
                by map differencing (see Figure 3D).

                                    -14-

         South of the south jetty, the bottom tidal current data indicates
    that flood tides are the only ones competent to entrain sand at Stations
    34, 36, and 32 (see Figure 5A). Station 37, located immediately south
    of the south jetty, offshore of Morris Island recorded average minimum
    critical velocities during both ebb and flood tides with a resultant
    of 5 cm/sec to the east or offshore. Station 35, located in the deep
    channel immediately south of the south jetty, recorded average minimum
    critical velocities during both ebb and flood tides (25 cm/sec to the
    south and 15 cm/sec to the northwest respectively). The resultant of
    3 cm/sec to the northeast indicates sand transport toward the jetties.
         These results do not contradict the hypothesis developed from
    the sand b~udgets that the pre-1900 ebb tidal delta is migrating
    landward, serving as the source of sand depositing at Cummings Point.
    However, they do indicate a rather involved transport path, expecially
    in the area immediately adjacent to Cummings Point. The net offshore
    transport indicated at Station 37 is unexpected and emphasizes the
    "involved" nature of the actual transport path.
         The southerly resultant at Station 31 may indicate a shift
    in position of the ebb channel from its 1964 location. The observation
    that only northerly flood currents are capable of entraining sand
    at Station 32 further supports this shift in position.

    LIGHTHOUSE INLET TO KIAWAH ISLAND (see Figure 5B)

         Of the eight stations monitored in the offshore waters from
    Lighthouse Inlet to Kiawah Island, three suffered mooring malfunctions
    which rendered the recorded data meaningless (9, 28, 29) and two
    yielded average velocities less than the minimum needed to entrain
    sand (25, 26). Station 27, located off the southwest tip of Folly
    Island, recorded an average minimum critical velocity only during
    flood tide (17 cm/sec in a due south direction). Apparently, water
    flooding into the Folly River near this point is located either on
    the surface or closer to Folly Island. Station 24, located on the
    seaward boundary of the Stono Inlet channel, recorded an average
    minimum critical velocity only during ebb tide (22 cm/sec in a
    due south direction). Station 10, located on the west side of the
    Stono ebb tidal shoal/delta complex recorded an average minimum
    critical velocity only during ebb tide (17 cm/sec in a due south
    direction). From this admittedly sketchy data it appears that
    flood currents operating in the waters seaward of both Folly Island
    and the Stono ebb tidal shoal/delta are not competent to transport
    sand.
         Station 8 recorded an average minimum critical velocity only
    during flood tide (16 cm/sec to the north). Average minimum critical
    velocities were recorded during both flood and ebb tides at Station 7.

                                    -15-

    As sand is always in motion, the resultant velocity of 11 cm/sec in
    a northeasterly direction indicates the net sand transport. Both of
    these stations indicate the presence of flood tide-dominated transport
    in this section of the Stono ebb tidal shoal/delta (see Figure 5B
    for location).
         Stations 5 and 23, located in the seaward end of the Stono Inlet,
    recorded average minimum critical velocities only during ebb tide
    (26 cm/sec to the south and 19 cm/sec to the southeast, respectively).
         Station 6, located in the Stono Inlet throat, recorded minimum
    critical velocities during both flood and ebb tide (32 cm/sec to
    the northwest and 35 cm/sec to the southeast, respectively). Thus,
    sand should always be in motion and has a net transport path of
    northeast at 2 cm/sec. Now, this indicates transport across the
    throat section rather than up or down tne channel. Divers from the
    Coastal Research Division, Department of Geology, Tiniversitv of South
    Carolina, report that in this portion of the throat channel the
    bottom is floored with phosphatic pebbles and cobbles (Denis Hubbard,
    personal communication). Hence, there may well be no fine sand
    present to be moved.

    FOLLY RIVER/STONO INLET REGION (see Figure 5C)

         The lower Folly River is divided into two main channels
    separated by a mid-river sand bar. The northern channel runs from
    the Stono River northeastward to the vicinity of Station 15 and was
    monitored by Stations 2, 21, 13, 17, 16 and 15. The southern channel
    runs from the southwestern tip of Folly Island northeastward to
    Station 16 and was monitored by Stations 3 and 16. The "mid-river"
    sand bar runs from the vicinity of Station 13 northeastward to
    Station 15, and was monitored by Stations 20 and 18 (see Figure 5C
    for these locations).

    Northern Channel: The portion of this channel between Bird Key
    and Cole Island was monitored by Station 2. This station recorded
    an average minimum critical velocity only during ebb tide (27 cm/sec
    to the southwest). The next reach to the north was monitored by
    Station 21 which recorded average minimum critical velocities
    during both ebb and flood tides (34 cm/sec to the south and 36 cm/sec
    to the northeast respectively). Thus, as sand is always entrained
    and in motion the resultant velocity of 19 cm/sec to the southeast
    indicates the sand transport rate and direction. This suggests
    that this reach may be shifting seaward but is halted by sand moving
    landward over the adjacent shoal. The reach in the vicinity of
    Station 13 experiences average minimum critical velocities only
    during ebb tide (25 cm/sec to the southwest). Sand is constantly
    entrained during both ebb and flood tides at Station 19 (25 cm/sec
    to the southwest and 19 cm/sec to the northeast respectively) with

                                    -16-

    a resultant tansport due south at 2 cm/sec. This moves sand
    directly onto the "mid-river" bar. The same general pattern persists
    at Station 17 with a resultant transport southeast at 21 cm/sec onto
    the "mid-river" bar (flood of 32 cm/sec to the southeast and ebb
    of 25 cm/sec to the southwest). Station 15 recorded an average
    minimum critical velocity only during flood tide (29 cm/sec to
    the east) which again feeds sand onto the "mid-river" bar.

    Mid-river Bar: The highest resultant velocity was recorded at
    Station 18, 33 cm/sec to the south. Sand is constantly entrained
    and moving during both ebb and flood (41 cm/sec to the south and
    30 cm/sec to the southeast, respectively). Station 20 recorded an
    average minimum critical velocity only during ebb tide (29 cm/sec
    to the southwest).

    Southern Channel: Station 3 recorded an average minimum critical
    velocity only during ebb tide (22 cm/sec to the west). Sand is
    constantly entrained during both ebb and flood tides at Station 16
    with a resultant transport of 6 cm/sec to the east (ebb of 25 cm/sec
    to the south and flood of 33 cm/sec to the northeast).
         Station 11, situated in a small channel in the shoal between
    Folly Island and Bird Key, recorded quite variable currents during
    its 3�- tidal cycle monitoring period. Only one flood tide was
    recorded, ebb flow occurred during the rest o~f the time. An average
    minimum critical velocity was reached, however, only during ebb tide
    (25 cm/sec to the south). This location may be serving as a significant
    ebb channel for water coming down the Folly River southern channel,
    and, consequently, sand then moves from the "mid-river" bar to this
    shoal area.
         Station 12, located immediately offshore of the southwest tip
    of Folly Island, recorded average minimum critical velocities
    during both ebb and flood tides (34 cm/sec to the south and 43 cm/sec
    to the north respectively). Sand movement follows the resultant
    of 10 cm/sec to the northwest. This is the major flood channel at
    the southwest of Folly Island and may well serve to feed sand into
    the Folly River southern channel where it is moved to the shoal
    of Station 11.
         Stations 14 and 4 are located at the landward and seaward ends
    respectively of the channel separating Bird Key from the shoal
    southwest of Folly Island. Sand is constantly entrained at both
    stations. The net resultant at Station 14 is 2 cm/sec to the northeast,
    indicating a shifting channel. That of Station 4 is 2 cm/sec to the
    southeast, indicating dominant ebb transport out to sea.
         Station 22, located in the Stono River at the junction with
    the Folly River northern channel, recorded average minimum critical
    velocities during both ebb and flood tides (28 cm/sec to the south
    and 26 cm/see to the north respectively). The net resultant of
    2 cm/sec to the southeast indicates dominant seaward or ebb transport
    of sand. Hence, any sand coming down the Folly River northern channel
    between Cole Island and Bird Key would be transported seaward in the

                                    -17-

    Stono River.
         Current meter data from Stations 21, 14, and 2 suggest that
    although the Folly River reach between Cole Island and Bird Key
    experiences only southerly sand transport, the sand actually moved
    probably can come from no further north than Station 14. Stations
    21 and 14 both indicate net sand transport away from this Cole
    Island/Bird Key reach.
         Stations 19, 20, 17, 18, 15, 16, 3, and 11 indicate a unidi-
    rectional sand transport among the northern channel, "mid-river" bar,
    southern channel, and the shoal between Folly Island and Bird Key.
    Sand moves from the northern channel to the "mid-river" bar and then
    down to the shoal. It is unknown at present if the shoal is the final
    resting place or if sand moves from it back into the northern channel.

    CONCLUSIONS

    1. Littoral transport is northeastward on Folly Island, with a rate
    varying between 4,000 and 15,000 m3/year. Folly Island suffers a
    net loss of 4,000 m3/year to Morris Island. No net littoral transport
    is taking place in the Stono Inlet region between Folly and Kiavah
    Islands. The Charleston Harbor jetties do influence littoral processes
    on the northern half of Morris Island but probably do not affect
    Folly Island.

    2. Map differencing techniques were successful in producing sand
    budgets for the Charleston Harbor Entrance region, including Morris
    Island and for the Stono Inlet region, including the southwestern
    end of Folly Island. However, shoreline and isobath changes over the
    bulk of Folly Island have not been of a magnitude large enough to be
    measured. The Cummings Point region of Morris Island is experiencing
    a deposition rate of 70,000 to 95,000 m3/year. The Stono Inlet region
    is essentially an independent system, reworking local materials at
    a rate of between 120,000 and 205,000 m3/year.

    3. Bottom tidal currents competent to entrain sand only during
    flood tide are predominant south of the south jetty at the Charleston
    Harbor Entrance. These currents are causing the pre-1900 (or jetty
    construction) ebb tidal delta/shoal to migrate toward Cummings Point
    on Morris Island.

    4. Bottom tidal currents define a unidirectional sand transport
    system in the lower reaches of the Folly River, near the southwestern
    tip of Folly Island. Sand is transported south and east from the
    north side of the river to a "mid-river" bar and then southwest and
    south to a shoal adjacent to the southwest tip of Folly Island. This

                                    -19-

                              BIBLIOGRAPHY

    Corps of Engineers, U.S. Army, 1966 (?). Technical report on beach
         erosion control, Folly Beach, Charleston County, S.C.

    Komar, P. D. and D. L. Inman, 1970. Longshore sand transport on
         beaches: Journ. of Geophys. Research, V. 74, p. 5914-5927.

    May, J. P., 1974.  WAVNERG:  A computer program to determine the
         distribution of energy dissipation in shoaling water waves with
         examples from coastal Florida: Sediment transport in the near-
         shore zone, proceedings of a symposium published jointly by
         Coastal Research Notes and the Dept. of Geology, Florida State
         U., Tallahassee, Fla. 1974, Chap.3, p. 22-61.'

    Stapor, F.W., 1971. Sediment budgets on a compartmented low-to-
        moderate energy coast in northwest Florida: Marine Geology,
        v. 10, p. M1-M7.

    Sundborg, A., 1956, The River Klaralven, a Study in Fluvial Processes:
        Geografiska Annaler, vol. 38, pp. 125-136.

                                  -20-

                            DATA APPENDIX I

             AVERAGE VELOCITY VECTORS FOR LUNAR TIDAL CYCLES
                     AT EACH CURRENT METER STATION

         The following tables contain average hourly (lunar) velocity
    vectors for a complete tidal cycle (12 lunar hours). Each vector
    is an average of all such lunar hours monitored at each station.
         The station identification is the last two digits of the hand
    printed four digit number appearing in the upper left hand corner.
         The column labeled "VALID POINTS" contains the number of
    observations used to determine the respective hourly average.
         The columns labeled "VELOCITY*SIN OF DIRECTION" and "VELOCITY*
    COS OF DIRECTION" list both mean values and variances. The column
    labeled "COVARIANCE" lists the covariance between the previously
    mentioned values.

         VAIF)T        VELOCITY * SIN OF nIPFCTION            VFI nr TTY * Cnl; OF PrW  rF FTI o,    ro A~. oI)1A .C-  PFe,1 TAlJT       PF-,IILTANT

          .a c'i            'W~~~~~MAN       VAr)IANCF              FA'             Vr-wr.r                               rSFC r       DEGREES e4A6NFTIC

             *O"AVFPAGF VALUFS FOR A LUNAR CYCLF STAPTYNrG AT.cSIJPFArF nfln l ,(w-'

    rpAMF COUNT a         8GDOUP COIJNT a                      4A               Tljr.Pf7AFl'T=I
            32             -33,779                                1~.O  -.6q'7. 3?4              3      f~i                 7.1414?4.
            32             -34.710             5A*333      1     4    F i i         3Q3.?n9                                                        5
            32             -27.454            l ;R.4r              11.,&            1, 4                      P       )                     '022

            32              16.?Ol            376%*791            -11.73n        P ?7~,'A 9f~lj                                               2.

            32              13.702            Qfl6.315            -?.40.A            M?.LI.4         -RP4.f               4A.,4.043A

            32              13.01             l,;I.oA3            -IA?              J     0*n        -4P'' 1  0',                            144.945
            32               4248             1,171A70                              ffQ4 n.A5I f,  PI%   1                                   163 .83 7
            32              -0.515            103 . I25           -1P. 743           k A,1?.-         v~?                  1?.?4             jA.?.40F
            24             -1 1.5A2           214.?A4             -1f.S           ~                         ~.?.o26.604
            24              3209201.1?0                           -10.558                 II? 3'~7% ;P                                      2cil. 761

    P31~01 nFA    A  *   * * 0 it At  0 Itt,   ic t il  t  It  it a 0 it * it it it t  It  it 'i *  I

         VA[L In       VF-t  TTY * S P, nF I) I  CT CT   I   VWLOC[TY a COS OF fIOFCTTION    COVAPIANCF         RE SIL T ANT      RFSHLTANT
         PO I NTS,   -                                      -                                         -            --  --     -- - -- -- -- - -- -- -- -- -- -- -- -- -- -- -VFLOCITY  DIRFCTION
                            k4F AN         v Af.,                    I P        y"(-FT 'ARCF                        CM/SEC    DFCRFFS MA(NFTIC

          *****r AVFPAGF  VALItj--  F41R A L1IMAQ CYCLE SrAPTIN(G AT SIIwFi;"  ' A- -DICH+2

    FPAMF COUNT =       17            CGwOLJP Co(iPr =     43              INCREMENiT=      12
            68             I?,       ~Aq 5u.:1l1               - I a 0           50.572           168.4              18.925          190.951

            68            -1].7-6         '       A               i.804          lI.540           701.5             31.115           202.199
            69            -??.473            45. 44h ,         -1 3.;8            7.757           1551.             40.663           213.551

            68            -18.04h            3p.1Q8            -3?.106            7.b?7           1186.             36.830           209.340

            68             -R. 0-            1I.714H           -?4.189           17.728          407.4              25.496           198.423.
            68             -?.((3             h.?71            -11.547           87.303          80.91               17.661          186.514
            68             -0.3?Q             1.816            -IP.66Q           1 .959           7.344             1'.674           181.487

            51             -1.6R1            ?4. 0'             -7 uI            11.260           42.07              9.850           189.828
            51              1.3695            ?.SSS -.3.88?                       1.977         -?0.47               7.016           168.779

            51              2.246             6.0??             -7.405            3.qR5         -36.95                7.796          163.253
            51              3.574            14.O k?            -H.734            9.713         -66.96               9.437           157.746

            51              3.084            11.ll1             -9.140           10.784         -63.69               9.646           161.355

           STATI5ITJS BAsr[) ON 14iim~f R OF~ YCI! Yctr   iccisrH
           VOtlUFS RErPESUNT rlTHinR LUNAh POURS OF A
    o305    ~EBB ANO FLOOD TIOF.    CHECK CYCLES PEP HOUR
           VAL ID        VELOICITY I SfN OF DIPFCTION          VELOrITY    COS OF DIRECTION       CCVArTANCF        RESULTANT         RESULTANT
           -POINTS        -  IA. AN          VAF!.JNEF1,F A          NVAfxANCF                                        VE LOC ITY       DIRECTION
                   JrC.   V142oc~ F.,.' P) L-k_~--A  c'1c~e_! TL -r rk  r\              3V, P- r~j     %,-         CM/Sac           DeF C~~-~1
      FRAME COUNT=       17 GROUP ('OUF.T=      46 INCPEMENT=_  12
              68             -0.331.           617.550             -681,91         192.094           224.5                6.170           183.103
              65              -7.37)           277.576             -14910          153.945 _____97.49                     7s628           255.193
              657           -32.55A             91.993             -10C            221.921           637.9              33.56t'           255.881
                 68        ~~~~~~36.71c'       46.136             -7.O0O          295.410           627.1               37.397           259.072
              68            -31.637             36.440              n.751          21R*716           23.04              31.646            271.359
              67            -17*24')            61.553             10.105          163.77P          -31R%1              1qg991            300*362
              641.              .9 60           92.3 3             -0.*31 5        161 o435         -96.1 9               1.0011I         108.el6 4
              A? 7.431.                         22#650            -1 5.017          1 7.1 52   __ -2 2 75               16. 7 57          1 53.662   ___
              68              -0.483           107.058            -2?.332           25*080           37.67              22.338            181.2,40
              68              -4.*872         276.*708            -1Q V%590        602.977 ___ _4 9 5 *                 10*226           194.679
              51              -6.m999         414.917             -1 .31 7         917.520           660.p2             12.*466           214.149
              51              -~32 6          4 43 .156            -RO207          78R.574           663.4           _ I2. 422            2 2 P.65_?

         VAI. TF)      N/Ft.flCTTY * SIN (IF flTQF(Tlofj      VFIOCITY * COS OF 1)11FCTION    COVARIANCE            RESULTANjtLTN
         PrOfNT~,---------------�---------------VFLOCITY                                                                              flIPFCTION
                             A fl,          V A L IA NrF   " F AN                 VAPTANCE                             CM/S.FC    DEGRFFS MAGNETIC

                AVFPRAGF VAIIIFS FOR A L001AQ CYC[F STARTING  AT SURFACE DFAD HIGH+1

    FPAMF COUINT If 11                    (HPlja rot'~li         44NCPFmf:Nl                   12
           68               S*.-i74   I      k .WV3             -?3.820          712.223          -411.6               24.464*           1660831
           68              19.140            6fl . -1?          -44.747          148.349          -1388.               47.239            161*J*4
           68              ?f).4Qj           34.751             -93.q2R           40.516          -2233.               57.310            159.651
           68              16.144            4fl*9AO-fjR~                         44.380          -1699.               53.350            162.3"
           68               6.AR4.    ~       ii663             -38.455           85.279          -608.7               39.067            16941151
            68             -3.161            1 1 1.36 3          -4 . '86       1264.740           -278.0                5.570           214.578
           68             -10.409           116.78i              33.0b8          830.2B(6         -Q44.0               34.668           342.5211
           68             -15.004            27.945              44.72B           32.563          -1386.               47.206            341.352
           51            -15.5q4             ?91.HC5             42.442           24.232          -1347.               45.203           3396873
           51             -13j.A6Q           Pli.10H             41.061           21.006          -1092.               43.091           342.345
           51              -7.0-45           44.4c9o             37.?08           24.047          -535.2               37.867            349.292
           51              -.t1?10.9?4                           17.413          318.709          -135.4               17.693           349,967

                                                                                                                                                        i

    P31010FA       I        t       *       *      0

          VAL-T         VELOCITY * SIN OF )T-4C-TT0N1        VFLOCITY r COS OF DIPECTION    COVARIANCE           RESULTANT         RFSJLTANT
          POINT-----VELOCITY                                                                                                       DIRECTION
                            0FJ %N i       VAsTAN'C      F      MFAN           VARIANCE                            CM/SEC    DEGRFFS MAGNETIC.
    0305

          ***** AVFRA(,F VAL.UF  FOR A LLINIP CYCLE STARTING, AT SURFACE DEAD LOW*?

    FRAME COUNT =       17              ;4POUIP COUNT      65              INCREMENT=      12
           283             -3.441           711.906             -6.034          95.918           38.09               6.946           209*695
           100            -18.A86           297.813              5.194         269.644          -164.1              19.395           285.53?
           10?            -15.663           ?5O.R57              8.623         208.487          -242.6              17.880          298.834
           102             -5.175           419.142i             8.811         244.852          -133.2              10.21A           329.576
           10?             11.'i4           364.3rR              9.7~6         263.917           186.3              15.159            49.890
            8P             17.pQ)           369.4k3             -1.900         246.798          -116.3              18.000            96,061
            85             15.54A1          318.202            -1?.563         220.116          -364.0              20.015           128.880
            A5              7.404           317.6A4            -24.?23         195.290          -234.4              25.330           163m004
            85             -.'9?5           240.93'            -34.398         133.610           305.4              34.522           184.860
            85            -13.r70            90.27A            -39.749          48.155           1118.              42.132           199.364
            P5            -11.0?3            37.319            -33.569         201.382           1227.              38.101           208.231
            85            -16.3A3           (45.949            -19.968         191.227           b68.9              25.829           219.366

          ST ITIIST ICS 1BA SED ONJ 111UPER OF  YL LE S C HUSrf#
        --VA !UFS IREPRESENT FITl-rR LUNAR P4CUP! LF A
          FM' ANO FLOOD I WDE *     il CIIK LYc 11 s V( V HOUR
          VALID        - FLOCITY   SIM Or' DIRFCTT(ON          VLLOCITY    COS OF OTRECTION       COVARIANCE __RESULTANT               RESULTANT
           -~~~-P0If'TS     N~~FAN  '       VA FIA fgCF             hVARIANCtr                                        VELOCITY          D    C    I    N
                      a~~~~~c ~ ~ ~ ~ P                            -r~'~s~~    ~~L  j~  lLVv~&                       c~ r.1e 53~.  e-~- ct~sc.  ba~,,eon
    FRAM4E COUNT=      17 GROUP fOUHT=        40 INCREMFNT=                        Iz___________
                Q5~ ~~-.2                    212.180              10966.          1 69 .08 1       -468.*4              2 1.0819         334..159
                68        -~~~~24 1 76       2 76.1 65.        __ ?A.205.2   _                       -1 31? 2           35.700 9 ___ 31 7*38R ___
            68             -3s5.585          11 2.056 3           39.152          41.1.60           - 21 60a            46,e64           310.275
            69            -37.244.            40*23P              '6.9Q1           43.596 _____-201.1. ________ 996_____ 305.931
            68             -2R .761)         294..817             23 *645         1 1 7983          -1 307.o            37.232           309a142 5
    ___________              -3.506     ___450.01?          __    5057Q            25 5.aa91        -92.03                6.9588          327.854.
            68              16.16?           41R*~332             -4.84.8         232.122           -110.2              16.873            106.69q
            67    4 ___15.797  __            2~6_241_            -17.653          554o471          -1350.               49.082           111.080 ___
            68       4       .5.783          312.100             -pc*91.1         675.177          -2007.               52.622           119.536
            68              37.525           273.682             -27.74.7         547*01Q           -1708!L______ 46.669                  126.480
            68              17,450            7PO?-29.*533                        206.732          -1101.               31-.303          149.1422
             68               5.632      --6?.193   ---2 so31   ___    R*979 ____-124.3                             _     5.989           1 09 891___

                M. TOl         Vf.1-rTrY *SINJ OF OfDFCTT0NI         MFOCITY *COS OF-DT'4CTTON          COVARTANCF         RESULTANT         RFSLILTANT
      IFT        POINT;   -------------- --                                                                                 ------------ VFLOCITY  T)IRFCTION
                                  VP AN               Alji             -AN             VAP'TAN'CF                           CM/SFC     DEGREE~ MAGiNETIC

            037
                    ***AVFP.AGF' VAI-UFc% FOR A LIJW.AQ CYCLF STAIRTINf, AT SURFACE DFAD LOWel

          FRAMF COUNT          17             G~OOU  c0hiff"  4     $4              INCPFEMN7=      12
                  68               l4711.9 ~                            ?3.(88          499.146           538.0               25.754            26.315
                  6A              31.4?7           17'5.h(4             43.481           9t).898          ?8?7.              1.3.651             35.857
        2'       ~~~68            39.83?            166.317             iit.04A         197.437            3733.              60.885             40.860
                  67              36.759           247.?94              47.07R          3So.350           3607.               59.729            37.983
                  68              ?4.'J4O          4Sl.2F'2             31.1`20         3c)5.374           1873.              40.429             38.008
                  67               ?.III           184.poo               6.1~,3         S87.d22            313.5               6.505             18.932
                  671              1.494           P14.'j?f            -10.79i           81.?00            .7660              10.901           172.121
                  66             - 14. (?8         ?k 3. 75   CI    _2.518              22?i.5fl3         F159. 4             27.016           213-.542
        ;j    ~~  68             -?7.439           ?87.477             -30.351          144.9?3            1737.              40.916            222.115
                  68             -?l.57h           142.174             -?8.543          10A.2114           1314.              35.781           217.086
                  64              -4.010           16R.m(,4             1459111.268                       204.0               15.058           195.524
                  68               1.347           3r,7.3116            -500356.531                        19.50               5.188           164.949

    rn

           ~~IAI TO.   1~~;ig n~rry_ D. -,as 1Fl fl.BTyr'CT_.tnMv  't~v     rr~. nr -T-rrrT-'.                              'rrCI'f TAT         DP-,III TAAJT

    FOAMF r~~~hINT = i   V'''P  F-        cnp 4IlIFI6  j~rj p qT MTyfjn                  ,,-AT

         2 8              - . 239             ?56.865               P 4 1 6           1 A7 1             -4             7,17                       347.768

         32               -3 .50 7            365. 030              P3.41q 9.7-                                                                    35 I.462

         28               -4 .631             3 34. 646             1 7 . F7?         ?llO'I              2.i                                      345 .316

         25               -6 .930             324.733               - . 4 L4          2 a I11,67                                  -ih9  t- 1,U     i!31 .9b

         27               -9.682              1 55. 874            -1 I .   8           F UII.44           1r.                  a4 . ~,o           221 .b 6

         26               -4. 1 17            214.7Pi9             -1 I.95A           2?7. ?S3           -j".i                   1/~           ~       .u

         32                 2.737             167. 051              - 7. 588           1 '{)D.t3     v     w. i'                  -~u f,l          lb 0. I 3

         3 0              -4.845              146. 6 14             -4 .7 31          1 07.~            L       I                   7..I(e

         32               -3 .90 3            1 87. 544    .0.42A                        2'?              :4j                                      27b .2b>

              ST AT ISTICS B#SFD ON Ntl?4DER OF CYCLFS5 CH OSFN.
              VII UES REPPESFWT F ITHFR LUNAR HOURS Eg  AO
    2310      EF10 PRO FLOOD TIDE.   CHECK CYCLES FEHU
         _____VALID  ___WLOCITY 9 SIN OF VPPRCTION               VELOrITY 9 COS OF OIFECTION    COVARIANCE   'RESULTANT                 RESULTANT    __
                  P011TS      ~~~~~MFAN '      VA~ANC         -    1FN'  --         h~C             -VL0IYtETt

        FRAME COUNT=       17 GROUp r-oUNT=      26 INCFEMENT=       12
                6I            -15.*96(          487.597              -1 09 9        640.707           1 99.a4            1 6.a085         262.860
                51 ______-P,32L                 617,,89P    ____      '2 7          5?7              -89 *I2 ________p617                 284oQ79
                34             -5011"           733.946             14.247          433.44n          -298.0              15.157           340.265
                 34      I         113          5 34,#9 06____        p.21 '        547.959           1 31.o7            1 1.547           44.it639
                34             12 9990          350.760             -2.690 5        62 ?.340         -1 61.U             1 3.31 1         102.607
                34             15.v770          2e665 76            -1 3.45q        46 3.951 4       -49RO8              20.0738          130.4I62
                34             1'**735          254 *509            -15.a257        330*345          -6 27 0             24.a94 5         127*70?t
            ____  _______  11 .390____   380 .90 7_   _____?4,f                     3659254S         -626~.o             27.01 1          155o038
                34              3.675           367s33c0            -17,177         546.594          -99.62              17.565           167.923
                34             -1.632           404.36?             -15.817         461*590           38.78              15.901           185.891
                34             -7.313           500*881            -IA*945          43Re25R           2711.8             13.456           203.344
                34            -20.510           405.796              09906          592.053           90.56              20a530           272*52P

             STATISTICS VASFD ON' NUMLEP OF CYCLF' CV4OSEN.___________                                                                            _______
             VVDLUF S1 REP F'TSFT  FTTHFP LUJJAWi-9UU1ZS'OF A                                     _____
    )311      R  ANn FLOOD TIDF.   C'HiEIK CYCLI S FEF HOtIP
             VAI.11-        VELOrITY *SIN OF DIPFCIICN            VELOCITY    COS.Ofr DIRECTION.  COVAPTANCEE____RFSULTANT                PFSULTANT_____
             POINTS--      NFAN          -- VAiRIAtf                V Fp            VARIAN~CP                            V E LOC I TY  ITR E CT I  N
              J'Ae~o-oe  VOo-   F-C>V- cx- LLC-je--l~e   SV-t\   1zT    ~--race- cco~   IA c3.                         Cr~/
       FRAME COUNT=       17 GROUP rOUNT=        4? INCVEMENT=__   12                                                               ____
                AS -1.646                         17.495             -270904           56o53R      I    1OQ.9               2 1 a04 2        183.365

        ~~~~~68                 -3,547 _______ 1..GbO(in_            -3 3.o77)         119987           24?.9               33m956           185.997
                68              -1 .5 4'1         1?.737             -3.4f              ?*76f           107*4               33.68?           1820628

        68    _______8           0 f.96'3_____  4 oJop _____-?70301                    1?*032 _____50.94                    27*31P           177*969
                    60         ~~-9.223           20m702             -1 4 .1 r7       215.073           1 7.25              11..108          180.907

       ~~~~~6                   -1.1 61           23.,5 30 _~_____ -6.a020            5 24 6 67 _____86.63                   6 a1 31         1 90.a91 4
                5 1              0*03Q            26967c)             -7*784.         624.45~           52 .1 5              7.78 I          179.710
                      51  __ ____ '.4~~41    _    26.710              -6.a9 ?5        79R*631           -4 0.5 7              7 .34 3   ____160#586
                5 1              5 .0 54          1009~9              -7.7~c6         803*328          -150.4                9.0291          147a041
        ~~~~~51                  3.*67'           29 el7       L      -7 *I 7            4 1.a23 4     -1 51.a8              8.082           1 52.*933
                51               0.94?            41 *956             -1.o924         671 99 29        -73*A3                2.142           1 53*9GQ
                49               0 5 67           83*49(              -1.1l5 3        31 ~.773         -1 6.22               1.s285          1 53.8U6

           ST AT IST ICS p p~rfl OiiNi  isirt~p OF r YLar  rIIosrN
           VALUES REPPESENT F ITHEP LUJNAR HOURS OR A._____
           EAR ANn FLOOD TIDP.   CHECK CYCLES PF  HOOP
           VALID          VFLOrITY * SIN OF DIcFCTTICN           VELOCITY    COS Oc 61RECTTGN.    COVAPIANCF             RFSULTANIT         PFSuLTANT
           POU~TS             MrON            VAkIAI.Cr             K F$N           VARlAbCF                             VELOr.ITY  - --DIRECTION
              e~- v o ~e  vU e   Fg Wv.- cL- L) .V'.o,   C~c  e c                   Ioy e-c St~-j~   pT                  0r-/6 eC        bec.. eea-
    __FRAMECOUNT=_  _  17 CROUP COUNT=          t? INCFEMENT=         12
             53              -1"79.043                             -?p.90?           410.58?             9.                 2')*071           186,17Q
             A6             -10.*46h           1 80.7 85           -4 4 .71)          9 .3 53           907.6 ______45*998                    193.149
             6 8            -12.571            2 1494 4 7          -.5 05n            60.73?            107R.               4 7.a21?          195o442
    -~~~~   ~ 67             -10.752           137.456 ___    -35.853                  6?.76q__         7138,8     ____  37.430               196.693
             1.5             -3.*061           i 0.9[24            -1 ".2 62         1 95.002           1 37 .6             18.517            1 89.-5 14
             14 ____          0.802           1383,300UP     ___ 41.403           1772'~.477      __5440.  ______ 4?.635                       13.291

             48               fl.929           235.145?             31.437           203.02'!          -135&4               31 .450             1 .693
             5 1  ____   -1 0.11I1              72.003              46 .3 33          8 6 .96 5        -98 2 01             47.423            347 .689
             51             -11.373             95.817              46.72t           236*627           -1145.e              4,R.092           3450321
             51             -13,420             65.437              4'1*431           93.571           -1347.               50.256            3449512
             1.9            -11095?            116.510              1.0*04A.         13?*036           -1055.               41.791            343.382
             3 2              0.32?            2 70.a0J69           1 6.*63.         2 289.6 24        -139.6               1 6.6 41            1,10 9

         ___ STAT IS TICS OA Sr DOF!  NU'IBER OF C YELP ~ rt4OScN-,
    ------VJLUFS-FEPFESFNT FITHcR LU~qAR-14OURS' OF A-                                                                           ________-
     ~~g  ~~ EBn ANT) FLOOD TIOF.   riI C K C YC I     F s       H OUP

             VALID          V97LOr I TY X. SI N OF f, IiFFL TI ON  V ELor I IY   COS, Or' 0 1RE C TI GN    COVARIANCE   RF S ULTA NT ___RFSULTANT
             POINITS    M . rANVtRIANCF   ~                          .NV A RI A  CE                                      VELOCITY-        'TIRECTION

       FRA'4E rOUNT=      17 GPOUP rOUNT=        47 IICfrEMFNT=       12_____

               618              (.097            81.853             -11,35e)          27.073           7.579               111350           17Q.509

                68            -27.911           190.503             -loaplVo         1711.12-_____  612.9 _____ 20.952                      248.723

               65      ~       3*2~3P.767                           -1i..ORS         1011.877     ills.                    41.022           249.919

               _______A8      -M *681            40.1 11            -1 t.*91 1        54 *860 ____ 1071.                   3R*673           247.31 4
                              -2 7 *24     F     54 *7,'            -1 3.841          93. 3 65         796.6               30.561           24 3.9071

                68             -79543            87.057              -5.373          1 Oknol?          66.03                O'.261          234.537
               51               1.666             9a934              -,R,2n9          255             -27.73                So377           16R*529

            ____51 __    -       .9 47           3 7 *554      I      ?QQ            Thf). 525         -100. o7              7o__   7567     1 __  13.340

               49              1 3.83 0          94.175               r.1 47         1 4 9 61 1       -44.*51              1 3.83(            89.*391

               49              24.62A            69.~201             -1*699          2 21.8 19        -1 13.3              24.687            93*945

               45              32.305            83.0101              1oq            1 47.69f         -1 14.4              32.339            92.631

               51    _____16.319                100-414              -7.076           36.143          -204.3               17.786           113.444

                                                                           * ~~~~JI  iir-  *d.F(.1   'I  v~~~~~~~~~~~~~~I                          factn fi      CII   ti III            PF 'WI~~'~C    It~i  R LAN I

                  A VF  A1t-  V aLP  It-  Oq- LI       IN PA'~ C' YC.L    ,  A. 1 1         ,i4AI     ~.1h   I

    FA   cmml              I                      .,l   1,011'                                    ICn'-           ~      1

                                                                                                                                     I ~ ~~~ ~~~~~~~~~~~~~~~~~~ 7                                        3. 544i

                                                                                                                              if,. 7 ?.-I              i."                   Militia~~~~~~~~3v,.z~

    P~l DI OF A        4***O** ti f0 *4* a~** di, tA~ o4,g

         Vhl- F)       VcLOrTTY *'>IN OF OlP;FCTTON~    VFI~LOITY * COS OF DIPECTION    COVARIANCE              RFSULTANT         RFS[JLTANT
         POTNTc�---------------�---------------VFLOCTTY                                                                           DIRFCTTON
                           MF 11            P I A h C.         MFAN           VAPTANCE                            CM/SEC    DFGRFES M4AGNFTIC

            ***AVrPAGF VALtJFS FOP A LIJNIdAQ CYCLF STAPTING AT SURFACE DE,-n IAW

    FRAMF COUJNT =      1 7            GPOUP COUNT =        AINCREMENTm                     12
          102              2. 6f,1         137.0r,?            -3P635.476                      -38.81               4.213           140.831

          102             JR.411           310.687             -A.?39          29.656          -325.8              20.171           114.109
          102             39.1IQ1          ;10.944             -8,644          33.308          -675.5              40.133           162,438
          I102            c;7.6()S        7Q35q.1              -8.65          153.195          -21.83              58.342            )A*527
          102             43.519           1?6.397            -10.046          26.759          -852.1              44.659           103.1000
          102             12.A33           715.Sp?             -8.698          28.8(4          -240.4              15.0              24.129
           95            -11I.31 4;616                         -S.R17          65.126     ,    228.5               12.738           ?42.A26

           as-1.?                          618.A49             -5.608         144.645           490.5              21.961           255.135
           a5            -?3.471           3?7.123             -9.361          73.891           544.7              25.265           248.278

           8.5           -13.P73           ?OA.713             -b.666          67.403           257.5              15.482           244.495

          *85              -1I. 804         32.508             -7.164           61.44 8          31.08               7.387          194.134

           81i            -0.812            ?9.876             -5.741          59.457           10.51               5.799           188.049

          VALID           VELOCITY   SbINj OF DIRECTION             VFLOCITY CO CobF !)[PF~C'T[ot           COVAq I ArCE,       RESILTANT           w~SULTANT
                               MEAN             VApI PA 1C.F             mF AI            V A-.' IAt.CF                            C.SC         j)F(,iwFFS MA04'.FTIC

               AVERAGE  VALUES FOR A LUNAP CYCLE STf4PIN(, AT 5LJNFACE DFAD LOW

    F#4AMF COUNT           11        G       ROUP~ COUNT           r)6 I

           102                 2.888              86.26                 H ~ jotJI       )  1 1..91           ?16.0                  w.-6              1.o09
           102                10.067             194.2'i0              23. -O1,         109'O          ~      ieI . 3       L       I). 9:)I
           102               21.773              l80.1977              44.i11            45 1. _9J -           17 I4 .             414.          I           i
           102                25.340)             7 1 . I97            -)0. 3 o.'         3 1.2' e           ?-i).                                           ,

           102                 H.164             333.59                  9.1             vo.,12.9h95'.                              7s32

                 $5          ~~~~~~-3.065   4     2.1                  -.19          L     1i)M,                                    djf1               I1~.~
            85               -6.787               62. 7 3             -47.?d3            10),I~h~.                                 47.76,i             htl. 1 9

            8 5              -5. u39              46.18q              -4'). SI7           4o3. -00-i;   4~1.( 11 -                                     h7.4.j3
                 $9           ~~~~~~-B.l4b       147.4j4                -b94339~tjc.;io. 303                                                           l9-12
            65               -2. 793             1 (3 . e8l            -'4. h7,        I                    -S? . 44               1(. 0 71           19n.ovL)
            85                 4.0?8              47.410                 1.196           ot~o. 39   LII1.23                         4 . eUI      7       3.4j

    ovio i DFA

          VAI In        vtt.OjclY *1' (rIr r)T'JgrCTIoN      Vf.LOCITY * COiS OF DIPFCTION    COVARIANCF         RESULTANT         RESULTANT
          PnINT';                                                                                                 ------- - ------------------- --------------------------- VELOCITY  DIRECTION
                                            VAQIANrF             liFAN          VARIANCE                            CM/SEC    DEGREES MAGNETIC

          **4*+ AVFiPAbF  VAI.1IFS F.OR A UIiNAP CYCrtF STARTINC. AT SUDHFACE DEAD LOW

    FPAMF COUNT =       17             (i-PnP CMINT        66              INCREmENT=      12

           10?              ].-)7.          313.194            -P0.49?          57.458          -167.9              20.534           176.349

           I0          ~     .h             671.911            -?P.700         2A5.542          -1119.              31.729           135.678

            102             49.195            90.799            -15.75S         663.226          -1517.              51.657           107.758

            102             S3.37A           In0.3'4             -9.84?         766.760          -966.1              54.287           100.499

            102             42.410           3?9.69?             -8.866         728.498          -698.1              43.327           101.809

            102             11.896           555.049            -1c.916         356.530          -279.4              19.863           143.350               I

             85            -Ih.16'7          376.517            -19.Q37         417.341           928.0              25.668          219.039

            85            -?7.073            55.48?            -28.326         164.507           1594.              39.183          223.705

             85            -20.964            34.661            -?8.081          38.603           1165.              34.806          216.216

            85            -13.34Q            25.812            -?P.221          21.823           597.3              25.922           210.995

            85            -10.900            19.840            -19.411           8.790           423.2              22.306          209.518

            85            -11.209            ?1.881            -16.692          21.352           375.8              20.106          213.883

       VALoIDF            VfLOCITY                               SI FDWCIN VLCJT  oL~ ov i   :~rj~         COVA~IACE            EU    N             F UTANT

                                      PO I NIS ------------------------ ------------------------vrLUCWI fY                                       D PFCTIUN
                             MEAN             V A i ANCF              1F AN             VAPIANCF                                Cm/s-C      DF4RIffs  ~AtNF:TIC

             **4AViERAGE VALUES FOR A LUNAR CYCLE STARTING  AT S~kFACE OE.f,G

    FPAmE COUNT =         1!                GROUP COUNT                             INCWE--I-jI=   I
           102              -14.426             327.4A3              -?e.947            1 -7 .0i7                                 ?7 .  fb           21e.156

           102               -0.246             3bt.96e,             -31.910             .35.~86           -1.6931.91
           1 02              29.4oS  2fYI1.1                         -30.491             3). 7 7 7         -I IL)I.               4?.-+i)4           13'5.911
           102               38.494             17b.723              -~16.1101           51..311 4-,?lbl.                         4I1.936

          1 102              17.540             266.83m              -30.4.)O                                    7 141-q                            lbo. :0-.14
            85               -I.lb6             567.882              -37.7,)3           207.513             396.4~               37.7lu             IAI.7,.4
            85              -26.?19              43.646              -4k�P24        ~     244,i?- i              ~o4 .M3 2Q.

