CESS Army Coast Eng Res.S MP 11-75 (AD-AQ9 @33) Sand Level Changes on Torrey Pines Beach, California by Charles E. Nordstrom and Douglas L. Inman MISCELLANEOUS PAPER NO. 11-75 DECEMBER 1975 DOCUMENT COLLECTION / Approved for public release; distribution unlimited. Prepared for U.S. ARMY, CORPS OF ENGINEERS COASTAL ENGINEERING RESEARCH CENTER Kingman Building Fort Belvoir, Va. 22060 Reprint or republication of any of this material shall give appropriate eredit to the U.S. Army Coastal Engineering Research Center. Limited free distribution within the United States of single copics of this publication has been made by this Center. Additional copies are available from: National Technical Information Service ATTN: Operations Division 5285 Port Royal Road Springfield, Virginia 22151 Contents of this report are not to be used for advertising, publication, or promotional purposes. Citation of trade names does not constitute an official endorsement or approval of the use of such commercial products. The findings in this report are not to be construed as an official Department of the Army position unless so designated by other authorized documents. 8 WWM B 1 0089751 | I 0 030 UNCLASSIFIED SECURITY CLASSIFICATION OF THIS PAGE (When Data Entered) REPORT DOCUMENTATION PAGE 1. REPORT NUMBER 2. GOVT ACCESSION NO.| 3. RECIPIENT'S CATALOG NUMBER Mees 4. TITLE (and Subtitle) 5. TYPE OF REPORT & PERIOD COVERED SAND LEVEL CHANGES ON TORREY PINES BEACH, Miscellaneous Paper 7. AUTHOR(s) 8. CONTRACT OR GRANT NUMBER(s) Charles E. Nordstrom Douglas L. Inman 9. PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGRAM ELEMENT, PROJECT, TASK AREA & WORK UNIT NUMBERS DACW7 2-72-C-0020 Scripps Institution of Oceanography La Jolla, California 92037 D31194 11. CONTROLLING OFFICE NAME AND ADDRESS 12. REPORT DATE Department of the Army December 1975 Coastal Engineering Research Center (CERRE-CP) 13. NUMBER OF PAGES Kingman Building, Fort Belvoir, Virginia 22060 166 14. MONITORING AGENCY NAME & ADDRESS(if different from Controlling Office) 15. SECURITY CLASS. (of this report) UNCLASSIFIED 15a. DECLASSIFICATION/ DOWNGRADING SCHEDULE 16. DISTRIBUTION STATEMENT (of this Report) Approved for public release; distribution unlimited. 17. DISTRIBUTION STATEMENT (of the abstract entered in Block 20, if different from Report) 18. SUPPLEMENTARY NOTES 19. KEY WORDS (Continue on reverse side if necessary and identify by block number) Torrey Pines Beach, California Visual wave observations Beach profile measurement Recording depth gage Seasonal sand levels 20. ABSTRACT (Continue on reverse side If necessary and identify by block number) Three parallel range lines were established along a straight beach at Torrey Pines, California, and were surveyed at monthly intervals during June 1972 to May 1974. Offshore sand level changes were measured using reference rods placed in the bottom at selected stations on each range line. Beach profile measurements indicate that the beach underwent seasonal changes in configuration which are related to changes in the wave regime. DD , sibel 1473 = EDITION OF Tt NOV 65 1S OBSOLETE UNCLASSIFIED SECURITY CLASSIFICATION OF THIS PAGE (When Data Entered) 2 UNCLASSIFIED SECURITY CLASSIFICATION OF THIS PAGE(When Data Entered) 20. Absitzwact (Continued): During the summer months the beach profile progressively changed with the seaward progradation of the berm crest by sand accretion. This change was caused by onshore transport of sand from immediately offshore depths of less than -20 feet (-6.1 meters) relative to MSL. The transition from the summer to the winter beach profile was abrupt with the coincident occurrence of high waves and tides. Periods of high waves during high tides resulted in wave swash overtopping the berm crest and quickly eroding the beach. The rapid shoreward retreat of the berm crest caused by the offshore transport of sand was accompanied by a corresponding deposition of sand offshore at depths less than -30 feet (-9 meters) relative to MSL. 2 UNCLASSIFIED SECURITY CLASSIFICATION OF THIS PAGE(When Data Entered) PREFACE This report is published to provide coastal engineers with profile and sediment data collected during a 23-month survey of beach and offshore sand level changes along a straight beach at Torrey Pines, California. The work was carried out under the coastal processes program of the U.S. Army Coastal Engineering Research Center (CERC). This report is published, with only minor editing, as received from the contractor; results