                     $5    -29.706               42.~~~       ~     ~~~~~~~499-b  -4 t . 4 1.  71. o6c      ?It1.                 ,4 . 311          214.1'i
            El5t            -2b.64-3             31.636              -3H .2t2             6 .57b            ?ou1.                46. b'245tP

                85         ~~-22.220             1 1.841)            - if).ub             9.UH3             1 -IMI.               H
            835             -21.931               9.479              -28.117               ). 14to  113.                          ibob              eI7.Y>4

    P33010tFA

         VAL.Ti        VFLOCTTY * SIN OF DIWFCTIOI        VFI.nCITY * CO; OF DIRFCTION    COVARIANCF         RFSIULTANT        RESULTANT
         POINTS----VFLOCITY                                                                                                    nIRFCTION
                          MF A N         VAPIANCF            4FAM            VARIANCE                          CM/;FC    DEGREES MAGNETIC

               AVFPAGF VALUVFS FOP A LUNAR  CYCLF STARTINC  AT $UPFACE DEAD LOW

    FRAME COUNT        17             GROUP COUN.IT       67       I      NCREMENT=      12
          102             -5.304          ir.473            -2.183          294.076          113.7              5.736          247.629
          102              Q.7?6         J&QJ.0L3            -6.Q14          378.328         -5.296             11.933           125.408
          102             36.148          890.563            11.?80          944.807          533.4             37.867            72.669
          102             34.962          403.480            27.734          398.815          1605.             44.626            51.577
          102             ?6.E49          ??4.374            30.17?         283.059           1432.             40.1R9            41.345

          102            1e.874           107.196            13.699          299.263          465.3             18.799            43.222
          102           -17.477           387.3Qi          -18.031          361.016          606.9             25.111          224.107
           85           -37.880           271.407           -23.189          338.356          1619.             44.387          23a.511.
           85            -37.379          P27.614           -21.05.4         269.967          1526.             43.349           239.572

           85           -28.P8s           246.336           -14.191          174.250          743.2             32.179          243.832
           85           -16.755           140.880            -7.549          172.403          259.0             18.377          245.746
           85             -6.A51           69.133              1.825         204.130          23.2e              7.090           284..916

    P330I0I~      *************auu**********9******

         VAHID         VFLnCfl.Y %IN (IF DI)JCT1o1I      VFlOCITY * COS OF DIQECTION    COVARIANCF         RESULTANT        RESULTANT
         PnINTS-----VELOCITY                                                                                                 DIRECTION
                          "IFAN         VAPTANCF             MEAN           VAPTANCF                          CM/SEC    DEGRFFS MAGNETIC

         ***c* AVFPA(3F ViLIWIS FOP A LUNAR CYCLF STARTING  AT SURFACE DEAD HICGI1+1

    FPAMF COUNT =      17       G      ,ROUP COUNIT      oll            INCREMENT=      12
           74              0.7S7.        104.471              1.724         538.671          ?23.5              1.883           23.710
           80            -19so?           4,3.Qf4           -26.61A         683.4Ab          1421.             32.739          215.607
           77           -3?.7M3           380.315           -42.944         303.b62          3009.             54.027          217.358
           A?           -37.631           3?'7.1            -36.5�O          76.373          3044.             54.570          223.597
           PS           -?3.774           343.1?4           -37.095         126.276          1958.             44.059          212.655
           A3             -6.693           64.?71           -?6.587          56.339          412.0             27.417          194.130
           85              ?.154           ?~.96l           -14.S21          90.593         -17.68             14.680          171.561
           81              7.PR4           7?.6?4            -8.701         177.533         -93.52             11.347          140.068
           8?              P.677          116.111            -1.659         599.885          130.5              3.149          121,789
           85              6.401          4?9.504            10.S37         811.908          590.0             12.329           31.278
           85             17.3?5          676.326            20.342         576.106          1273.             26.720           40*420
           85             15.141          439.670            17.739         712.632          1041.             23.322           40.482

          VALID           VELOCITY      SIN OF OI0I-CTION          VF LOC ITY a' COS QPf) OIPF CTII t     COVA-.I ANCF       ;4tSIMT ANT          RF StLTAI'd
          POINTS    - - - - - - - - - --------------------   ,mnclf rvPIPFCTIurN
                             MEAN             VAPIANCF                M1~ 61           VAwjAN(:                                CM/st C      i)E6HELb MIAtitTIC

          ...  AVERAGE VALUFS FOR A LUNAR CYCLE STAPT ING AT SIJ,4FACE F. DAo.

    F14AME COUNT I          I               GkOUJI  COUNT                           IdCrSE'F

           102               14.14?4            31 3.1590              I 1.91i'.        473.0?9             7 l.i..j             r3'.                3' l'
           102               40.918             448.363             4                     13.b''0I            Y? 3.              46.4d8'             5 7. 7,y
           102               4'3.23L0           4~-2. 4C4              30 . I           871;.11                  II5 7. 0L#                          5 1.644
           102               43.531             ?W4.15?5              ?/i.36 i..170                         ?049                 5.6-44               -I i. 1 2
           102               4 1.4`3 0          356.?99                1 7.4 11        4,,,3  0             1240.                45.104

            85               -7.877             342.7ii1             -11.913            336.vl.9            35 3.0)1.6                              20:3.73A

            85               -5.985             961.967              -46.InI            2S7.454             4'.3.Y               48.�2?             187.0*5
            65               -2.522             BA5.816              85i~~              elt,.07t,            %                   bh. -12            IM2.4o2
            u5               -0.945       ~     502.09b              -50.513            3 It. M21          -.4 6                 bo . t2e           181.012
            as -l. 069                          175.329              -32.51.3           P51.911 7           94.05                32. 624            IR3.b3b
            85               -2.504       I     1I0 .144             -1 0.996            '7 1 .363          6~23                 1 1.2l7t           192.8ifo

       *3I        FAI          ~0ii J44 i0i ,i, )00iI tQAi

                                                      V4L   VE~~~f)C~~lY *  SIN  OF OlPFC] 1,11;   V~~~~~~ L M' I I Y    C(S  OF 1) I ~~~~~~0 C. I I Or,  COVV41ANCE   Rfr %Ut.  I  at;  I~~~~~~~

               VALI~~~---------------- ---U   ----------------------- V- I-Or I TY                                                                           1 O  WO F Tkr    0)IAN~~SI  J  RFSLA1
                                 "f-, A f(          V i441 I AfNC i                             VA' IM Ar:                                 (>11/ C,    OFI,140 t S MAbN*~ I~~

           9*'e* AVFPAtF VALFPS F-09 A LIMACP CYCLI-             APFi~   Ar- -'IHF-ACi: 34-WAD)'F,

    FP,%MF rC)UlT           I                                                                C       T I c~.s  11

              85                  441 6 3-.~                                                                   I     3~.                    4276

                   $5            13~~~~~~I.477        T.7,-) -.    -4 7I                         4?. 11        I      1O~                    4 7 . 7      I      163 03 0
                   $5~    ~~~~~~~ .- -.;              3(6. I3 il '               4 93            7-.                - 7 r3. 5      -40 .06c)                     166. 1 36   1

              85                 1). 73(3    4          1 364        I            2i~           4   .1c        7     P4 -,               6   616K                173~
              8'; 5                 .4?2             161 .- '-14             1 (.13              0I.69                Id1). 7                 711
                   $5   ~        ~~~~~~~ 7. 06  - A   0 i3  'i.3-                               17    co 4 Th7 .3                           4   CIP, Cy

                  85         ~~~~~~~-5. 6 C7  -       ,  ..I.3?7            3 0.3 3            5~.~             ~       A6 -

           - -    -  F~~~~~5  - -'i.-.1? 4           4Li4.i'`43                       -5.1159                       -?'.3          I        28 . 0773j
              6A                -5.?4 0 -          - 4.3t,-i                   ".-)2p                7                1:3,).3           - 2

          V ?,I Tfl       %IFI-(. I TY -'- I 'J OF: OT JR`C.TTI       VFI OCITY * C(S OF DrPFCTION           COVAPIANCIT          RESULTANT            RFSLJLTANT
          PnltijTq                                           -------------- -------------- VELOCITY                                                     DIRECTION
             L9    -3         N,~~~~~~F:           I I' I, IA t          MI- AN             VAPIAMCF                                  CM/SEC       DEGREES  MAcUNETIC

                  '%VFDA(,F  VJAL.1iFS Fi)i~ A~ LlIrlIAP (-Y(-L  '-TAPTINC, AT SIIPFACFE DEAD Hl(;li.1

    FPAI`F r01INT          17                (;tWOhJ)- CO~i~T                           I f  NCPFMFN~IT=   12
                 Pei ~~1 .4(0I                    I(O.44)                 ?3714             154.666             ?.B71                   2.760               30.484

             AC; 16.11/                            Tf'410                -1?06                 7.1RA            -326.6                  1`9.720            140.126
             As 17.7'~41                                                 -?Ii. I3F           1?5.415            -937.6                 3 0 .79 1           144.727
                            PS   ~~~~~~~~          1h0.?~~~~~~~~~~~~4 ~~~-?6.klr)           164.li72            -1084.                 33.390              143.427

             li               ?1.177              1S.-                      .27             20A. is3 2         -1131.                  32.253              138.960
             AC;1 1.1,05                           1 1.  I I             -1 6.6 30           1 76 .065          -545 .9                2 1.54 3            1 4 0.529
             A8;                ?.;P)4             13.A                   - I. 3 31         ?Mb.945             -163.4                   ?.58B             121.169
             P5              -1 3 . 'i7~     I      A.�                   IB.796            207.904             -S32.3                 2 3 .067            324.574
                 AC - ? ). IV                     2-i 11   '-i .          ?1.263            ?62.911             -890.2                 3?.923              310.230
             P5              -1 3 I I O                                   20arY  ?.303      ?I A.27 1           -424 .4                25. 891             329.476
             85                -7 .06 4 (    I              I              9 1.65 7          156.895            -1 33 .7               20 .881             340.280
             AS         I        .1                 'i I.A64              1 O.%74           159.066             -32.00                 12.266              329.552

          VAL II           Vt~LOCITY  *SIN OF flT.FCT1ION              VFL OC I TY     COS OF~ 1) 14 C  f I     CGVA~~1I 91CF        ,-'It  h1 tj          PF#F;lLTANT

                                MF A N            VAIJ I ArCF             " -F A N           V \~I A i It                               C.i~  C       *(t$5"AI'1TC

              **    AVFRA(,E  VALUES  FOR  A LUNA9 CYCLE  STAPT INGd AT SURiFACE  D)Fa.l,

    FfPAIE COUNT            1 17              6'POUP COi~rj  =                           [,\, ItCh, F, j1    I Id

            1 36              -2 0. 4 14            1 0d. 2 0              -3.?77                     7                                     l67

            1 36              - 1) . 4 ")           1 919.507                6 .   I          67.j u                              I       1)   .3 11d         3.3d3

            1 19                 1.~(         9      1) t.)00                1).
                 11~   ~        ~~~~~~ 7. -)P      270.761                 -' ?d 1                 46?I                                    14      4sf 1

            119                 5 . oo-            151 . dc3             - il.374            1 41. t .(7         -3 (,.e                  17 11              17tU.,iih

             19                  1.U tit           143. 7.39              -Pm-.(10            e,1. ,1)- I e 7                                                 1 7 7 7
             19                -9.,H4              1 4.3 7-:9             - 17 .4 76     ~     4,j3                1,7o. 7  Ii1                              i?0t. 74 1

             19               - I6.2?b             1 26.1 79              - 16. 137           s1l-.400             46 uI.7 1-                                 e-b.1
             19               -2 1.021     I        p o9 I a              -16.0'~7            9dJ9I?               6o/. I                  h . 4 10          2.32 . )4

             19               - 23 .159             67 .3) 1              -14 .34,            'D40 . 46            7 ?I.o                 d7re . I,     4.j    ~ ,.219

    P3301 OFA      aa~~on~a*��er~uo

         VAl TO        VFtIOr.TTY * SIN OF O1fFC.TT(N      VELOCITY * COS OF DOTCTION    COVARIANCE           RESU(TANT        RFSULTANT
         POTNT------VFLnCITY                                                                                                    DTRECTION
                          MF4N           VAI ANCF             MF7AN          VARIANCE                           CM/SFC    DEGREES MAGNETIC

               AVFPAGF VALUES FOR A LUNAR CYCI F STAPTING AT SURFACE DEAD LOW

    FRAME  COUNT       17              GOUnP COUNT =      86              INCREMENT=      12
          1.36           -14.3?8          146.139            -10.376         406.092           227.8              17.690          234.088
          136            -1?.373          153.756             -f.070         257.416           136.2              14.772          236.885
          119             -4.?49          124.950             -4.661          198.904         -8.521               6.307          2?2.353
          119              0.297           96.019             -1.185          170.355          14.64               1.222          165.928
          119             0.80           136.937             -P.490          168.384          19.04               2.625          161.514
          119                             311.243              2.719         255.013           114.3               3.?89          325.765
          119             -2.461          243.001             -?.907         245.106           135.4               3.809          220.252
          119             -3.706          231.845             -2.590         248.346           75.07               4.521          235.052
          119             -9*407          1?2.763              2.127          157.440         -65.20               9.645          282.742
          119            -10.280          150.590             -4.152         234.854          -37.57              11.087          248.006
          119            -13.259          237.077             -3.805         220.680          -22.38              13.794          253.988
          119            -16.82O          249.411             -4.358         325.720           102.5              17.376          255.474

          VALID          VELOCITY *SIN OF DI)RFCTIN             VELOCITY *Co,; )F Df)ItCTIfjN    COV4rdAANCE            R~SIJL.TATa       f4F'SLLTAwT
          POINTS�-------------                                                                                                            -----------------vFLOC.I IY  D I ~FC.T 10~j
                             mFAN            VAPIANrF               ME AN           V AP.T ANC E                          CM/1-0-C    10F(8FE5 ~-A',NF TIC

               AVERAGE VALUES FOR A LUNAR CYCLE STARTING AT SURNFACE J)EAf) LOW

    FPANIF COUNT It 1(ROUR COUNT                               87      l     e     C~MjI=         1

           136              -1.tilo            04.400             -1l~ 6q.3R8                          41.43               1                 188.6j

           136              -2.306             rq .5?fi           -13.?M           L e3). 11 3         6 1.,9              13.4t             18.84

           136              -12279. u I1                          -13. 71)3         33?.446            7t,. Iti            13. 1t)0          185.2el

           119                1.486            b9.231s            -10.622           ?33.186           -.I                   0d               172.035

           119               4.070             84 . 628              3. q~3         342.4?9            94.76                b.7(2             45.S5bO

           119               4.4L13           112.126                3.840          e94.li31                I. vt  6                          S9.038)

           119               3. m4t3          112.484              -7.404           e4'9.17b          -4n.bb                                 13-1343.>

           119                1.983            32 ..57 0           -9. li9          1 74 .~           -2u~h          I.3                      61.4

           119              -0.012             91.4??             -10.070           177.94U             5~                 I(.01(            IA070I

           119              -2.108             S7.8i49            -14.740           110.656            56. L1              14.1190     I     1Mt. 140

           119              -2.065             49.323             -I6l. 61 1        1 18. I32          7 Lo. t-v           16.739            187 . *

    P3301)1FA

          VALID            VELOCITY  *  IN OF I)IW-FCTfOfj            VF-LOCITY * C01; 0J(  M)I-1rIuO4        C(OVA4iANCF.          *SuLTANT            PFSI)LTAfmT
                              MEAN              VAQI A~rF                A 1IAN            VA~ I ApIcF                               CA/',f C     I)EUWFF  mAI'i4i- TC

              ***AVEPAbE VALUFS FO,4 A LUJNAR CYCLE  STAIwTING AT SrPwFACE 0EA0 Low

    FdAMF COUNT  =         11                 (3ROUP CflU~T          814l(C&emFfl1= l

            136                -7. 877             1I ts. 3"11               .               4W).14 4           -14'i. 7                U*33.4
           136                -4.1406             193. 830               JH.143    4 3 -3 '.7 I t              -11 3.1            I    k.?                 345. 164
           136                -3-6f~7             21 7. b'l.             1 6. 1,7           386.JM2            -; . 7                  1-h.S?3             34Mi.bd3
            1 36               -23i1~41.33e!                              111.011)          n&.7q,)             -13.34          I         0 . e4           346.746
           1 19                0.770              232.6%m  .1)1,1                           491 t-9?           -R.21'                   1. 741)?).I
            119                 1 .437             26       7                .4 1 -7.41.. b3.o33                 4 0. 13                 7 .b               169. 0 -H

            1 19                3. 067             157. 111              -1 9.75t)           3214. 0 II         -1J3. 5                 114. 96             171 .1I13
           I119                 1 .598            1 73.4 73             -       Ib~         3?5.b37            -8 0.79                 21-. - 30           17b.gu9
           1 19     I            et'65             96. 662              -37*?44             1 14 . kil         - I ().        L        J.3  .?,            1 77.44.1
           119                 0 .744             1 90.468              -? 6 . 27           3t10... ,fl3-t~w                           16~                 17ei. 37b
           1 19               -4. 743             199.577               -1 3. 001          676. Ci6              3,). (4               1 3. H31            200. 043
           119                -6. 802             245.31 7                 ). 341           7  ). Z82          -88.69           B. 646                     30i. 137

                                                ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~I. .

                 ***AVF~-MF  VALUiF'  Ffl4  A LtINAq  CYCLC: ~,TA-Q EW'   AT  1A 14  ; Cr                    t. AI  IA'

    F;~A VF  COONT                                   (o1  O    C(',(IT                7                    r >1

              1        3       6        *4~e                   '4              I         '.,                   j-'. i               -e'Jd                                              11 34.O.3  '

                                                                1 36   3   . ?fH   I         I                    7                        )l                                              34-w~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~t~~--7-'

          VALIF    )    VELOCITY * SIN OF nlQ'ECTION            VEI-nCTTY * CO'; OF n7l-IT11t,,~   rflv.",~IP ;rF       '4.SI 1r,"T    RESULTANT
         POINTS�---------------�---------------%FI --cITY                                                                                 lq.~FcT IoN
                             MEAN            VART ANc.F             MF A I          VAI T fkt'r                           C / -(      il (00   M~A~ill TIC

          ***** AVERAGE VALUFS FOR A LUNAR CYCLF STARTING  AT SlIRFACE nFAn LOW-?

    FRAME COUNT =        17               GROUP COUNT          13C              INC P4Pt=         1A -ITi

          *136              -0.702            194.3S4    I       (I. 795   47            9S         A                      1r.               35).;

           136              -5.019       1     ?6.491              ?I.qr)3          IMI.33?           -?h.                  P?.o             341.16?

           136              -7.232             A5.47()             P1.393           13R.115           -3.2?'II(                              341.3?3

           136              -5.457            IIQ.A91              19.312           17R.1A             .. -Acj             ?~Ih         P    O 44.2e

           119                1.1a1           136.009               Q.170           31 I.33-4-                 4;'-                            7.3314

           I119              3.862            1 06 .1 45             1 . 137        3R7 .I 01    4      '.?                 4. 6 7              .6ni

           1 19              8.482            150.253              - 4 .7 0         ?466.311          -'44.?7     I           .7I            1 9 . 0 1

           I119              8 .563           190.27S              -1 . 393         ?PR . ?~17         43.13                F, .;74     9     9 . 1t4

           1 19              5.266            31 8.589             -0.3-24          399. 331-'-.1 -AL j                      i. -(           147.6bl

           119               3.769            192.547              -94219)R -4.]                                       I                A     4. lef

           1 19              0 .515           194.955               6. 197          547.R31           -1 7q. 'i                                4 753

    P33010FA

         VALID         VELOCITY * SIN OF rIPFCTION         VFlO-CITY * COS OF DIPFCTTON    COVARIANCE          RESULTANT        RFSULTANT
         POINTS-------VFLOCTTY                                                                                                  DIRECTION
                          MFAN           VAPIANCFr            MFAN           VARIANCE                           CM/SEC    DEGREES MAGNETIC

         *****, AVFRAGF VALUJFS FOP A LUNAR CYCLF STAPTING AT SURFACE DFAD HIGH

    FRAME COONT =      17              GROUP COUNMT       6?              INCPEMFNT=      12
          102              2.173          131.815             -9.726         361.491           57.16               9.966          167.408
          102             -1.593          196.785             -7.271         286.545           89.79               7.441          192.286
           85             -3.641           162.600            -8.636         268.218           72.69               9.372          202.863
           85             -7.348           182.?67             4.368         305.789          -26.42               8.549          300.730
           85             -9.??9            91.57?             1.961         479.068           37.83               9.435          281.994
           85            -12.707           49.055              4.324         583.231          -70.75              13.423          2R8.792
           85            -12.380           43.791             -2.957         621.793           79.06              12.728          256.568
           85             -9.2?6           83.3?6             -3.443         606,010           193.9               9.847          249.537
           85             -8.313           115.975            -5.679         529.320           220.5              10.067          235.668
           85             -5.173           137.182            -9.425         431,223           192.1              10.751          208.761
           85              1.566          211.677            -13.222         359.093          -57.24              13.315          173.244
           85              5.952           132.639           -11.477         435.407          -75.16              12.928          152.590

    PA301IFA

                       VELOCITY * SIN OF DIRFCTTUN          VFLOCITY * C) tjF I)1tCTION    COVARIANCE          RESUt TANT        RFSOLTANT
                           lAF AN         VARIANCE               VANh          VAL I ACt                           C I/'Cf T Y     f)EI qM C I   TIC

         **"* 4AVFRAGF VALUES FOR A LUNAR CYCLF iTARTING  AT SURFACE DFAD LOW

    FRAME COUNT         17       G R iOUP COUNT =           89             IJNCWEMFWT=      12
          -131              7.777            bf.912             19.172          344.164           3,3.h              20.h,9            ?2.061
          123              6.915            47.173             2               1A l.440          413.8              �9.bIo            13.411
          128              7.2oa            64.733             2A.214          401.7 6           316.0              27.187            15.374
          125              4.399            73.741             2S.93n          151. 91           214.9              ?6.309             9.626
          135              0.105            91.175             1 9.1i           444.14"i         HA.3(              19.133             2I.112
          119              2.095      6      4.034       M        .HOJ         406.615           71.74               6.110(
          119              3.'i74           8 7 . 0 34         -4.50e          280.803          -54.93               5.748           141.556
          119             -2.365           178.604             -6.991          169.141          -11.72               7.380           196.b93
          119              5.470           188.926             -4.16(          �04.110          -61.37               6.87?           12T.2t9
          119              6.112           144.747              3.?51          289.734          -33.50               6.v23            61.990
          119      .       6.394            65.144              6.2711         474.966           67.04               A.961            4,.~L3
          119              6.753            48.334             10.72j          423.906           134.1              12.672            32.203

                                                  r�~~~~~~~

                                                                                        f~ .                                             --i'

    P 43111OF A

           VA~L 11,         VLLOCITY    hf OFN  DbEIPIFCT IN           VI-1-CITY     Co,; OF nffAECT I ON       COVARIANCF.          NISI~i  TANT  "- RFSUJLTANI"
          PO I NT                                                                                       ------- ---------- - ------------------
                                                       r. 44 C~                Al              V  I% w  C v     C'l,  C                               tr.IIi

               00*AVERA6sF VALIIFS FO-4 A LIINAR CYCIF  SIARTIN~i AT SUNfFAC~t I)FAJ) LO'.

    Fwi-Ibr COUN~T          17                64l'   ~'!i                                'C'  -1

            126                    5 O~3     I      130OO                                    ?~4.I -Ri. 5 7                             3
            110         -        3. 6'.             A7q4 1    leIII-I7.7I                    7'.'?              -qn. f,                                     32&         a

    P33010FA

          VALTO          VELOCITY * SIN OF DIRECT101,            VFLOCITY - COS (IF DIPI-.CTTION      COVAPIANCE    R ESUILTANT             PF5ULTA.%T
          POINTS�-------------                                                                                                              ---------------- ELOCI I Y  I) DFCT I WI
                             4E AN           VAP t AlNF             mF A     N       V-tI A~                               Cf-/sk C    l'F(,FFS MAb*Nf IC

                 AVFPAGE VALUFS FOR A LUNAR CYCLF STAPTLNC, AT SUR~FACE OF-At, --i,

    FRAME COUNT =        17               GPOIJP COUNJ =        8                TNC~fmFnjT=I       -

           -102               427 7            2 4 5 .1)             -1).1 19       g2f:. 18M           5b.3'                 4.z7Y              1.0

           102                1 .)76          2883.426             -1 3.1`ol         336.6?l            OAO . 4              1 3 .8H9!-        173.4o7
            85              -2.042             1534.427            - I9 .li i        314.063~           142.2                19.t)37                bC)

            85              -5.717            246.880               -6.78 3          324.4S4            4 2 . 5ti             Hi71            220. I db

            85              -13. 046          21 7.51)5              4.996           31 1.tt4t         -90.0n                 9.472'           301.b48

            65              -2.335            190.963         I      e12. 0    I    30H.936            -1 15.6               13.012

            85                2.039             94.943              24.136            81t.ulo           104.6               24 .,e?              4.82

            85                3.423            81.673               213.9.'9          37.343            1 b. 2              ?6.204               7.5u7

            85                5.765             31.428              2f.?ie22.71d                        305. 7              26.ti83             12,365

            85                4.584             62.368              25. (214          21 .5t4           244.6               ?3.44b              10.314

            8 5               5.419             q9.427              18.436           131 .r93           ?11.9                192 16f             b. 3ts1

            85                5.383           144.664                b.476           321.193            64.10                  .2               39.736

    P33010FA

         VALI          VELOCITY   SIN OF DIPFCTION          VELOCITY *COS (F DIPCTITON    COVAnIANCE            RESULTANT   R      ESULTANT
         POI IUs      ���--------                                      �---------------VELOCHfY                                   1) IHF CrIIUPI
                           MEAN           VARIANCE             MFAN            VAPIANCk                           Ct4/lsC    DEREES MA(vETIC
    03~31

         * **** AVERAGE VALUES FOR A LUNAR CYCLE STARTING AT SURFACE DEAD LOW

    FRAME COUNT =       11             GROUP COUNT             f     ig INCNFM-NT= r:
          136             20.484           110.217             31.21~         466.716           1240.              37.335            33.214
          136             19.148            70.642             33.920         4M1.098           1320.              3A. l1            29.44S
          136             12.558            H9.231             29.203         h3l.              78".3              31.7A9           L03.20
          136              6.962           124.394             ?3.466         tihb.24                              d42. 4   ?4.49b   16.511
          136              1.790           207.4?4              6.12?         159.6A4           6?.43               6.379           l.294
          119             -2.596           15i8.6s0           -I 0.  4        970.b76           28.07              11.e57           193.331
          119             -5.392            50.357            -31.6a2         I16.61h1          34..b              32.13$
          119             -3.905            22.572            -41.190           16.lip          321 .              41.375           18'3.416
          119             -3.718            1-.836            -40.65'           17.1?           301.3              40.823           185.245
          119             -1.922           117.644            -28.391         451.764           254.9              29.4t6           183.874
          119              7.227          -244.584             -1.755   LA)1.091                333.3               7.437           103.649
          119             15.073           237.786             18.637         71b.345           617.6              23.9h9            3d.9t6

    P33010FA

         VALID         VFLOCTTY   SIN OF OTPFCTION          VFLOCITY * COS OF DIRECTION    COVARIANCE            RESULTANT         RFSULTANT
         POINTS---- VELOCITY                                                                                                       DIRECTION
                           MEAN           VAPIANCF              MrAtN          VAPIANCF                            CM/SEC    DEGREES MAGNETIC

         **4* dAVFRAGE VALIIFS FOR A LUNAR CYCLE STARTING AT SURFACE OEAD HII,-

    FRAME COUNT u       17             '(;OIIP COUNT        59              INCREMENT=      12
           85             25.800           166.1RF            -?7.139           91.005          -1407.              37.446           136.449
           a5             .34.6S4          125.6?A            -30.113          109.794          -2017.              45.591           131.674
           85             31.590           131.311            -2?8084          269.194          -1664.              42.402           131.840
           85             27.S13          8672.406            -21.S86         1080.162          -3990.              34.970           128.118
           85              2.?91           131.772            -10.099          186.105          -96.61              10.356           167.219
           85             -2.91?           8A.000              -6.758          570.529           36.38               7.358           203.312
           85             -6.386           106.991             15.200          628.152          -78.60              16.487           337.209
           85             -I.  ?0 100.097                      31.225           26.256          -58.06              31.242           358.112
           a5             -3.254            97.206             28.426          153.493          -112.7              28.612           353.470
           85               1.292           94.182             22.671          126.999           93.92              22.707             3.262
           85             10.857           200.523               7.019         301.s40           94.85              12.928            57.115
           68             ?1.644           152.328             -4.747          473.524          -265.2              22.159           102.371

                                                                                                                                 _7~~~~~~~~~~~-

          V A I-T           VkLAICITY    5 1W~0.9F  olFr!fill)(            VF1.1(Illy     COS.  Il  ft1 t-i  I        COVAS41ANCE              Fl   P H)DT .       RE    ANTV
          P(;I N~T S  -----  --------------------
                                                 v A'41 Aicl-              -W .tg. VH vA-  ANCF                                             cN/l-.~c       OF1,4      40e

              ***AVF7PA(,  WALOF S F O-  ;A LUWoR CYCLE  STA,,I N(; ATr S~)kfACt-  OFW  4

    F~wl'  COUNT             1 7   .r-n   C0111-T                          .1

            I102       3 ~        3.'44                4 O . t3                     h,,) T I         P',                -131.             I1'~              I   I -    169,64

                5                 5.7~,;              153.1`13?            ~                        4 6    0I            443.q                   31. o 13;i
             85                   4 d~j            .     a 3fl.i'                   7                     ( 4 I  I                    I                                 Gil'

                              - 1. 401 4            1 4                      P6'-  ?.14 i4        #~.6?,               73#. 1                   *4314 A.,).Ih

                 $5   ~       ~~~~~~~ -.9,,?         14?.A            P        ?. 9fl'              4. 7~, 73                                     3.2

             pis  .                  5,               If2ri.                   ?F.'W?              2   o 3 O                                      27.0 vt              3~

             8S                  -n.   i3.7                                    1 4 . V5            ?0,4 .1 4- ?                          14. 7 T

                            65                                               -5~~~~~~~ ~~~~~~~~~~~~~~~~~~ .*-)  3o*                                  A..A.-. 4         13

                                                                                                                                          4.9  <.-.<...avs.

    P330oiFA                                             ()N'-  I1LA  LUNAW CYCLE  (6 HOURS) AVERAGE VALUES STARTIN6, AT SURFACE DEAD HIGH-1

    METE      SPHFRF  NLIMPFR  FRAMES    FPAMFS   STARTING   ENOINY
    LOCATTON  NIIMPFR    OF       PFP    PFP  I.NAR   PO(INT        POINT
    NU%4RFR             POINTS   FlioR wflw 1R
    0341         M       1097      16.        99         80         1176

         VAt in        VFt.OrTTY * SIN OF nTQFCTTON         VFLOCITY * COs OF nIPFCTTON    COVARIANCF            RMSILTANT         RFSULTANT
         POINTS---                                                                                          -------------VELOCITY  DIRECTION
                           MEAN           VAPIANCF              MEAN           VARTANCE                             CM/SEC    DEGREES MAGNETIC

           99              6.981            74.499             -5.270          205.835          -61.65               8.747           127.047
           99            -16.753           10R.045             -3.451          188.682           49.11               17.105          258.361
           99             11.031           160.83A             -7.382          172.029          -83.25              13.273           1?3.791
           99             -9.539           108.6?S             -3.998          167.156           50.51              10.343           247.260
           99             13.49?           184.887             -7.411          101.633          -69.69              15.394           118.780
           99            -15.677           157.618             -2.543          223.060           85.77              15.882           260.787
           99            -16.410            90.943             -1.457           58.580           40.54              16.474           264.927
           99            -20.800            96.794              2.277           72.744           3.419              20.924           276.247
           99             13.367           340.816             -6.030           86.350          -113.6              14.664            114.279
           99            -16.455           ?27.635             -4.152          134.617           57.06               16.970          255.840
           99             17.341           259.791             -5.638           83.036          -26.35               18.234          108.011

                                          0                                                                                                    0~~~~~~~~~~~~~~~~~~~~~~~~~~~�

    I<33010FA

          VALT            VELOCITY SI~N OF DW1FCTION                VFLOCITY *COS k)F fll-4CTION            CUVARIANCE           EStJL TAN r        PF SULTA'JT
          POINV--------------- - ----------- S ���VELowlfY                                                                                          11kF.CTIu-,4
                              MEAN             VARI ANCF                f1F AN            VA-41I AMCF                             C P:7,E C    1JF(5,4EFS t-A(,i,4F.TlC

                  AVFRA6F VALUES FOR A LUNAR CYCLE 15-TAWTINN At SURNFACE DEAD Hk1141

    FRAMF COUNT =          17               GROU1P COUNT           0?                I'4CW~r-t- Ki I= l

            102                11.051             9M9                    2. 0I')    .     1.U4                8U.1,
           1 02                6. 4 19            94.742                 3. 04 0           fi3. ?lob                                 4.15.
            8b                 5. 368             91i .469               ..34              b4. 3 3,.4j                              6.-9               5.

            85               -3. 142                 .161     I           .44 7               04bt13        -M 43. 114                                ?7pi. IUV
            65               -3076 .591                                -031 7                .8 3113          .l1                      -i.'i3         ?66) 594

            85               -6. ?91    I         80.782               -2. 434           -11'3 0                            h. 74b               45.d
            85               -6.566               68.752                 1.366           .3?2.OA7           -so..35                  t.7u7            ?ill.771

            as -6.374                             47.619                 7.731           ?3(.031            -le.3.b                1O.f)u 204
            85        I        1.t5               53.261                 D. b2R          1 14I.  133        - 3-i. 64               5. 61IM           34 1 ts,,
            85                 2.?81              56.027                 ?.12?            `  .73L'          -14.74                   3.116         4     1.0n
            85                 6.156              53.883               -3.610            2A6.15~3           -4.767                  7.136b            l2o.36S

                              HARLESTON

                                                     . SULLIVANS   IS.

                                                 "' Ft. Sumter

                                                       ummings Pt.  Northe
                                                                     jetty

                                             MORRISIJetty   Charleston
                                                                          Entrance
                                                I S.

                                                   4 Lighthouse
                                                    Liqhthouse In/le

                                                                          Figure I

                          Bird Ke"3    oLOCATION  MAP

      KIAWAH  IS.                            I                              0               5Km
                       XStono7                                         ,   -- _0
    2C    -        ~'    / In l/e
    M~

          CL 8 Q DATA FOR FOLLY -BEACH, SOUTH CAROLINA

                       ANALYSIS MADE USING 6.5 SECOND, 1.0 METER WAVES
                               FROM THE EAST, SOUTH, AND SOUTHEAST

              ds  Edisto  Island  Bot5                      0                                                /
              |ds ~to~ B/~~~hSeabrook                                                     sullivans n

                                                  -  _ FOLLY  BEAC             \

     4o0-  Q  (meters3 x 1000 /year)
     2�0- |"k"=0.299

    -20-

     O-  IL (joules/meter-second)

    L 'o�->-2 : : -t ..   ,,---.            --- ./= - ,d ,

           E  (2.3)I--                  V
           SE (2.0)-.
     0 S  (1.0)
     Positive values of Q and PL indicate northeast transport, negative values southwest transport.
        'Weighting factor for wove frequency, calm conditions exist 67% of the time.

                                                                                                    FIGURE

              FT: SUMTER                                  Al

                                                              '\  \  JETTIES:
                                    /t~~~~ \~~~~ ~ >a\,1884 -1896

                                           "HOLE"
                                 SUBMERGED

                             ,',

                                                  Ii
                                ~~~I ,~~I D ~~~~~~~ ~ I

                          1I  /

     (All volumes  x14 meters,

                |  O        t~m                       Ad  EROSION(offshore)  2899
                          DEPOSITION
                        II
                        I//
                        /                       iI

             Figure 3A

    Charleston  Entrance

             1851--1895                   ,
                                                         I_ /
        Erosion/Deposition                       ,o
     (All volumes  x     meters3)                      / /

                                                     0  -'  EROSION (offshore) 228  99
                                 ,,.--                    DEPOSITION (" ) 3 02+140

                                                                            FIGURE 3

             FT. SUMTER

                            -14

                                      'HOLE"
                              SUBMERGES--

                  o,~~~,o
                  CO~'
                      7: )+36
                           -28
                (0~~~11

             0

           Lighthouse

                                                     lo

    Charleston Entrance

           1895-1921

       Erosion /Deposition
     (All volumes X1 etr
                     41~~~~~~~~~~~ /

          I~~~ 0          Km                   /,+168
                     d~~~~~~~~ ,o

                                               /  EROSION (offshore) 300-123
                                                   DEPOSITION      32811
                                                                  - 95
                         ~~~~~~~~~~~~~~~~FIGURE                               3B

                                  9~~~~~~
               FT. SUMTER

                                   30+84
                                     -69
                                              HOLE"
                                    SUBMERGED15
                                 0~~~~
                            I27

                        4            47  \ +3
                          I                      \o \
                    /-  I                          " 0

                  ~~~!I~~I

               Oi
                1 327+7

                         -0
                  I   /

                  I  /

    Lighthouse Ck. '2
                  \\~~~~~~~~~~~~~~~ \

    Charleston  Entrance0J

             1921-1964

        Erosion /Deposition
     (All volumes  XIO4 meters3)
                   0          1Km           0                                             +89
                       ~ I :               -~- -0 \0             EROSION_(offshore)  1 26-64
               Figure 30                                          DEPOSITION(") 4O6- 8

                                                                               FIGURE 3C~

                     SULLIVAN'S  ISLAND(

                        -3~~~~1

          +3~~

           ~~94-192

                           EROS/O~~~~~~~N(7YodDEOR/THO(7
                                 A/I volumes x/O~ meters
    CUMM~~~~~~~~~I N                0GS

                                       ~~~~~~Figure 3D

                           *~~~~~~~

                                                       ,~~~~  ~~~     -, 0.- ,oo

                                              74- Figure 4A

                                               ' - ~~STONO INLET

                               N,0   6 7 +  6  ~1862-1921   EROSION/DEPOSITION VOLUMES

         KIAWAH          /      "':.',,'0"x. EROSION . ..DEPOSITION
                                                           -7 0_
                                                                          o/~~~~o

                                            -~~~~~~~~             -71
                       f, /,~        N                Ci ' ",,

                                      ' ",,.9)

                                      -///   65I ~  ', '~-
                                          - 0'0 1   x   .~.  /7~,0
                                            V--U- - -

                           \~..-,o          ,        o/
                                   -~   439+8 c                              Figure 4A
                                        L� o o, ~STONO INLET

                               N    67i"6               1862-1921   RSO/DPSTO    VOLUMES

                            \h -
                                 S~~ ~ ,' ,
                          \ I AWA H   ~ :                     EROSION----              DEPOSITION.

                                    K I A H,        o, /  \

                                              _   \ \
                                 4,
                                        c~~~ I~~ '~~~              Al  volumes    xIO    meters)
                                   I                      I                                    2Km
                                  x ~   -6      , N .
                                      o~ D~ I+I I~ -    I                            _______

                                                I  / "
                                   oo \

            -rl~~~~~~~~~~~~~~ -65
    o 1
    0�
    CD
    P1
            p~~~~~~~~~~~~~~~~~~~~~-

                                  IZZ~~~~I
                                 4A5   -o  00

                                             00
                                  0 60- _ 53

        KIAWAH
                             498
             ISLAND       334-84        '                                             Figure 4B

                                        \\\ \su\\  34_                       STONO    INLET

                                                               1921-1964 EROSION/DEPOSITION  VOLUMES
                ZO7-45    I47o
                                ~~~~~~~\1I 4c!
                              K d 0~5y~b;3;                           EROSION-                 DEPOSITION-
                                                                         +185                       --+261
                                       /        /4502  151                                      880220
                             S.C  JI       o

                                      '-9                                  (All volumes  x104 meters3)
                                                                           I     0                   2Km
         -                 4~~~~~~30

    m
                            ra~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~r

                                                        7 q,411 1   L-    N ~YI~
                                                                            C/Y~~~~~~~~~~~~~

                                                               KNo Monnw

                                                                                                Figure 5A
                                                                                       CHARLE-STON1

                                                            F 5       ~ -/ARBOR1 AEJV77RANCE
                                           ~~~~ I V    2             4                          RLF~k~O

                                                      /~E,5            /             CURI'RENVTS

             FOLLY ISLAND    ~          I                        I              LL)L)\UEBB(Hand FLOOD(F) average
                             F.23           /  (                                    velocities in cm/sec.

                                                                              RESULTANT(R) velocities in cm/sec.

                                                                               Shoreline ond bathymetry from 1964 surveys.
                                                                                 MI-   isoboalh interval is 6.

                       C                                                           *~~~~~~~~~~~~~~~~~~~~~~~~~3 Station location and number
    1                                           (,, H                                   tfteciw   so1nd movinq  res.ultant
                       CD ~~~~~~~~~~~I                                                    0       -     2Km
                                                                                                                         11i111t SA

                                                                                    MF/

                             F43       I

                              I    7      *27/

                       KEY~4
                       ~~~F~~~2
                 E,2       0.4

    KIAWAH ISLAND                                                          Figure 5B
        7  E,2                            )~vme� t           STO/VO              INLET

                                                                 PEG/-ON

           *            9                               BOTT7-O7M 77DAL

           in  ~ ey "       /                                CURRENTS

                                                      EBB(E)and FLOOD(F) average
                                  .25
                  24              No Movemeni               velocities in cm/sec.

                                                    RESULTANT(R) velocities in cm/sec.

                                                    Shoreline and bathymetry from 1965 surveys
                                                      miw --, isobath interva is 6.
                                                          05Station location and number
                                                        MF  Moiturictior  of mete,
                                                                 0         ~~~2Km

                                                                                    FIGURE 5B

                            COLE ISLAND                                             ? '

                      FF.I17/ STONOt
                                                    --f 4\ -Z

                      '~'RIVER             >.X 2 7     BIRD KEY   .Figure 5C
                                              WT  ,  0 ; /  N                       L Y' FP/yEA

                                                                    Fa  6 0 7BOTTOM  TIDAL

                                                            '  �                CURRENTS
                         KIAWAH ISLAND
                                                                           EBB(E) and FLOOD(F)  average
                                                //  <~ \velocities  in cm/sec.

                                               t/                            RESULTANT(R) velocities in cm/sec.

    Ec                                                                         Shoreline and bothymetry from 1934 surveys.
                                                                              mlw - -. soboth interval is 6.
    ml                                                                         I             O             IKm
                                                                              12 Station location and number.
                                                                                                             FIGURIE C

    0

                  ATTACHMENT C-2

    0

    Attachment C-2 is an account of the Coast Guard's beach
    erosion problems on the east end of Folly Island and that
    agency's efforts to control this erosion. Attachment C-2
    includes an article entitled "Folly Island Loran Station
    Embattled" which was written by Mr. B. S. Brown, a civil
    engineer for the Seventh Coast Guard District in Miami,
    Florida. The. article was published as part of the July-
    August-September 1974, Edition No. 184 of the Dpartment
    of Transportation, _Coast Guard Enqineers Digest (CG-133).
    Also included in Attachment C-2 is a follow-up letter dated
    2 April 1976 giving an updated status report of the beach
    erosion problem at the Loran Station.

    FOLLY ISLAND LORAN

     STATION EMBATTLED

                                     MR. B. S. BROWN
                                 Civil Engineering Branch
                               Seventh Coast Guard District

    It would appear strange that a peaceful Coast Guard Station engaged in a mission to provide
    electronic navigational assistance to mariners, should be engaged in a battle for its life. Yet
    since 1962, this has been the case. Its adversary has been, is, and will continue to be tough,
    persistent, unpredictable "Mother Nature" herself, who appears determined to destroy the
    station. The principle weapon in her arsenal (her most potent being hurricane driven seas), is
    the winter northeast storm which usually produces massive beach erosion along an
    unprotected beach. Words such as usually, probably, possibly abound when describing beach
    erosion processes, as the various controlling forces and conditions.

              peristntunpeditabe "othr Ntur" hrsef,  ho  ppers  etemind t  detro  th

    are many and changing--such as current patterns and velocities, direction

    of sea and wind, intensity and direction of storms, shifting of offshore

    bars, etc. The best procedure in battling beach erosion is to formulate

    a general overall plan with a probable construction sequence, but to be

    ready to modify them when required to meet a particular assault of nature.

    The battle was joined in the fall of 1962 when the high water line reached

    the easterly guy anchor threatening destruction of the main Loran Trans-

    mitting Tower (See Figures I and 2 showing the sea advancing toward the

    easterly guy anshor). To combat this threat, the first significant

    emergency measure, the construction of two creosoted timber groins (which

    straddled the threatened guy anchor) was begun in October, 1962. However,

    before the first groin was half completed, a northeast storm eroded the

    beach, and moved the high water line approximately 20 feet behind the guy

    anchor. The groin construction was halted, and the contractor was directed

    to drive a circular sheet steel cofferdam. around the anchor block to pre-

    vent it from being undermined. He completed this in the nick of time.

    Shortly after its completion, a second northeast storm removed sand from

    around the sheet steel cofferdam so that at high tide, there was a water

    depth of 3 feet adjacent to the cofferdam. But the guy anchor was now

    safe. (See Figure 3 showing the high water line beyond the sheet steel

    encased guy anchor, and the half completed northerly groin.) The con-

    tractor then proceeded to complete the construction of the two groins,

    with the inboard terminal ends apparently well anchored into the sand

    dunes behind the high water line.

    FEBRUARY 1959                           FIGURE I

      MAY 1%?2                              FIGURE 2

    DECEMBER 1962                           FIGUJRE 3

    OCTOBER 19603                          FIGURE 4

    .      ~~DETERMINATION OF COAST GUARD TENURE AT SITE

           In April, 1962 (following a STRUCTALT which approved the first emergency

           measure to combat erosion described hereinabove but prior to the contract

           award), the District requested advice from the COMMANDANT concerning Coast

           Guard tenure at the site, having heard of long range plans to phase out

           Loran "A" Stations in favor of Loran "C." Obviously, a most significant

           planning factor for the erosion control project would be the length of

           time that protection would have to be provided. The COMMANDANT's reply

           was that the future of Loran "A" Stations appeared to be in the order of

           ten to fifteen years of additional service. The temporary protection in

           the approved STRUCTALT should be provided, and an AC&I project prepared

           for more permanent protection. This direction was followed with the

           first result being the construction of the above described first two

           groins at the station along with preparation of an AC&I project.

           PROPOSAL TO RELOCATE SITE

           During the development of the AC&I project, it became apparent that a

           considerable sum of money (estimated at $450,000 in 1962 dollars) would

           be required to provide the 10 to 15 years protection required. If a

           longer tenure became necessary, another substantial expenditure of funds

           would be required with the ultimate outcome far from certain. The

           principle reasons for such uncertainty are the combination of conditions

           tending to accelerate erosion along the east coast of the United States

           in general, and at Folly Island in particular, such as:

         a. The damming of rivers on the eastern side of the Appalachians.

    --Sand formerly transported to the ocean from regions in the interior

    is now deposited in the dam reservoirs. The silt picked up downstream

    of these dams in reduced in quantity and grain size and thus is less

    effective in building up the beaches.

        Ib. The more rapid rate of erosion on beaches having small grain

    size alluvium.--These materials which are now deposited on the beaches

    under favorable conditions are of such small grain size, that when

    unfavorable conditions occur, such as winter northeast storms, or rough

    seas accompanied by unusually high tides, the shoreline erodes at a con-

    siderably faster rate than when the beaches were composed of coarser

    sands.

         c. The construction of jetties and man made inlets.--Such types of

    construction, along with natural inlets, act as barriers to littoral

    drift causing erosion on the downdrift side of such barriers.

         d. The alternate erosion and accretion of beaches near inlets

    associated with migration of the bar channel.--Littoral accumulation on

    the offshore bar forces the ebb tidal channel closer to the downdrift

    shore causing erosion and shore recession of the adjacent beach. As

    this bar continues its downdrift enlargement, a critical constriction of

    the bar channel occurs forcing a breakthrough on the updrift portion of

    the bar closer to the inlet, shifting the tidal channel through this

    breakthrough. The portion of the bar downdrift of the new channel is

    then free to move shoreward under the influence of wave action, and the

    downdrift shore experiences an interlude of accretion. While this

    process would appear to neutralize itself, it has two detrimental

    effects. First, there is an overall net loss in the process, as much

    of the downdrift littoral material accumulated on the offshore bar is

    lost either in bays inland of the inlet or in deep water beyond the

    inlet from regular tidal flow occurring during this cyclic process.

    Second, during the part of the cycle that forces the ebb tidal channel

    closer to the downdrift shore, erosion control structures, such as

    groins, are in danger of being undermined as the shoreline recedes.

    The District, therefore, recommended that a new site be selected and the

    station relocated. The COMMANDANT concurred with this recommendation,

    and a site survey for a new location was undertaken. It appeared that

    the battle to save the'station would be abandoned due to the uncertain

    outcome and the high costs involved in resisting nature's relentless

    attacks.

    CONTINUATION OF CONSTRUCTION OF EROSION CONTROL STRUCTURES

    Meanwhile, while the site survey was underway, the assault on the shore-

    line continued. Both groins were flanked by the sea, which called for

    quick remedial action. Since time is of the essence'in meeting such

    attacks, a negotiated contract was executed in the summer of 1963 to

    extend without delay the northeasterly groin 120 feet inland, and to

    construct a 43 foot wing wall at right angles to and centered on the

    southwesterly groin (Figure 4). This wing wall was an attempt to dis-

    courage flanking action of the southerly groin, while the extension of

    the north groin inland was for the obvious purpose of again blocking the

    flanking attack of the advancing sea. Both of the two items of this

    negotiated contract were very temporary in nature. The sea again flanked

    both groins following the first northeast storm of the 1963 winter season.

    It became apparent that in this situation, with little ground remaining

    to retreat, a line would have to be drawn beyond which the sea would not

    be permitted to advance. A marginal timber bulkhead interconnecting the

    groins and proceeding southerly was the method selected. -With regard to

    the northerly groin, it would have to extend westerly as far as necessary

    to prevent flanking action of the sea, and to serve as the anchor structure

    of the remaining work to follow south of it. This anchor groin must be

    protected against undermining or flanking at whatever cost if the continuing

    project were to have any chance of success.

    A contract was executed in October, 1963 to fulfill these concepts, and

    the contract was successfully completed. It consisted in the construction

    of a 644 foot long creosoted timber bulkhead interconnecting the two

    groins, a 300 foot more or less long southerly bulkhead extension tied to

    the southerly end of the wing wall, and a 200 foot long landward extension

    of the no rtherly anchor groin (Figure 5).

    RESULTS. OF SITE SURVEY

    In March of 1964, the site survey to relocate the station was completed,

    and several substitute sites were recommended in a comprehensive report

    submitted to the COMMANDANT. Their review of the site survey, joined

    to an evaluation of the work already completed at the Loran Station, i

                           WIN

      MAY 1964                            FIGURE 5

    NOVEMBER 1969                          FIGURE 6

            resulted in the following decision: there was insufficient justification

    *       ~~for the purchase of a new site; the station was to remain at the present

            site until -it was determined that its destruction was certain. The battle

            was resumed.

            FURTHER CONSTRUCTION

            During the fall of 1964, the assault of nature was now directed against

            the southern end of the existing system. The northerly anchor groin

            appeared to be holding firm, and the beach had stabilized between the

            groins. However, erosion south of the then southern terminus threatened

            flooding of the station. Thi's threat had to be miet at once. In December

            .1964, a contract was entered into to extend the existing bulkhead 100

            feet southerly, and to construct a 200 foot groin a few feet from the

            new existing southern bulkhead terminus. This construction succeeded

            in its immediate aim, but made it painfully apparent (as was recognized

            in the beginning of the project in the development of the initial AC&I

            Report) that there would be a continuous danger of losing the lone Station

            access road unless the Coast Guard completed their system to the south

            AND the State of South Carolina would continue their groin field northerly

            to meet the Coast Guard's groins to form one unbroken system. Preliminary

            contacts with the State provided assurance that they were planning to do

            just that, but the time of construction would depend on priorities and

            availability of funds. The cooperative effort between Coast Guard and

            the State of South Carolina to join their groin fields had been initiated.

    Although the northerly anchor groin was holding at this time, it was

    fully expected that the forces unleashed by the winter northeast storms

    would.compel additional work on this groin.

    For the next few years, the erosion continued, but slowly, with no need

    for immediate action. However, this relatively placid condition evapora-

    ted in the late fall and early winter of 1969. On November 1, 1969 a

    strong northeast storm accompanied by unusually high tides caused extensive

    erosion all along the beach with a particularly large beach loss southerly

    of the then southerly terminus of the existing bulkhead. The ocean had

    advanced considerably closer to the access road, as well as undermining

    the southerly end of the marginal bulkhead. (See Figure 6.) While

    arrangements were made to fund the construction of the remaining southerly

    extension of the groin/bulkhead system, the State of South Carolina was

    again contacted at this critical juncture concerning their intentions to

    extend their groin construction up to the Coast Guard property line. They

    advised that they woulId complete their groins to meet the Coast Guard's

    planned southerly groins to form one unbroken groin field with the Coast

    Guard's system.

    Fortunately, the Station weathered the remainder of the 1969-1970 winter

    season with only minor additional beach loss. In the summer of 1970, a

    contract was executed to complete the Loran Station's southerly groin/

    bulkhead system. The State, true to their assurances, completed their

    groins northerly to meet the Coast Guard system. With the arrival of

    the 1970-1971 winter season, a single unbroken groin field was in place.

    The immediate threat to destroy the lone access road has been removed.

    .      ~~THE ATTACK SHIFTS NORTH

            With the attack in the southerly portion of the Coast Guard beach blunted

            by the completed Coast Guard/State groin field, the expected assault began

            in earnest against the northerly anchor groin, beginning slowly in the

            1970-1971 winter season, and increasing in intensity during the 1971-1972,

           winter season. As a stop-gap measure, PVC-coated sand filled nylon bags

            were installed using Coast Guard personnel in the fall of 1971 to extend

            the bulkhead/groin system northerly of the anchor groin. (The remnants

            of this work can be seen in Figure 7.) But this measure was insufficient

            to stop the erosion north of the anchor groin. Reports from the station

            during the 1972-1973 winter season, which was monitoring the beachside

            erosion, indicated that the winter northeast storms had once again flanked

            the northerly anchor groin along with extensive erosion north of and

            adjacent to the northerly side of this groin. Over 100 feet of beach

            depth had been lost in this location during the single 1972-1973 winter

            season leaving the station vulnerable to flooding should no corrective

            action be taken during the summer of 1973.

            RECENTLY COMPLETED STRUCTURES

            In view of the condition of the northerly anchor groin, and the beach

            northerly of it, it was considered imperative to extend the flanked

            groin landward, and to take measures to insure that the northerly anchor

            groin would not be undermined. Particularly dangerous was a channel

            of deep water that was approaching the groin following the extensive

    MAY 1974                                  FIGURE 7

    MAY 1974                                  FIGURE 8

    1972-1973 winter season beachside erosion. This deep water had to be

    diverted away from the groin to prevent undermining of the anchor

    groin.

    The last contract work begun in the summer of 1973 and completed in

    March 1974 consisted principally of the following items:

         1. The flanked groin was extended back terminating at the low

    lying marsh land along the westerly edge of the station. This structure,

    it is believed, will end the flanking threat as long as it remains

    intact. Should wave action now follow the groin, it will flow back intp

    the low lying marsh land, dissipating its energy there, and return back

    to sea through the many creek-like tributaries leading into ocean

    connected Lighthouse Inlet lying north of the Station.

         2. The outboard end of the anchor groin which was damaged by

    marine borer action, and subject to scour was reinforced with stone.

    This reinforcement, by sealing the end of the timber groin, will greatly

    diminish further borer damage, and will additionally prevent scour by

    presenting a sloped surface to storm waves to dissipate their energy

    harmlessly and without scour. The outboard end of the groin adjacent

    to the south was similarly repaired, and for the same reasons.

         3. A 150 foot long stone "Training Wall" was constructed approxi-

    mately along the northerly extension of the interconnecting marginal

    bulkhead. This structure has been successful in "training" the ebb

    tidal currents to flow further away from the anchor groin as well as

    to protect the portion of the groin inboard of it from wave action. To

    be more effective, it was originally planned to have this structure

    attain a length of 400 feet, but was constructed to its present length

    due to funding limitations. Observing the beneficial effects of this

    training wall, a second one was constructed along the berm line to protect

    the inboard portion of the groin should northeast storms again erode the

    beach north of the anchor groin.

         4. The face of the groin seaward of the outboard training wall
    was armored with stone, in addition to protecting this

    exposed portion of the groin, the armor (in a manner similar

    to the reinforcement at the outer end of this groin) will diminish marine

    borer damage, and reduce scouring action adjacent to the groin.

         5. Finally, sand from recently formed dunes southerly of the groin

    that formed following the construction of the interconnecting bulkhead

    was used to restore in part the eroded beach between the training walls.

    It is this area that will serve as a depository for sand nourishment

    when required.

    SAND NOURISHMENT

    Very early in the planning stages it was recognized that should the

    Coast Guard and the State complete their groins to form one unbroken

    system (a cooperative effort that was implemented successfully as

    described herein), the continued expected loss of beach and sand dunes

    northerly of the northerly anchor groin would still present a problem

    to be faced. Eventually, sand to replace the beach and dunes lost from

    northeast storms would undoubtedly be required if the Coast Guard Loran

    Station continued to remain at the present site over an extended period

    of time.

    In a recent Beach Erosion control study (circa 1967) made by the Charleston

    District Corps of Engineers, it was determined that at the north end of

    Folly Island, there was a net rate of loss of beach sand requiring an

    annual replacement of approximately 9100 cubic yards. Their recommendation

    was that a five year supply of sand be deposited at the north end of Folly

    Island using the shoal area north of Lighthouse Inlet as a source of

    material. (This shoal area can be seen in Figure 8.) This recommendation

    was considered in a 1969 AC&I project (which also included the construction

    of the groin/bulkhead system at the southerly end of the Station and

    which was constructed as described herein), but was never accomplished due

    to the high cost of this item. Inquiries with local hydraulic dredging

    firms indicated the cost for such sand transfer across the inlet would

    approximate $100,000, about double the original estimate. A less costly

    method of nourishment was desired.

    It is believed that the training walls, installed in the last construction,

    will trap some sand adjacent to the groin which will reduce the need of

    nourishment. However, periodic sand nourishment will undoubtedly be re-

    quired. Since the construction of the interconnecting bulkheads as noted

    previously, a natural development of sand dunes has formed southerly of

    the northerly anchor groin, almost completely covering several Coast

    Guard groins. To augment this natural formation, a pilot project of

    sand fences was installed to induce further sand dune formation.

    (These fences can be seen in Figure 7.) When the need for nourishment

    arises, it would be relatively inexpensive to move these sand dune to

    the area between the training walls to serve as sand replacement and

    nourishment. Sand fences could then be reset to again produce sand dunes

    for further nourishment as required. Should Loran "A" Stations be phased

    out in the near future, it is hoped that this source of sand will be

    sufficient to meet requirements. In any event, the planned foregoing

    method of nourishment will be attempted before expending approximately

    $100,000 for sand transfer by hydraulic dredge.

    CURRENT EVALUATION AND FUTURE OUTLOOK

    At the start of the last contract work begun in the summer of 1973, the

    inboard end of the northerly anchor groin which was flanked by the sea

    was so seriously undermined that it was on the verge of collapse. There

    is no doubt that had this last contract work not been begun this summer,

    the inboard end of this anchor groin would have collapsed under the

    force of the winter northeasterly storm seas, and the. Station would have

    experienced flooding. The current condition, though a vast improvement

    over its pre-1973 contract condition, will still require upgrading. To

    better induce ebb currents to flow away from the groin, and to improve

    its ability to protect the inboard end of the groin, the outboard training

    wall will need to be 'lengthened. The armor stone protecting the exposed

    portion of the groin will need to be maintained. Stone reinforcement of

    the outer end of the anchor groin will need to be extended to diminish

    marine borer damage. Stone armor will need to be placed on the northerly

    side of the anchor groin between the training walls should scouring

    occur in this area. The lengthening of the outboard training wall should,

    however, diminish this requirement. And finally, sand will undoubtedly

    be required for replacement and nourishment to be deposited on the north

    side of the anchor groin between the training walls.

    In spite of the best of plans and prognostications, the unpredictable

    and potentially enormous forces of nature, such as those attending a

    hurricane passing close offshore, or crossing Folly Island, could change

    the entire outlook. Even with the more predictable storms, tidal flows,

    longshore currents, etc., vigilance and timely action will be required

    to continue the battle fought successfully thus far.

    The story of embattled Folly Island Loran Station has not yet ended.

                             ABOUT THE AUTHOR

        Mr. Brown graduated from the U. S. Coast Guard Academy in June 1944
    and obtained his Bachelor's Degree in Civil Engineering from the University
    of Miami in June 1956. He served in both line and engineering duty while
    on active duty in the Coast Guard and subsequently worked for the Dade
    County, Florida, Engineers prior to joining the Seventh Coast Guard District
    Civil Engineering Branch in March of 1957, in which office he serves as a
    senior Civil Engineer. He is a Registered Professional Engineer and Land
    Surveyor in the State of Florida.

    j . i!      D ID IID    D !     DD

        i~. ; "     ||| D 1
    l~~~~~~~~~~l il:!i! ~ ~ l,:la
    -ii~      i i ! !;-- ! ?-  ii?    ~a

              8    111 1110 . v~~~~ECLSUE
              ~8~i ~ ~ ;~.~i~?~li~iii"~'~iENCLOSURE 1

        SECTION D

    MATERIALS INVESTIGATION

                        0MATFRIALS IIIVESTIGPTIOI4
                           TABLF OF CO!TENTS

    LTEM                                                PAGE No,

    METHODOLOGY                                           D-1
    NATIVE BEACH MATERIAL                                 D--3
    BORROW MATERIAL

    ADJUSTED FILL FACTORS AND RENOURISI SMENT
     FACTORS OF BORROW MATERIALS                         D 5

                             LIST OF TABLES

    fIlL            TITLE                       FOLLOWING  PAGE '10,

    D-1     MEDIAN GRAIN Si E OF SURFACE SAND SAMPLES   (ON) P-3
               LOLLECTED ON fEACH PROFILES
    D-2     BORINGS AND COMPOSITED SAND SAMPLES            .-4
               COMPRISING EACH SIEVE ANALYSIS OF FOLLY
               BEACH BORROW SITES
    D-3     TEXTURE AND SEDIMENTARY PARAMETERS OF                 P.-4
               CHARLESTON OFFSHORE APPROACHES

    D-4     MATCHING OF BORROW PLIERIAL WITH NATVE BEACH SAND       -5
              TO DEBIVE AwDgSTED FILL FACTOR IA AND RENOURISH-
              MENT I'ACTOR (j)

                             L IST OF FIGIIPRES

    ln Q                 TITLE                       FOLLOWING PAGE N1O,

    D-1     LOCATIONS OF BORINGS AND POSSIBLE BORROW AREAS        D-1
               NEAR FOLLY BEACH
    D-2     OBSERVED CURVE AND FbiTTED PHI-NORMAL                 D-2
               LURVE, bORING r10. 1, COMPOSITE OF
               SAMPLES 1, 2j, ? 3

    D-3 THROUGH D-9    FOLLY RIVER DRILLING LOGS                   D-4
    D-10 AND D- l        LIGHTHOUSE CREEK DRILL HOLES              D-4
    D-12 THROUGH D-l1  STONO INLET DRILL HOLES                    n-4
    D-15 AND D-16        LIGHTHOUSE INLET DRILL HOLES              D-41
    D-17    LOCATIOnr  OF SCOOP SAMPLES TAKEN IN CHARLESTON        Dl-4
               H!ARBOR AND APPROACHES (1Q14)
    D-13 THROUGH P-53  GRADATION CURVES                            D-6

                                SECTION D

                       MATERIALS INVESTIGATION

    1.  Field sampling of insitu soils was made to determine the nature
    of the beach materials, and the suitability of borrow material for
    use as beach nourishment or dune construction. Location of sampling
    points are shown on Figure D-1. Samples were sent to the South
    Atlantic Division Laboratory at Marietta, Georgia, for analysis.
    Laboratory results are shown in the back of this Section, (Figure
    Nos. D-20 through J-60). Evaluations of compatability of sands
    allocated for beach nourishment or dune construction are based on
    grain size, expressed in equivalent phi values, of samples as obtained
    in the field without having first removed shell fragments.

                               Methodology

    2.  Using the procedure developed by James 1/ one can
    estimate the volume of borrow material required to produce one
    cubic yard of stable sand on the beach, after natural sorting and
    winnowing processess. In assessing the various borrow materials (sands)
    for use in nourishing Folly Beach it is useful to make matchings of various
    borrow samples with various native beach material (the sand found on the
    beach). Basically what is compared is the grain-sized histograms of the
    sand to find if the borrow material is generally coarser or finer than
    the native material. By matching these samples an estimate can be made of
    the "fill factor" and the "renourishment factor". The "fill factor" is
    the number of cubic yards required to satisfy the requirement for one
    cu. yd. of additional native beach material, in order to make allowance

     1/ James, William R.,"Technioues in Evaluating Suit;iliy
     of Borrow; Material for Beach NQu- Kment,,  e
     No. 60,    S. Army Coastal  ,glerc Ti                           1975.

                                                                " , idi -x 1
                                                                    D-1

                           COASTAL ARE A
    .DUNE          BEACH OR SLOPE-

                                          I-   BERM  FORES"DF~~~~d  INSHORE    ZONE  OFFSHORE~~~~_                 If

                                                BERM -(I FORE~~~~~~~~~~~~~~SIH                                          ORE SLORPNG

                                                NOT~~~~~~~~~~~~~~~~~~~~ STO   SCALET

                                                            N                  V                               ~~ ~~~~~~~~~~~~R FOLLY RIVER
                                                                          s                                  ~~~~~~~~~~C LIGHTHOUSE CREEK
                                                       '10s                                                   ~~~~~~~~~~~~~~~L LIGHTHOUSE INLET
                                                        ~~~~~~~~~~ ~~~~~~~~BORROW AREAS

                             ~~-STONO"~~~~~~SQ>~~~~                                                         LOCATIONS  OF  BORINGS
                                            N  .1                                                                      ~~~~~~~~~~AND
                                 N                                                                        ~~~~~~~~~~~~~POSSIBLE BORROW AREAS
                                               N                                                                     ~~~~~~~~~NEAR

                                                                                                         FOLLY BEACH

                                                                                                        SOUTH CAROLINA
                                                                                                               (NOV. 1976)
                                                                                                                    cr-fI IDP' n_

    for the fact that the borrow material will lose some of its finer material
    during hydraulic placement and immediate reworking. The "renourishment
    factor" is the rate at which borrow material will erode relative to
    native beach material; it is used to determine how often the beach will
    have to be renourished if a certain   borrow material is used.
    The location of the possible borrow sites are shown in Figure D-i.

    3. Equivalent phi parameters.' The criteria developed by James (1975/
    uses equivalent phi values of grain sizes which are computed as the
    negative logarithm to the base of 2 of the grain diameter in millimeters:
                                      0 = -log2 d                    (i)

    When plotted on probability paper, the curve for most beach sands
    will approach a striaght line. Because of this characteristic,
    _o.Th1utations are made on the basis of a straight line drawn through
    the 16 and 84 percentile points on the phi plot as shown on Figure
    D-2. Phi parameters evaluated were computed as follows:

        a. Mean diameter. The phi mean diameter of grain-size
    distribution where:
                 M= 084 + 0 16
                           2

        b. Standard deviation. Phi standard deviation is used as a
    measure of grain size sorting in the sample and is computed using
    the formula:

                     4= (8   -16)/2

    In the case of perfect sorting, the phi standard deviation is zero.

                                                                 Appendix I
                                                                 D-2

      ASTM SIEVES -  NO. 10   NO. 20      NO.40   NO.60  NO. 100   NO. 200
      mm SIZE       2.0    0.84            0.42    0.25   0.749    .074062 DS3.044 .03125

                                                             J  /

                                                           /                  0o

                                                                084= 3.15

                                                     /,'

                                                  1/

                                                 //FIT ED
                                               P/i-- 2.iA5 E
                                           iFITTED                              0

                           OBSERVED                           RAN

          BORING  IO                                                                4 COM P O S I T E LOF SAMPLES 1.2,EM3
                                                                  FIGURE D-2
                                                                            .
                                                                            o

                                                                            o

         -2        -I         0         +1        +2        +3        +4         +50
            |GRANULER   UCOARSE | COARSE  |ED.SAND  FINE SAND | V.FINE SAN.D SILT OR CLAY

                             WENTWORTH SCALE

    OBSERVED CURVE AND FITTED PHI-NORMAL CURVE
     BORING NO.4                COMPOSITE OF  SAMPLES 1,2,&3

                                                              FIGURE D-2

                         Native Beach Material

    4. Samples were taken at three stations, shown on Figure D-1,
    to establish the composition of existing or native beach material.
    Sample points on the beach profile were at the dune face, mid-berm,
    foreshore slope, and mean low water. A representative beach sample
    was selected at each station for the purpose of comparing native
    beach material with material from several possible borrow areas.
    All the beach samples were well-sorted medium and fine grained sands
    having median grain sizes of from 0.14 to 0.19 millimeters (2.80 to
    2.40 phi units). For the sand samples co-lected along beach profiles,
    the median grain sizes in millimeters and equivalent phi values are
    shown in Table D-1.

                                TABLE D-1
                Median Grain Size of Surface Sand Samples
                       Collected on Beach Profiles

    Beach                                   Foreshore      Mean Low
    Profile    Dune Face    Mid Berm          Slope          Water    Average
    Station    mm      0     mm    0        mm    0        mm   0       mm

    50+00 S   0.15   2.75  0.18  2.50   0.16  2.60    0.15  2.72  0.16  2.64
    10+00 N   0.16   2.62  0.15  2.70   0.19  2.40    0.15  2.75  0.16  2.62
    90+00 N   0.14   2.80  0.15  2.70   0.14  2.80    0.16  2.65  0.15  2.74,
    All
    Stations  0.15   2.72  0.16  2.63   0.16  2.60    0.15  2.71  0.16  2.67

                                                               ADnendix 1
                                                               D-3

                             Borrow Material

    5.  Borings and samples tested are listed in Table D-2.
        a. Folly River. Seven holes, Nos. IR to 7R in Figure D-1,
    were drilled in Folly River to obtain soil samples for comparison
    with native beach material to determine compatibility. Samples
    were obtained with a splitspoon sampler. Drilling logs for holes
    made in Folly River are presented in Figures 0-3 through D-9..
    Samples were tested and were classified as fine sands, of the type
    that would be suitable for beach nourishment purposes.
        b. Lighthouse Creek. Two holes, 8C and 9C, were drilled in Light-
    house Creek. Boring logs for the holes are displayed in D-10 and
    D-11. Materials encountered were classified as organic, silty,
    clayey, and very fine sand. These would not be suitable for nourish-
    ment of the beach.
        c. Stono Inlet. Holes numbered IDS, 11S, and 12S were drilled
    in the shoal adjacent to Stono Inlet channel just offshore from
    Bird Key Island. Drilling logs were displayed in Figures D-12, D-13,
    and D-14. Materials in this shoal would be suitable for beach
    nourishment purposes.
        d. Lighthouse Inlet. Two holes 13L and 14L, were drilled in
    Lighthouse Inlet. Drilling logs are displayed in Figures D-15,
    and D-16. Materials tested from these holes indicates that the site
    contains materials satisfactory for beach nourishment and/or dune
    construction.
        e. Maintenance dredging of Charleston Harbor Entrance Channel.
    More than one million cubic yards of sandy material is taken from the
    entrance channel to Charleston Harbor via hopper dredge each year.
    Surface scoop sample taken in the vicinity of the entrance channel
    indicate that this material is suitable for beach nourishment. However,
    no feasible means of transporting this material to Folly Beach have been
    discovered at this time so this areas was not further considered as a
    borrow source. Location of samples are shown on Fiqure D-17 and descrin-
    tive Darameters are listed in Table D-3.

                                                            Appendix 1
                                                             D-4 i

                                TABLE D-2
                       BORINGS AND COMPOSITED SAND SAMPLES
                        COMPRISING EACH SIEVE ANALYSIS OF
                           FOLLY BEACH BORROW SITES

    Analysis
      No.                           Soil Combinations for Analysis
                                                   Composite of
                              Hole No.             Samples Numbered-1/

      1    Folly River            4R                 1, 2, & 3
      2                            1R                1, 2, 3, & 4
      3                           2R                 1&2
      4                           2R                 3 & 4
      5                            1R & 2R           #5 from each
      6                           3R                 1& 2
      7                           3R                 3
     8                           3R & 4R            #4 from each
      9                           5R                 1&2
    10                            5R                3
    11                            5R                4& 5
    12                           6R                 3
    13                            6R                1& 2
    14                           6R                 4 & 5
    15    Lighthouse Creek       8C                 1 & 2
    16                           9C                 1, 2, 3, & 4

    17    Stono Inlet           10S                  1 & 2
    18                          10S                 3
    19                          11S                 1& 2
    20                          11S                 3& 4
    21                          11S                 5
    22                          11S                 6
    23                          12S                 1 thru 6, incl.
    24    Lighthouse Inlet    13L                   1, 2, & 3
    25                          13L                 4
    26                          13L                 5
    27                          13L                 6
    28                          14L                 1, 2, 3, & 4
    29                          14L                  5

    1/ For description of samples see following drilling logs.

                                                             TABLE D-3

                                               TEXTURE AND SEDIMENTARY PARAMETERS
                                                OF CHARLESTON OFFSHORE APPROACHES

                                                                So              Sk.        Max.
    Sample     Depth    Md in    050    Q25    Q75    Sorting Coeff           Skewness   Quartz (mm)    Shell1/        %Fines
      No.      in Ft.      mm      Md     mm      mm                                                                   <0.05 mm

    CH  1        12      0.12    -3.05   0.10   0.15         1.23                1.04       1.5             M            0.2
    CH  2        20      0.13      2.94   0.11   0.17        1.24                1.10       2.2             M            7.8
    CH  3        28      0.15      2.73   0.11   0.17        1.24                0.83       1.0              S           0.1
    CH  4        12      0.15      2.73   0.14   0.17        1.10                1.06       1.6              S           0.2
    CH  5        15      0.10      3.32   0.07   0.12        1.28                0.84       1.1              S           6.3
    CH  6        22      0.12      3.05   0.10   0.14        1.18                0.97       1.1              S          3.3
    CH  7        24      0.13      2.94   0.10   0.14        1.18                0.83       0.6             A            0.1
    CH  8        28      0.18      2.47   0.15   0.19        1.12                0.88       1.2              S           0.1
    CH  9        20       0.50     1.00   0.28   1.08        1.96                0.83       1.3              M           0.5
    CH 10        21      0.17      2.55   0.13   0.20        1.24                0.90       1.3              S           0.1
    CH 11        27      0.30      1.73   0.25   0.65        1.62                3.88       1.8              A           0.1
    CH 12        16      0.09      3.47   0.03   0.13        1.29                3.22       1.1              S         30.6
    CH 13        15      0.15      2.73   0.13   0.17.       1.14                0.98       2.1              S           0.5
    CH 14        21      0.18      2.47   0.16   0.22        1.18                1.08       2.2              M           0.1
    CH 15        27      0.15      2.73   0.13   0.19        1.21                1.10       1.6             M            0.8
    CH 16        31      0.90      0.14   0.40   1.05        1.63                0.52       1.8             A            0.1
    CH 17        15      0.15      2.73   0.13   0.18        1.18                1.04       1.4              S           0.1
    CH 18        12      0.15      2.73   0.09   0.16        1.16                0.60       1.2             M            6.5
    CH 19        21      0.19      2.40   0.15   0.25        1.29                1.03       1,7             A            0.1
    CH 20        29      0.09      3.47   0.08   0.13        1.28                1.28       2.0             M            2.0

    1/  Shell content by column:  S<5%, M=5% to 30%, A>30%

                                                                         TABLE D-4

                                             MATCHING OF BORROW MATERIAL WITH NATIVE BEACH SANDS TO DERIVE
                                                ADJUSTED FILL FACTOR (RA) AND RENOURISHMENT FACTOR (RJ)

                          BORROW MATERIAL                                                             BORROW MATERIAL COMPARED WITH AVERAGE
                                                                                                    NATIVE BEACH SAND (FROM TABLE D-1)

    Location           Analysis No    Hole No.        Mob                          t M                      Ra0n          Rj 2,
                                                             ________Mb                        M=b      (Quadrant)
                                                                                0On             0n

    Folly Beach              1            4           2.65      0.50           -0.0312          1.5625     1.20 (2)       0.50
                             6            3           2.47     0.72            -0.5937         2.2500      1.25 (2)      0.07
                             7            3           2.25     0.55            -1.2812         1.7188      1.03 (2)      0.12
                            10            5           2.72      1.02           +0.1875         3.1875      1.60 (1)       0.02
                            12            6           2.60      0.50           -0.1875         1.5625      1.15 (2)       0.50
                            14            7           2.32      0.37           -1.0625          1.1563     1.00 (2)       0.33

    Stono Inlet             19           11           2.72      0.42           +0.1875          1.3125      1.26 (1)      1.00
                            23           12           2.77      0.52           +0.3437         1.6250       1.40 (1)      0.67

                            24           13           2.50      0.30           -0.5000         0.9315      1.00 (3)       0.67
    Lighthouse Inlet       25            13           1.30      1.90           -4.2500          5.9375      1.20 (2)      0.02
                            26           13           2.65      0.55           -0.0312          1.7188      1.25 (2)      0.50
                            27           13           4.10      2.00           +4.5000         6.2500      3.60 (2)       0.02

                            28           14           2.40      0.40           -0.8125          1.2500      1.00 (2)      0.33
                            29           14           2.35      0.35           -0.9687         1.0938      1.00 (2)       0.33

     1/  Comparisons are shown for only the most promising 14 samples analyzed of the 29 samples taken from 14 bore holes shown on Figure D-1.
    2/   Using a  "RA' value of 1.20, one cubic yard of sand subject to sorting will require 1.20 cubic yards removal from the borrow area.