and conclusions are those of the authors and are not necessarily accepted by CERC or the Corps of Engineers. The report was prepared by Dr. Douglas L. Inman, Professor of Oceano- graphy, and Charles E. Nordstrom, Associate Specialist in Marine Geology, Scripps Institution of Oceanography, La Jolla, California, under CERC Contract No. DACW72-72-C-0020. Data obtained under the contract was used to augment and help evaluate similar information in the CERC Beach Evaluation Program. The authors acknowledge the assistance of Michael Kirk and Earl Murray in the collection and reduction of field data. Dr. Craig H. Everts, Oceanographer, was the CERC technical monitor LOE MUSMCOntracte under the supervasHonwok Dizi. Ji Galvin (Chie, Coastal Processes Branch, Research Division. Comments on this publication are invited. Approved for publication in accordance with Public Law 166,.79th Congress, approved 31 July 1945, as supplemented by Public Law 172, 88th Congress, approved 7 November 1963. JAMES L. TRAYERS Colonel, Corps of Engineers Commander and Director IV Wil APPENDIX A INTRODUCTION . 1. Objective of he. Gime 2. Previous Work TORREY PINES BEACH STUDY AREA FIELD PROCEDURE 1. Bench Marks Profile Surveys Reference Rods F Recording Depth Gage Visual Wave Observations WMBWhN DATA REDUCTION PROCEDURE BEACH PROFILE CHANGES Sas aoN Pahoa ye. oe 1. Seasonal Changes June 1972 - October 1972 2. Seasonal Changes November 1972 - April 1973 3. Seasonal Changes April 1973 - October 1973 4. Seasonal Changes November 1973 - es 1974 5. Storm Associated Changes : Gh age ae CONCLUSIONS PTE RATURES Gi E Da DESCRIPTION OF RANGE LINES AND BENCH MARKS, TORREY PINES BEACH, CALIFORNIA . DISTANCE-ELEVATION DATA FOR BEACH PROFILES SURVEYED AT TORREY PINES BEACH, CALIFORNIA DESIGN AND DEVELOPMENT OF THE RECORDING DEPTH GAGE . VISUAL WAVE OBSERVATIONS FROM SOUTH RANGE, TORREY PINES BEACH, CALIFORNIA COMPARISON OF PRESSURE SENSOR ARRAY AND VISUAL OBSERVATIONS OF WAVES AT TORREY PINES BEACH, CALIFORNIA PEOMMEDSBEACH PEROT WIEE Sse DESCRIPTION OF THE COMPUTER PROGRAM FOR PLOTTING BEACH PROE TEESE: SEDIMENT ANALYSIS DATA . rage 44 7 105 130 145 158 165 CONTENTS FIGURES _cLontispiece —Aerial photograph of Torrey Pines Beach study area 1 2 6a 6b 6c 10 Location map . Location of range lines, bench marks, and reference rod stations for beach profile measurements SUmVeVvanpEOceduer: Comparison of reference rod measurements and acoustic soundings, South Range Schematic diagram of recording depth gage Berm crest and offshore sand level changes on South Range, June 1972 to June 1974 Berm crest and offshore sand level changes on North Range, Jume UVV7Z oO dIvine 97/4! Berm crest and offshore sand level changes on Indian Canyon Range, June 1972 to June 1974 Comparison of October and November 1972 beach profiles Comparison of beach profiles measured at North Range, 23, Oeeooeie W/Z Comparison of beach profiles measured at North Range, 25 Orono 197/S Onshore movement of sand at North Range Page 16 17 21 ‘paae Apnqys yoeeg soutg AotIO], Jo ydersoqoyd Tersoy -g00tdstjUo0r4 NVY NOANVD NVIGNI SAND LEVEL CHANGES ON TORREY PINES BEACH, CALIFORNIA by Charles &. Nordstrom and Douglas L. Inman 1. INTRODUCTION i Objective of the Study, The principal objective of this study was to measure beach profiles along a straight beach with uncomplicated offshore bathymetry that is exposed to ocean waves from all offshore directions. Emphasis in this study was placed upon the accurate measurement of beach profiles in order to determine changes in profile configuration caused by wave action. Profiles were measured from the beach backshore seaward to a depth of about 60 feet (18 m) at monthly intervals for a period of 23 months. Additional measurements were made following storms and periods of high waves in order to document the extent of profile modification associated with these periodic events. Daily visual observations and measurements by pressure sensors provided a record of the waves incident to the beach during the duration of the study. Comparison of the profiles from month to month and seasonally was made to determine the erosional and deposi- tional parts of the profile and the volumes of sand involved in onshore- offshore transport. Zo PESVROUS Worl Many studies have been made of the changes in beach profiles under waves; however, most field data are difficult to interpret in terms of seasonal changes in configuration and onshore-offshore sand transport because of the inaccuracy in the measurements. Most