    3/   Using a "R   value of 0.50, the rate at which one cubic yard of borrow material will erode is one-half the rate at which the natural
         beach matejail will erode; thus using this Rj only o.50 cu. yds. would be required for renourishment for each cu. yd. of native beach sand lost.

                          I DIVISION                      IISALTO                                    SHEET
     0. 1q.1-LT-11 O      I  South Atlantic                I    ol  Bea..   S.            C         1O  I  S I4EETS
                    AZ.'. (_T                            ~~~~~11O. SIZE AND TYPE OF IT  1 3 /8'' 1D S~litsooon
        I'shen                                             Il. DATUM4 FOR ELEVATION SHOWN (TBM w MSL.)
      West  Bank Folly River.  Near Day Mark 1115"1f2. MANUFACTURER'S DESIGNATION OF DRILL
    3. FRILLING AGENCY                                         C- .  kdRic
                       rit I                                 I 13. TOTAL NO. OF OVER-  DISTURSED     UNDISTURBED
    4. HOLE NO. (Aa?.~  ..p o~-mgrn title        BURDEN SAMPLES TAKEN.;
      and fil  1t~J                              .                                         S0
    5. NA-ME oir DRILLER                                   14. TOTAL NUMBER CORE BOXES
       P. Rount ree                                        I'. ELEVATION GROUNDWATER       HLW
    S. DIRECTION OF HOLE                                                       !STARTED          I COMPLETED
                                                             16. DATE HOLE
      MJVERTIC AL  0IlNCI-NED ______DEG. FROM Vfr I                            i9 Nov,  1976    9 Nov. 1976
                                                            117. ELEVATION TOP OF HOLE      MLW   -2 .0I
    7. THICKNESS OF OVERBURDEN           18IO
             B. DEPTH DRILLED ~ ~        18.0 ITORCn  '18. TOTAL CORDC RECOVERY FOR BOR;NG
                  S.  DEPTH DRILLED INTO   R O C    K         _._u.TURE  -~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~t: iN3PECZT-0~~~~~~~~~~~~~~~~  ..J  N~rL..
    S.TOTAL DEPTHGOFHOLE                 180                    clville
                   I  I           ~~~~CLASSIFICATIC)N OF- LATERIALS  Co2~Dx CR                 REMARKS
    ELEVAh(iON1 -EPT4 LRCEOV1             (I~rpto)SAMPLE   (Drilling; tim,0 Ac- I.e., d-pfh .1'

           -2.0  0  b    c i                   d                           II4~1,13Iu green , sof,  wet,13
                               i  ~ ~     jl+.. ........l..~~I II..l                No CasinoJ Set             1
                      -.~~4i.4ri  fragmnents &Heavy minerals                                                    16-
                         -5.0  3    -1~~~~~~~~i~~~~                                 Begin drilling  0845            -
                   3 :1   ~      dense                                              End drilling   0949    48-
                                                                               2

                5 $p                                                                Jet To Top of Drives 57-

                                       10                                                                     ~~~~~~~~~31-

                                                                                                                 35-

         -20.0~~ I8      -       clayey,  increasing                                                           24

                               i8                                           ~~~~~~~~~~~5   39-
                       -         ~~~~BOTTOM OF HOLE 18.01                            BLOWS  PER FOOT-
                         -NOTE:Soils field classified                              ~umber  required  to drive
                              in accordance with  the Unificd                     I 3/811 ID splitspoon wI
                         -Soil  Classification  System.                             140 lb.  hammer  failing        -

                                                                                     Folly River Drilling-
                                                                                     Log No. I

                                                                                                     FIGURE D- 3

                                 1South  Atlantic       INSTALLATION                 HolE No       T

      TuRM.LING SuhAlanti Folly Beach. S.C.                                           O        0FI SHEETS
                 [I~~~i~~R57~~~~cT                      tO~1. SIZE ANOTYPE OF BIT 1 3/811 I D SDI itsooon
    ~-,o'jr ihm-npt                                     it. DA~T119 FOR EL EVAT!V SHiOWN (Tf!~.~z.
    rC-oCAT ION (Coo-dian.I at SI9dwQ)                     1W
    -WstBank Fol IIv R iver. Near Dav Mark "Il Y'  12. MANUFACTURER'S DESIGNATION OF DRlILL
     2.DRILLING AGENICY                                    Skid Riq CD-2
     Savannah District               1....... 3. TOTAL NO. OF OVEq-  . I TURBED               UNDISTURBED
    L4.440LE NO0. (A 6P-    cho,.nnigf1.8 Haf1URDEN SAMPLES TAKEN

                 5. NAME F DRILLE  ..--   #2R _____14. TOTAL NUMBER CORE BOXES   0-
     P. Rountree                                       15. ELEVATION GROUND WATER    M LW
    6. DIRECTION OF HOLE                                                 !STARTED         ICOMPLETED
       OVERTIC'AL MIZICLINED _______DEG. FROM VERT.  DIC  O.E              9 Nov.  1976  q!1 Nov. 1q76
                                                         I7. ELEVATION TOP OF HOLE    M LW  -4.3      ___
    7. THICKNESS OF OVERBURDEN                          18   OA  OERCVR O BOIN
                 S. DEPTH DRILL~~~~fl I~~119PI~II. SIGNATURE OF INSPECTOR
    S. TOTAL DEPTH OF HOLE            16.51.               Belville
                                 CLASSIFICATION OF MATERIALS   %   CORE t3OX OR          REMARKS
    ELEVATION DEPTH           LEEDOCJIQ?                       RECOV- SAMPLE  (Drilling time, -ale? Ioap. depth of
                                                                 ERY    NO.      .-afhedgjn.*l  if s~.ignilc .-
    -.4,.  C            d       i       .       -                       JAR                        B LOWS

                        -    SM-Blue green,  soft, viet,                       No Casing Se~t            12-
                              4  fine,  silty sand~w/shell                                               1
           -7. 3      3        ~~franmnents &heavy mineral           ~         Begin'drilflng 10:20 1.
          -7.3~~~~4 D e            ns                                          End drilling, 11:20 3

              5 -                                                        2    Jet to top 6f drives 46

                                         _  II                                                          ~~~~~~~~~~~~~~~~~56

                                        _                                                              ~~~~~~~~~~~~~~~~~~57-

                                       __  El                            3                             ~~~~~~~~~~~~~~~~~41-
                                        _  El                                                           ~~~~~~~~~~~~~~~~~50

                                                                          4                .57-
              15-

     -20.8  16. 5-                                                       56-
                              BOTTOM OF HOLE 16.51                               BLOWS PER FOOT:-
                       -   NOTE: Soils field Classified    -Number required to drive-
                            in accordance with the UnifieJ                    1 3/811 ID Splitspoon w/-
                      __   Soil Classification System.                       140 lb. hammer failing         -
                                                                               3011.

                                                                               Folly River Drilling-
                                                                               Log No. 2

                                                                                              FIGURE D- 4

                                           -~~. ~~      IN5TA~~~~LATIOH                      I~~SHEET1
      [ -fRILLING LLWlJ     South Atlantic                 Folly Beach. S.C.                 IOFI  SHEETS
    it. PROJECT                                        10. SIZE AND TY rE OF BI1T 1 3/~'  I D Sp I 'tSpo -n
     0Nourishment                                     -fl. -OATUM-FOR ELEVATION S11OWN M3,14  AFSL)
    2. LOCATION (Co.,dwaro. a or ~.cjmt)                  MLW                                        -
       Behind Bird Key, Near Day Mark "R1-1011    12. MANUFACTURER'S DESIGNATION OF DRILL
    3. DRILLING AGENCY                                    CD-2, Skid Ric,
       Savannah District                               13. TOTAL NO. OF OVER-  .OSUBD       jNITRE
    4. HOLE NO. (A. .hoo.~ ~ dring lJI.1                 BURDEN SAMPLES TAKENo
                   ar~~ We n.,,b.~~~I     #3            14. TOTAL NUMBER CORE B3OXES  0
    5. NAME OF DRILLER
       P. Rountree                                     15. ELEVATION GROUND WATER    U-
    6. DIRECTION OF HOLE                                                 !*TARTED         1COMPLETED
       CVERTICAL OINCLINED_______ DEG. FROM VERT. IS. DAT EHOLE            9 Nov.  1976    9 Nov.  1976
                                                         17. FLEVATION TOP OF HOLE   ML  - 7.0'
                  T. THICKNESS OF OVERBURDEN 18I. TOTAL CORE RlECOVERY FOR BORING                         S
    B. DEPTH DRILLED INTO ROCr         0.1       9     I. SIGNATURE OF INSPECTOR
    9. TOTAL DEPTH OFHOL~E            1.1Bli
     ELEVATION DEPTH LEGEND      CLASSIFICATION OF MATERIALS   %CORE leOX on            REMARKS
                                         (Doeoaplo             REcOV- ISAMILE  (fl,111jgtit.o~o o.. dpth of

                         -SM-Blue green,                                 15
                       I        ~~~soft, wet, fine,                           No Casing Set               2
                     -   0       silty sand with                                                        22-__
                      -          shell  fragments                             Begin drilling 12:55          -
                      -          & heavy minerals               -       2     End drilling    13:~43       .

                        -13.0   6   -                                         ~~~~~~~~~~~~~~~~Jet to top of drives   1 -
                         -Clayey,  increasing                                                            17-
                     -       ~~plasticity

                                                                                                           -19
                                                                           3

                                                                           4
     -20.5    13.5HOE1.PEFOT                                                                               -

                       -NOTE:Soils field classified                          Number required to drive-
                        -   in accordance with the Unifiei            I         3/811 ID splitspoon with _
                        _   Soil Classification System.            -1t40- bTb-hamm~r-fa 1-1i ng             -
                                                                                3011.

                                                                               ~Fol11y River Drillinig -
                                                                                Log  No.  3

                                                                                                FIGURE D-5

                                                                                    Hole. No.  #4
                         DIVISION                      INSTALLATION                          jSHEET
        DRILLING LOG      South Atlantic                   Folly Beach, S.C.        .    -     Io   I SHEsTsI
    1. PROJECT                                          10. SIZE ANO TYP-E OF SITr
        Nourishment                                     II. V ATU M FO0R EL E VA TIO0N S HOW N (2TBM aMSL)
    2. LOCATION (Coonfmdu.I. o S1i~on)                            M T, W
      Behind Bird Kev- He.:r Dav Mnrl, "R-Inll    12. MANUFACTURER'S DESIGNATION OF DRILL
    J. DRILLING AGENCY                                                  CD-2                                 I
                                                        13  OTAL ') o~r C       *"JvE        UN!UO
    4. KOLE NO. (At .ao, on .,&.,,jg                      BURDEN 4APE  AE
                                                       14. TOTAL NUMBER CORE E30XES     0
     B.NAMAE OF DRILLER
                 ~~. Ro,,ndtri~~~~~~~~~~p ~15. ELEVATION GROUND WATER                    MTJ.7
    G. DIRECTION OF HOLE    1      6             A      E     H     L      'STARTED          COMPLETED
        ObVNTIAL   INCLINED ______DEG. FIROM VERT. 1.DTHOE                i9OV 1976          9 NV176
                'Y. THICKF.ESS   O F   1 5.0'      ~ 17. ELEVATION TOP OF HOLE        T'LW  -6.8
                                           o.01        18~. TOTAL CORE RECOVERY FOR BORING
    S. DEPTH DRILLED INTO ROCK          0I0              19. SIGNATURE OF INSPECTOR
    P. TOTAL DEPTH OF HOLE               .0IBvil
                                CLASSIFICATION OF MATERIAL    AS COE Isax OR I           REMARKS
    ELEVATION DEPTH LEGEND                              -       RECOV. I SAMPLE  (DIfd In,.oti. dihf
                                                               I  RY  I  O       'MOIC  e.i

                       - +    SM - Blue-green, dense, wet,                   I No casing set             23
                                  fine, silty sand, w
                             41   shell fragments and    .29
                                  heavy minerals
                    5    0                                               2     Begin Drilling            19

                                                                              End drilling
                                                                                    1510~~~~1

                       -21.8'    .~~~~~~~~~~--...-.               . ~~~~~~~~1415                     -  21:

                                                                               Jet to top of           14-

                                                                                    drives      f        4

          -21. 8   ~     l                                                4                               25-
                      -         ~~~~BOTTOM OF HOLE     15.0'
                                                                                  BLOW4S PER FOOT-

                       -NOTE:   Soils field classifi-                           Number required to          -
                       _ed in accordance with the                               drive 1 3/8" ID split-
                       -Unifed Soil Classification                              spoon w/140 lb. ham-        -
                       -System.                                                 mer falling 30".

                                                                              Folly RiVer Drilling
                                                                              Log No. 4                     '-

                                                                                   FIGURE D- 6

                                                                              Hole Mo.      #

            DRILING  O~   South AtlanticINTLTONET.
    1. PROJECT                                         .10. SIZE AND TYPE OF BIT I 3i'S" TD Solitsooon

        LOAIN(ou~rismnM.rrno                           IDt U  O  LVTO SHOWN (TBM -MSL)
                2.   LOCATION S9.9i"                      "IllN L W4
      Mouth of Fol ly Creek. No~rth h;;nL- nf mrna~h 12. MANU.-ACTURER'S DESIGNATION OF DRILL
    3. DRILLING AGENCY                                          CD-2
       %'7afl"nl" T)4-,trict                           13. TOTAL P~O. OF OVER-   DOISTURIEEO   UNDISTURBED
    P_ ROLE -NO. (An nh    e''~  gaefoI                    BURDEN SAMPLES TAKEN
     land W. -~b~                        p
                                       #5    ~~~14. T OTAL NUFASER CORE GOXCS        0
    S. NAME OF DRILLER
                _______ P. Roundtree                   ~~~~~~~~~~~IS. ELEVATION GROUND WATE    ~ TT
         6.DR    ON  O HOLE                                               1TNL              CCMPLE T C:D
                 DIRECTION                            ~~~~~~~~~~~~~16. DATE HOLE  i 10 NOV 1976    10  NOV 1976
               VERTICAL EJINCLNEGOEO. FROM VERT.
                                                    17. ELEVATION TOP OF HOLE        TL W -1 . 8
    7. THICKNESS OF OVERBURDEN   j1 .01                            k  :E-E;-FAEO;:
    IS. DEPTH DRILLED INTO ROCK     0.0                  19 INTRO  NPCO
    ~9. TO3TAL bt:PT6' OF HOLE     L~UBelville

    ELEVATIONJ ET  LEGIEND1    CLASSIFICAT ION OF MATERIALS      1.COE 19OX ORF    I     REMARKS
                         DEPTH                               ~~~~~~~~~~~~~~~~~RECOV- SAMPLE I  Dil,.g h~. S.,l. -d~reh of
    -I.8&-    O b   AR                                    -  LN                                    OWS f'W
                             -~ l31ue-gracn, "Tary sott,               1      NO C~asintg Set-
                                wet, silty, Clayec' fije
                                     she]nag                                Begin drilling0-

                  4~!      SNM   Very soft, wet, silty,                2      End drilling
                     4'          fine sand w/shell                            09172

                                 fragments and heavy

    -:10.8  9.0

                            Dense,  lense MH~3                                                         241-
                            9.0'  to 9.32-

    -19.8    i8.~                     29

                    -   ~~~~0BTTOM OF HOLE    18.01                              BLOT-S PER FOOT:-

                      -   NOTE:   Soils field classifi-                        Number required to           -
                          ed in accordance with the                           drive 1 3/8" ID split--
                     -Unified Soil Classification                              spoon  w/140 lb. ham-         -
                      -   System.                                              mer falling 30".

                                                                        Folly River DrillingK
                                                                        Log  No.  5--

                                                    -       0                    ~~~~~Figure  D-7-

                        DIVISION                      INSTALLATION                  HE. o.T~
                          I outh A~tlantic               Follv Beach  *S.C.                    FIS  SHET
    1. PROJECT                                           10. SIZE AND TYPE OF SIT   I 3/0" TD Izn0]irsiinon
         Noiirshirnent                                  It. DATUM FOR ELEVATION SHOWN (TB.W wMSL.)
    2. LOCATICNHa S~o,                                         M L W
     ;0' 0. S. Hr.,. 700 13r dne- FA~t hlnk- Fr-d1v 12. MANUFACTURER'S DESIGNATION OF DR:LL
     3.DRILLING AGL:.C- ie CY
    SavaOLENO(A.h, Diti td jivei-  13. TOTAL NO. OF OVER-   IDISTURBED                          UNDI1SJUR 6E D
                 4. HOLE HO. (A. ,ho..n . ~..m4 tifl.I  RBURDEN SAMPLES TAKEN4      D
        n~II . .m b*V                     R6    _____
    IL N4AME OF DRILLER                                  14. TOTAL NUNBER CORE BOXES      0
     P. Rotindtree                                       15. ELEVATION GROUND WATER      M L W
    OfDIRECTION OF HOLE                                                    !STARTED      [    COMPLETED
                                                     le. DATE HOLE     1   \C   976   1lO NO'v 1976
     [MVERTICAL  MINCLINED _______DEC. FRIOM VERT.
    7. THICKNESS OF .-VERBURCE"       15.0'             117. ELEVATION TOP OF HOLE '  ILW  -4.9
    S. DEPTH 0-!LLEO -MTC1 P           0.0'              IS. TOTAL COFIE RECOV'CRY FOR BORING
                                                     IS1. SIQHA_1 UHEQ- ISECQ
    S. TOTALDES-TMHOF HOLE            15. 0'                       Belville
                          I CLAA 1 FICATI ON OF MAATERIALS    C     OR I'O Box.r        REMARKS
    ELEVATION DEPTH LEGEND                                       RECcdjOV- S AMP L time       er . lo.. da rh
                     *~~~~~~~~~~~~~~~~~~~~R NOS. it.:a~sj-r

     -4."9        T                                                       .&
                      -  j'i  ~fl1 - Cray,  ~ery soft,                        No casing set                0
                     .2           ~~wet,  fat silt'
                                                                              Begin drilling
                                                  14.  ~~~2                    0845
              5211                                                                End drilling             0-
    -10.9    6.0                                                         3         0954
                   - 0 T1    SM -Firm, wet fine silty
                                  sand w/ shell frag-                                                   17-
            � ~~~~~ ~ments and heaymnr

                               Djense                                  433

                                      I'r~~~~~~~~~~~~~r ~~~~~762
    -�'0.9   15          9                                                                                 63

                     -         ~~~~BOTTOM OF HOLE      15.0'
                                                                               BLOWS PER FOOT:          -

                                       ~~QT~:  ~   ante  the        ~        Number required to            -
                      -Unified Soil Classificationdrv 1./8 IDslt -
                      -System.                                                 spoon w/140  lb. hammer-
                                                                           falling 30".

                                                                          Folly  River  Drilling -
                                                                          Log No. 6

                                                                                 Fi gure  D -    a

           9-.                        .     .                                      ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~Halt No.  4
                         jof VISION                     NSTAL.LATIOC                         j SHEET
        DRILLING LOG        South Atlam tic            1"Folly Beach. S.C.                    i OF I SWEETSI
    I. PROJECT                                          10. SIZE AND TYPE OF SIT  I. 3/8" ED Sr)1itspoon
           Nourishment                                 It. DATUM FOR ifLEVATION SHOWN (TBMf wASL-)
    2. LOCATION fCoo-d-wat. a, Stagi-%)                    ME71
      West bank Folly River, Near Day makI1I 12.. MANUFACTURER-S DESIGNATIO i~iOF DRILL
    3. DRILLING AGENCY                                                   CD- 2
         Savannah District                1      3       . TOTAL NO. OF OVER-   L115TURDED    UNDISTURBED
    4. HOLE NO. (Am h.ho, on f~i-nd tUitle                 BURDEN SAMPLES TAKEN      1

    S. NAME OF DRILLER                                 14. TOTAL NUMBER CORE BOXES      0
        P. Roundtree                                    IS. ELEVATION GROUND WATER
    6. DIRECTION OF HOLE                                                  ISTARTED    )     COMPLETED
       nVERTICAL            ____________ DEG. FROM VER-7. 16. DATE HOLE    1NO196: 10 NOV~  1976
                                                       17. ELEVATION TOP OF HOLE
    7. THICKNESS OF OVERBURDEN     i0n1,1 TOTI AL COHIE F~COVEHY FOR BORING
    S. DEPTH DRILLED INTO ROCK       . 0s SIGNTR OFISPCO
    9. TOTAL DEPTH OF HOLE         18.01 1                            . '   Btiville
                       II    CLASSIFICATION OF MATERIA LS     % CCOR- eo' OF     !      !~MAfKS
    ELEVATION DEPTH LEGEND                                     RECOV- SAMPLE   (D~jljjg th,-, t.ot, Io... d~pth nf
                                                                ERY    NO.              s~i~,.~.I ia"Iic.rv
    -3.3       0 b  I                                                  JAR                         7C:!
                             SM - Bluegreen, loolse, wet,                       No easing set
                                   fine silty sand, w/                  2                                10
    -6.3      s                    hell frnRmeots and                  3
                            3.0 _  ne~~vv rn~nt~ra~s                    4       Begin drilling           1
                                                                              *1300

                  5    ~~    Dense                                     5        End drilling            23 v

                                                                       76      1410                    27

                               Thin lenses of MH                        10

                    -          ~~~~~12.0 to 13.5                       1093E-
                                                                               11                     ~~~~~~25r

                            ~~~~~~~~~~~~~~~182
     -21.3'18                                                                                            27-

                      -          ~~~~~BOTTOM OF HOLE    18.01
                                                                                  BLOWS PER FOOT:

                     -       ~~~NOTE:   Soils field classif-                   Number required to drivE
                    -        ~~~ied in accordance with the                     1 3/811 ID splitspoon
                     -       ~~~Unified Soil Classificatior                    w/14o lb. hammer
                     -       ~~~System,                                        falling 3011.

                                                                             Folly  River  Drilling

                                                                             Log No. 7

                                                                                         Figure D-9

                                                                                                              -
                                                                                Hole No.    #8                (
                         DIVISIONt                   INSTALLATION                         ISHEET  I
       DRILLING LOC      South Atlantic                Folly Beach. S.C.                   OF 1 SHEETS
    I. PROJECT                                       t1. SIZE AND TYPE CF SIT  1 3/,!" :n Splitspoon
        Nourishment                                   Il. DATUM FOR ELEVATION SHOWN (TBM  MSL)
    2. LOCATION (CoOrdmwete rS tijr                            M L W
     Upstream of Iiaht house in liqht house Ck. z2. MANUFACTURER'S DESIGNATION OF DRILL
    3. DRILLING AGENCY                                      CD-2
         97nlr.nVh ni ct'i-                           13. TOTAL NO. OF OVER-   I DISTURSED  UNDISTURBED
    4I HOLE NO. (Age hown ol dmra ti Ui9                 SURDEN SAMPLES TAKEN     2              O
     - d . tilel.              !           C;    2
                                          C
    3L. NAMiE OF DRILLER                R-- 14. TOTAL NUMBER CORE BOXES                 0
      P. Roundtree                                   Is. ELEVATION GROUND WATER     M L W
    J. DIRECTION OF HOLE                                               ! STARTED       ICOMPLETED
     t7VEORTICAL rINCb INED            age. WRue VEST. 16. DATE HOLE   I 11 NOV 1976   11 NOV 1976
                                                     17. LLEVATION TOP OF HOLE  M L W  -19.8
    ?. THICKNESS OF OVERBURDEN   13 . 5'
                                                     S OF OVERURDEN  13.518. TOTAL CORE RECOVERY FOR BORING
    I. DEPTH DRILLED INTO ROCK    0.0  19. SIGNATURE OF INSPECTOR
    I. TOTAL DEPTH OF HOLE       13.5'                                   Beltille
                              CLASSIFICATION OF MATERIALS   % CORE BOX OR           REMARKS
    ELEVATION DEPTH LEGEND             (Deerpl&rt            RECOV- SAMPLE  (Drillingl te, water loae, depth of
                                                             ERY    NO.      welthering. etc., if e;gnficnll
    -6.3       Oas                         d                    *    JAR                 w.     BLOWS:
                            SC - Gray, wet soft organic,sing set
                                 silty, clayey, very                          No casing set
                 I /,v./         fine sand w/shell
                                 fragments and oder of                        Begin drilling
                                 rotten eggs.                                 1009
              -  5 - ^^z97                                                    End drilling
                                              "-F                    l        11.02                    1-.

                                                                            10-    2  21~3=

    -19.8   13.5-                                                                                      5 -
                                 BOTTOM OF HOLE  13.5'
                                                                               BLOWS PER FOOT:

                            NOTE:  Soils field classifi-                     Number required to          -
                            ed in accordance with the                       drive 1 3/8" ID split-  -
                            Unified  Soils Classificaticn                    spoon w/140 lb. hammer  -
                            System.                                          falling 30".

                                                                          Lighthouse Creek
                                                                          Drilling Log 8

                                                                                     Figure D-10

                  DRILLING LOG   jSO~~th Atlantic   INSTAL LATION       S       HlEE Io

    I. PROJECT '                                      O. SIZE ANDTYPE OF B31T I 3/8 *CD Spis  ooniHE
      Nourishment                                   It. DATUM FOR ELEVATION SHOWN (TEN 'MSL)
    2. LOCATION oCd,..   Siamion)                          M, L W1
     Upstream of I iqht house in light house Ck. 12. MANUFACTURERSODESIGNATION OF DRILL
    3. DRILLINGk'AGENCYCD
       Savannah DistrictCD
                                                   13. TOTAL NO. OF' OVER-   IDIS-rURB5ED    1UNDISTURBED
    4. 44OLE NO. (As a.-I~o on &An titis I  CBURDEN SAMPLES TAKEN I 40

                S. NAME OF DRILLE R   ~~~~14. TOTAL NUMBER CORE BOXES               0
      P. Roundtree                                   15. ELEVATION GROUND WATER    Li L W
    6. DIRECTION OF HOLE             I6 ~~EHL                           STARTED        1COIAPLZTED
     r~VERTICAL �JINCLINFED ______  EG. PROM VERT.            I11 Nov 1976  :!11 NOV 1976

    7. THICKNESS OF OVERBURDEN    12.0'17 E LVTNTOOFHE   LIV8.
               S. DEPTH    DRILLED    INTO  ROCK 15. TOTAL CORE FECOVERY FOR BORING
               8. DEPTH DRILLED INTO ROCK  0.0' 9    . SIGNATURE OF INSPECTOR
    9. TOTAL DEPTH OF HOLE        12.0'                     BelvillE.
          ELEVAION  DPTH LGEND CLASSIFICAT1ION OF MATERIALS  % CORE BOX OR          REMARKS
            ELEVATION DEPTH LEGENDoe~pli~                   RECOV- SAMPLE  (DrdI,,g tb,,e. ,.,1Ie j-'s.d.t,
    -8. 06    Ob E                        d                   *     JAR                        ZiL6WS:

                          CH - Gray, very soft, wet,                       No-casing set              _
                                silty, fat clay, w/                        begin drilling 13190-

                                some very fine sand,                       end drilling 1405
                                oder of rotten eggs

                                                                  2                               2Z

                          10  ~~~~~~~~~3  Weight of hammer                                            -
                                                                        drives to 6.0            2-

    -20.0   12.0- /                                             4-

                   -      ~BOTTOM OF HOLE  12.01
                                                                              BLOWS PER FOOT:      -

                   -      ~~NOTE:  Soils field classi-                    Nme    eurdor~
                                                                        1 3/8" ID splitspoon
                           fled in accordancd with                        w/140 lb. hammer f.all--
                           the Unified Soil Classifi-                     ing 30"I.
                   -      ~~cation System.

                                                                       Lighthouse Creek-

                                                                       Log No. 9

                                                                               FIGURE D-11

                                                                                       Hole No.    1

                      IO    qIVI~t-, AI~nnt-io             sel  non-1   q                       1OF 1  SHEETS
    I. PROJECT                                           10. SIZE'AND TYPE OF BIT 1 Jjj6" fl  Spli-Lspoon.
      Nou r  shnen t                                     11. nATUM FOR ELEVATION SHOWN (TRM =.OL)
    2. LOCATION (Ca~dmat.. at-j~j.                                   M. L. W.
      Shoal 'near b ird key                              12. MANUFACTURER'S DESIGNATION OF DRILL
    3. DRILLIHG ACNC                                            CD-6
      Savannah Dist-ri-ct                                13. TOTAL NO. OF OVER.   J013TURDED   , UNDISTURBED
    ,L HOLE NO. (A. .ho.. on d~a..'U,, ticiel               BURDEN SAMPLES TAKIEN       3
      endfjj. ntt,b~d                                                                   3
    S. NAME OF DRILLER                       -14. TOTAL NUMBER CORE BOXES                     0
           P. Roundtree                                  IS. ELEVATION GROUND WATER    M
    6. DIRLC'rlOf4 OF HOLE                                                  STrARTED         1COMPLETED
       MVERTICAL ~ICIE   ______oEo. FnOM VCRT.                             i AT   OL   16 NOV 1976  16 NOv 19716

    7. THICKNESS OF C .'ERBURDEN    1 00LVAINTP'FHL
                                           .of          ~~~18. TOTAL CORE RECOVERY FOR BORING
            S. DEPTH lRIILE~ ~TO  ~  fl(1    1     9     I. SI-GNATURE Or INSPECTOR
    S. TOTAL DEPTH OF KOLE           9.01                              Brlville
           ELEVTIONDEPT LEGNDI  CLASSIFICATiON OF MATERIALS     % CORE BOX OR             REMARKS
             ELEVATION DEPTH LEGEN~~j   (Descrj:jar,            RECOV. SAMPLE   (DIIIt,- ti~e. Wore- I..., dpth of
    0.0'a      0 a                                                ER     fQ.        ~       *C.i IgIUA,,.

                              SIM - Green gray, wet,  soft.                                                 1
           -3.0'   .            ~~~~~very fine,  silty sand,w/                    Begin drilling-
                  3.0~~~~~~~~~~~~~~~~~ ~~~shell fragments and heavy16mnrs

                                                                                  End drilling
                   5iI~ ::~~  Dense                                       2       05                        9

                                                                                   No casing set7
                                                                                  Hole not completed    35 I
                                     I~~~~~i~~~~i ~~~to -20.OI  due to                                         jc
         :9.0'   -TL                                                       3     'incominiq tide.31SI

                      -            ~~~~~BOTTOM OF HOLE   9.0'                       BLOWS PE1R FOOT:

                        -NOTE:   Soils field classifi-                          Number req':ired to drive
                        -ed in accordance with the                              1 3/8" ID splitspoon          L
                        -Unified Soil Classification               -w/140  lb. hammer falling-
                        -System.30.

                                                                                Stono Inlet Drilling-

                                                                                Log No. 10

                                                                                            FIGURE D-1Z

                                   VISION               ~~~~~INSTALLATION                        sE

     1.PROJECT                                           0SIEADTPOFSTI36   DSlspo
       Nou rishrnent it.                                                       AU OLVTO SHOWN fTamM j4SL)
    2-LOCATION (CM4.,I.~o,                                       . L. W.-
       North side oF Bi rd Key                         12. MANUFACTURER'S DESIGNATION OF DRILL
    3. DRILLING AGENCY                                               T-
      Savannah Discrict                                13. TOTAL NO. OF OVER-    DISTURBED     UNDISTURBED
    4. HOLE NO. (A. eho.-- d.-g  ltiji*                    BURDEN SAMPLES TAKEN~    60
     and DIle *,vb.)                       #iS
    5. INAME OF D9ILLER            .-14. TOTAL NUMBER CORE BOXES
         P. Roundtree                                   IS. ELEVATION GROUND WATER      T,
    6. DIRECTION OF HOLE                                                  S3TARTED      I COMPLETED
                  __                                   ~~~~~~~~~~~~~~~6. DATE H4OLE
     ffqVERTICAL EINcLINED _______DE. FPROM WERT.                           6 NOV~ 1976   :16 '~'M  1976

    7. THICKNESS OF OVEREURDENA    22.51                �7. ELEVATION TOP OF HOLE   + 3 .0 ?'T.       ____
                                                        18. TOTAL CnRE RECOVERY FOR POR!NG
    S. DEPTH DRILLED INTO POCK    0.0           1        9. S IGIJATUrE OF IN4SPECTOR
    9. TOTAL DEPT HOF HOLE       225'                                  Belville
           ELEVATION I ~~CLASSIFICATION OF- uATERIALS          s CP   ox OR        R      EMARKS
         DLVTO   EPTH LEGENDs                                  RECOV- SAMPLE I (DOiflg Ii-, - I",, 1.*s. deEth of
                                              (2..cI-qnt~~s)    ERY    NO.                f~  i do.'jgM1.f.'w~l
        a     Ob 6                                                     TM~                  9.   RT nMjq.
    +3.0'                    SM - Green gray, wet,dense,�,12

                                  fine sil,:y sand w/shell
                         +11     ~~fragments and heavy                            Begin drilling          27
                         I       ~~~minerals.                                     11

                                -~~~~~~                           . ~~~~~~~ 2     End drilling            5
                                 5                                                ~~~~~~~~~~~~~~1055

                                                                                                          65
                                                                        -         ~~No casing set
                                                                                                          66

                                                                                 3                       ~~~~~~~68

                                                                                                          65

                                                                                                          64

                                                                                                          61 -

    -16.5'  195           6      6     '                                 I
                    2 0-7-    SCWet, dense,  fine, silty,

                      -~~~ ~   clayey fine sand, w/shell                                                  68~

            -19.5' 22.5'  *y/    fy~gments and heavy miner-              6                                62-

                               BOTTOM OF HOLE    22. 5'
                                                                                      BLOWS PER FOOT:
                                                                                Number required co driv~7_
                       -   NOTE:   Soils field classifi-                        1 3/811 ID Splitspoon        -
                       -   ed in accordance with the                           w1140 lb. harrm-er fall--
                       -   Unified Soil Classification                          ing 30".
                       -   System.

                                                                                 Stono  inlet

                                                                                 Drilling Log N6.11-

                                                                                              FIGURE D-1-3

                                                                                Hal*� No. 1
                                                      tNSTALLA...,,                      LSHEET j
           DRILLING LOG      South Atlantic             FCIUA  Rench. S.C_                 1OF 1 SHEETS
       L PROJECT                                       1o. SIZE AND TYPV OF RIT 1 3/8' ID Splitspoon
          MoUri Sh"m.ent                              II. DATUM FOR ELEVAT*ION SHOWN (TBM mr.-SL)
    2 2. LrZ..i h.. (L.oo-d-..t** or                             ii. L. W.
         Bird Key 20001 off shore. South Tin           12. MANUFACTURER'S DESIGNATION OF DRILL
       3. DRILLING AGENCY                                    rm_;-
          Savannah District                            13. TOTAL NO. OF OVER-  DOISTURBEO  UNDISTURBED
       4.44OLE "O. (As xhoe  M d-t # 1,1910               BURDEN SAMPLES TAKEN4
         and file rn-bw)              12  S
                                          . AM ODILER-  14. TOTAL NUMBER CORE BOXES
       L NAME: OF DRILLER
                  P. Roundtree                         IS. ELEVATION GROUND WATER       MT1.
       G.DIRECTION OF HOLE                                 .STARTED                     JCOMP4ETEO
                                                      16. DATE HOLE
                             ___________ DCNDEG. FROM VENT.              17 NOV1J 10C7A   17 \'CVIT 1079
                                                      17. ELEVATION TOP OF HOLE    0.r*lq
       7. THICKNESS OF OVERBURDEN  ')I 01
       - 7. THICKNESS OF OVERBURDEN    21.0'            18. TOTAL CORE RECOVERY FOR BORING            %
       B. DEPTH DRILLED INTO ROCK   I      ,      _      . S;GN.ATURE OF IN6PECTOR
       9. TOTAL DEPTH OF HOLE    21.0'                          xe vi I                P
                                 CLASSIPICATION OF MATERIALS  . CORE BOX OR          REMARKS
                      LCG ENVATAGN      (DEcPTpHiC,.)        RECOV- SAMPLE  (Drili,,g    -Ir o... d.pth ot
                                                              ERY    NO.     -ath"ling. *Io., it argmfJcar!)
           III   (~ b                                                JAR                        SBLOWS:
       -0.0'            tlIl SIS  - G'av green, soft wet,              1
                                 [ fine sil4t  sand wi  sell                             .          10
                          idiI   fragments and heavy                        Begin drilling
                                 minerals                                   0935                    14
                4.5 19                                                       End drilling
                  5~  419`~ 1034
                                                                     -  -  2                       37
                               Dense                                        No casing set
                                                                                                  45

                                                                                                  20 -

                                                                                                   24_

                                                                    4 36-

                          -   Small clumps black  ch                                                47
                                16.5' to 17.0'
                             '-17.0' 17.0-  i                                                    ~~~~~~~~~~~~~~~59 6

                                                                                                  62 -
                    - i j ( Iijr ,I   Black and gray green            5
                                          ~~~~1?J. ~~~~~~~~~~~~~64-

                20.1                                                                                 69

                                BOTTOM OF UOLE        21.0'
                                                                             BLOWS PER FOOT:

                             NOTE:  Soils field classified                  Number required to drive-
                             in accordance with the Unifi-                  1 3/8" ID splitspoon
                            ed Soil Classification Systefr.                w/140 lb. hammer falling-
                                                                           30". t

                                                                            Stono Inlet Drilling
                                                                            Log No. 12

                                                                                   FIGURE D-14

                                                                             Hole No.  13
                       oDVISIOH                    INSTALLATION                       ISHEET I
       DRILLING LCG         .South Atlantic          Folly Beach, S.C.                 OF 1 SHEETS
    1. PRUOJCI                                      IC,. S;Ie AD TY^r C" 9IT  ._..                  I
        Nou r i shfien t                           11. DATUM FOR ELEVATION SHOWN (TBM e ;iSL)
    2. LOCATION (CoMrdmra oor,  Stjcs~                     TM I. J.
      Near licht house on shoal in lioht house 12. MANUFACTURER'S DESIGNATION OF DRILL
    3. DRILLING AGENCY                       Lreek
              Savannah District                            n_
                                           SnhDs c  13. TOTAL NO. OF OVER-   i DISTURBED  UNDISTURBED
    4. HOLE NO. (A.n n Mh ddraw n IItIi.  LJ          BURDEN SAMPLES TAKEN    6            0
     And lfe n-b')                    #P13 L
    S FNAME OF DRILLER                     -        14. TOTAL NUMDER CORE BOXES
     P. Roundtc                                     Is.15 ELEVATION GROUND WATER
    6. DIRECTION OF HOLE                                             sT ARTEOD        COMPLET D
                                                   16. DATE HOLE
     WVERTICAL OINCLINEDo           DEC. FSROM VEtT.   T            18 NOV 1976  1 .8 .NO   1 9.7
                                                   17. ELEVATION TOP OF HOLE        0.0
    7. THiCKHNESS OF OVEP-u C<EN : j.*0j
    B. DEPTHiC~ DRILLED INTO ROCK   02i.0          j18. TOTAL CORE RECOVERY FOR BORING              S
                              t. OE0. 0            119. SIGNATURE OF INSPECTOR
    9. TOTAL DEPTH OF HOLE    )1.0                      ;,elville

                                                           ERY    NO.     sreherlrn. ec. il a '_niifcend

    0.01                    SM -  -Green  ray, wet, firm,|          1                             12 -
                               fine, silty sand w/shell
                               fragments and heavy                       Begin drilling          17 -
                           a  minerals                                   0935
     -4.51  4. -I                                                   2    End drilling            22

                            Dense                                                               31 -
                                                                        No casing set              -
                                                                                               39 _

                                                                         lo3~  -               46

                                                                                               52 -

                                                                                               57

                                                                                               53
                                                                  4
             15-  -
                 --        Thin layers, gray and black                                           49 -
    817.5'  17.5'           CH- 17.51 to 18.0'
    -18.0'  18.  ---. --,                                                                         54
                          SC - Blue gray, wet, dense,              5
                            fine, silty, clavey sand                                            52
                            w/shell fragments and                  6
    -21.0  21.0' ., ..-
                                                                           BLOWS PER FOOT:         -
                              BOTTOM OF HOLE       21.0'
                                                                      Number required to drive =
                           _  NOTE:                                     1 3/8" ID splitspoon        -
               --         Soils field classified in                    w/ 140 lb. hammer fallinE_
                 --       accordance with the Unified                   30",.
                 --       Soil Classification System.

                              :7~~~~~~ ~~Lighthouse Inlet
                                                                       Drilling No.  13

                                                                             FIGURE NO. D-15

                                                                               Hal*o       ,
                               Di. o    Ss    Vill  ~INSTALLATION                        jSHEET
        DRILLING LOG   !South Atlantic                   Follv Beach. S.C_                 IOF I1 SHEETS
    1. PROJECT                                        ID. SIZE AND TYPE OF BIT 1I3,LaL TI)    itpn
       Nourishment                                   It. 0ATU'_ 'OR ZLLVA17iC HVWN(T8w~;MA;S
    2. LOCATION (C-~d.iStmgo-j                                M. L. 1.
       Near 1 icht house on shoal  in 1 ight house iz. MANUFACTrURER'S DESIGNATION OF DRILL
    S. DRILLING ACNC                            Creek
       Savannah District                             13. TOTAL NO. OF OVER-   IDlSTlR BED  UN401STURBED
    4. HOLE NO. (A.    d...,I o,   tti.I               BURDEN SAMPLES TAKEN0
                5. NAME OF DRILLER        -.         ~~~~14. TOTAL NUMBER CORE BOXES0
                P. Roundtree                         15. ELEVATION GROUND WATER
    S. DIRECTION OF HOLE                       !STARTED                                 1COWPLETED
       [2VERTIC AL         _____________ DUG. FROM VERT. 1.DT    OEi  3-,D    96~  8NV17
    7. THICKNESS OF OVERBURDEN   24.0'    1 7             'ETINOPFHLE5-11
                                                    18. TOTAL CORE RECOVET1Y FOR BORING
    B. DEPTH DRILLED INTO ROCK                        IS01   F. SIGNATURE OF INSPECTOR
    9. TOTAL DEPTH OF HOLE       2,!..0'                                 .e11'4  I 1"
          ELEVAION DPTH LGENDCLASSIFICATION OF MATERIALS    fCORE Box OR             REMARKS
                  ELEVATION DEPTH LEGEND                    I ~~~~~~~~~~RECOV. SAMPLE   (lriflirmg ti.,,o -t,o~ lo... d.1wh .1
                                                ~~~~~~ERY?          NO.     ...I)Ordne, ift.   sif ,n~jil.nz
                               fine, silty, sand w/shrell6
                                  ~~~SnPntRAnd he avy minel                  Begin drilling-
                     40fI                                            2 l      1105                   14
                   -0 4P2                                                          n drilling
                  5-Ill  ~~Blue gray, wet, dense                             1202                    2
             6.0'....                                                                                32:
                   -ii     ~~~Blue gray, wet, dense w/thir                    Ncsiget36-
                        j~41discontinuous clay lenses3-
                           6.0' to 11.515

             11. 5-
                                                                                                  68-
                           Blue gray, wet, dense, fine
                         11 silty sand, w/shcll frag- 62
                         4 1ments and heavy minerals4
                                                                                                  54-

                                                                                                  63-
                           2 O-~~~~~~~~                                                              59-
                                                                                                  73-
                                                                                                  65-
             24.0!-                                                   6                              66-
                    -          ~~~~~BOTTOM OF HOLE   24.01                       BLOWS PER FOOT:         -

                      -             ~~~~~~NOTE:                           Number required'to drive-
                     -Soils field calssified in                  I. 3/8"ID Splitspoon wI
                      -   accordance with the Unified                      140 lb. hammer falling -
                      _   Soil Classification System.                      3011.

                                                                         Lighthouse Inlet
                                                                         Drilling No. 14

                                                                                 FIGURE No. D-16

                                       00

                                                            vIAN~~~~~~~~~~~~~~~~~~~~A

                                       3                                                                               p~~~~~~~~~~~~~~~~~~~~3

                                                             36~~~~~~~~~~~~~~~~~~~6

    3 0 ~ ~ ~  ~     ~     ~    ~     ~    ~    ~ ~       6

                           36~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~3

                                    3~~~~~~~~~~~~~~~~0

                                                                                           APPROACHESH164

                                                                                                             FIUR 0-f

        ADJUSTED FILL FACTORS AND RENOURISHMENT FACTORS OF BORROW MATERIAL

    6. Matchings of the various borrow materials with a composite rep-

    resentative sample of native beach sands are shown in Table D-4. The
    locations of the various borrow areas cited in this table are shown
    in Figure D-1. It will be noted that in addition to showing the fill
    factors (Ra), and the renourishment factors (Rj) (see Shore Protection
    Manual, 1977, Figures 5-3 and 5-4), that the quadrant of each matching
    is shown, and this relates to the Quadrantal information in Table 5-1,
    Shore Protection Manual, 1977. Matchings fallinq in quadrants 1 and 4
    indicate borrow material finer than native beach sand. and those fallinc
    in quadrants 2 and 3 indicate borrow material coarser than native material.

                                                                 Appendix 1
                                                                    D-5

    7.  Adjusted fill factors (RA) and renourishment factors (Rj) of suitable
    borrow material in the Folly Island area are summarized in the following
    Paragraphs.
        a. Folly River. Fnr all samples analyzed from Folly River the
    average RA equals 1.20.   The material from  Boring Hole No. 5 at the
    mouth of Folly Creek (shown on Figure D-1) was found to be the least
    promising with a RA value of 1.60 and Hole No. 7 was the most suited for
    beach fill borrow material with a RA equal to unity. The overall average of
    1.20 appears to be a good representation of borrow material in Folly River.

    The Rj values average from 0.26 for all Folly River Holes. From the
    computed Rj values it appears that the borrow material after sorting
    action has occurred, will erode at a lower rate than the native beach sand
    but the average values is considered excessively low; therefore, a larger
    value is considered appropriate. The procedure for calculation and
    application of the renourishment factor presented in the Shore Protection

    Manual, 3rd edition (1977) was discussed with a consultant with the Coastal
    Engineering Research Center (CERC).  This consultant recommended, contrary to
    the example shown in SPM, that a minimum R1 value of unity be used due to the
    unknown natural forces involved in erosion such as winds, waves, storms, and
    tides.
        b. Stono Inlet. Only two sand samples were analyzed from this borrow
    area.  The average RA equals 1.33 and the average Rj equals 0.84.  Since
    the number of samples taken from Stono Inlet shoals are small, the RA value
    to be used is rounded upward to 1.40.  The Rj value of 1.00 was used.

        c.  Lighthouse Inlet.  The average RA is 1.51 for the six samples
    analyzed from Lighthouse Inlet shoals and the average R  is 0.31.  Four
    of the six samples were taken from Hole No. 13 (for location see Figure
    D--l) and two were taken from Hole No. 14.  Using an average RA value for
    each of these two holes, the weighted average RA equals 1.38 (rounded to
    1.40). This value is considered to be appropriate for use when computing
    overfill amounts of this material.  The computed values of Rj give evidence
    that this borrow material, after sorting action, would erode slower than
    the native beach sand, however, the more conservative 1.00 was applied as the
    Rj factor.                                                   Appendix 1
                                                                 D-6

          DEPARTMENT OF THE ARMY, SOUTH ATL-PUTIC DIVISION LABORATORY                        WORK ORDER NO.  0712
          CORPS OF ENGINEERS,  611 SOUTH COBB DRIVE, MARIETTA,  GA.  30061                    Req. NG. SACEC-77-58

                         U. S STANDARD SIEV OPENING IN INCHES  U . S. STANDARD SIEVE VUMIBERS                 FrVOP(ROETER
                         6  43   2 1+  1 -  +i        3 4  6 I 1  :416 ~030 4  50 701LOD 140200

                    tao~ ~~_                                                             - t141-

             70 3

             70        ___  �-.--.--..--      -    - -- .-..- --.---7  ---- I    -  -         1jtj7         ____                 ____-- �-----

                           _                                                                      fti                                    s
           S2                              -----        -     -_      _                        I            __                   __

             50                                           s  o   _  _ _ . - - - - - - - --5

             30                               T O                                                                     1        .
                                                                      F.~~~~~~~~~~~~~~. -.                     <iF

                                                                  GPAIN   SIZE IN  MILUE       RS                     I
                           ___~          ~~~CAS FN                                xz~ji4- ___                              -.__
              500           130    50             L)    5              1     0.5           0.1    0.05          0.01  0.105         oJIla
                                                                  GFIN SIZE: IN MILLiMETERS                        _____
                                          GRAVEL                           SAN   __ _____________
                   COBBLES          CR         IIL ________                       --SIT P LA
    ,....H    LmSaple No.  Elev or Depth        Clori"-,5cn riN               LI   I          Pi        C1AiRLESISO.J DiSTli.LCT, Foily Beach

          -a     -..                 Cray~p~Qriy                (A~         -Lab. No. 74/2366
    m

                                                                                                -wurmcSta. No. .50+10CS           K2],~I~. 1
                                       GRADATION  CURVES                                         Date 3 ik-gnst 1977

        ENG        F      O                                         RM____
             MAY , 3 2087

            DEPARTMENT OF THE ARMY,  SOUTH ATLANTIC  DIVISION  LAEORATORY                                     WO'RX ORDER  NO.  0712
            CORPS OF ENGINEERS,  611  SOUTH  COBB  DRIVE,  MARIETTA,  GA.   30081                             Req.  N      . sACIC-77-53

                              U. S, STANDARD SIEVE OPENING IN INCH,:S       U. S. S-ANDARD SIEVE 1NUMCERS                         HYDoME TER
                                     6   A   3  2if  1 4    -   3      6  810o 14 16     30 40  50  70 100140 'C0
               100 -         6 4         2  i I                                 ~I
                              I    I    i I  I                                                              IIi

                70-         ___                                       . .-4                        --      -      -                      -
                                                                                                 -41  ___    I                                            __~~__-

                         ,I__T   rll~l_ _--__   _.____                                                                          ___                      ___

                                                    _ _ _   K   I      . ~~  _  _ _        I .   L                    -  +   1   _   A   i
                        60~~~~~~~~-                   -                                                                    -                                  -0
                0           -.

                30                                                                                                                                             10__ _ _ _ I ~ ' ' - K _ _ _   _

                10           _

                       0-~~~~~~~~~1                                                                                                                     _____
                 500              100    50                10      5                1      0.5              01      0.05             001   0.005            OWXI
                                                                              GRA:N SIZE 114 MILLINETERS
                         CO3BLES                  GR        AE                                    L        SAND                    SILT OR CLAY

    -n1      Sample No.     Eley or Depth                CLc.i    cs~n            Nat v     LL      PL       PI                                       For'
    M              2                       Gray poorly grnaicdYends) S- (S -                        --                                   ----                     C
    C:
    :P-                                                                                                                   Lab. -to.-  7412367
                                    _ _ _ _ _ - - .   -  _   -   .       .  __-.   -         2    ~~~~~~~~~~~~~~~~~~~~~~~~~~JA r e a   -_                         _

                                                                                                                    I    -  tz 3ta2lic.  50OWOS, Sam-ple No. 2
                                              GRADATION  CURVES                              _,,,_ K3 ekutgU3t 1977

          ENG   M1AyR03 2037

     DEPARTMENT OF THE ARMY, SOUTH ATLANTIC DIVISION LABORATORY                     WORK ORDER NO.  0712
     CORPS OF ENGINEERS, 611 SOUTH COBB DRIVE, MARIETTA, GA.  30061                 Req. NO.  SACEC-77-58

                    U. a STANDARD SIEVE OPENING IN INCHES  U.S. STS.'DARD SIEVE NIJIBERS           IIYROMETER
                   6  4  3 .2 If I3   2            6  8 _ 3 1014`3ZO 30 40  50 70 100140 2W0

        90                                                        1   $-I-  I  j  '

        :  1 1                        _ _ _           __    __---  .1. -- - -   _ _ _      I                       K -�-

                                                            --4------                           ___                      20
                      70------~~~~~~~~~~ _______
         r                                                                           I ____   ___   i-I
      0 W-                                        -             3 0

        30-                          __                  _ _        --H

         40-               -----__ ----                      -L --          -                       --       - - _

               "?-~     ~ ~          __                    _--~v                                   ____

              20~~--  -i                                             1  W     _

                               i i           L             _ _-If_                                   _                 _

                     too~ ~~~~~~~~~~~RI 52E IN MILMt RS                                                112 -I-i   100J
         500          100    50            10    5             1    0.5           0.1   005           0.011  0005        O O.(D
                                                         GRAIN S;ZE IN MILLIMETERS
               COBBLES                                        G  SA14_                              SILT OR CLAY
               I~~~mrs                     lr       COARS I CORE ADIUM                                                  _
      Sample No.  Ev or Depth            Cliosnifio:t oa w w         LL     PL                     PI y  1i-
           3                jGray poorly gra(.cli snnd(Sp)                                                             LI-SI -  -  -6-CR-"c:   ro'iyQcSc.
                          ________-  ]  -                                                   L~~~~~~~~~~~~~~~~~ab. Ila. 2/38__
                                                                                         - - -- ---- -  --

      IZI~~~~~~ ~jrrxa~$ssI.taao. 350+00:8, Sizmple No. 3
                                GRADATION  CURVES                                      Date3 Au~gust   1977

    ENG  MAY 53 2087

      DEPARTMENT OF THE ARMY, SOUTH ATLANTIC DIVISION LA1ORATORY                    WORK ORDER NO.    0712
      CORPS OF ENGINEERS, 611 SOUTH COBB DRIVE, MARIETTA, GA.  30061                Req. Na.  SA-CEC-77-53

                     U.S. STANDARD S&EVE OPKNING IN INCHES  U. S. STANDARD SILVE NJUMBERS           HYDRCAZIER
                    4 3 6      1  I Z 1        3    6 8 10 14 16 20 30 43 5!    0 100140200
             IM ~   ~        I     I           ii   I        "~'                  I i j         _I_____

                           2011:  7.7111 _             !_Ti   71111>__ .0

                       90----------- --------                                   ----  _1 11 L . 711                   ___
                                  ____                               -. ..............L~~~~r L~  ~. _..L4.-.-i--- _.__-~. .   _    ____
         8_                                                                          �        -                       _   .100  0

          50---___.-                                                          .. -.___

                                   I~~~~~~~~~~~L----~ .1---    C'

                            10~~~~~~~~~~~~~~~~~~~~~~~~~~~~~. --�--t- -.------.-----.-..-   I--

                                                                2 -                    --

              I.      -   0-              -- . - -            .      -  .              L  .                               103
          500          100    50           10     5            1     0.5                0.015         0.01  0000       -0-001
                                                         GRAIN SIZE IN MILLIMETERS_________
                 COBBLES             GRAVEL           ------                                  -SAND  S IL O il ~C L A Y j
                      ~~~~ 50-- ~ ~ ~  ~     ~     ~     ~    ~     --F

        Sampl~e No,    Etev or Depth --t --         L     ,     --          I'  P       t                   7
    ___4                      - Grany.poorly- ra~X 2                 -             -d -s             Renort, FoPT~ak.S.

                                                           .~~~~      1                r~~~~~~~a-a.nta.11o ...50i:-'5S, Jiwpe-No- -.4___
        1'..)    -               ~~~~~~~~~~~~~GRADATION  CURIVES       ___'S_7__

     ENG IMA 0 2087

     DEPARTMENT OF THE ARMY, SOUTH ATLANTIC DIVISION LABORATORY           WORK ORDER NO. 0712
     CORPS OF ENGINEERS, 611 SOUTH COBB DRIVE, MARIETTA, GA.  30061               Req. 110. SACEC 77-58

                   U.S. STANOARD SIEVE OPENING IN INC.IES  U.S. S'.UIDARD SIEVE NUMBERS          HYDROMETER
                      3~   21 31                 46 IO1 1416 2 304('5070 100140 2)0

             w--   ~ ~I                                r-r F 1_
                   _____          1                -1 -     --T  T-  I-

           90--                      __~                 __  .                _        ---    -.  ---1
                      ___  L-.-   __           ..:r~:::: __-_I-- {J

        70 - ---           i

                                 __ ~I!IIII7 ~7i7X .2171                   L   ITIZ_._II                        __

        40 _ _ _ -                   -                    ED--_

       20

         500        -Do   D ID    5                           105               0.1  0.05          6.61  0.00         0.0__
                                                      GRAII SIZE  '4 MILLIMETERS
                  LES GRAVEL                        S                                            SILT__OR__LA
                                M%-S    f HE   L                         F114E  I I   -SL   RC~
      Sample No.    Elev or Depth       C il ar ~           t w    LI   PL    I[
    ___- _1    .__-        _~.F~:~e~  i l:ac  ~d(SP)or -g i-.e  y)ePO                                         11y.Beac
    -   _ _ --    -----.   -  ----.---.---._               ..-           -   __  -    - --    Lab,   No.   7A/2319...._ _ _ _ _

     r:~ ~    ~    ~ ~ 1---             -*-----------l-              -             -. 1O�OO~ ~.NSample~lo.L.. ..
       N                       ~~~~GRADATl!ION~ CUVES                            -~n L    3 A:~us t _977

    ENG 1MAY03 2087

         DEPARTMENT OF THE ARMY, SOUTH ATLANTIC DIVISION LA3ORATORY                   WORK ORDER NO.   0712
         CORPS OF ENGINEERS, 611 SOUTH COBB DRIVE, MARIETTA, GA.  30061               Req. NII. SACEC 77-58

                       U.S. STANDARD SIEVE OPENING IN I1NCHES  U. S. STANDARD SIEVE NUMBERS          HYDROMETER
                       6  43   2      3   4   6 46 10 14 16 Z0   40 50 70 10 1040 200

            too z         4-t-----7---- _44_"              I                 I        I I                     -             10
               �i_                           ____                                                           i--        _ _   ,
                                       90_                              -                             -     ----

            70.--     I -                                                         _     -3   0

          ti50-

           40._                                               _ _ .                        _       _ _ _0

               2C                                                                   rtt'. -  .-ti-              -- ----.- �0

                              ~ffi___- iiii~i<ii   4- ;.Li__Aoo
            30~ -                                                                            .7__            _   _ _

                            10-i ~~~~~~~~~~~~t~_                                                  ___                     .100
             50  0        100   50            10    5             1    0.5           0 1  0.05          0.01  0.005       0.)01
                                                          GFAIN SIZE IN MILLIMETERS
                   -   COBBLES        GRAVEL                        SAND               t              SILT OR CLAY
    c      Sample No.    Elev or Deh        N                                  PL    PI      5                         =
    -i                            Gray pot-ly gradel-d(Sl        -             -     .            SUr~eyRper,- Folly Bleaeh, S-C.
                                                                        CD ____Lab. No. 74/2371
                        ~~~~~~~~~~3                                                     h~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~Aea
                    ___                                   -.  -.          I              1Ilg�:11S 11Sj~  . _ 1O()_-LOQN~np- 00    .el.e_ J-2
                                   GRADATIhON CURVES    _______                                3 h  t 1977

        ENG  FMAYRM3 2087

        DEPARTMENT OF THE ARMY, SOUTH ATLANTIC DIVISION LABORATORY                      WOPK ORDER NO.  0712
        CORPS OF ENGINEERS, 611 SOUTH COBB DRIVE, MARIETTA, GA.  30081                   Req. Ni.  SACEC 77-58

                      U. S. STANDARD SIEVE OPENING IN INCHES  U. S. STANDARD SIEVE NUMBERS              MtRO&IETER
                      ioo  6  43  1+ 1    +         4 36  810 1416320304050 70  100140 200
                    90       -   -   -    I-  -   - - - - * - -   -   - - ~ - - -   ~ T -   ~   _ _ _ I*    I  H              10

                                                                                                                        20
                                    _ _ _   _ _                              4 ~~                     ~ ~~~~~~~~~~~ _ _   ___

               ,____                    __                  _                                 Lil
                                      70  ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~-30

                                                                                     1  Ii                               40-
           60              1                                 _ _    -   -r _

             a~~~~~~- I-'i                                                                           I                         S
          so 50--__
                4-   __ B                            ..-- -~  77                              - --  ----

          340                                                                                                                  70

                                                                                                                       0.001
           500    --     100 so              10__-.   5    1    0     5              0.1  0.05           0.01  0.            .010
                  'I  I    COBIBLES   GRAVEL   _____                 SAND       FI-O    ~               SILT OR CLAY
         Samp~e No.   Elev or Dept.h        Claossfication      Noat    L     L  PL    Pi      CHiARLEISTO IXM  .STRIC'V Folly B~ach
       -___ 3    C -    __ Gray poorly graded saud(SP)i - -                                        -- -- Pe S t

    EGMAG   1I" 1                                _____             a --           Ib ~1t. No.  74/2372mp~
    4                                                                                             -.           -00
                              �   100    5~~~~  )0    5         1    O.S            D.1  o~~~~~~~~os    091 Oydvista.W  . 0  I  ' S

              N  FORM                          ______________IO CURES                               Auguat 1977
                                                          ENG MFOAN Iem   2087

       DEPARTMENT OF THE ARMY,  SOUTH ATLANTIC DIVISION LABORATORY                     WORK ORDER NO.                0712
       CORPS OF ENGINEERS,  611 SOUTH COBB DRIVE,  MARIETTA,  GA.   30061                      Rcq. No.    SACEC 77-58

                        U.S. STANIARD SIEVE OPENING IN INCiHES   U. . STANDARD SIE'E NUMERS                       HYDROMETER
                       103     i                                1P 1416 20 30 40 5  70 100140 2-0
          100                                              -r1

           90         _   _    -_                                                            __                                        _

           so 2

           70                                                                                                  _30

                     --0-I.-

           I           __         - r____                           -.   .i: ___i  i---   -                                           _

           2 0                 ....    ..                                                                                            __

           10 -                                                                                                                            10

           500            100    50              10     5       I            05              01    0.05            0.01  0.005          0 001
                                                                  GRAIN SIZE IN MILLIMETERS__________
                   COBBLES    IGRAVEL                    I                  SAND        FIN   SALT___OR_____
                                                 FINE   I               film INtEO~~SL RCA
         Samople No.  Elev or Dep     t         CtasifcotWn           Nat w6    LL    PL   Pi ___C.HRLES'LL'N DiZU'RICT, Folly' Beach
       ____ /o-                   ---         -- -...-----                                   -6 Prj   ureyLpr   Tllja1

        _tG  _o ] _                                                                       I                                                _
                               _____  _______  _   ___    ~~~~~~   ..~~.                                Lab. No. 74/2373   _               __
              } 7              j.0g($                                                  -                                _      _

                                            _____               --.    -.  -           --          A'     - - -
    M~~~~~~

                                      GRADATION   CURVES               _____tint    3-Augu~t 1977

     ENG MAY83 2087

          DEPARTMENT OF THE ARMY, SOUTH ATLANTIC DIVISION LABIRATORY                      WORK ORDER NO. 0712
          CORPS OF ENGINEERS, 611 SOUTH COBS DRIVE, MARIETTA, GA.  30061                  Req. No.  SACEC 77-58

                         U.S. STANDARD SIEVE OPENING IN INCtil.S  U. & STANDAR:) SIEVE NUWBERS            HYDROMETER
                         6  4 3   2 If  I          3 _ _     1310 1416   304)    70100140200

                                             17.~~~~~~~~~~~~~~~it 77    I.--           li'j -�- ---1-iz
             100_                                 -_ T-

             70---     _-                                                                       4T...        -               __

                                                                            -.- ~         II I             I
           S2                            60                                                           ~
                                                                              _i~~~i

                                  30  -- - - �--i--                                                                      -~
                       _ _ _ _                        I
                                        ___                              I                ~~~      ~ ~ ~~~~~~~~~~~~ii  I
              s ~ ~ __                     ___                 ____                               -+--       -.

              r~~u__         �---�- --                -    L  ---..-    .    -    ___ .    I'~     t..... - . 4 .

                  ______    .J                                 __                  _ -------  ----.----.--
                                 20~~       ~~~~~~~~~ ~~~~~~~~~~~~~~~~~ ____  --- -- --------- -- .---------.  \  9:'

                         10---~T                                        '               \, ____-  --  ...

              500           100   50      l     b      5             1    0.5           O.i  0.05           0.01  00013         00
                                                               GRAIN SIZE IN MILLIMETERS
    -i-f    COMES                        GRAVEL                         SAND
             -rl ~ ~~~~~~ I mreL ~                   .rSIEZL'7    -~ rr                                                     _
    G,     Sample No.  EIev or Depth          Clafclion                                               Li;TN l.S'ILICr, Foi].y Bcach

                _~  ~     ~ ~ G _orl _:~ 4Ee _~                               I      ~~L~. _CPC .:.I~~_1tI~   S
        - ____-----.   -   ________  -                                          -   -         A,    Lab.   N]o.   74/4 374
                     F.', ~ ~ ~ ~ ~ ~ ~ ~   ~   ~   ~   ~   ~  ~  ~  ~  ~  -   ---- - -  -- -- ___ __- --- --- --   ----   --1

                                                                                            I  -  I  ~ csta. -oa. .9C.0--i -NSa re
                                     GRADAT10N  CU'FRVES                   -                  ,3      August: 1.977

        ENG   OMAY 6 2037

        DEPARTMENT OF THE ARMY, SOUTH ATLANTIC DIVISION LABORATORY                           WORK ORDER NO.  0712
        CORPS OF ENGINEERS,  611 SOUTH COBB DRIVE, MARIETTA,  GA.   30061                    Req. No.  SAcEC 77-5S

                      U. S, STANDARD SIEVE OPENING IN CIICES  U. S. STANDAP. SIEVE NUMBERS                  HYDROMETER
                      6  4 3  2 1+  I 3   4               6  I  103 1.416   ~3  05   6lOI
               100~ ~~ 4         2      -.--         34         OI 6    040  50 70 100 140 200                                        0
               100~~                                           ~~                   ~ ~~~ I            II III   I I 1Fi

           90 1

           70             -        -                                                                                                  30

                    _ _ _                 _ _ -     .      --      -                                      _
          60c ---�------- ___       -- 171771.---- 777iiI7I7O .

          a50L
         z

           30 -                                      -                                                      _ _         _ 0   _  _

            to- --1__11_:_=_ _                                                                 1
           10-                     ------., ________. --- - .                                                                  -      93__

            0-                 -                10              I' j w                         L-1
            5w  too              50             10                     1    0.5          0.1   01)5           0.01  0.005          0.001
                                                           GRAIN SIZE IN MILLIMETERS
                  COBBLES              GRAVEL                              SAND SILT OR CLAY]

    *'I   Sample No.   E:ev or Depth            Clasir8abon           NaI tw   LI    PL      Pi     YRLESTO.~N MUS1RICT, rolly Beach
            O                      Gr~~~y_~pao~~Sp 6t~~~t--po 11  and ( S P )II~
            C~~~~~~~~~~-r L- -rde
                       ___                                            -  -                    1PrcAYI  Lab., No. 7142375

    o
       ENG   Ma.-Alie                                                                                              90300 2087ample-No-2-
            -                        ~~~GRADATIC)IN   CURVES                                     D~-'    3 lluugt 1 977

       E14G MAY 6~, 2087

     DEPARTMENT OF THE ARMY, SOUTH ATLANTIC DIVISION LABORATORY                     WORK ORDER NO. 0712
     CORPS Or ENGINEERS, 611 SOUTH COBB DRIVE, MARIETTA, GA.  30061                 Req. Na. SACEC 77-58

                    U. S. STANDARD SI'tL OPENING IN INCHES  U. S. STANDARD SIEVE NUMBERS            HYVROWITER
                   6  43  21If  I       + i         6 IA a 416 20 30050701140 200
                                     100 f          I                                I'T -

                                +~~~~~~~~~- - - -

                    ___ I
      S 0 40                                          __

       sos

         x,~ ~                   ---          I        --   --  --.----
        40                        ___--iE'2                                                                �

                              20I~~~                                                ii 1. TS_  !-���-    70~~~~-  .
        30        _  _             _  _ _-                                                              1                  7

         20-11i____                                   --                               I------             -- f / : t iB

        10                                                        90i                    T

         500          100    5D            10    5             1    0.5           0.1   0.05          0.01  0.005        Or0
                                                        GRAIN SIZE IN MILLIMETERS

               COBBLES   I         GRAVEL        *L   �    __I~ND                                   SILT OR CLAY
      Sample No.    EEIe or Depth       CNo t fictwn   LL    PL    IN CWMESTuN    DlCT, Fo lly Burxch
          3    I-r-c                                                                                                  aalL
            -Ii  -                ___- Acea  Lab. 1L. 7U1o.    2376                                                 __7______

                                                                                    ma_____  tS ta. N~ 90D-OO N,- Samp   flo,
                                GRADATIONCURVES                                       -Det   3 _Augunt 1977

    ENG  M`AY 63 2087

    DEPARTMENT  OF  THE  ARMY,  SOUTH  ATLPNTIC  DIVISION  LABORATORY                                        WORK  ORDER  NO.   07:12
    CORPS  OF  ENGINEERS,  611  SOUTH  COBS DRIVE,  MARIETTA,  GA.    3OC81                                  R~q.  Nil.    SA(,E(. 77-58

                         U. 5. STANDtARD N~EW OP'ENING IN INdCIES         U. S.'STAINDARD SIMV PILUMBERS                            HYD-KNIETER

                       ___           I      t      __2                             If           I         A                    141I 04    0   010102

               loc_         _                       _ _                    _ _ _ _ _1                              i

            77Z779.--_  L   _ 1                                                                                                                           _

              40-            -    ~                                              CIO_

         500       t oo             50                10      5                  I      0 5      -         .1    ').01.    H    I     01    000O5           _00-D1
                                                                                GVA:N SIE IN Mil-HIVETFRS
                    ~~~~~~~~~~GRVL  CC-E                                               SAN                                          !9iz1v,~zz~T Q I CLAY    __
                      ci-    ____     Gray  T~~~~~~~coriygL    Is   vf7~~~~~.           -.  --    -        -             Survcy J~~~~~~~~z;~~:~~PLPiFcL1.y."'- "--c.....-.Uca..-

                                 ENG  ~~~~~~~~ 2087  ji--.  ~ ~ ~ ~ ~ ~ ~ ~ ~~~~~~~~~ ~Lab,,  No..  7'/12377                                                 -

           ________ _   ______ ____  ___   ___GRADA                                                                       LT I IC     orI.ON (- -1_' E  3    Ai' st 1977

       DEPARTMENT OF THE ARAT. SOUTH ATIJNTIC DIVISMOI LARCRATORY                        WORK  ORDER NO.  044'9
       CORPS OF ENGINEERS. 611 SOUTH COBE DRIVE. MAIUETTA. GA.  3O001                    Req. N3. SAcEC-77-20
                          U S, STANDARD S'5'F O-EN:G INl INL-ES  U. I STiNI)ARD SIEVE NUMBERS                HYDR04MEMR
                         6  43  2  If 1    3        4      69 1014 16 203040I 50 70  100140 200
             Ii---       r     rn           r t         r1r'-V-ItF ~ ~                  V                                         -o

                   ____--                                        I1. *    'i K                     li
             1(0          -    Ir      --                                                    ilj    7  --L-                        -0

              70    3     0     -     ---                  -L    - .                              ----------__
                                                                                              __.1_i_ -t-----    ----�--�-- 4 0

              ('0-----  ----�----  ----               .     - p---- ---                             I                            __     1

                                          ~~7II7Iffi~~~~~--  ------                                                            __

                                                                                                                      I -- --    -- 70

                                              I. --   -       .                  I.--1T V1-                                    _i

                   _____                                           ____ -l_ i _ ___  -4----    �                                    _lx
              0                                El-                                                                                   100___. I z' 7   _
              500           100    50            10     5             I     C.5           0..   0.03           0.01  0005          Coal
                                                                  GRAIN SIZE IN MILIMETERS  __                          _
                                          GRAVEL            SILT SONRI C
                     COSSLES                  ------_____  - -~-R-------            -         I               L
                                                 -FINE -1-11 -    I -Ur I F-1INE
            Sample No.  Eiev or DepTh   V slai crF7too              7eF                                                      17=Y z.a
                                                                                                                 r~tYp i    ly reach, S.C.
    '-     1  2, 3,   --jGr~emish gr.�y ix:,.r'v-                                                Po3.      . l2f62O72C823
    C--                              g r 12 C J- 3                                    i t         F ',aeab. --,. M'2 r6,2307  2308 23)9

                                                                                                 org No M. 1_Sa3mpl     2, I3, & I4
    o                                  GRADATION  C-LIRVES                     _:1917

         ENG    A    2037

         DEPART~ENT OF  THE ARMY,  SOUTH ATLANTIC DIVISIOD   LABGRATORY                                      WORX ORDER NO.    0449
         CORPS OF ENGINEERS.  611  SOUTH COBB DRIVE, MARIETTA.  GA.   300GI                                  Req.  No.   SA.C~C-.77-20
                               U.&S STANDARD SIEVE OPENING IN INCITES         U 7 STANDARD SIEVE NUMOERS                             HYDROMETER
                              6   4  3         2                3  4_ 6  8 10 1416  20 30 40  50  70 100140  2)0
                100                                                     I                                                                                        0

                                                                                     90 -                         -

                 70---q--_                                                                                                                                    _
                 -0                                                     -.-   -___            - -         7
                                                             0 I-
                      _        _             ---------.-------              -     ---                           II-     - -    -  -  --.          -  -  -  -  -

                 30----      _                   0                                                                                       1
                  u                                                                                             1      -1-______  _______  __I  --

                 40                                                                                                        - ------___---------               t-60
                                                  GRAVEL -i---AN
                                                 _._._____~~~~~~~~~~~~~~~~~~ III_                                                _______
                           y ,-.-~~~~--  ~~-~~~--- i          t   r   1                                       -- : -I---   ---  - - -

                                    ~I                            *        _    I. -~        ~_1                 I'                 I~_
                                                                                -                              I
                      -, ____  ---1---                            ---            ------              I 4----    t-                                        ____ -70-�--

                                      50 x                 10      5                 1      o                0.1    COO               0.01   005              0M11
                                                                              GoINE    SIZE IN MIII MyTERS

                          COSOLES     Gi~             .E -INS      - ~            ____~VE  SND          ______SiT OECLAT
    11         Sample ND.     Elev or Deplt     .hi- -'   CIa&,Iirn  _        _                                                                             7 r7 rP
                                                                                   -.  ~. -~ -4'-   I f f            O1U.Ir%  2 y;r L   Foly  3>ici;,S.C.
                                        SI. (t-4-l  -                                    I                     --       *j,,**~.   74:2311, 2312
    Do
                               rri~~~~~~~~~~~~~~~~~~~~~~~~~~~r

               ________  V                                                        i...  L...L........                 R'.:r1P2 It __  -, ;, --'-I1"s 1& L 2

                                               GRADATIO)N CURVES                                                                  I rc    7

           ENG    MAY 0, 2CI87

        DEPARTMENT OF THE ARMY, SOUTH ATLANTIC DIVISIZN LABORATORY                      WORK CROER No. 0449
        CORFPS OF ENGINEERS, 611 SOUTH COBB ORIVE, MARIETTA. GA.  30061                 Req. PIo. SACEC-7?-20
                       *   U S. STANDARD SIM0 OPNING 14 INCHES  U. S. STANDARD SIEVE NUMBERS                  0L2ER
                          6  4 3      12            if I    3 4  6 A 10 1.16 1C 304050  70 100 143200
              MD  -T-~~ ~I-   I-r-r                                                            I-
                                             ~~~~~~~~~~~~~~~~~~~~I                                 i ji       4

              90I  __i77-77Z74 -                                                           ~__                                    10

                         _ _--                _ _                                                     --   --- Ij   H --- ------t  1  1__. __

            2 60                                                                                                                  4

             40                  - --_ -                                         -

               10_              - -----  - -                                 ii           -   . .

               500           lo0   50            10    5              1    0.5           0.1   OD5           0.01  0005          0.0)1
                                                                    GRPN SIZE 'N MILLINIETERS
                                            GRAVEL                         SI'ND
                      COSOLES        F     R     I          wESIL IT CIR M
                                         oxarl    rI.K    cmYIIEI  Ii(pMI____ FIN                 __________   _     ____nlW_   ____
            Sample No.  EIev or Depth  iCss,(kation                Nat w %  LI    PL   j                                         nc L   LII  -    ach
    Z   ~' ~             ~            r~p22~Iy gradsilr~v__ I -            -       -      -    Fi~Le~(.  iryeyRCP~Cpcr  _~C;-S

                              C3                                                                       ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~2, Samnples 3 44
                                         GRADATION  CURVES                                            Z : M,-rh 1977

         EN0                     IMAYS0

       DEPARTMENT OF THE ARMY, SOUTH ATLANTIC DIVISION LADPRATORY                       WORK ORDER NO. 0"`9
       CORPS Of ENGtNEERS. 611 SOUTH COBB DRIVE. MARIETTA, GA.  30061                   Req. No.  SACEC-77-20
                        U S. STANDARD SIEVE OPENING IN; INChES  U. STANDARD SIEVE NUMBERS                 IHYDORlMEER
                            6   43 21+ 2 if  I    +   46              203040S070 1004 10 200
            100                                  r--'rI" ~               ~         IJ.'L..0
                                                        ~~ -T- T                                                                 0--

             W0  I- --- --                                            7. i .4   4^-                                          ---0

                                                                                    I~~~~~~~~~~~~~~~~~6 I
                                          20-                                              -- --I--                              80
                --__                                .-..-                  ---I .4-..-----

                          5~~~~~~~~~~~~~~~-   I'   ___ It  __

                              L zo-   - . I-tI_'_I_~l/i j                                          __~_   ___
                                                                     t~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~t

             50                                                          90 50  11
                             _____ .4...._ .                                              v.,   Ij---    [  f  L-9

              5      too0    5D                 10    5          I         0 5           0.1   0.05          0.01  0.005         (001
                                                              G7AIN SIZC IN haId METERS
                    COBBLES             GRAVEL   t  SA              N D ISILT___
                                              ~~~~~AR$E ~~~~~~~~~~~~~~~~~~~I NE
           Sample No.  Efev or Depth    \Ui u1i CM ssc.,tion       Not w    LLCI    S     I) I    C;  Folly 3,2ach
    14    5 & 5                      ; --  _  ray poorly grad'd" silty    -  -             -                    :   FLhy.3eachS.C.
         -c ___III-TIT_~-___--   _T s;�-i-sirIsand (S11-..1                                    Lab. No.  74/23J.0, 23115
    m
               m    --    � - ------------~--------__.. -.---.-.---. ..-----                    Ca  __--                 __-  __  ___--l--- l
                                                                                                  ____ple iil, Sam.ple #5
                                                1-                            j ~~~~~~~~~~~~~ aorn N .e<12,'i~  2aC-pL.cL i5-------~---

    1.14                               GRADATION  CURVES                                        rota    2 'Search 1077

        ENG, NFORY  2087

      DEPARTMENT OF THE ARMY, SOUTH ATLAIITIC DIVISION LABORATORY                     WORK ORDER NO.  0449
       CORPS OF ENGINEERS. 611-SOUTH COBB DRIVE. NARIETTA, GA.  30061                  Req. No. $ACEC7720
                      U. S STNIDARD SIEVE OPENING IN IIICIAES  U. S. STANDARD SIVE NUMBERS             HMJ10IIETER
                     106  43         I +        I I   1      3 6  31014 16 20 3C, 40.50 70D100140 �10

                V__ _1 -Li --tk. __ :w1B41  _-----1

            70----      ___     __   ____ -- - -- - -- - -- - --   -    ___           _

                                ~~60  -------   -------                 ____                --~~~~~~~~~~~~~~~~-�-----   ___--

            so---                          2-I

                                                                 70--           --  -                                  3(_

                ___.-----.-.-.-----. ----.--, - ---.---.-.+-.- __ t--

                           ___  I                          __                            - -----                        _
            10        _ 0
            ?0

            500           100    SO          10     5              1    0.3           0.1   C.05          0.0   0.00         0.)I1
                                                       G6CIAi SIZE IN MILLIMETERS
                  COSBLES             GRAVEL  ___   I--_-- -              -        -_                  SILT OR CLAY .
                               ~~~~~~~~~I NE                            I--u X1Z1ZZ    L           -_ -
    -Mj    Sample No.    EIev or Depth    Visual   ClissifrA'ion  Not wI% F--LL    PL.FPI        CARLSTON Dri    Folly BaTch
             ____- ..i- .2  poor !:~_r           aded silty       -
    c__                             sand (SP-S:1) with a trace
                               of coarsc-mnediuum sand sizes_                            A_

                              Shell appro.A.;~:ttcly 52.          j      j       I        r  .__ Samples I &
                                 GRADATIOCN  CURVE'S                   ___________       Dato   2 ?Karch 1.977

        ENG  2:. 2087

    DEPARTMENT  OF  THE ARMY,  SOUTH  ATLANTIC  DIVISION  LABORATORY                                       WORK  O~U1ER NO. 0
    CORPS Of  ENGINEERS,  611  SOUTH  COBB ORIVE,  MARIETTA.  GA.   30061                                  Req.  No. SAUcC-77-20
                            U. S. STANDARD SIEW OPENING IN INCHES           U.S. STANDARD SIEVE NUMBERS                              HYDROMETER
                           6   43    2                         3 46IS2 3 10 14 16 20  30  4(  50  70 100 140 200
           100            r                      f t

                                                                                              I                                     _  _
            0         ___                                 - -                                                            LL

                  ,    _ ______.        - .._.- _ _. ..       4.                                         __    t-i___                                       __
                                                                            I                ti   I~~~~-- .--  iitri                ___--_               .           0

            30
                                  20 - -                                                                       I:          ,

                           0                                                                                                               ti    100~~~~~~~:f_:i--I

             500                                                                                                                                                  too 50  to 5  I 0.5  01  0.05  0.01   0005  0.001
                                                                                GRAIIl SIZE IN MILLIMETERS
                  COBE GRAVEL                                     ISAND                                                              SILT OR WLY
                           COSELES     ~~COARSE          fINE                                         FINE             -   _______              _________
         Sample No.   j Elev or Depth      v.S        clesmcaon                 Nat        LL       PL       P1iL~~.~                               T -, rr j      -ach

                                                gr c  ,d:6lrLI    (S'   w~ijt   -a -         Lb  ___o.    74,'2313                                        _ _ __ _ _ __ _.
            _____      ---~        -     tr:cc  o)f g            size  ald_                          -    -
       ""4                     Area     - j                                                j                                                                       ____
             all                           J r  �: tI

          Ln                              ~~~~~GRADAT!,ON  CURVES   ________DOI 2  Cl 1977
     EN G   MF 'A' R me, 2087

        DEPARTMENT OF THE ARMY, SOUTH ATLANTIC DIVISION LABORATORY                        WORK ORDER NO. 3449
        CORPS OF ENGINEERS, 611 SOUTH COBB DRIVE. MARIETTA. CUA.  30061                   Req. No.  SACFC-77-20
                         U. S, STANDARD SIEVE OPENING IN InCliES  U. S STANDARD SIEVE NUMBERS               HYDROMETER
                         06  43   21L1     -4              6 I 110 01416 20 33 40  50 70 100140200D
             100                                          0f~~f'i

                                               7717'    iTT                              II

              90    -           ~---------                                                                                           .