beach profiles are only measured from the backshore seaward into the surf zone, usually ending near the mean sea level datum. This type of data is useful for document- ing changes in the beach foreshore and sand levels on the subaerial beach but does not document the onshore-offshore sand transport. In order to adequately measure the actual changes in profile configuration and onshore- offshore transport, the beach profile must be accurately measured to the seaward limit of significant sand movement. Studies of sand level changes on southern California beaches have been made by Shepard (1950), Shepard and Inman (1951), Inman (1953), Brunn (1954), and Inman and Rusnak (1956). However, of these previous studies, only Inman and Rusnak (1956) made accurate measurements of sand level changes over the offshore segment of the profile. The Inman and Rusnak study was made on a shelf area between two branches of La Jolla Submarine Canyon so that sand movements were influenced by the refraction of waves over the complex nearshore bathymetry. This study of beach profile changes and onshore-offshore sand transport 1s similar to that of Inman and Rusnak (1956) but applied to a straight beach with uncomplicated offshore bathymetry. II. TORREY PINES BEACH STUDY AREA The site selected for this study was a segment of Torrey Pines Beach in San Diego County, California. The study area consisted of a straight, fine-grained sand beach located approximately 2 miles north of Scripps Institution of Oceanography. A 1.6-mile (3.0 km) segment of this beach that has gently sloping offshore bathymetry and is terminated shoreward by a 300-foot (91 meters) high sea cliff was used for the beach profile measurements (Figure 1). This beach satisfied the basic requirements for a straight beach with uncomplicated offshore bathymetry that is exposed to waves from all offshore quadrants. In addition, the site has the advantage of being readily accessible on land by a private road and from sea by use of boat launching facilities at Scripps Institution. Torrey Pines Beach is at the southern end of a littoral cell that extends northward 51 miles (82 km) to Dana Point. Sand is supplied to this cell by streams entering the ocean along this stretch of coastline and from minor sea cliff erosion (State of California, 1969). Waves cause a net longshore transport of sand to the south through the littoral cell to Scripps Submarine Canyon which is located 1.5 miles (2.8 km) south of the study site. Chamberlain (1960) and State of California (1969) have estimated the net littoral transport in the vicinity of Torrey Pines Beach at about 2.6 x 10° ydYyr (2 x 10> m3/yr). Once in Scripps Canyon, the sand is periodically transported by strong currents from the nearshore zone through the canyon into deep water. The study site beach segment undergoes typical seasonal changes in configuration due to changes in wave climate. During summer wave condi- tions, the beach has a 100- to 200-foot-wide (30 to 60 m) backshore, a relatively steep upper foreshore, and a pronounced berm. Winter storm waves overtop the summer berm and erode the backshore, thus reducing the width of the exposed beach. Winter beach profile configuration is typified by a gently sloping beach foreshore that in places extends shoreward to the toe of the sea cliff. Accurate measurement of these seasonal changes in beach profile configuration was the principal OQDISCEUVS Oi tlais sicudhy. Itt. FIELD! PROCEDURE ills Bench Marks. The beach at the study site is oriented true north-south so that three range lines were established normal to the beach in a true east- NORTH RANGE Ge wo oO (eo) a Oo oOo nN i Ce) NEVADA — INDIAN CANYON RANGE SOUTH RANGE al PRESSURE SENSOR ARRAY Su uly STi nica Se CALIFORNIA TORREY |PINES BEACH _ SvUD ee SITE, Smmp|i:g0" Diege PACIFIC OCEAN RTE VIN) OAC] o, ERY) y, - ay RY lly i LOCATION OF TORREY PINES BEACH STUDY SITE METERS FINSTITUTION OF © ZOU9 BOE /, OCEANOGRAPHY mer DEPTH IN FEET Figure 1. Location map. west direction. A prominent canyon (Indian Canyon) cuts through the cliffs to the beach at the study site so the central range line was loca- ted near the mouth of the canyon for geographic reference. Another range line was located 1,135 feet (346 meters) south of the Indian Canyon range line, and the third range line was located 2,200 feet (670 meters) north of the Indian Canyon range line. These range lines were named South Range, Indian Canyon Range, and North Range to designate their geographic position