                                          70~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~0
              50 -                                0                                                                                  0

            ti

              30                                                                                                                     70

                  10  ~~~        L-  - -                                                                                             90-

              20 too-----                                                                       I  ��--�--

                  500       la,   so 00   50      0     5                   0 5            0.1   06T--- Ob1  O.W5    DOW1
                                                               GRAIN $IZE IN MILLIMETERS
                      COBBLES             GRAVEL        r                 SAND
                                    COARSE    F  INE    jCOwS1 J77 EiININE  I~
    '11    Sample No.  * Elms or Depth  -Visual ClxsfcaKron         Nat V,  % L     Pp      P               17.1 I T     ii! C77T=TT7T .ac=
            4 &  4           Greenish  g.-ay poorly gradc"! P             I -      -y-UBeadh  S -
         ________-                  silty s-rnd (S                                                    -ib,-SI  Nv-4.. I2339.,Z323-
    m                                 race of coirse.-mied iu     -d                          -Atr
         __________                 size sh-ll fragaluLnts.         -   joa
         __________                     Shcli~lroY iraly'~l%                  -       -         .9!AinK No. H010 No4   Snmple No. 4
                                      GRADATION   CURVES                                       r.0    2 -arch 1977

         ENG I :     2087

        OEPARTMENT OF THE ARMY, SOUTH ATLANTIC DIVISION LABORATORY                             WORK ORDER NO.    0449
        CORPS OF ENGINEERS,  611 SOUTH COBB DRIVE, MARIETTA,  (A.   30061                      Req. No. SACEC-77-20

                          U. S. STANDARD SIEVE OPENING IN INCHES  U. S. STANDARD SIEVE NUMBERS                     HYDROMETER
                         6   4          3 I+   I               4    1416 20 30190 50 70 100 14020D                                         0

              too~ 711                                              i19{                  47<

                                                     ___~ I.                I   __-- ____
                                                                        ____I I    N

                  __      __             -    _ _      -  --  --  --  -                          ..I
              70

                         r~~~~~~~~~~~~~~~~~~~~~RI sZ INMLIMTR
                 COBLE                      GRAVEL--  ______-        ________  SAD___________-                      SIT OR_: ClAY1
                                                                                                           T-~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~7

              5                                                  _0 -   1�..-                                                      -T T tab.Nr 14  -9 --
            40 _                                         --             I                                                                    60_

                                                                                                                            1 4
                                  30 -  70~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~i-

               0                                                               P-L                            -                 0.00105O.1
               500            100    50             10     51    05                             0.1   6.5             .6 DD
                                                                  GR.'-IN W!E IN NIRLIMETERS
                                           GRAVEL        C2
               ENG   C~tCOBBLES 2087;K~;;KT~!m~nsr                       uiolvu   I       nlrE                     SILT ORCII~LRL
            sample No.   Elev or Depth : L Li ;t  Ca"";fj'al'on         N'tu:    LL      PL  pI                                 c i     FL) I IV

            c                        ~~~~~~~sanld                   Lab. NoI~ j __~                    _rtl~r.. 71(:1~~22,f1                   .
    m                                                                                                  Arej

                                        GRADB-ION~ CLJRVE:S                                        2,..-  .;s.-

         ENG   MF(A`76, 2087

        DEPARTUENT  OF  THE  ARMY,  SOUTH  ATLANTIC  DIVISION  LABORATORY                                        WORK  ORDER  NO. 0449
        CORPS  OF  ENGINEERS,  Gil  SOUTH  COBB  DRIVE,  MAR IETTA.  GA.    30061                                Beg.  NO.   SAUCc-77-20
                               U. S. STANDARD Sl' VI OPEING IN INCHES           U. S. '~TANDAFID SIEVE NUMBERS                            HYDROWETERt
                              6   4  3   2                        3  4   6  8 10  1. 16  20  30 40  50  70 100 14D 2DO

                                  70-  --  4          __  .~~~~~~~~~~~~~~~~~xzz4~~~~LK,                              T                                                 30

             S260            _ _ _     I                 _   __ _                      _-                                               _  __                        _

                  40-                    --  1  - -               -                                            - -- 4 -                _ _                      _  _

              350

                                    Lj __ ~ ~ ~ ~ ~ ~ ~ ~ ~                     __

                30                                                                                          _ _ _  _ _   _

                500                       50                s 10     5                  1      0.5               01      0.05               0.01            O~05GC01

                        COBBLES                   GRAVEL             IS.%ND                                                              SILT Oil CLAY
                                           COARSE     F     INE        C4300SE       MECIUM            F      I     N      E     ________
        -ii Sample No.      Elev of Depth    jV;sis        Classification    -       Nat W_% jLL         P i             CHRULESTONDS'{C    Folly  Beach

                   - ._______                    ~~~~~~~~~tr,-ce  of rc,�Jjua  sa-a-:1             --                                       --__32_232
    mr                                          size  shell1. f a:-ns  --I-                     S        __f   _

                  -                         ~~~~~~~~~~~~Shell  app-txi :LLSt~y 1'/  J_ -F                     IBrn l                .tSampJ esI3     &  2L
              a,                               ~~~~~~~~~~~~~~~GRADATION__CURVES                                                     2 MLarch 1 97 7

         ENG,  MA  2087

    DEPARTMENT OF THE ARMY, SOUTH ATLAIII'IC DIVISION LAECRATORY                      WgRIK ORDER No.*  0449
    CORPS OF ENGINEERS, 611 SOUTH COBB DRIVE, M~ARIETTA, GA.  39001                   Req. NO.  S;ACI-2-77-*20
                       U. S. STANDARD S!EVLf OPENINGZ IN 12FIES  U. S. STANE'ARD SILVE NUMBERS             I-f;OPOAE1ER
             MO A~~ 4           21+1~              3 4  6  8 1O ?.4 1  20 3) 10 !-O 70 100 14C 2CO
                     ---4---.-.-~~~~~~~~~~~-FT-i   ZZT-                 .,41      ----  ..,.2            -.�.j --T                0

          60        _ -        77 -                                                                                             -20

                70 .-    A                                                                              30

          10---. --    - ..__                                     _  I-                 .j   .                                    a

                     500   10(   50       1_ _                         I  C.             .     .5(0I _ _00 _           _  _0
                                                ____.~~~              ~ ~~~~RIN  51 --  IN  MU_ LETT                                 A

           3~~~_                  ----                                                         S   i   l   t   )   - cl yv:  __ _-

                            _____~~~~~~t a __   t- r-Li.-iT ofK.17L~

                                             ~~~~~~~~GRAAION CSIZVE IN MI                              2 METRcS  1 9 7 7   ______

            EN~~~~~~~~~~~~~~~~IGRAE   2087_                     ___     SA~

       DEPARTIENT OF THE ARtY. SOUTH ATLANTIC DIVISION LABDIATORY                        10j1K ORDER NO.  0449
       CORPS OF ENGINEERS, 611 SOUTH COBB DRIVE, MARIETTA, ~A.  30061                    Req. No.  -;ACEC-77-20
                           U.S. STAND .RD SEVE OPENING IN IIKVEfS  U. S STANDARD SIEVE NUMBERS                 HYDRCIETER
                          6  4 3   21 If    -+        3 4  6 110 :4116 20 30  90 50  70 O 140 200                                    -

             90'---             I                                                          I I                     I          I- -- -- tT-1

              8011        ~                           t-I       __  L{{                       j-  --_                               -20

             70 -                                                                                                                    30 --   -      --i  .ii_---
             70--                                --                            -4      ___A

            360                                                                            4-  7
                        20 I    -   ---    ---------                                                                                 so
              B 60---                                                   I----                                      I
                          Y ~ ~ ~ ~     ~    ~    ~ ~ ~~ __                                              -_____                  ____ -      �  -50
                                    __  --                     z    - .. i~~-tt-zx -"-_..L- 77iIIII77-

                                    -~~~~~~~~~~                                                     -                             __

              500           100    50            10     5             1     0.5            0.1   C.05          0.]0)  C0C          0 301
                                                                      GF!AIN SIZE IN MILL METERS
                      COBBLES     G     RAVEL    SAND                                                         SILT OR CLAY
           Sa~mple No.  Elv or Depth  Vi -;'- j_________  Nat 'y %   IL            Pl PL:4.I   W   [i 7777-77 T, 1"oy ii]e-acci
           4 &5                    r. ___  aro_2o    r   v Ed '-iiIty                                                  -IL..  -  -cFroS.C.
        ;Po                                                L-
                           m~~~~~~~~~~~~_ ___ _                                      _                                           ___
                           M~~-

                       ________~~~~~~~~~~~~~~~~~~~~' F-,n No.  ILI., LS                                        N ri    5x-u  -    awpOcs 4&5
                                         GRADAT ION   CU R/ES                                               2 March 1977

        ENG   MF'y"o 2087
    *~~~~~~~OBE

    DEPARTNENT OF THE ARMY. SOUTH ATLANTIC DIVISION LABORATORY                            WOAX ORDER NO.    0449
    CORPS OF ENGINEERS,  611 SOUTH COBB DRIVE, MARIETTA,  GA.   30061                     Req. No.  SACEC-77-20

                        U.S. STANDARD SIEVE OPENING IN INC;HES  U.S. STANDARD SIEVE NUMBERS                    HYDRO)ETER
                       6   43   '2      if 1         3  46   a 10 1416 20 30 40 50 70 100 140 200
          100                    I    ii    T-----                                             II                                      0
                     70_                                        - --  --     -                                                         30

                                                                                         1~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~1
           r                                                            ..I_~______  .1 I                                              1

        z 50                                                                                                                           10
                     70                         --..-.-.  -- -    ____  .1                                                              30-----  -

           40                                                                                                              60.

           20                  S                           D                                                                          .
                                                   --i~~~~~~~_   -  .-.---   t-  -60

           500            100   so             to                     1     Us5           0.1    0.65-          0.01  0.005          &.001
                                                                  GRAIN SIZE IN MILLIMETERS
                   COBBLES                                                        GAESNDSILT OR CLAY
                                       ~U(U   I   rll~t  FINE Cr   Pa JAI(" '          FINE

    -   Sample No.   Elev or Depth  S    U-q    Cl asisifkabon  N a Nt %v  %    LL  PL  Pi                          ')SCiCT Fly ec
    I 2 -va'r~y ckayey                                  il'or;'_~~..irLanic                                                     Bea-ahFa~   SC. .:
        c  ~~~~~~~~~~~ ,Ti                         2 i                                                Lab. No. 74,123'29, 2330

                        C1         rag~~~~~~~~~~~~~~~~lellts h ~~~~~~~~~~~~~~~~~~~Are,

                                Shrl!.                                                            s~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~oring  No.  6. Saniples I   21

                                      GRADAITIONV   CL)RVES                                       Date- 2 fit rch I S17

     ENG   M'A"Y"'-, 2087

    DEPARTIENT OF THE ARVY. SOUTH ATLANTIC  DIVISION  LABOrATORY                                    WORK ORDER NO.  o644
    CORPS OF ENGINEERS,  611  SOUTH COBB DRlIVE,  MARIETTA,  PA.   30061                            Req. No.  S�ACEC-77-20
                        U. S. STANDARD SIEVE OrENING IN INCIIES      U. S. STANDAFID SIEVE NUMBERS                         HYDROMETER
                        6   4 3    2 if I   j-t-4        34638 10 1416 20 30 4050 70 100140 .00
                           100     I  I~~~~~~~~~~~~~~~~~~~~~~~~~~r~                           I  I                              I                      0

          70 - --             ---                                                              __   _    I_                _    I                      30

                                                                            T
                                            40~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~,0

         3  0 - --                                                                                          --            --          -  -  -          70

                20_-_---~~.~~
                                 o  __-___      __            -   -  ___    L~~~~~~                           -                                       7T

               5w          ~~~100    50             10      5                1                      0.1    DES O.5           t(   0.005    -        0AI1
                                                                     GRA:N SIZE IN MILLIMETERS
                  COBBLES                 GRAVEL                ISAND                                                     SILT OR CLAY               I
                                                       F.mINEL           Id3I       L       FINE      II
        Sample No.    Elev or Depthi              clossication            INst w    LL       PL   p I          (i~.  -SI,             - I  , jo.Y

                 -~~~~~~~~~~~~~~~~~~~~,7 Ch___                   tracersi.i  I.  *                                     c L~    n..N    741/--31
     M  ~~~            -   -  -  -- - -_1Ares

                                                         S~~i 1 ~ rI~'-r.IQZPI y  t~~~                   Borioj ~    6, ",ample 11o. 3
         N                             ~~~~~~~~~~~~~~~GRADATION CURVES                                               Prelli 19;77

    EN G  1MY32087

                                                                                  1~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~

       DEPARTVENT OF THE ARMY, SOUTH ATLANTIC DIVISION LAB3RATORY                     WORK  ORDER NO. 0449
       CORPS OF ENGINEERS, 611 SOUTH COBB DRIVE, MARIETTA, GA.  30061                 Req. Ng. SACEC-77-20
                        U. S. STANDARD SIEVE OPENING IN INCHES  U. S. STANDARD SIEVE NUMBERS            HYDROMETER
                       6  43   2 1+1         +      1  6 110 1416 20 3040 50 70 100140200
            100       k               -~ ii                                      ii                                             0

             9of-                                                                                                              10

            80        __                                                      20 -d+-1---------                                80

           160                                                                           iI               0

             S 2  6 0   _ _ _ _ _          _ _ _ _

             10                                            _ _  _ _       I

                    30

                                    20I-i --                                           1~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~t   -' -1

             0  I                                                       - -VT t oo
             500           100   50            10    5             I     0.5          0.1   0.05          001   0.005         0001
                                                            GRAIN SIZE IN MILLIMETERS
                                      GRAVEL                         SANDSILTORCLAY
                             I9   C0iA6E    I               I ____________I     nat                    SILT DR CLAY          J
    _171    Sample No.    Elwe or D-pth  7'iUjI   Cwizhlation    Not . %9  LL    PL    PI       .   ..5oN )i SfLCT, Foily '.each
    C3  4   & 5                    GrayPoorl y gradrPeled,         - (S?-
    C    _ _                       with a traco of coarse-mrcdia                                  Lab. No. 74/2332, 2333
    m                              sand size shell, fragments
                                jshcil approxin~tu~y37        I       --                   o~Area

       4ft.                                                         6, ';_--n~j~'tly3:.  --I--1  `~1~les 4  & 5l~;l;ls~_&
                                   GRADATION  CURVES                                      DINt   2 "arch 1977

        ENG IMAY 6, 2087

     DEPARTEENT OF THE ARMY,  SOUTH ATLANTIC DIVISION  LABORATORY                                     WORK ORDER NO.   '1449
     CORPS OF ENGINEERS.  611 SOUTH COBO DRIVE,  MARIETTA,  GA.   30061                               Req. No.  SACI:C-77-2O
                        -U.S. STANDARD SEYE OPENIFS III IN-CHES       U. S. STANDARD SIEVE NUMBERS                         HI1OIEETER
                         6   4 3     1L                   34   6  8 L    14 16 20  30   50 70   100 1411 2M

                                                                                   too_ _T__T    - 7---   ---a

            so                                                                                            2

            70----    - -                                                                                                                         -3

                             60'          -                 ----                                       -4-2__ _ E j                 --I_     __-
          to U

                                                                           Ii
                      ___                     __                      ___ I--I---                     too_

            10                             i-If                                 1I~ f .i-   4k- 47                                   io &

                            1+--111~-- -----       - -1GANSIE0l0m-.4
            500              100    50       t o             5           I           0.5              0.1    005              0.01   0.005           0.30
                                                                    GRAIN SIZE IN MILLIMETERS
                    COBBLES                 GRAVEL           I                    SAND
                                                    I    arnsr  I    H~~~ ( CMHY  (  YL~~~lllu- 1  nnL  . ~SILT OR WYY
                                             COARSE   nNE  I    M~~~~~~~~~~EDIUFIJM
         Sample No.    Elev or Depth     V-sual  Cinsircawn                 Naet wI   IL   f  Pi   j7TRJcr, 7'1y BEach
       I 1&2              __                                 sa    gray y sa af'                    -       -(SC)Prolect SU n" y_-1
                                    ____   -   ___________   ____          -    I           -                        L~~~~~~~~.   No.    ~74 /23 314 ,  233 -5

    __                  _____            1 1 i7--  --  --   -   - ---I. 7-                                     Ar---A  ---1--t-   ---      ________
                                                                            I       I        I~~ --~  ~ ~~~ *   - ~ t`-  ~t  - --t-~~f-     Boring No. 8, Samples  1 & 2
                                       GRADATION   CURVES                                                  Dite      2 1-arch  1977

      ENG  ,  ~    2087

                                                                                                                                                         *",. .. -

                                       .~~~~..i.. . -~~~~~~~~~~~I---..-~~~~~~~~~~.. .-~~~~~~~--------------�-�- ---~~~~~~~~~~~~~~~~~~~~~~~

         DEPARTMENT OF THE ARMY.  SOUTH ATLAN1TIC DIVISION  LABORATORY                                 WORK ORDER Ng.  04,49
         MAOPS OF ENGINEERS,  611 SOUTH COBB  DRIVE.   IARIETTA,  GA.   30061                          Req. No.  SACFC-77-20

                             U. S. STANDARD SIEVE OPENING IN hfIC'HES    U. . STANDLARD SEVE NUMBERS                         HYDmalMETER
                                      6   432i!fIj4~ ~_ 3 4   S 1      i    :t6 23 10 40 50 70 10 141 200

              7 0 - - -            ---�---    -------                  -___         ----         ----              ---__            �       -          4
                           _____              I   _____ ,                                                1   I        ~       -.-.- ---,--              53
              90--  -       _     .           * .I D                                            i       V     A.-.~~
              so,1

             s 50- --  ----------                           -----   --_:::     --_  -Ir- ---------          --f------  t-------'                      -6

                  2-0__ _                                                           j                                                -- -              70
                40 9

                              2~~~~~~~~~~~GANSZ                                           -0. -                                                 -___ 8

                              0~~~~~~~~~~~~~~~~ --toot~.-.                                             .  L.                                    -__~0
                w 0             10)    50       t        o      5               I      0.5             0.1    0,05             0~c   0005            (30
                                                                          G3AIN S2iE IN MILLIMETER3
                        COBBLES                GRAVEL            I                  SAN D                  I                 SILT OR CLAY
                                         I  *"'t  I    ruiE     I mUT~  I      ucrcluu jc       FINNErAUM
             Sample No.    Eley or Dept    hI:  1    C$ific~ti-i         Tr        F            P1      II         c.  L  AJ .   .Jj  'i C 1. , 'S  ii. I.y  ii
    N--A        2  3,-- -             r     ny  snay if ,  ci lt i                              - 7               c --au -v ar                             S ?r-t.
    rr4    L _           _          -                                                                           . -  r j  III. No.   4 /2 32,3_2337, 2-;'S,  2339
                              rri~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~Re

                                                                                                             Boring No.9,  S-lilples  1, 2, 3 &4
    ~c' I                                    GRADATION CURVES                                 D        ate               1 Search 1977

          ENG   IMAY 0, 2087

    DEPARTUENT OF THE ARMY, SOUTH ATLANTIC DIVISION LABOtATORY                      WORK ORDER NO.  '0449
    CORPS OF ENGINEERS. 611 SOUTH COBB DRIVE, MARIETTA.  Gh.  30061                 Req. No.  SACEC-77-20
                     U. S. STANDARD SIEV OPENING IN INCHES  U. S, 5ANOARD SIEVE NUMBERS                YDROmETER
         100         6  4 3   2   3 .            34  6 8 10 !416 20 3040 7 7100 140 2100
                                     100~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~-1
                                                                r   ~            T- J-- --I    -r-     T T.-

                                                                                                        4---

         70--               --                                                                                   .

                         P"~~~~~~~~~ll-  __r'~                                                                          _
       w                                                              I
                       50 ~~~~~~~~~- --�                              ----   ----    ---- -                      --    -4

                                                                                                                        -90
         30                                                                                                                  100 -70

          500           100   50            10     5             1    0.5           0.1   0.05           0.01  0.005        0301
                                                          GrMN SIZF IN MILLIMETERS
                COBBLES             GRAVEL       I                  AILT OR CLAY
                            I COA.RS       FINE     W~rt      I5OU _____      FI________
       Sample No.    1Elv or Depth        CLossifictubn      That w%   LL    PLfl  Pi          CH1A1LL-L1- DlShicR, Vollyeach
         1, 2                  Gray an d    n-.oorly graded   - -      -     - -     -                      r t ,E'c1.1y.Wea  1S.C.
           ____   __           Graysand
    _____c~ ~         -_____          (S'")             ___         I.                               Nq._~ ,24�E~12 /3A4S  _3
                             __~~~~~~~~~~~~~~~~~~~~~~~~~. 21 __4_0 J --____

                                                                                           0:0toE No.  L   Sample s 1& 2  _
                                 GRADATION CURVES                             flts  2 March 1977
                                      FOR"~~~~~~~~~~                                                                           o
    ENG 1MAY83 2087

                                                                                                                                   @1no

                                                                                                                                           1

    DEPAnTIEUT OF THE ARMY, SOUTH ATLANTIC DIVISION LABORATORY                       WORK ORDER NO.  6449
    CORPS OF ENGINEERS, 611 SOUTH COBB DRIVE, MARIETTA, FiA.  30061                 Req. NO.  SACEC-77-20
                      U S. STANDARD SIEVE OPEN:NG IN INCHES  U.S. STANDARD SIEVE NUMBERS                 HYDROMETER
                      1  A 63  2 43  f     + i   346 16  2                  0 3040S0 7010014020D

                 __-                 I'-'-'-                       i                         -----_
                                                                                          It

          ~~LO__            I       -                                                  I -----.-I-j-.--3
                                        00  ___  __                                                   .__                  ___ ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~40;

       z 50                       --         -

                  30 -                                                                                                          . 70__

                                     i _ _                   __                                 ._

                                                               GRAINP( SIZE  IN MILLIMETERS
                 COBLSGRAVE I                                        SAND
                 COBBLES                I    FINE             I cOA  IU M        FINE           SILT OR CLAY
       Sample No.  Efev or Depth    VisUal    Cist4iraIn      Natw% pi                       i2L'luNDI      S FAUL   k-oily btach
           3        -      3    Cray poorly groped sity__                                               1 --  portFoIYy-R La
                     70           sand     'S"                                                  Lab. Nl. 74/2342

               m~~~~~~~~~~~ [.lJ_                                                                                            3 ___
                                                                                                 ~b~nr~__  Sampl ge_ No._3~
                                    GRADATION  CURVES                                       cute   2 1larch 1977
    ENG   F     2087

        DEPARTHENT OF THE ARMY, SOUTH ATLANTIC DIVISION LABOIlATORY                        WORK ORDER NO.   44-9
        CORPS OF ENGINEERS. 611 SOUTH COBB 03IVE, MiARIETTA, GA.  30061                    Req. No. S;ACEC-77-2O
                          U. S STANDARD SiE OPENING IN INCHES    U. S. SIANDIRD SIEVE NUMBERS                  HYDRO1ETER
                          ID  6   43   2 l-11           I A   10 :1416w  30 45070  I(D140 20)                                         0
                  lw~~~~~~~ In   Ir

                    __             Ii         -    -..-   ---1-                                --P --   --  -.. -                  _ _

               90    �-   --       IC                   ---------                    ~                -     ----   �-                  -1 �0

                                     70 --�                                                  ti'                  Ir~~~~~~~~~~~~~~----1
                                                                                                  I              R_____

              70

             zo                                                                                   --.--�---  -----                     501
                                              T~~~~~~~~~~~

                                          F-'----~~~~~~_                                                   __
                                                                                 ~i tl                           --  .-.20
                                           I~~~~~~~~~~ ____.
                               I.      -____I    -�-                                                        ___C.--                  -7
                                            0    ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~30

              so0           150    5       0            5              1    05             051 0.5              0.01  0.005          OC(l

                Sample No                 GRAV'EL                         SN                                      OR'
              Sampl No.        Elte or Oeplh  Vjsua ~L  Calcto      alus IBIL        LIP               I~:IJT::~'.'::2,            ly Beach
       I-a _ _ _ _ _   --                       CLOSS'Acrti~    �ori i; 7 ' I- __~                 l~ tS~  :rrI~  i3 t   ;l~     !~ l
                                               40 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~~~4

            G,                      ~~~~~~~sand__(S"-S:*:) �Iiti+  a tr~lc.1j
                              20~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ I

        ;a ~  ~ ~       ____-    rledjulll saad size: ~Iiht:I frZ'0f:lct3
                                       Shell ap~prTOxi~lacei~  iL%               Ionp                                           ____az~1_  ___
    wf~                                 GRADATION   CSRIZES                                       ua   2 MIIrch ET77
        E NG  MDIM FI    2087
                             *~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~-                                                                        ..234

                 DEPARTUENT OF THE ARMY, SOUTH ATLANTIC DIVISION LABOIATORY                           WORK ORDER NO. 6449
                 CORPS OF ENGINEERS.  611 SOUTH COBB DRIVE, IIARIETTA, GA.   30061                   Req. No. SACEC-77-20
                                     U. S. STANDARD SIEV OPENING 1N INCHES  U . i STANDIRD SIEVE NUMBERS                   HYDKNCETER
                                     6 A       2 I      I         3 4 6    810 1416 29 W  10 50 70 100 14L 200
                       100                                 I                                                    I                                  0

                                                                                       _______      I ?~~ -. i~ ii ii r - ~-    --    -    -  - -----    - -      - - - _ _ _ _
                        90                                                  I__

                                                                                                                                                        10

                        70                                ____-                                                                                    20
                                       70------ ~~~~I ------ ---___      ____  I                                                                   3)-----

                              70- ---   --------- - - - _   _ --.-      --  ----    I-                F----

                        6;  _0                                                                                                                     Q

                       40l                                                                                                                         60t~

    I                ~~~~~~~~~~30                                                                                                                70
                                                                                              -   F~~~~~~~~~~~~~~~~~~l

                                             to~~~~~~~~~~~~t
                                      0--H~~~~~~~~~~~~~~ -1                                                 I----------           --
                             __                      __-                        ____ I                                        ..

    - 1                                                                                                  i i           _ _ _ _ _

                        0             100        s     o    10 7          I. 1.1   0.05                                     0i'1  0.005
                                                                                GqAIN SIZE IN MILLIMETERS
                                COBBLES              GRAVEL         I                 SAND                                 SILT OR CLAY
                                                mORSE    I FINE        IOSE M-ZI MEL
                     Sample No.   Eev or Depthi    Visual   Cassiftabon        NatI%  LL       PL      F11CIUCKL :STL)I D   RCT  F'olly Beach
                  ___3 & 4                    Gr__   poorly g-_,Actd sand(SP:                                  e S u   I Fl
                                        -1     with a trace of sand size                                             Lab. No. 74/2345, 2346
            r       3             _______   shell fragnlenzs
                                     O                                                                      ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~Area

                                     �P                                                             -1-      ~~~~~~~~~~~~~~~~~~~ ~~~~~~~~~orn$?V---LO  San~nles 3 C. 4
            ID                                   GRADATION  CURVES                                          O'at    2 Search 1977

                  ENG  ,I MFAR  2087

       DEPARTVENT OF THE ARMY. SOUTH ATLANTIC DIVISION LABORATORY                        VORK ORDER NO.  0449
       CORPS OF EliGiNEERS. 611 SOUTH COBB 0OIVE, MARIETTA, GA.  30061                   Req. No.  SACEC-77-20
                         U. S STANDkRD SIEVE OPENING IN INCHES  U. g STANDARD SIEVE NUMBERS                  IMRtOMErER
                         6  43   21+  I I  'J    34  6  910 :416 20 30 40 50 70 10014020                         20
             100     -                     IIj-i                   F-r-T' 7             I   I I                                ___
             90   --

                   --I ____ _ IjI__~                                                          ;t-   -             -

             83---------                                               V           -                        _

                                                                          _ i...i    ---C~ ~~-1
             7, 50                               ----.--------0----     ---

              t ~o                                                                                                                    9D _ _  -V  _ _ _ _
              ~~~__                                                __--   -------  *-*A-  -        .--.--1---.---

                         2~~~~~ __                                                          H                                   __--- -

             40                          t_                                                                                    ___

                            to~~~~~~  4L- i-2.__zxIzzz- 30

              500        t   o  o   50           10     5             1     6.-           0.1    0.05          0.01  0.005 _01___
                                                                  GRAIN SIZE IN MILLIMETERS
                     COBBLES          GRAVEL   I                          SAND        I                       SILT OR CLAY
                            COBBLES~~~~~~~ ~FN I          camm--7-  MED'um FINEll~
            Sample No.  Elev or Depth  Visual  Clssilicion    p      lat %   L.      PL     Pi        CiLkiLIESTU", D1.1 RICT  Folly Beach
             5                      Gray silty ,-ind (S_) _____                                                         F ..  v Beach.  S.C.
    C,   -                             .-              ----___         -.-lab. ND3. 7412:347 ____  ____  _______  __  I  _ L a . N D _7__4

                                                                                                 0  .Bor!~ng .Np lkL.. ample No . 5

                                       GRADATION  CURVES                                         Dote 2 Ma;ch 1977

         ENG   MAY 0 2087

        DEPARTMENT OF THE ARMY, SOUTH ATLANTIC DIVISION LABORATORY                    WORK ORDER NO.  0449
        CORPS OF ENGINEERS, 611 SOUTH COBB DRIVE, MARIETTA, SA.  30061               Rfq. No. SAcEC-77-.:0
                         U.S. STANDARD SIEVE OEN:NG IN INCI&FS  U.S TAEIlDARD SIEVE NUMBERS             HYDROMR
             100        6   4   3    2   Ii    1            3 9    -  6  810   1116  210  30  431  50   70  ICOD  40  1.N
              10-     I                        --iI II77---             I I        ii

                        -'I----~ ~~~~-                                  -                        ---------3
                  ___-- L -  --    -    __   -  -  -   2..               -.-L              L.___
                               70___                                         .               .    -__ --.30

                                                                                     I                                            ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~a

                           -30 ~ ~ ~ ~ ~     ~ ~ ~ ~ ~ .-...-                    __  -      .----.---5

            240                                                                          SD
                                30------                            I  ---- -I--~~~~~~~~~~~~~~~~~~~ -~~~~-~~I

                                                 +---~~~~~~~~~~~~~~~~~~.-.                                                     -10

             to                                                                                                            z -90
             10        -  -.----- iit   ii__-                            - .LA--:.

                                                                                              ___  - _ _  ..-~---------..  2  -.   --  .f    V..I 4L__too
              500          100    50           10     5            1     05            0.1  0015          0.01  0.005       0.01
                                                                GEAIN SIZE IN MILLIMETERS
                    CCEILES             GRAVEL                        SAND                             SILT OR  MY
                                   OrSE        FINE      IMOUSE   MEDIUM         F1INE
    T1    Sample No.    -EIe or Depth    Visuil   Cllassrfiation    Not a%  IL  PL    Pi       CUiARLESTON DI TRI(,'T  Folly 3each
          6           ___  __ _Gray clavcys ,,nd                                     --   Project iuryeyepI)rttiEl~ahs..
                                    __vth 0 tr.lc.2 O!  IJold ____                  I            Lab. No. 74/2348
    m
                              ___________  I            .------ ___--.----.---.-            ~~~~~~~~~~~~~~~~~~~Area
    V______I -                1            -                                                 orin No.-.  I t  Safnile No. 6
                                      GRADATION  CURVES                                     Dato  2 1,1,trch 1977
         ENG   P Oc~1RM
        EG IMAY 03 2087

       DEPARTMENT OF THE ARMY, SOUTH ATLANTIC DIVISION LABORATORY                        WORK ORDER NO. 0449
        CORPS OF ENGINEERS. 611 SOUTH COBB DRIVE, MARIETTA, GA.  '0061                    Req. No.  SACEC-77-20
                        U. S STANDARD SiEE OPENING IN INCHES  U. S. S-ANDARD SIEVE NUMBERS                  HYOROMEYER
            100         6   4 3   2 1+  Ii   + 6A  3 j  6  11 10 1416 20 30 45 50 70 100140000
            900                            _ _ _ _ - - - . - -o                                                   I
                                ____     ____T-   I                                                                --2

             _0                              __                                                                                      5 I   __

             0                                                          730

                          so~~~~~~~~~~~~~~~~~~~~~~1  -i--- i
                             ~~~~~60~~j~~_ _ ___~

                   COBBLES GRAVEL I                                                              SAN _SLT R  LA
                                         CO_   --.---. ----- E-_ -IN-E-I -I___  N
             30  -   - f                                                 .   - -  -        _ _    -   -   -  -   -7

                           *~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~25 351-    >{44.52, <
                           __~~~~sz _,-.'hz  I_~I fvam                                                                     I
             50O           100    50            10                         0             o     0.05           0.01  0005  -0.30i
                                                            GRA:N SIZE IN MILLIMETERS
                                      GRAVEL            M       A     SND
                   COBBLES                II                  I     ICUMP                 1SILlO  CLAY
          Simple No.    Eley ey Depth  Vrsual O. Ca;ion             w% Le a I                      CHRLL'i  1)PiLC   Fol jPac
    n1     1  2  31L        --       C!"vepaorr~rnd~dsilty     --                 __             Proienur~r~ijriL 'x'
    H               4'               --~-                     --I------  _------                             4T4   2%O0  2351, 2352,
        r,  5 &________   sand (S"'-SiM) w~.th a trace .4f                         __    __           No.    _              _______
      -o            1                snd size ~.hi~l fi~-aglints                                Ara_________
    m               I- ___  I
           P   i                  I ~~~~~Shell approximlately 1%    1                           Bo~�riegN  2, Saples 1, 2, 3, 4, 5 & 6�
            U,   -                   ~~GRADA~TION  CURVES                                       Date   2 E:rch 1977
        ENG , T.~ 2087

          DEPARTMENT  OF  THE  ARMY,  SOUTH  ATLANTIC  DIVISION  LABORATORY                                      WORK  ORDER  NO.  0449
          CORPS OF  ENGINEERS.  611  SOUTH  COBB DRIVE,  MARIETTA,  GA.   30061                                  Req.  No.  SACEC-77-20
                                U. a STANDARD SIEV OPENING IN INCHES            U. S. STANDARD S;EVE NUMBERS                             HDROMETER
                                6   4 3    21~_ I         .          A         63 10  1416  2 330 40  50 70  100140  220

                100                                                                                                - -                         I                       0

                       _        _  _                                                                  I  _    .

                               YZ 40                                                                        t                                   -7 -- - - _-   -   -
                                                      ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~30                                                                7

                                                       20  __  _                                                   ti~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~  -~~~~~~~~~  __B,~~~~~~~~~~~~~t

                10             _____ 1                        .--

                                                      500   100  50   10  5            1      0.5                0.1    0.03                                          100~~~~~~~~~~~~~~~~~~~~~~1
                 20

                  501)              100     5                 10       5                 1      0.5               0.1    0.05s              DIIIO   0.005            0.051l
                                                                                 GRAIN SIZE IN MILLIMETERS
                          COBBLES                   GRAV EL                                  SAND                                        SILT OR CLAY
                                                                    I           I     i~~~~~~~t~~~II4  I ~~~~~~FINE   I
              Sample No.    -Elev o Dpth       vi:-11:1     Claue-ic--n   a       tiwx I  LL            PL       Pi         CHDARLESTOll L)iCT,  Folly  Beach
                                        1. 2,         Gray                                                                                   )~~~~~~~~~~~~~~OicS~~~lcort.,E~~e'31,~t
    ~1    . 2I~LL    ______- 0rayand tan poor lygraded    -                                                -   -
                                             s a n  'ILs n~0f74it3ia   ce of                                                    13            2 3 5  _____             ___
                              _________    siznd size  s!hlai  fr1                                                               --                         ______

          ~    I         I                 1                                                  -___ --                    *.lnIpjNoS.   13,  Sznu les 1,  2, & 3
                                                GRADATION   CURVES                   __                       _         to   2 Marzh  1977

           ENG IMAY a, 2087

            DEPARTMENT OF THE ARMY, SOUTH ATLANTIC DIVISION LABORATORY,                                              WORK ORDER NO.  0449
            CORPS OF ENGINEERS, 611 S01-11 COBB DrIun, NNAIETTA, GA. 30061                                           REQ. NO.  SACEC-77 20

                          U. S STANDARD SIEVE OPENING IN INCIIES    U. S. STANDARO  SIEVE NUMBERS                     HYDROMETER
             1oo          6 A43   2 1-T   I               34   6  810 I16  0 304050 70  130140 20
                              -     -      -      --I 7f~~                                ---  --*-- t           Z    Ti i  it

                      I          t i                  Tii                                                    ,__ _                       ___

              -I   t>                                                                                 *                     -----         __
                                                                ~~~~~~~~~~~~~~~~~~~~~~4  ~
                      -               j   __                        -- - :                        1-H-,r~i-i~--` i          -Lii---            x
             70  30------------                    ---f-    -]                                                               -+-I      -

            ~60        4 0        __. .-.1

            4 0                                                                                                                             -  -60"
                                           t~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~

                               IA I-- -
           3-0                             70                                          T                           -----.----.------

             20
            150           90_

              50 D           100    50              io      5               1     0.5            0.1   0.05             0.01  0.005           0001
                                                                  GRAIN SIZE IN MILLINETERS
                       SGRAVE I                                                SAND                          S
                    - ~  ~     ~     mR __N 4  _____   I                7717U         ~    IT                                             ___SIS09C
                           ~~~~~~CASFIN                                                                                          I  CORENDU       IN

    II-4    Sarnple No.    Elev or Dept    Visu~al casnification     N      at W' %    U-   PL PtP          C-IARL~l~SfU'.~ Lll!iK LR-  o I ly Bench
            @  4                                                                                        p~~~0~~e~e~~t _S wr ~~Cay nnt  -    p.~        1-y-F,,-  h S-u ~-�-C-
                    20~~~~~~~~~~~__zol                                        ___<(S"-urL-i

    M                                  with some g-vav~l 4A.!;e and                           Lab. No. 74/215S

                                      shcll fra,,:liMM~ms
                        __              ShcX1. n~,p;�;,�:ir;:nrShel 5% Boring No._ I  3                           s__-Sa --. No. 4
                                       GRADAT10t4  CURVES LDat  2' Harch 1977

        ENG  :~  2087

        DEPARTIENT OF THE ARMY. SOUTH ATLANTIC DIVISION LABOATORY                WORK ORDER NO.  0449
        CORPS OF ENGINEERS. 611 SOUTH COBB DRIVE, MARIETTA,  SA.  30061                   Req. No.   SACEC-7,7-20
                         U- S. STANDARD SIEVE OPE14ING IN INCHIES  U. S. STANDAlOD SIEVE NUMIBERS            HYDROPIETER
                         6 Al3  2   I                3 4 6 810:4 1.6 2 )30 40 50 70 10I140 200
                                                       ____  _+                              'it       _ __1 I_____~

                                                                   4   - ----

                                                                                                               52-.-___ 60----  V.
               70 -

             30--      __                                               i{. ----  --.--  -t              _                           70
                                                                                          --'-4   -- -6 30
           S2

             :50--                                                        4       -

             40 --           ___.                 i                                                              -I

             30                      7           I

             1Sm N.    Ev   ep0ls                   o                                                                               90
                          ...-100___  1y1
                      5w   10    5010    5                           1    0 5             0.1   0.05          0.01  0.005          .0
                                                                GRAIN SIZE IN-  MIIMETERS
                    C0813LES       GRAVEL              S     A     _      ND              _                  SILT OR CLAY
                              I..u .x                         COARSE   I  -FINE1 I                                            _____FINE__
    _n    Sample No.    -Elev r Depth           Clasnil  brslolsn   Nat    w    LL  PL      Pi         '~R~STON D IISTU~CT, Folly Bf~ach

                                                                                  i LL~~~~~~~~~~~~~~
            m   ____   ____         ~~of shellfr-j:l---kn                                                 -

                                    Cn  Shell. a;pr~:ii :.-ite:~ C                             B~rog Np.  13 Sxinle to. 5
                                      GRADATION  CURVES                                        Date   2- "ar-ci  1977

        ENG , MAY 6 2037

      DEPARTMENT  OF  THE  ARMY,  SOUTH  ATLAUTIC  DIVISION  LABOR-ATORY,                                                          WORK  ORDER  NO. 0449
      CORPS  OF  EN(;INEERS , 611  souril COBB  DRIVE., NIAJIETrA , (A.  31H)61                                                    REQ.  NO.  SAC---X:-77-20

                       i S. S7ANDArD SIEV~ OPWN W; IN INC'EsS            U, 1 STA NDARD SIEVE NUM3F )[-1 H1'3f('MCT ER
                      5   4 3  2   1-I-   I  -      -3-    3 4    6   B 10  14 1   -,O 3K4I  4950'I10( 14!)201X

                                             90 ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~IC

       70                                                                                            -                                                              C

                        50~~                                                                                                                                     ~~~~~~~~~~~~ -  I

                   30~~~~~i                                      Ii                                                                        -                       7 --

       60                                I                                                                                                                         9i)- r~~  *

      0                                                                          1                          1                                       -
                                                                             GAI                     S            I ZEINILMTR
                                            GRVE I                                                          ~ SILORCA
                          _ _~~                    ~~CAS FI R  I  CAS           EI                       FINE_

                                                saild   s-Al  fr  -2 n'I                                               j i8
          (JrI   S h      e      l              npprum!:-ue~y                                                      oring No    13, SirplI No.I
                     ~~~~~~~~~GAAI O   C UVE _ _ _0 2             M   a rc 1977

    EN  0 MF"Y"O       208                                                    __ I                     ~---------                                         ---7)

                    DEPARTVENT  OF  THE  ARMY,  SOUTH  ATLANTIC  DIVISION  LABORATORY                                        9ORK ORDER  NO.  0449
                     CORPS  OF  ENGINEERS,  611  SOUTH  COBB  DRIVE,  MARIETTA,  GA.    30C61                                 Req.  No.    SACEC-77-20
                                           U.S. STANDARD SIEVE OPENING IN INCHES            U. S. STANDARD SIEVE NUMBERS                              KYDROMEE
                                           5      3    2i I1  j+               3&6S 10  1416  20 33 40  50  70 100140 200
                           100                                                                                                                                                       0

                                                 w-----------------                                            --I                                                                  lo~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~I_

                                                                  so ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~20

                            70 --__ .                                                                   -41 :                            ~.1.~-                           -          30

                                     "---~        ~~ ~_                        - ------    -1-                                -.I_  t44i ---.--_              _           __-
                                                   ~~              _ _ _ _  - - - - - - - - - _ _ _ _   --                                                                           4O-  -

                           500

                                             ~~40                                         ---                    '2   ~~~~t-t4-11-                                           U:i

                                          ;lo~~~t _ _._~.LI h7   71
                            30

                            20~I         __-                              .                                          -            -1.--                                              so
                                                         -1---                 .i ____                                                                                        ___
                                               m----------- ~      ~         ~        ~        ~         :                                                       --                  5

                            1  0-- ---o    _ _ _ -   -                                             '   }   -0-        -   - - .         70 -                      H-

                             500               100     50                 10      5                  1      05                 (11    0.05               0.1    0.005             0.OX1
                                                                                              GRAIN SIZE IN MILLIMETERS
                                      COBBLES                    GRAVEL I                                 SAND
                                                              EOAASE      ~FINE        NO E  I      litklU              FINE   S  I L T  __ _ _ __ _ _ __ _ _ __ _ _ _              ORCA
                l-A      Sample No.     -Eley or Depth      ViSU:t-   CLis-ifyiation              Ilat wI  ILL        PL        Pi        CI{\ LISLy N                ~
                c         L2,L 2.3        -,-Gray  poorty __&p.-ne                       S?) san!F            -.      -
                         6&  4                       - With  a  tracyl  of  shell  fr~i&.           l  1       ..   ~                 i       q..7Lilbl         2 51$1 23.64

                        --- --- +-------  ------t�------ ------  ---                                               ______- '- ---     Arc                        ___   _______________
                                                        I                                                   --    -        14o-.njo.               , S  amplecs  1,  2,  3,  & 4
                                                             GRADA'1'1(:)N CUFIVES                      2                                        1--I       9

                      ENG  MAY 6, 2087

    ,.---..--

                 DEPARTUENT OF THE ARMY, SOUTH ATLANTIC DIVISION LABORATORY                          WORK ORDER NO. 0449
                 CORPS OF ENGINEERS,  611 SOUTH COBB DRIVE, MARIETTA.  GA.  30061                    Req. No. SACEC-77-20
                                  U. S. STANDARD SIEVE OPENING IN INCHES  U. S STANDARD SIEVE NUMBERS                   HYDROMER
                                  6t4o3?IAj3 2If      I        34       Ri6   Ir3 i 20 30 40 50 70 100140230
                                _  _ _                                            --    - -   -  _-- 7_

                         90  10 iI�-I;,

                                                                 _ _ _   ~~~~                           V ' _
                                          m~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~                              20

                    S2                                                                                                ______
                                                  ______                                      ______~~~~-tL --.______                  ______

                                                  B 60                          I-    i T- ---  Jo~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~6

                      20

                                                    to                                                                                         ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~90
                                                                                                                                             C.)o

                       10                                   I--   -  - -  -  _ _ _ - -- D *.9

                       500           100    50             10     5              1    0.5            0.1    005            0.01  0.005         0.l00
                                                                         GRAIN SIZE IN MILLIMETERS
                                                      GRA~~~fL                                                          SITONtA
                             COBBLES              GRAVEL SANDOR
                                             OARSE        INNE    I Z[3    uM                   nE
            __     Sample No              . Ei orDeth   IVisualI  cawl~ason  ILNLtw I         PL Pt.  Pl     Cl\rLE1UN I):ISfRLCT  Folly  Ea'ch

                       G,   5  I-Gray poorly graded sand (SP  -                        -e-           -Sur R      e      p          Foil   Beach,  S.C.
                                             with a trace ot sand size                                      Lab. No. 74/2365
            rn    _ _  _  _                   she  11   fragments       -                 4     -        --            _  __            _  _ _  _  _ _

                             1                Sneii apprS?:llP aftely                                                             No. 5   _ _

                                               GRADATION  CURVES                                          Data      2 MIarch  1977

                 ENG          2087

    *.~-                                                                                                                                          -*0

      SECTION E

    ESTIMATED BENEFITS

                          ESTIMATED BENFFITS

                          TABKE OF CO,.TENTS

                  ITEM                                      PAGE

    ALTERN!ATIVE PLANS                                       F-I
    RECREATIONAL BFEFITS                                    E-3
         BEACH USF                                          F-4
         SEASONAL VAR!ATIQJ' IN  PFACH USF                  E-7
         PROJECTIOSR OF FIIT!RPF DEMAND                     F-9
         AVAILABILITY OF BEACH RECREATION It'
         THE VICINITY OF CHAPRLESTOj, S,  C.                F-lO
         BENEFITS FROM INCREASED RECPFATTIO1AL USF          F-l1
    EROSION CONTROL. BENEFITS                                E-J3
         GENEPAL                                            F-13
         LANI  LOSS PREVENTFED                              F-.LL
         BUILDING DAMAGE PPFVfLNTFP                         E-15
         LAND ENIHA!'CEMEIT                                 E-1.7
    HURRICANE !AVE D/AMAGE PP[VEP. TION  FENEFITS           F-17
         ASSWUPTI O'S                                       F-18
         GENERATIO! OF STAGE DAMGE CUPVFS                  E-20
         ANNUAL DAMAGES AND BE!EFITS                        E-20

                      TABLE OF CONTENTS (CONVTD)

                              ITEM                         P~~~~AGE

    SUMMARY OF BFrIFFITT                                     E-22

                            LIST OF TA FS

           iJIL                 ~~~~~~TITLE           F91 1.01WI!G PAGF
    F-I    PEPTV'!Fr!T P/\TA ell Pi TF P'ATJIVF PIP.11S    (O!1!) F-2
    E-2    TOTAL RESIPFr!T ANP N1ON'-RFSIDFENT PRMPflf
              FOR BFAC', USER OCCASIONS - SUB PTG IO P11      -5
              II CH!pRLF-T.Nl CNINITY BEACI'FS
    E-3    1980 BEACH UISE IN Clf'PPLEST.W  CL'T       (PP~) FE-
      E-4   REGION IT BEACH U'SE OCCASION'S (BY SEASON)
             1.972E-
          53 AVERAGE NIT- PEAK U'SE OCCASI10"S, -1972., .
              RrEGION II P[ACPFS
    F-6    PROJFCTFD AVERAGE ANNUAL PEACH DEMAND            E-9
    E-7    FOLLY BEACH DEM~A.ND FOP EACH TYPF OF PEACH   [-9_
              1"SE 'PAY
     E-8     DAILY FOLLY PEFACHP CARRYI-NG CAPACITY    F     -12
    F.-9- PEACH USE RPLCPFATIONAL. Vf4LLFS., ltIJTJI
              PROJEFCT (PLAN A-I)                           F-1 2
    F-10   BEACH USE RECREATIONAL. VALUES 1'ITH!PUT
              PROJECT                                       F-1.2

    *                              TABLE OF CONTFNTS (coNT'D)

                 rC!,,                       TITLE                FOLLO0ING PAGE
                 F-l1  RECREATIOr\AL P'FrIFIT.Q RESUL-TU"IG FROr-
                            VARIOUS ALTERNATIVF PLANS OF IMPROVIMR"fT E-13
                 E-1.2    ESTIMATES OF VALUES OF LA.!  A?~ PJIL-PINGS
                            TO PE LOST WITHOUT SHORF STARII-I7ATION IN
                            THE 16,860 FOOT REACH INTENDED FOR PROTEC-
                            TION UNDER PLAN;S P-O THROUGH A-3    (ON) E-l4
                 E-13    ESTIMlATES OF VALI'ES OF L-8ND A ND BUILDINGS
                            TO BE 1.OST WITHOUT S'ORF STAPJI7IZATION.
                            IN TPE 25,960 FOOT PEACH 1ITENDED FOR
                            PROTECTION UNDER PLANS A-4 & A-5 AND B-1i
                            THROUGH B-3                                 E-14
                 E-14    ASSUMED STRUCTURAL VALUES FOR DERIVATION
                            OF FOLLY BEACH DEVELOPMEN'T AWi GROWTH
                            FACTORS                                     E-16
                 E-J.5    ESTIMATION OF GROIPTH AND) DEVELOPMENT
                            FACTOR                                      E-16
                 E-36    ESTIMATE OF ANNUAL COST OF SEAWALL PROTEC-
                            TION! AT FOLLY REACH AlS ANl ALTERNATIVE
                            [EANS OF PREVE.TI G LOSS OF PRIVATE LAND
                            AND STRUCTURES                              [-16
                 [-17    PHYSICAL DAMAGES EXPPFSSED IN PERCENT          F-20
                 E-18    DAMAGES IN DOLLARS                             E-20
                 [-19-   AVERAGE ANNUAL DAMAGE COMPUTATION1, WITHOUT
    *                       PROJECT, REACCH NO. 2                        E-21

                     TABLE OF CONTFN'TS (CONT'D)

    .L                           TITLE                 FOLILOVWI'r PAGE
    E-20    AVERAGE ANNUAL DAMAGE COMPI!TATITON,
              WITH PROJECT (12-FOOT DP'D'E), RFACP
              NO, 2                                        E-21
    E-21    AVERAGE AN.NUAL DAMrAGF COIPI-!TATIOn!,
              WITH PROJECT (15-FOOT DUNrE), REACH
               riO. 2                                       E-2).
    E-22    AVERAGF .ANF!UAL PDAMAGE COMPUITATIPN, WITH
               PROJECT (18-FOOT DUL!E), REACH NO. 2         E-21
    E-23    AVERAGE AN!"IUAL DAMAGE COMPUTATIOr!, WITH-
               OUT PROJECT - RFACH Nn, 3                    E-21
    E-2L4 AVERAGE AN:lNJAL DAMAGF COMPULTATION, WITH
               PROJECT (12-FOOT DUNl!E), REACH NO, 3       E-21
    E-25    AVERAGF AN~!UAL DA.1AGE COMPUTATION, WITH
               PROJECT (15-FOOT DUN1!E), RFACY MO, 3        E-21
    E-2E    AVERAGEF A NUI,UAL DAMAGE COMPUTATIONT, WITH
               PROJECT (18-FOOT DU.E), REACH Nn, 3          E-21
    E-27    SUMMARY OF HURRICAIE WAVE DAMAGF PRFVFNTION
              BEN!EFITS                                    E-21
    E-28    SUMMARY OF TOTAL A.NNPIAL BEIPEFITS             E-22

                        LIST OF FIGURES
    NO.                       TITLE                    FOL.LOWINIG PAGE
    E-1     LFFIGTHS OF ALTERNATIVE PLANS OF IMPPROVE-
               MENTS                                        E-]1

                      TABLE OF CONTFNTS (CONT'D)

                                  TITLE                FOLLOWING PAGEP
    E-2     SOUTH CAROLINA STIATE COMPRFPENSIIVE OUTDOOR0P
              RECREATION PLAN SUPREGION II, CHAPLESTON
              AREA                                           E-5
    E-3     CHARLESTON ARE? PEACHES                           E-10
    E-4     STAGE W,1AVE DAMAGE, PEACH 2                      E-20
    E-5     STAGE W1!AVE DAMAGE,  REACH 3                     E-20

                                SECTION E

                           ESTIMATED BENEFITS

    1. The purpose of this section of the report is to estimate the bene-

    fits which would result from various plans of improvement for comparison

    with associated costs. This will allow a determination of the economic

    feasibility of the various plans of improvement and aid both in iden-

    tifying those measures which will economically contribute to planning

    objectives and in sizing them to maximize their output.

                             Alternative Plans

    2. Derivation of benefits for the six "Beach Development" plans

    and the three "Beach and Dune Development" plans which best meet the

    planning objectives are presented in this section. The Beach Develop-

    ment plans are designated as A-0 through A-5 and the Beach and Dune

    Development plans as B-1 through B-3. Figure E-1 shows the locations

    of these-plans of improvement. These lengths and the average recre-

    ational beach widths, between 5-year nourishment periods, are given

    in Table E-1. Figure C-5 in Section C of this appendix is a typical

                                                                       APPENDIX I
                                                                          E-1

               WWTm
     ~~         C~~AROLINA

                             IC A~~~~~~~~~~~~~~~~~~~~~~

                                 0~~~~~~~~~~~~~~~~~~~~~

      _______________ C

               OCTO
             VICINITY MAP~~~~~~~~~~~~~~~~~~~~4

                                            N-~~~-e,4

    .  So ,~~~~~~~~~~~y ~~LENGTHS  OF  ALTERNATIVE
                                                        PLANS OF IMPROVEMENTS
                                 o r                               ~~~~~FOLLY  BEACH
                          SCALE IN THOUS FEET
                                                            SOUTH CAROLINA

    section of the combined beach and dune development plans. Three

    different dune heights were evaluated: +12 feet, +15 feet and +18

    feet, measured from mean sea level. The beach development, only,

    plans would have the same beach slope, 30 to one, as the beach and

    dune plans. Berm elevation of the beach would be set at +4 feet MSL.

    Beach widths (measured from the back edge of berm to mean high water

    on the beach slope) were analyzed in 50-foot increments up to 150

    feet in order to optimize designs. The most promising alternative

    plans are described below and discussed in greater detail in Section

    G, "Project Formulation".

                                    Table E-1

                      PERTINENT DATA ON ALTERNATIVE PLANS

                        Average Width of Recreational Beach
                        (in feet) Provided for Different
                        Reaches.1/
                                                                         Total
               Dune                          Critically  Less Serious   Project
              Height    Recreational           Eroding       Erosion      Length
    Plan    (feet, MSL)  (5,200 ft.)         (11,700 ft.) (9,100 ft.)    (feet)

    BEACH DEVELOPMENT

    A-0        --              50                 50            0         16,900
    A-1        --             100                 50            0         16,900
    A-2        --             150                 50            0         16,900
    A-3        --             150                100            0         16,900
    A-4        --             100                 50           50         26,000
    A-5        --             150                100           50         26,000

    BEACH AND DUNE DEVELOPMENT

     B-1         12            123                123          123         26,000
     B-2        15            125                 125          125         26,000
     B-3        18            128                 128          128         26,000

    I/See Figure E-1 for reach locations.

                                                                            APPENDIX 1
                                                                               E-2

    3. There are two types of benefits to be derived from the solutions

    considered. The first category stems from prevention of the loss of

    real property. Houses, land, public utilities, etc., are, in the case

    of a beach development project, saved from destruction by ordinary

    erosive forces or in the case of a combination beach and dune project,

    from destruction by direct wave attack during a storm. The second

    category of benefits, recreation benefits, result from increasing the

    carrying capacity and recreational quality of the beach.

    4. Recreation benefits usually account for the majority of benefits

    attributable to beach restoration and nourishment projects; conse-

    quently, the economic justification of any plan will be largely

    dependent on them. For this reason, the economic analysis of the

    various plans will begin with an examination of recreational benefits.

    Following this, the benefits resulting from protection of real prop-

    erties will be examined.

                           Recreational Benef its

    5. Improved quality and increased capacity are two objectives of

    a beach protection project (restoration and nourishment). The bene-

    fits derived from meeting these objectives are heightened enjoyment

    and increased recreational use of the improved beach. To determine

    the economic benefits which would be derived from increasing the

                                                                        APPENDIX 1
                                                                           E- 3

    carrying capacity of a particular beach, it is necessary to de-

    termine the amount of increased beach usage which will result from0

    the improvement. This is a function of the physical capacity

    and value of the beach with and without the improvement, the demand

    for beach use in the area and the availability of competing beach

    resources in the vicinity. The first quantity which must be determined

    is the demand for beach use in the area both present and projected.

    Next, the supply available can be evaluated and compared with the

    demand to determine the need for additional beach. If area needs for this

    type of recreation are met, there would be little justification for

    increasing the supply. On the other hand, if there is a deficiency

    of supply, some expenditure to improve the supply might be justified.

    The difference in the projected demand and supply would also give some

    indication of the amount of improvement needed. There are reports

    available which examine the supply and demand situation for beach

    use in South Carolina. This study will begin with an examination of

    those reports.

    BEACH USE

    6. There are two readily available sources from which the demand for

    beach recreation in the Charleston area can be estimated. These are

    (1) The South Carolina State Comprehensive Outdoor Recreation Plan

    (SCORP) and (2) a consultant study Beach Access and Recreation in

    South Carolina, conducted by the firm of Hartzog, Lader and Richards

    for various state and Federal Resource Management agencies hereafter

    referred to as the "HLR Study".

                                                                        APPENDIX I
                                                                           E- 4

    7. SCORP Report. In the SCORP report, existing demand for 10 different

    types of activities in 14 subregions were estimated:  participation

    rates were determined from resident and non-resident surveys, user

    occasions were calculated by multiplying participation rates by resi-

    dent population and non-resident visitation respectively. Demand

    forecasts for South Carolina residents are based solely on population

    projections; disregarding shifts in income distribution, increases in

    leisure time, etc. Beach activity demand for Subregion II (Charleston

    County Beaches) is shown in Table E-2. Location of Subregion II is shown

    in Figure E-2.

                                                                          APPENDIX 1
                                                                             E-5

                                        TABLE E-2

                            TOTAL RESIDENT AND NON-RESIDENT
      DEMAND FOR BEACH USER OCCASIONS-SUBREGION II- (CHARLESTON COUNTY BRANCHES)
                           (As given in SCORP Report, 1974)

    YEAR       AVG.       PEAK        AVG. DAILY                        YEARLY
              DAILY       DAY         PEAK SEASON       TOTAL      RESIDENT       NON-RESIDENT

    1972      8,731      68,129         14,617        3,186,716    1,650,759        1,535,957
    1975      9,136      71,294         15,297        3,334,776    1,653,347        1,681,429
    1980      9,504      74,161         15,912        3,468,875    1,698,755        1,770,120
    1985      9,869      77,009         16,523        3,602,068    1,741,675        1,860,393

                      (With necessary revisions to SCORP Report)1

    1972      8,866      69,184         14,843        3,236,074    1,700,1172       1,535,957
    1975      9,244      72,139         15,478        3,374,291    1,692,8622       1,681,429
    1980      9,656      75,345          16,166       3,524,254    1,754,1342       1,770,120
    1985      9,900      77,250          16,575       3,613,389    1,752,9962       1,860,393

                          (Projections beyond SCORP Report)

    1990     10,6033    82,7384         17,7535       3,870,114    1,921,7946       1,948,3207
    2000     11,3743    88,7514          19,0435      4,151,351    2,062,0556       2,089,2967
    2010     12,0563    94,0724         20,1845       4,400,232    2,170,5446       2,228,6887
    2020     12,6193    98,467           21,127    4,605,832    2,252,8006          2,353,032
    2030     14,6773   114,5304         24,5745       5,357,156    2,883,7406       2,473,4167

    1.  For the years 1972, 1975, 1980, and 1985, the "average daily", "peak day", and
    "average daily for the peak season" have been increased (revised) in the ratio of the
    annual user occasions (revised) to the annual user occasions, SCORP.
    2. The SCORP estimates of S.C. Population are at variance with Census Bureau estimates
    appearing in the 1977 "City-County Data Book".  Hence "Residential User Occasions" have
    been increased in accordance with the following factors.

    YEAR            SCORP POP.           CENSUS BUR. POP.          FACTOR
    1972           2,590,516                2,668,000              1.0299
    1975           2,750,000                2,815,800              1.0239
    1980           2,914,000                3,009,000a             1.0326  a-From "Summary of
    1985           3,129,200                3,149,500a             1.0065    Projections..."

    3.  Annual User-Occasions x 0.0027398, which is the ratio:  9,900/3,613,389.
    4.  Annual User-Occasions x 0.0213788, which is the ratio:  77,250/3,613,289.
    5.  Annual User-Occasions x 0.0045871, which is the ratio:  16,575/3,613,289.
    6.  South Carolina Population x 0.58296, which is (for the year 1980) the ratio of the
    Resident User-Occasions to the South Carolina Population.
    7. The United States Population (in millions) x 7,920, which is (for the year 1980)
    the ratio of the Non-Resident User-Occasions to the U.S. Population (in millions).

                  * ~ ~ ~ ~  ~  O_   -            --

              co

                                  U,  IIFI~ ~ ~ ~ ~ ~ ~ ~ ~~~~~~~~MRL BEACHL

                              o ~ ~ ~ ~~~~~~~~~~~~~~EREO

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           0x0*

           > n0
                            3D~ ~ ~ ~ ~ ~ ~ ~~~~~~~~~~~~~~~~MRL  BEAF-

       ~>m
    'ii x .m

    8. Demand for Beach Use at Folly Beach. A study of the relative

    popularity and demand for various South Carolina beaches entitled

    "Public Beach Access and Recreation in South Carolina" was completed

    in 1976 by the firm of Hartzog, Lader and Richards for the South Carolina

    Department of Parks, Recreation, and Tourism, et. al. This (hereinafter

    "HLR') report employed a gravity model to determine market demand for

    beach recreation in South Carolina, and to distribute this demand to the

    various beaches.

    9. The HLR report estimated the day use demand for Charleston County

    beaches in 1975 to be 2,805,400; the resident vacation user demand to

    be 103,300 user occasions per year; and the non-resident vacation beach

    user demand to be 621,700 user occasions per year. Or a total 1975 demand

    for beach use in Charleston County of 3,530,400 user occasions, comparing

    rather closely with the SCORP estimate of 3,334,778 user occasions for the

    same year (Table E-2).

    10. The HLR report gave the following estimates of 1980 beach user

    occasions for the following Charleston County beaches (all figures are in

    thousands of beach-user occasions):

                                 TABLE E-3

           HLR ESTIMATES OF 1980 BEACH USE IN CHARLESTON COUNTY

                                  VACATION USE
          BEACH           RESIDENTS   NON-RESIDENTS  DAY USE       TOTAL     %
    Isle of Palms            14.6          83.6          911.7    1,009.9  27.5
    Sullivans Island         13.4          83.6        1,298.1    1,395.1  38.0
    Folly Beach              71.2         417.8          563.7    1,052.7  28.7
    Kiawah                   12.3          69.6          130.7      212.6   5.8
    TOTALS                  111.5         654.6        2,904.2'   3,670.3 100.0

    The above figures are from Pages 132, 140, and 146 of the HLR report.
    They show a total number of beach user occasions of 3,670,300 for Charleston
    County in 1980, and may be compared with the figure of 3,468,875 given on
    Page 3-97 of the S.C. SCORP Report, or with the figure 3,524,254 shown in
    Table E-2.
                                                                          APPENDIX
                                                                             E-6

    .     ~SEASONAL VARIATIONS IN BEACH USE

          11. The South Carolina SCORP report was based on 1972 survey. It

          gave the seasonal distribution of beach use for non-residents of

          South Carolina using South Carolina beaches, but for residents it

          noted only whether such occasions were in one of the following cate-

          gories: Vacations, weekend trips, or outings. Thus it is necessary

          to estimate the seasonal distribution of resident beach use. For this

          purpose the year has been characterized as: Peak season--98 days,

          between and including Memorial Day and Labor Day, and basically the

          summer months of June, July, and August; within the peaks season there

          is a peak day (4th of July), and two lesser peak days (Memorial Day

          and Labor Day), 24 peak season weekend days, and 71 peak season week-

          days. Transition season-55 days; that is 30 days of May and 25 days

          of September, which includes, on the average, 16 weekend days and 39

          weekdays. Off season--October through April, has 212 days. The

          latter season is one of low beach use, and while weekend day use may

          be somewhat greater than weekday, only the average daily for this

          off season has been used.

          12. It will be noted (Table E-2) that in 1972 the South Carolina

          SCORP report gives an average daily beach use of 14,617 during the peak

          season. This, however, cannot be reconciled with similar data in the

          SCORP report. For instance, on p. 3-46 the number of summer beach use

          occasions for Region II beach is given as 1,201,249 for 1972 (see also

          Table E-4, line 1); but this when divided by 98 gives an average daily

          number of user occasions of 12,257. This, it should be noted is for

                                                                   Appendix I        Rev.

    non-residents alone, and they account for 48 percent of the total number

    of user-occasions (see Table E-4). Thus we would expect the average daily

    beach use for Region II for 1972 to be on the order of 24,000 rather than

    the 14,617 figure given. Thus the SCORP report data is not only erroneous;

    it lacks internal consistency. Table E-4 attempts (in the absence of

    reliable SCORP data) to derive a reasonable seasonal distribution of total

    Region II beach use for 1972. It will be noted that Table E-4 ultimately

    derives a summer (peak season) use of 2,174,642 beach user occasions for

    1972, which is 67.2 percent of the annual total, and which if divided by

    98 gives an average daily peak season usage of 22,190 user occasions.

    13. We are now in a position to estimate number of user-occasions associated

    with each type of day described in paragraph 11; and the results are shown in

    Table E-5. In line 1 of this table, the figure 8,866 will be found in

    Table E-2, and 3,236,074 will be found in that table as well as E-4. The

    average for the peak season (22,190) is derived as stated above; the peak

    day (69,184) will be seen to have come from Table E-2 (that is, from the

    SCORP report). For the other types of days data was generally scant; data

    on weekly beach use at Hunting Island Beach State Park was generally available.

    The lesser peak day (of which there are two) is assumed to have 75% of the

    user-occasions of the peak day, or 51,888. Each of the 24 peak season

    weekend days is about 70% of the peak day, or 48,428. This accounts for

    1,335,232 of the 2,174,742 summer user occasions, leaving 839,410 for the

    remaining 71 weekdays, or an average of 11,822 user occasions for each

    such day. Assuming the daily average use in May is about 80 percent of the

    daily average for the peak season, there are 532,560 users; and assuming the

    daily average in September is about 50 percent of the peak season average,

                                                                   Appendix I    Rev.
                                                                      E-8      17 Oct 79

    there are 277,375 uses; or a total of 809,935 for the 55-day transition

    period, which is a daily average of 14,726.  This leaves 251,497 for the

    212-day off season, or a daily average of 1,186. In the transition period

    there are 16 weekend days. If these are assumed to be about 50 percent

    of the summer weekend days, each represents 24,214 uses, or a total of

    387,424, leaving 422,543 uses for the remaining 39 days, or a use of

    10,834 for each of such days. The results of these estimates and assumptions

    appears in Table E-5.

    PROJECTIONS OF FUTURE DEMAND

    14. The projected future demand for beach use in Charleston County
    and Folly Beach is shown in Table E-6. The derivation of the projections
    for Charleston County are explained in Table E-2, and its footnotes.
    The projections for Folly Beach's share of the total will continue to
    be the 28.7 percent estimated in the HLR report (Table E-3). In terms
    of daily beach use occasions, the projections for Folly Beach are as given
    in Table E-7.

                                                              Appendix 1        Rev.
                                                                 E-9          17 Oct 7

                                             TABLE E-4
                          REGION II, BEACH USE OCCASIONS (BY SEASON) 1972

          USER TYPE                        SPRING      SUMMER        FALL       WINTER       TOTAL

    NON RESIDENTS OF STATE1               244,420   1,201,249       29,928     60,360   1,535,957

    RESIDENTS:                      2
      Vacation Beach Use Occasions    3  18,039        234,508       6,193      10,500    269,240
     Week-End Trips , User Occasions4   92,118        106,291      81,489      74,403    354,301
      Outings (1 day), User Occasions   221,879        599,895    168,464       36,980  1,027,218

    TOTAL5                                576,456   2,141,943    286,074       182,243  3,186,7165
         SEASONAL PERCENTAGES               18.1         67.2       9.0          5.7        100.0

    TOTAL6                                585,729   2,174,642    291,247       184,456  3,236,074

    NOTES:  1.  From SC SCORP Report, p. 3-46 (which gives the seasonal beach user occasions
                for non-residents).
            2. Total resident vacation beach use is given in Table 3-36 (SCORP); it has been
                assumed that seasonally the number of beach user occasions is proportional
                to the number of resident vacations for each season. (p. 44).
            3. The total (354,301) is from SCORP, Table 3-36; it has been assumed that
                seasonally the number of such beach user occasions is proportional to
                occupancy figures for hotels, motels, etc., as given in SCORP, Table 3-14.
            4. The total (1,027,218) is from the SCORP report, Table 3-36; seasonal
                allocation has been made on the assumption that the number of user occasions
                associated with one-day outings is proportional to seasonal camping figures
                as shown in p. 3-16 and p. 3-15, SCORE.
            5. The total (3,186,716) is the 1972 figure as used in the SC SCORP Report of
                1974.
            6. The total (3,236,074) is the figure that must be used to reconcile the SC
                SCORP Report of 1974 (which used 1972 population figures that were later
                revised by the Census Bureau) with the true population figures (see Table E-2,
                third column from right). This line should be considered the final result
                of this table. The figures for each season are derived from the total
                via the seasonal percentages shown in the line above, which were derived
                as indicated.

                                                                                  Rev.
                                                                                17 Oct 79

                                         TABLE E-5

             AVERAGE AND PEAK BEACH USE OCCASIONS, 1972, REGION II BEACHES
                                 (CHARLESTON COUNTY, S.C.)

                      AVG. NO. USES                NO. OF SUCH    TOTAL BEACH USE   PERCENT OF
      TYPE OF DAY       PER DAY       FACTOR1/ �       DAYS         FROM SUCH DAYS    ANNUAL USE

    Each day of the      8,866           1.0           365            3,236,074            100
      year

    Peak Season:        22,190           2.5            98            2,174,642            67.2

      Peak Day          69,184           7.8             1                69,184            2.1

      Lesser Peak Day  51,888            5.8             2              103,776             3.2

      Weekend Day       48,428           5.5            24            1,162,272            35.9

      Weekday           11,822           1.3            71               839,410           26.0

    Transition Season: 14,726            1.7            55               809,935           25.0

      Weekend Day       24,212           2.7            16               387,392           12.0

      Weekday           10,834           1.2            39               422,543           13.0

    Off Season            1,186          0.13          212               251,497             7.8

    -/The average number of beach use occasions for the type of day indicated divided by the
      average (annual) daily number of beach uses (8,866).

                                  TABLE E-6

                   PROJECTED AVERAGE ANNUAL BEACH DEMAND
                              (VISITS PER YEAR)

    YEAR                      CHARLESTON COUNTY                    FOLLY BEACH

    1975                         3,374,291                             968,421

    1980                         3,524,254                          1,011,460

    1990                         3,870,114                          1,110,722

    2000                         4,151,351                          1,191,437

    2010                         4,400,232                          1,262,866

    2020                         4,605,832                          1,321,873

    2030                         5,357,156                          1,537,503

                                                      TABLE E-7

                                   FOLLY BEACH DEMAND FOR EACH TYPE OF BEACH USE DAY

             DAY TYPE                      1980        1990          2000          2010          2020          2030

    Total Annual Visits-1/               1,011,460   1,110,722    1,191,437    1,262,866    1,321,873    1,537,503

    Peak Day2/                              21,624       23,745        25,471        26,998        28,260        32,870
      (1) Such Day                          21,624       23,745       25,471        26,998         28,260       32,870

    Lesser Peak Day                         16,218       17,808        19,103        20,248        21,195        24,652
      (2) Such Days                         32,436       35,616       38.206        40,496         42,390       49,305

    Peak Season Weekend Day                 15,136       16,621        17,829        18,898        19,782        23,009
      (24) Such Days                       363,264      398,904      427,896       453,552       474,768       552,216

    Peak Season Weekday                      3,919        4,304         4,616         4,893         5,122         5,958
      (71) Such Days                       278,249      305,584      327,736       347,403       363,662       423,019

    Transition Season Weekend Day            7,856        8,310         8,914         9,449         9,890        11,504
      (16) Such Days                       125,696      132,960      142,624       151,184       158,240       184,066

    Transition Season Weekday                3,386        3,718         3,988         4,227         4,425         5,147
      (39) Such Days                       132,054      145,002      155,532       164,853       172,575       200,750

    Off Season Day                             274          325           349           370           387           449
      (212) Such Days                       58,137       68,911       73,972        78,380         81,978       95,277

    1/Table E-6

    2/28.7 percent times peak days Charleston County beaches, Table E-2.

      *s Is

    AVAILABILITY OF BEACH RECREATION IN THE VICINITY OF CHARLESTON, SOUTH CAROLINA

    15. There are five barrier islands in the Charleston vicinity which

    are accessible by road (see Figure E-3). Three of these islands:

    Sullivans Island, Isle of Palms and Folly Island serve as the primary

    day-use destinations for Charleston area residents. Kiawah Island

    and Seabrook Island are primarily resort areas which serve mostly

    non-resident vacationers and are used little as day-use destinations.

    16. Isle of Palms, located approximately 11 miles northeast of

    Charleston, has about 7 miles of ocean front beaches and is open to

    the public. Parking is available to commercial areas, while on-street

    parking near the beach is restricted. Isle of Plains is mostly residen-

    tial with 1,000 of the 1,800 homes on the island occupied year-round.

    17. Sullivans Island, located adjacent to Charleston Harbor on the

    north side, is mostly residential. Beach access is available all

    along the 4 mile ocean front but is restricted by the lack of avail-

    ability of parking.

    18. Folly Island, 12 miles south of Charleston, has about 6 miles of

    ocean front beaches. Folly Beach is a shore town with a small (1,200)

    permanent population and a large number of modest summer cottages.

    Only 32 percent of Folly's 1,329 housing units are occupied year-round.

    The influx of summer residents brings the peak season population of

    Folly Beach to about 4,500 persons. On the 4th of July 1973, the Folly

    Beach Police Department reported 20,000 persons on the beach by 3 p.m.

                                                                            APPENDIX
                                                                               E- 10

                                                              BULL ISLAND

                                                          CAPERS ISLAND

                                                      ~DEWEES

                                                       ISLE OF
                                                       PALMS

                                                      SULIAN0L

    0~~~~~~~~~~~~~~~~~~~ILN

                                                      CHARLESTO

                                          S~~AEA  BEACHE

                                                                 FIGURE E-i

        '?with more to come"f, as published in the Charleston News and Courier

       on 5 July 1973. Perhaps as many as 30,000 visitors come to Folly

       Beach on a peak summer day. Folly Island's beaches are the most

       easily accessible of all the Charleston area beaches. On-street

       parking is allowed along the beach front and back roads. Conspicuously

       marked public beach access points are located every couple hundred

       yards along the entire beach front. Although the beach is accessible,

        it is in poor condition for recreation use due to erosion. At high

        tide, there is little or no dry beach area. As a result of this

        condition, many area residents travel to other more distant beaches

       or stay home. A survey of beach goers at Edisto Beach State Park

       revealed that 64% of the vistors were from the Charleston area. The

       presence of so many Charlestonians at a beach 60 miles away indicates

        that there is, for one reason or another, a large surplus of demand

       for suitable recreational beaches in the Charleston area.