relative to Indian Canyon (Figure 2). A level line survey was made from an established U. S. Coast and Geodetic Survey bench mark to South Range along the top of the sea cliff. This survey was made using a transit, rod and tape with calibration marks of +0.01 foot (+0.3 cm) on horizontal and vertical distances. The permanent position and elevation of two points were established on the flat terrace above the cliff on South Range. These points are: a. A point located at the base of the seaward monument of the U.S. Navy measured nautical mile course. b. A point located by a pipe driven into the ground within a few feet of the cliff edge. The elevation of the bench mark on the beach at South Range was deter- mined by using a trigonometric solution. The vertical angle from the established point at the top of the cliff and a point on the beach was accurately measured with a transit. Then the "thin air’ distance between the point at the top and bottom of the cliff was measured with a Hewlett- Packard 3800A Distance Meter. These two measurements allowed the calcu- lation of the vertical distance between the two points to within a frac- tion) o£ ja! foot: The exact location and elevation of the bench marks for Indian Canyon and North Ranges were established by making a level line survey along the beach from the South Range bench mark. The accuracy of the elevation between the bench marks for the three range lines is about 0.01 foot (0.3 cm). Appendix A has a description of the bench marks established on Torrey Pines Beach and the notes from the bench mark surveys. Each range line is physically located by two points on the range at beach level. These points are marked by 1/2-inch-diameter stainless steel pipe 3 feet long driven into the ground and cemented in place. The seaward pipe is capped with a brass plug that is labeled as S10 I, SIO II, and S510 III for South Range, Indian Canyon Range, and North Range, respectively. The landward point on each range line is marked by an open 1/2-inch-diameter stainless steel pipe set back from the seaward point. For protection from vandalism and natural erosion, the bench mark pipes were set at the landward edge of the beach and up on the toe of the sea cliff. The pipes were pounded into the present ground surface to reduce their conspicuousness and increase their stability. All of the original *yovog soutq AdIIO], UO SJUOWOINS vou attyoaud yovoq 1oF SUOTILIS POI JOUOTOFOL pue “syIeu YIUSq “SOUTT asurek FO UOTIVIOT “Z OINBTY ae ea) ress is ES be ee 4H9Ol Hse HEE JONVY HLNOS : JONVY NOANVO NVIGNI ‘W6'bp Wel wel "wWg'el GOL HDS 4490 SYS1LIW === lp a OOl 1344 Nl SYNOLNOD WYVW HONSE ° NW Id NOILVLS GON JONIYIIIY WO EMER EFEL eg 4391 WD? 4¥ EE JONVY HILYON bench mark monuments placed for this study remain serviceable and did not require any repair during the term of the study. De Profile Surveys. Beach profile surveys were accomplished in two parts on the same day: 1) the backshore and upper foreshore were measured from the bench mark out to wading depths, on the low tide; and 2) the offshore part of the profile was measured with a fathometer on a boat seaward from the breakers, on the high tide (Figure 3). By doing the monthly surveys on the date of maximum spring tidal range during daylight hours, overlap of the two parts of the survey was usually achieved. High waves and winds complicated the survey operation and introduced errors into the fathometer survey of the offshore profile segment. The land survey of the backshore and foreshore was done using a transit, surveyors rod,and tape. Elevations were measured to 0.01 foot (0.3 cm) and distances to 0.1 foot (3 cm). Alinement along the range line was achieved by using flags to mark the two bench marks on the range. Rod stations were measured at 10-foot (3 meters) intervals sea- ward of the bench mark except where pronounced changes in the slope occur. Measurements were made out into the water by the tapeman paying out the tape in 10-foot (3 meters) increments from a fixed point at the water edge. The land survey was terminated when the water became too deep for the rodman to wade or the breaking waves made it impossible to plumb the rod. The offshore part of the survey was done with a Raytheon Model DE719 survey fathometer used from a 16-foot boat. This is a portable survey fathometer that allows for calibration to specific oceanographic conditions of seawater temperature and salinity and is an ideal instru- ment for the survey depths of this study. However, use