       BENEFITS FROM INCREASED RECREATIONAL USE

       19. The benefits attributable to recreational use of an improved

       beach are the differences between the recreational values to be realized

       by the improved beach less those to be realized by the beach as it

       will exist without improvement. Annual values of each of these have

       been estimated, and examples are given in Tables E-9 and E-10. This

       analysis is for "Beach Protection" Plan A-1.

       20. The unit recreational values (values per user occasion) without

    *   a project (existing conditions) have been taken as $0.60 for the amusement

                                                                                APPENDIX I
                                                                                   E-1 1

    center frontage (the 5,170 feet between Stations 27 + OON and 24 + 70S)

    which is, in effect, dedicated to public usage, and $0.40 for the remainder

    of the beach frontage, the usable beach, in total, is 28,600 feet. The

    "1with" project conditions involve the improvement of two reaches of

    16,860 and 25,960 feet, the former (from Station 143 + 90N to 24 + 70S)

    being included in the latter (Station 180 + 90N to 78 + 70S). To the

    25,960 feet is added 1,320 feet (one-fourth mile) on each end of the

    beach, assumed to be within walking distance from access points, yielding

    the total beach length of 28,600 feet. The unit recreational value with

    project conditions has been assumed as follows: For the amusement center

    area, $1.00 per user occasion, as it will be well developed with regard

    to facilities and amenities, essentially dedicated to public use, and

    enhanced by widening. For the remainder of the improved beach (11,690 or

    20,790 feet, depending on the project), $0.80 per user occasion, because

    of improvements in effective public access, particularly through parking

    improvements to be required of the locality, and amenities improvements.

    This beach, with frontage technically in private ownership, has always

    been available for public use, and with nourishment, the increment of

    dry beach area will, under the laws of South Carolina, belong to the

    state. The remainder of the unimproved beach, which will be either

    2,640 or 11,740 feet, depending on the project, is assumed to have a

    value of $0.40 per user occasion, as in the "without" project condition.

    21. The procedure was as follows. Projections of daily demand were

    made, as in Table E-7. Estimates of daily carrying capacity were

    made, as in Table E-8. Footnotes generally explain the assumptions.

    Estimates of the realizable recreational values with a project were

                                                                          APPENDIX1
                                                                              E- 12

                                 TABLE E-8

                    DAILY FOLLY BEACH CARRYING CAPACITY
                                   (visits)

    Alternative Structural   1980        1990       2000        2010        2020     2030
            Plans

    Without Project:          6,248      1,780      1,627       1,627       1,627    1,627

    With Project:

        A-0                  19,736    17,713      17,713      17,713      17,713   17,713

        A-1 24,886    22,963                       22,963      22,963      22,963   22,963

        A-2                  30,036    28,113      28,113      28,113      28,113   28,113

        A-3                  41,746    39,823      39,823      39,823      39,823   39,823

        A-4                  32,166    31,460      31,460      31,460      31,460   31,460

        A-5                  49,020    48,320      48,320      48,320      48,320   48,320

        B-1                  64,714    64,008      64,008      64,008      64,008   64,008

        B-2                  66,150    65,444      65,444      65,444     65,444   65,444

        B-3                  67,636    66,986      66,986      66,986      66,986   66,986

    REMARKS:
         Carrying capacity is for all of the beach, whether improved or not.
         It is the dry beach area divided by 100 sq. ft. per use, times 2 uses
         per day (turnover rate).

         Along the reaches not protected by project improvements, it is assumed
         that erosion will continue but the dry beach area will not completely
         disappear.  As the beach erodes lands, homes, and other structures may
         be lost but some constant width of dry beach area will remain after the
         year 1990.  It is assumed that without bulkheads, seawalls, or revet-
         ments, this width of dry beach will be reduced to and remain at about
         5 feet; and with these bulkheads, etc., the width of dry beach will be
         only about 2 feet.

                                                      TABLE E-9

                              BEACH USE RECREATIONAL VALUES, WITH PROJECT (Plan A-l)1/

    DAY TYPE (NO. OF DAYS)                 1980          1990          2000          2010          2020          2030

    Carrying Capacity                     24,886        22,963        22,963        22,963        22,963        22,963

    Peak Day (1)                          21,624        22,963        22,963        22,963        22,963        22,963
    Lesser Peak Day (2)                   16,218        17,808        19,103        20,248        21,195        22,963
    Weekend Day, Peak Season (24)         15,136        16,621        17,829        18,898        19,782        22,963
    Weekday, Peak Season (71)              3,919         4,304         4,616         4,893         5,122         5,958
    Weekend Day, Trans. Season (16)        7,856         8,310         8,914         9,449         9,890        11,504
    Weekday, Trans. Season (39)            3,386         3,718         3,988         4,227         4,425         5,147
    Day, Off Season (212)                    274           325           349           370           387           449

    Annual Uses:                       1,011,411    1,109,929    1,188,945    1,258,891    1,316,642    1,523,004

    Recreational Values: ($)
      @ $0.84Z/                          849,585       932,340       998,713    1,057,468    1,105,979    1,279,323

    1/ Beach use limited by demand.
    2/ This is an area-weighted figure for each user occasion for the 28,600 ft. of usable beach, including the
        unimproved beach, 11,740 feet of beach lying on both sides of the 16,860 feet to be protected.

                                                         TABLE E-10

                                       BEACH USE RECREATIONAL VALUES WITHOUT PROJECT

        DAY TYPE (NO. OF DAYS)                  1980          1990          2000          2010          2020          2030

        Carrying Capacity                      6,248         1,775         1,627         1,627         1,627         1,627

        USE:
        Peak Day (1)                           6,248         1,775         1,627         1,627         1,627         1,627
        Lesser Peak Day (2)                    6,248         1,775         1,627         1,627         1,627         1,627
        Weekend Day, Peak Season (24)          6,248         1,775         1,627         1,627         1,627         1,627
        Weekday, Peak Season (71)              3,919         1,775         1,627         1,627         1,627         1,627
        Weekend Day, Trans. Season (16)        6,248         1,775         1,627         1,627         1,627         1,627
        Weekday, Trans. Season (39)            3,386         1,775         1,627         1,627         1,627         1,627
        Day, Off Season (212)                     274          325           349           370           387           449

        Annual Uses:                         737,055       340,475       322,919       327,371       330,975       344,119

        Recreation Values (@$0.43)/          316,933       146,404       138,855       140,769       142,319       147,971

        1/
        -  This is an area-weighted figure for each user occasion for the 28,600 ft. of usable beach, and assumes
           a value of $0.60 per user occasion for the 5,170 ft. fronting the amusement center, and $0.40 for the
           remaining frontage; that is: (0.60 x 51,700 + 0.40 x 207,900 + 0.40 x 52,800)/312,400 = $0.43.
           Dimensionally, this is $/sq. ft., but it is also $/visitor, since, if each term had been multiplied by
           visitors/sq. ft. (constant), it would have been cancellable between the numerator and denominator.

      CD

    -4

          made as in Table E-9; and those without a project as in Table E-lO;

          the differences being the recreational benefits for each of the dicennial

          years. The equivalent average annual recreational benefits were com-

          puted by a computer program that interpolated benefits for each year

          between those shown, giving, by summation, the total present worth of

          benefits for all years; then multiplied this by the capital recovery

          factor to give the equivalent annual benefits. The interest rate used

          was 6-7/8%, and the period of analysis was 50 years. A summary table

          (Table E-11) gives these annual benefits for all project configurations

          analyzed. This analysis assumes development of adequate associated

          facilities such as parking, bath houses, etc.

                                  Erosion Control Benefits

           GENERAL

           22. These benefits consist of the value of the land loss prevented by

           beach stabilization, of the value of the various structural improvements

           that might be expected to be lost in the absence of a project, and land

           enhancement. The land referred to is privately owned land, presently

           landward of the mean high water shoreline. Counting the prevention of

           its loss as a benefit does not amount to a double-counting of recreational

           benefits previously estimated, as the latter are predicted on values

           yielded by land oceanward of the present mean high water line. These

           benefits are limited (cannot be greater) than the cost of their prevention

          by means other than the shore protection project, and the most economical

          alternative means. This has been assumed to be by means of a seawall,

          which presumably the property owners would construct if it were cheaper

    *     ~than suffering the losses.                                                APPENDIX I

                                                                                   E- 13

                                 TABLE E-11

                   RECREATIONAL BENEFITS RESULTING FROM
                 VARIOUS ALTERNATIVE PLANS OF IMPROVEMENTS

          PLAN                            AVERAGE ANNUAL RECREATIONAL BENEFITS

    BEACH DEVELOPMENT

           A-0                                             $681,500

           A-1                                              $748,060

           A-2                                              $771,820

           A-3                                              $760,640

           A-4                                              $760,630

           A-5                                              $760,640

    BEACH AND DUNE DEVELOPMENT

           B-1                                             $738,130

           B-2                                              $738,130

           B-3                                              $738,130

                                                                              Rev.
                                                                            17 Oct 79

    LAND LOSS PREVENTED

    23. Tables E-12 and E-13 give estimates of the value of the land that

    would be lost along the two applicable reaches of oceanfront in the absence

    of protection, and this is equal to the loss prevented by a properly

    maintained project. These generally show the assumptions made, and indicate

    that the annual value of land loss prevented along the 16,860 foot project

    shore would be $119,200 and that along the 25,960 foot project shore would

    be $177,200.

                               TABLE E-12

                 ESTIMATES OF VALUES OF LAND AND BUILDINGS
               TO BE LOST WITHOUT SHORE STABILIZATION IN THE
              16,860 FOOT REACH INTENDED FOR PROTECTION UNDER
                          PLANS A-0 THROUGH A-3

                           ITEM ANNUAL LOSS
                                                                        ($/yr.)

    LAND: Frontage (within project area) not presently protected
           by structures is 9,350 ft. Land loss at 5 ft/yr is
           46,750 square feet, and at $2.55 per square foot this
           amounts to...                                                   $119,200

    BUILDINGS: The present value of structures along the 9,350 ft.
           not protected by a seawall is $2,332,000. Erosion of some
           250 ft. in 50 years would destroy all these first row
           structures, at the rate of about $46,640, and this time
           the growth factor (1.19) is...                                  $ 55,500

                                                                        APPENDIX I
                                                                           E-14

                                 TABLE E-13

                 ESTIMATES OF VALUES OF LAND AND BUILDINGS
                 TO BE LOST WITHOUT SHORE STABILIZATION IN
               THE 25,960 FOOT REACH INTENDED FOR PROTECTION
                 UNDER PLANS A-4 & A-5 AND B-1 THROUGH B-3

                         ITEM                                          ANNUAL LOSS
                                                                        ($/yr)

    LAND:  For the 9,350 feet of shore previously mentioned...           $ 119,200

           For the 9,100 feet beyond the limits of Plans A-0
           through A-3, the land loss at 2.5 ft/yr is 22,750
           square feet, and at $2.55 per square foot this
           amounts to...                                                    58,000

                TOTAL VALUE OF LAND LOSS:                               $ 177,200

    BUILDINGS:  For the 9,350 feet of shore previously mentioned...  $  55,500

           For th 9,100 feet beyond (as above), at a rate of
           2.5 ft/yr (125 ft. in 50 yrs) is assumed that
           about � the value of the present structures, valued
           at $2,269,700 will be destroyed, an amount of
           $1,134,850 at $22,697 per year, which, times
           the growth factor (1.12) amounts to...                       $  25,400

                TOTAL VALUE OF STRUCTURES LOST:                         $  80,900

    BUILDING DAMAGE PREVENTED

    24. There are 259 structures along the developed 25,960 feet of beach

    along which erosion is to be controlled. Counting only the value of the

    building itself, these have an average value of $25,000, or a total of

    $6,475,000 or $249 per linear foot of beach. Table E-14 shows these

    building values by reaches. Tables E-12 and E-13 give estimates of the

    values of buildings that would be lost along the applicable reaches of

    oceanfront in the absence of protection, and this is equal to the building

    loss prevented by a properly maintained project, It should be noted that

    the economic life of a project is assumed to be 50 years, and that losses

    have been estimated on this basis.

    25. Growth and Development Factor. The value of damageable property in

    constant dollars is expected to increase during the project life. It is

    desired to have a factor by which we may multiply annual damages estimated

    on the basis of present values by which to obtain the annual damages on the

    basis of the value of such property over the life of the project. The

    assumed values of damageable property for certain years is shown in Table E-14.

    The growth and development factors have been derived as illustrated in

    Table E-15.

    26. Limitation on Erosion Control Benefits. The total of the benefits

    shown in Table E-12 and E-13 are limited by the cost of the most economical

    protective means to prevent them. This 'has been assumed to be a seawall,

    and the estimates of annual costs of protection by means of such a seawall

    are given in Table E-16. This shows the annual cost of seawall protection

                                                                          APPENDIX I
                                                                             E- 15

    for the 16,860 foot frontage to be about $218,900, which exceeds the

    potential land and building loss of $174,700; and it shows the annual

    cost of seawall protection for the 25,960 foot frontage to be about

    $400,000, which exceeds the potential land and building loss of $258,100

    for this frontage; and thus the appropriate benefit values are those shown

    in Table E-12 and E-13.

                                                                           APPENDIX 1
                                                                              E-16

                                                 Table E-14

                     ASSUMED STRUCTURAL VALUES FOR DERIVATION OF FOLLY BEACH DEVELOPMENT
                                             AND GROWTH FACTORS

      Reach      Length         Year                         Value of Structures in Reach ($1979)
    (see note)    (ft)         to be         1980         With 38 New Structures       2000          2010
                           bulkheaded                     1990_/     Upgraded
                                                                     19902/

        A        7,510        1980         1,873,200    2,148,000    2,276,7003/  2,276,700    2,276,700
        B        9,350        1990         2,332,100    2,674,300    2,674,300    2,834,5004/  2,834,500
                                                                                                       5/
        C        9,100        2000         2,269,700    2,602,700    2,602,700    2,602,700    2,758,8005/
      TOTAL     25,960                     6,475,000-6/  7,425,000    7,553,700-/  7,713,900-6/  7,870,0001-/

    Remarks:
    -/At present there are 259 oceanfront structures at an average value of $25,000 each ($6,475,000, or
      $249.42/LF); by 1990 it is estimated that there will be 38 more at same value; that is, $7,425,000,
      or $286.017/LF.
    --/Assumes that in the period 1980-1990 ten percent of the structures in Reach 1 (protected) will be
      upgraded to an average value of $40,000. (The ratio of $40,000 to $25,000 is 1.6)
    3-/$286 (7,510)(0.90 + 0.10(1.6)) = $2,276,732
    -/Assumes that in the period 1990-2000 ten % of the structures in Reach 2 (protected from 1990) will
      be upgraded to an average value of $40,000:
      $286 (9,350) (0.90 + 0.10(1.6)) = $2,834,546
    --/Assumes that in the period 2000-2010 ten % of the structures in Reach 3 (protected from 2000) will
      be upgraded to an average value of $40,000:
      $286 (9,100)(0.90 + 0.10(1.6)) = $2,758,756
    --/These are the values used in derivation of the development and growth factor.
    NOTE: (1) Reach A is the shoreline presently protected by bulkheads, seawalls, or revetment; all of
           which is within the 16,860-foot reach of critically eroding shoreline (Figure E-1). (2) Reach
           B is the remainder of the 16,860-foot reach (16,860'-7,510') = 9,350 ft. (3) Reach C is the
           remainder of the developed shoreline (25,960'-16,860') = 9,100 ft.

                                 TABLE E-15

                 ESTIMATION OF GROWTH AND DEVELOPMENT FACTOR

                                                          Total value of
                                                          Structures
                                                          ($ Millions)

                                                         7,870
                             _...-U]                     17,713.9
                                                         7,553.7

                             |      I_                   16,475
            I   ,       i     i                 l
            Ow      Od     O      �             O         O
            -- ~ 0         0     0              0

                                Present Worth of Future Structures
                     00~~~~~~~

    Definition:  G & D Factor =Present Worth of Future   Structures
                                Present Worth of Present Structures

    Present Worth of Present Structures:  (i=6-7/8%)         ($ Millions)

         14.021949 (6,475) =                                    90.79
        (That is, P.W. of I)

    Present Worth of:

     II:  3.500736(7,553.7 - 6,475) =                            3.78

    III:  13.527608(.514326) (7,5537  - 6,475) =                 7.50

     IV:  3.500736(.514326)(7,7139 - 7,553.7) =                  0.29

      V:  12.566465(.264532)(7,7139 - 7,5537) =                  0.53

     VI:  3.500736(.264532)(7.870 - 7,713.9) =                   0.14

    VII:  10.697723(.136056)(7,870 - 7,713.9) =0.23

    Present Worth of Future Development:                       103.26

                                    103.26
    Growth and Development Factor = 903.76 = 1.14
                                     90.79
    NOTE: The above is for the entire 25,960 feet of developed beach
    (see Table E-15). The factors for reaches B and C are 1.19 and 1.12,
    respectively.

                                   TABLE E-16

                 ESTIMATE OF ANNUAL COST OF SEAWALL PROTECTION
                   AT FOLLY BEACH AS AN ALTERNATIVE MEANS OF
                PREVENTING LOSS OF PRIVATE LAND AND STRUCTURES

               ITEM                                                 ANNUAL COST

    FOR THE 16,860 FOOT FRONTAGE:
     (Plans A-0 through A-3)

     Additional 9,350 ft. of seawall:
      First Cost: 9,350 x $218/ft. = $2,038,300
      Interest and amortization on above (6-7/8%; 50 yrs.)           $ 145.365
      Maintenance (at 2% of first cost/yr.) ($4.36/ft.)                 40,766
      Maintenance of existing 7,510 ft. seawall (@ $4.36/ft.)           32,744
     Total annual costs for the frontage:                            $ 218,875

    FOR THE 25,960 FOOT FRONTAGE:
     (Plans A-4 through B-3)

    Additional 18,450 ft. of seawall:
      First Cost: 18,450 x $218/ft. = $4,022,100
      Interest and amortization on above                             $ 286,844
     Maintenance on the above (@ $4.36/ft.)                            80,442
     Maintenance of existing 7,510 ft. seawall                         32,744
    Total annual costs for the frontage:                            $ 400,030

             ~~~~~~~~~~~~~~~~~$400,3

          LAND ENHANCEMENT

           27. In some cases in the initial restoration of the beaches, sand

          will be added on private property and landward of the property holding

           line. Strictly speaking, legal opinions of the law of South Carolina

          hold that the riparian owner owns naturally accreted land (above the

          Mean High Water Line, but it 'has been held that the state owns artificial

           accretions. Here, however, it is assumed that private property owners

          benefit from sand placed landward of the property holding line, and that

           this benefit is the value of the acreage added measured along the Mean

          High Water Line. For the projects embracing 16,860 feet of beach, it is

          estimated that 4.4 acres will be so added; and for the projects embracing

           25,960 feet of beach, it is estimated that 5.8 acres will be added. This

           results in estimated enhancement values, annually, in the amounts of

           $34,800 and $45,900, respectively; that is 4.4(43,560) x $2.55 x 0.071317

           $34,800, and 5.8 (43,560) x $2.55 x 0.071317 = $45,900. In these figures,

           the value of the land is taken as $2.55 per square foot, as before, and

          0.071317 is the capital recovery factor, 6 7/8%, 50 years, which assumes

           that the enhancement is provided once and for all initially, and is hence

          amortized over the life of the project.

                     Hurricane Wave Damage Prevention Benefits

           28. The following analysis is a method of calculating the benefits

           that would accrue to the establishment of a dune capable of providing

           structures at Folly Beach protection from wave damage due to hurricane

           storm surge. Hurricane storm surge is the increase in water level

    O      ~from the norm due to the action of the storm.
                                                                                 APPENDIX I
                                                                                    E- 17

    29. Flood protection, it must be stressed, is not afforded by the

    presence of a dune. Thus, flood damages are not a consideration in

    this analysis.

    30. Four conditions are analyzed: (1) existing conditions, present

    dune configuration; (2) post construction of 12-foot msl dune; (3)

    post construction of a 15-foot msl dune; (4) and post construction of

    an 18-foot msl dune. Each dune provides protection from storms of

    increasing severity to one whose severity corresponds to a certain

    return period.

    31. The method of analysis consisted of: (1) finding the number of

    structures on the ocean front (259); (2) classifying the structures

    according to foundation type; (3) calculation of damages accruing to

    each foundation type, combining them at hurricane tide stages (eleva-

    tions above mean sea level); (4) from graphs of damage versus hurricane

    tide stage and frequency/return period versus hurricane tide stage

    finding total damages for each condition in each reach; and (5) cal-

    culation of benefits (or the difference in damages between existing

    conditions and the various proposed dunes).

    ASSUIMPTIONS

    32. Certain key assumptions must be made at this level of study before

    proceeding with computation of wave protection benefits.

                                                                           APPENDIX 1
                                                                              E-18

    33. Hurricane wave damages are generally believed to occur only to

    those structures on the ocean front. For the purposes of this analysis,

    these are the only structures considered. Groins, bulkheads, and

    paved areas were omitted. Also, the commercial structures (Arcade)

    and the fishing pier located between Station 3+70 North and Station

    11+55 South were omitted from the analysis.

    34. From a representative sample of structures on the ocean front,

    it was assumed that foundations could be grouped in three classifications.

    Structures had either slab foundations, were constructed on piles less

    than 8 feet in height, or were constructed on piles 8 feet and greater.

    35. All structures above their foundations were treated as having the

    same capacity for resistance to wave damage. Some damage to piles, in

    the uppermost 2 feet, was assumed to occur. Complete destruction of

    structures, 5 feet above the foundation, and damages in the first 5

    feet of building height (above the foundation) increasing non-linearly

    was also assumed.

    36. Finally, while an average dune elevation is given, dunes at Folly

    Beach are not at all regular and are not existent in a large portion of

    the northeastern most reach analyzed (Referred to as Reach No. 2 on

    Fig. E-1).

                                                                           APPENDIX1
                                                                              E- 19

    GENERATION OF STAGE DAMAGE CURVES

    37. Stage damage curves relate stillwater elevation (hurricane tide

    stage) to damage due to wave action. Their generation is the first

    step toward finding possible annual damages due to existing conditions

    and annual benefits due to the establishment of a dune.

    38. The three dune heights under study: 12, 15 and IS feet lmsl;

    will provide protection against storms with return periods of 25,

    50, and 100 years, respectively.

    39. Upon classification of the various foundation types, it is neces-

    sary to compute each' s percent of the total, the percent contribution

    of each type to total damages at specific elevation intervals, and

    the total damages at these same intervals. (Tables E-17 and E-18).

    40. These damages (total damages at various elevation intervals) are

    then plotted on a graph (stage damage) versus their elevation plus

    the average building elevation (relative to mean sea level - average

    building elevation is the existing condition) and/or the elevation

    plus the stillwater elevations corresponding to the various hurricane

    return periods. (Figures E-4 and E-5).

    ANNUAL DAMAGES AND BENEFITS

    41. Tables E-19 through E-26 present the total average annual damages

    for each condition in Reaches 2 and 3 (see Figure E-1). These

                                                                           APPENDIX I
                                                                              E- 20

                                                          Table E-18

                                                      DAMAGES IN DOLLARS/

                                                              WAVE ELEVATION ABOVE FOUNDATION

    REACH NUMBER        1'           2'          4'             8'             10'            12'           13'

         1          $145,000    $340,000    $660,000    $1,075,000    $1,180,000    $1,390,000    $1,630,000

         2           400,000      930,000   1,800,000       2,940,000      3,230,000      3,800,000      4,460,000

    -/Average value of structure taken to be 25,000 dollars (Sample size of 87 structures - Total Number of
      structures - 259).

                                                                        Table E-17

                                                           PHYSICAL DAMAGES EXPRESSED IN PERCENT

                                                                               WAVE ELEVATION ABOVE FOUNDATION

                                                1'              2'              4'              8'               10'             12'             13'
    Foundation
    Classification           % of Total       A       B       A       B       A        B      A        B      A        B      A        B      A        B

    Slab                     56.23          0.15   .0843 ~ 0.35   .1968   0.65   .3655   1.00   .5623   1.00   .5623   1.00   .5675   1.00   .5623

    Piles (Less than 8')    17.24            0.00   .0000   0.00   .0000   0.10   .1720   0.20   .0395   0.40   .0690   0.80   .1379   1.00   .1724

    Piles (8' or greater)   26.43            0.00   .0000   0.00   .0000   0.00   .0000   0.10   .0264   0.20   .6232   0.40   .1058   0.80   .2099

                                                  .0893           .1968           .3827           .6232           .6842           .8060            .9496

        Notes:
    A. Fraction of individual structural damages per classification.

    B.  Fraction of structural damages per classification.

    _~~~~ .
                 *.. I::I .� ,..*

                 *     .    I    ..IK.                                    I

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                                         .

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                                                  .......                  . 7 7 -77   7   7   7,7. i

                                                                                         .7
                                                        . -ri.               . TT-.-   ' '~' i  Figure
      -.         .     . ..::  .                              I�               'Iit_

                                                                   I                           71.l li_1::
                                    ,  /:.  .~~~~~~~* ,
                     .I---7L~~~~          F-.-              ....      .     .     .     .
                      ~~  ....i.A                               P-I-mj:c0~3'-~O -   .. L~1 __-__1

        __~__[   Y~I.:t                              ... �-i----;-    : : :Ir: : : : ____     4.    -4

                            tt_-i-~~ If                          Ci-1-_iT..I~1; _
                       -~~   -  . - ~;  ~f;47~p '--tL.-V  -----!---- ///'-A   PY6t .-�             -

       ~~u~~d                            i - � --i- ---t----~~~~~~~ I  - I-  4 �-- ---1----1 +__t__!:: l-~

                                                            ..~~~ ~ 4  .1-~.
                  I,                                          �---~       ~ ~ ~           t: i~~~i__  ____
              � --             : :_:~771:--(~_-~- -::~                                       __      -
             -- ~~~~~~~~~~-- 1. ..� -.-tA-I Z       r2-E -   a/YCsC-C.                          -_
                 .:I:::1~~~~~~~~~~4                          4                                 .    I

                            t---� �               h   ..I..'.I              .
                     4         .    .                               .  .      *
                                                 ---'- ~~~
             LJZ..~~~~~..L..L.~~~ .... ..,VtAC//3.:::;  � ::rA                 ~          ..1.  -

                             t   : : : : : : -- : i~~igur   E-
                                          nO NUJ.tC.J',lt  l.W.  ,,~nfI4lflLJflO -l�tII'

    totals represent the area under a damage-frequency curve (not shown).

    The computations within the tables represent a numerical method for

    summing the area under a damage frequency curve.

    42. Table E-27 is a summation of average annual damages and annual

    benefits when each dune project under study is compared to existing

    conditions.

    43. Summary of Hurricane Wave Damage Prevention Benefits. Equivalent

    annual damage under existing conditions amounts of $73,400. The ana-

    lysis shows the relative inefficiency of an established 12-foot dune

    at Folly Beach. The dune will yield only $11,300 in equivalent annual

    benefits. Considerating future development, this would be increased to

    $12,900.

    44. The 15-foot dune affords greater protection than the 12-foot

    dune with an annual benefit of $42,400 for existing development and

    $48,400 including future development.

    45. Finally, the 18-foot dune affords the greatest protection, yielding

    an annual benefit of $58,800, increased to $67,100 with future devel-

    opment included.

                                                                          APPENDIX
                                                                             E-21

                                   Table E-19

                        AVERAGE ANNUAL DAMAGE COMPUTATION

    Type of Damage W/tRt/ C14YE /4/tz'E  Damage Stage? 5            '4L

    Reach Numbers                         -agea Location E/'ZL Z//f6  .

    Condition  W/,>/  -r   - r7-CTr

                                           Elevation
    Fr.equency   Probable    Incremental     of WS       Damages in          Damage
    in years   Occurrence   Probability      (msl)    $1,000 - Average  ,Increment $
                             O. CC2C                            Zoos     I  tw
                   .                                            27 _3 /7s<

                i.. 9C./                             2J9 5'!q 7

                              C.T-                                      054, vk2/

                              S.           20 4/2 6/65                        -
      -.  ,',  -,         "                            -' ^

      s^r      l'�,    .1                                  1/

       "C       0./7  /65�
                             C '<��                          I ,'f7o
       �       g6czzc                       /24      /Sf   !I

                � _____            ___       /0 __ _|                             ._

                              O. oc2!             I           i 4I /c'

    SAN 120, 4/26/65

                                    Table E-20

                         AVERAGE ANNUAL DAMAGE COMPUTATION

    Type of Damage#/46(,/-Yff  /l<4         Damage Stage  P2 '7-SL

    Reach Number 2                          --g-Location           ~e44  CC.

    Condition   <         i-rA3c7   //2' &6-)

                                             Elevation
    Frequency   Probable    Incremental       of WS       Damages in          Damage
    in years   Occurrence   Probability  I  (msl)I   $1,000   Average   Increment $
                                Z'. cle ze~97
             ~~~5 ~    ~       6.~2C                             297�

                                66( Ie Ir2928                               I/G

                           d. ." "Ss' ~~I 2 7ec~
                                /. 6~/7               41 6:5--

                  6e t'/ds

                                            SAN1i               120 4/26/65
                        C� rZ~rr          I //                 I
                                ('- D'�32   I                   I              4s
                         c?.~~~~~~~~ a              I3 L-                        _____
                                 %�- ~7    I                    lI           _ zS~

                      C.~~~r 626'I  i4                                        __
                         d.~~~       ~~                                        4Z/4/  9)

        2o. (~    (.  *7~-~0

                                                                 TOTAL

    SAN l2g), 4/26/65

                                Table E-21

                       AVERAGE ANNUAL DAMAGE COMPUTATION

    Type of Damage /bqA   ft~rE   Damage Stage   /:/9 /9SL

    Reach Number  2                     -Gage-Location A~,L/z564Ch4  56C

    Condition 4,P             r.-'1

                                        Elevation
    Fr~equency  Probable    Incremental    of WS      Damages in         Damage
    in years   Occurrence   Probability    (ms1)    $1,000 - Average   Increment $
                            6~ edd 2 b                         3        5~7
                e. V,:5Y2,d               17,4   2 6 35
             -              IC.6'4d5            ~SS/2F2
              460 a. 003~~- i. 9 2496'

                  ~~.        dabZ90/b

                            a. ~~c /77
           ~~~~d~~  d                                                   __________~ 9z

                           eel 77s                                  i / ?$ g

                 ~~~sa   d. 0.�'Z5-     /2.4~~~~~~~~~~~~~~~~~-

                           LI.   .

                  Z%, e-21g 4
            4i~~~~~~~~     ~~~~~  IaaZ                                  _______

                           6. eOi 7

      22, 7                              97 a441

                                                         TOTAL     4'22,c92

    SAN.120, 4/26/65

                                Table B-22

                       AVERAGE ANNUAL DAMAGE COMPUTATION

    Type of Damage /A/dt/CA VVf/149rC   Damage Stage  /30 - ASL

    Reach Number    g            age Location F4LC/   564cW .5,�6

    Condition   0ri  Pcoxccr (isoor OsA'5)

                                         Elevation
    Fr~equency   Probable    Incremental     of WS      Damages in          Damage
    in years   Occurrence   Probability      (msl)    $1,000 - Average   Increment S
                            0.0020Z                            /950       3906
      4S~       !I, 10,020                  /7.4     51-;9'

                                    d~~~~dddg  ~ ~~~~~lze102
                 -          0. 0005                                          927~~~~~~~MO -

                           0.002  /6/Q    /zZ7S5

                                    b~~dd~~S~~ 42L8                       2446
      /00D     0 ./00                      /50 0.
                           C. 002�
               AO ~~/2.4 I
                  call~~~,.41                               1           I

                           e. Lie .0

         24:20/& L7   e
                            0.00501I                                          _   _ _
            40~~~~   O0 ~7

          SAN.1219, 4/26/6 5     P
       22. 7    03.044/                     9/

       2'.3   0. 04C9                      gq8

    SAN 120, 4/26/65

                                 Table E-23

                       AVERAGE ANNUAL DAMAGE COMPUTATION

    Type of Damage AaWRI/$4~ oV6kR5   Damage Stage 83'4$Z

    Reach Number       3                  -Gge Location P'r2L '/ V         � d

    Condition  jTU                 J-Cr

                                         Elevation
    Fr~equepcy   Probable    Incremental     of WS       Damages in         Damage
    in years   Occurrence   Probability      (msl)    $1,000 r Average   Increment S

                           6. e0Z                           I  /,&A

                    41                      /~~~~~~~$9  ///6~~~~~~~~~~  I15

           4/3~~   b. d~~6 ZV. goo 4-
                           e. 4ve 4                             /         IT '7Z
                           f~ 64/T,                             /// I         2
               za~~~~~~~~5

      /6/I                                  /.I/                         I~ si
                          6)02 -O                  6~r95-    i / 727
                F/I  D.6'/z~              I2.'?-
                              D. bOC    I            ~Y8                I 5/
                              d~~~ ood ~ ~~           ~    ~       ~ I   /AI  I   oP

         422    6OZ60                        //1       475~I ___
     ___         Lal_s~_~ ___ _ _~                              13      1/6
                                        I 0~83        ~E                OL 2698
       3S        1.20303                 i   iI    2s466
                                d. Oc3G7I                       /98        /Sz 7

            25a6~                        I   9,2

            2/I.~3~ 6'6�1/                   I 6-6

            /~~~~~4d 6�57       I7
         _   /d  ~~~~~~~. OCL7~~6.

                                                           TOTAL        2,e7

    SAN 12Q), 4/26/65

                                  Table E-2A

                        AVERAGE ANNUAL DAMAGE COMPUTATION

    Type of DamagellUeotIC415' A*We-I  Damage Stage IZ I Al .5

    Reach Number  13                     -Gee-Location A       -01-Z.

    Condition 0$ 2-Al Pl  '  7~ C   (2/D e')

                                           Elevation
    Frequency  Probable    Incremental     of WS      Damages in         pamage
    in years   Occurrence   Probability  I  (msl)    $1,000 - Average   Increment S

                                            /Za 19'.5

            5~~ 4  D, sat   0. 6'e'/7                          9~37
                             C'. B  ibe                        7

                                                      eI3Y

                             d~1d          /2.4     550    I
         ~I~    6.0/6-7                   //53

       _ _ _ _                          I       I             2 4
                              *, Ib /0.   I~ 2./'                       __

              ~~~~~~7~666                       I           I4
                             401 10 s lid?'95
                LO. al3L

             2,~~~7    &.C~4c'e                  I             3         /9

                              eV zd5- ~                         4        L715_

             4n  d. ~~~~Z~b   IP. e  1
                  *  ~d ,dc~7              6..3    i        1/8        i/
       4c:     0. 63n                      .98
                             0. C'e04

                                                             TOTAL

    SAN 120, 4/26/65

                                 Table E-25

                       AVERAGE ANNUAL DAMAGE COMPUTATION

    Type of Damage 4/aPA'CAa &, 4s'C  Damage Stage 2/C -

    Reach Number   3                       -Gage-Location  F-'ec 3 C     s.d

    Condition A/1,I?  PoR,96J5C r  (4Sec2r z e%/C)

                                         Elevation
    Fr~equency   Probable    Incremental     of WS    - Damages in           Damage
    in years   Occurrence   Probability       (msl)    $1,000 r Average   Increment $
                              o~vZc 0 210
           C06O. 0.00�                      /79         9z6

                0, ev.AAO                                    I 7~s
     400        0. cc zs                    i6487'

        3~~n    C. ~7'33                    /6 g        89/0
                            a- ecci                               740      /14,5

                            A~ corc                              S         252 �i
           /60/3 0.Z. �2 0C/3

                            6. 402<E                              2,$70
      AC        0,iizs~                     /2,4
                            6.40642                         I     /40        588

            /�6~~~~~~~~~:~ C..o/6           /15           0
                            ctCDOs3                         I      5c
         �60.Cc;7n                           /1.          0  I                  ___

      4n       6'.                   _ _ _I                               _  _ _

                  *20   Z'.7i
           .2(3~~~~~~~~        002 I2-n                                  I
      /74�    0. 0gy5                       8.3II

            /2~~~~0 A. /o4

                                                           TOTAL     X', ISO

    SAN.121, 4/26/65

                                   Table E-26

                         AVERAGE ANNUAL DAMAGE COMPUTATION

    Type of DamageW/UAV1 / ;C4'// /rAVsF   Damage Stage /-O  //sL

    Reach Number  3                        sage Location  ROLL /  e'-ACg   ..

    Condition  V//r,/ P/,oj-cr (/,' t/or ~ ,A/)

                                            Elevation
    Frequency   Probable    Incremental      of WS       Damages in          Damage
    in years   Occurrence   Probabilitv       (msl)    $1,000 - Average   Increment S
                             :D. taps  Z /   b                    , 9        /--3
      /~0.        /0o02              /. _7,i D
                              O. 0r            .,                  R3          LIZ
                 460 , c:r                   /6.        ,-

                              0. oo /7                   I,                    7"
      zoo       o. o C-                      /5         35
                              d. o.o                               _.          8
      /4o       o.  o/a                     15. o        D
                              d. 67'2
       7.<       o. /-ZS                    /Z. /        ,4

                    CO. 1                                                              _ A
                              g. C/3,7

        SAN 12d, 4/26/65
       CC       0. O Zoo                    f/ O                                 ___._

       4o       o.$02.-so   ___    _        /0*    .___

                              0. 0d7001.I
       /74      0. S7S                      8      I

       AC       o. /A' 7

                                                               TOTAL        t 2<6

    SAN 12S, 4/26/65

                                    Table E-27

               SUMMARY OF HURRICANE WAVE DAMAGE PREVENTION BENEFITS

                                         Average Annual              Annual
                                              Damage                Benefits
                                         Without      With   Existing       Future   1/
    Reach             Location             Project    Project Development Development-

             12-foot Dune

      2      Sta 75+54.81 - Sta 0+00    $22,975    $16,193    $ 6,782
      3      Sta 0+00 - Sta 180+00         50,402     45,849       4,553

                         TOTAL           $73,377    $62,042    $11,335    $12,922

             15-foot Dune

         2  Sta 75+54.81 - Sta 0+00    $22,975    $ 8,130    $14,845
         3  Sta 0+00 - Sta 180+00         50,402      22,802     27,600

                         TOTAL           $73,377    $30,932    $42,445    $48,387

             18-foot Dune

         2  Sta 75+54.81 - Sta 0+00    $22,975    $ 3,863    $19,112
         3  Sta 0+00 - Sta 180+00         50,402      10,674     39,728

                         TOTAL           $73,377    $14,537    $58,840    $67,078

    I/Future development was computed by multiplying benefits to existing
      development by the factor 1.14. Derivation of the future development
      factor is discussed in Paragraph 25 of this Section.

    g

                                      Summary of Benefits
                 46. A summary of total annual benefits which would result from the

                 various plans of improvements is shown in Table E-2F.

                         S.

                                                                     APPENDIX 1
                                                                        E-22

                                        TABLE E-28

                            SUMMARY OF TOTAL ANNUAL BENEFITS

    PLAN                                TYPE OF BENEFIT
          RECREATIONAL    LAND-LOSS    BUILDING         LAND        HURRICANE       TOTAL
                          PREVENTION      DAMAGE    ENHANCEMENT  WAVE-DAMAGE    ANNUAL
                                        PREVENTION                  PROTECTION   BENEFITS

    A-0    $ 681,500      $ 119,200      $ 55,500    $ 34,800    $   0           $  891,000

    A-1      748,000         119,200        55,500       34,800         0            957,500

    A-2      771,800        119,200         55,500       34,800         0            981,300

    A-3      760,600         119,200        55,500       34,800         0            970,100

    A-4      760,600        177,200         80,900       45,900         0         1,064,600

    A-5      760,600         177,200        80,900       45,900         0          1,064,600

    B-1      738,100         177,200        80,900       45,900     12,900        1,055,000

    B-2      738,100        177,200        80,900       45,900      48,400        1,090,500

    B-3      738,100        177,200        80,900       45,900      67,100        1,109,200

                                                                                     Rev.
                                                                                   17 Oct 79