of a survey fathometer for measuring beach profiles on the ocean involves additional errors inherent in reducing the fathometer data to an actual bottom profile. These errors are due to the effect of waves, tide, relation of transducer to water surface, etc., involved in correcting the raw fathometer readings to the profile soundings. Saville and Caldwell (1953) evaluated the accumulated acoustic sounding error involved in measuring beach profiles with a fathometer by making repeated soundings of a single profile over a short period of time, and comparing them to lead line soundings. Their results show that the probable error in this survey method is less than 0.5 foot (15 em). Thus, it is thought with proper calibration and suitable care in reducing the data, that an accuracy of +1 foot (#30 cm) was possible in using a fathometer for the offshore profile measurements. Positioning of the boat during the offshore part of the profile survey was performed by a range and horizontal sextant angle system Similar to that employed by Inman and Rusnak (1956). Each range line LAND SURVEY HIGH TIDE A. PROFILE REFERENCE RODS AN ANS AS TS TINS TNS TAS YS NS TAS TAS TUS TM RANGES | FLAGS % BEACH | 8 De ie SURF ZONE | SEXTANT ANGLE RANGE LINE RANGE LINE a B. PLAN () SURVEY BOAT Figure 3. Survey procedure. is marked by two flags for alinement on the range and horizontal sextant angles were determined between the range and the marker flag on an adja- cent range (Figure 3). Sextant angles were measured every 20 seconds as the boat proceeded toward shore and were correlated with time marks on the fathometer record. The distances along the range line were then calculated from the angles and plotted with the appropriate sounding. 5 Reference Rods. The offshore profile measurements made with a fathometer were not accurate enough to detect small changes in sand level on the shelf. Thus, in order to monitor these changes along the profile, reference rods were placed on the bottom on each range using the procedure of Inman and Rusnak (1956). Arrays of reference rods were placed at depths of -16, -24, and -33 feet (-4.9, -7.3, and -10 meters) on each range. Additional refer- ence rod arrays were placed at depths of -45 and -65 feet (-13.7 and 19.8 meters) on Indian Canyon Range (Figure 2). Each reference rod array consists of four 3/8-inch brass rods that were 4 feet long and driven into the sand bottom so that 1 foot of the rod was left exposed. The rods were placed in a "T' pattern with 3 rods arranged in a line paral- lel to shore and 1 rod offshore from the center rod of the line. Fig- ure 2 shows the spacing of the reference rods and their number designa- tion in the array. Some of the shallow reference rod arrays were changed from a "T" to a "+" pattern with the addition of a rod with 2 feet (61 cm) of exposed length placed 10 feet (3 meters) onshore from the center rod of the line. This longer rod was added because sand deposi- tion at the shallow reference rod stations buried the shorter rods in winter. Absolute elevations of the reference rods were determined using a sounding line at the time of installation. A diver held the line on the bottom while an observer in a boat immediately above determined the depth of water. This depth was then corrected to the datum of mean sea level using the tide gage at the end of the Scripps Pier. Each depth measurement was estimated to the nearest 0.1 foot (3 cm), using a grad- uated sounding line. The mean of five measurements was then taken as the depth of the bottom at the site of the rod. Mathematically these measurements usually had a standard deviation of about 0.1 foot (3 cm). However, there are operator biases and wire angle errors in the soundings and additional errors in tide gage corrections that lead us to believe that the probable accuracy of the absolute elevation is about 0.3 foot (9 cm). The reference rods were measured with each monthly survey of the beach profiles. Measurements were made by divers who located the station by range and horizontal sextant angle, marked it with a buoy, and found the rods by underwater search from the buoy position. Positioning on the surface was usually accurate enough to place the buoy anchor within 20 feet (6.1 meters) of the array edge. Often the buoy anchor was placed within the margins of the array so that no underwater search was required. The exposed length of each rod was marked on a piece of plastic and measured at the surface. The reference rod elevations in Appendix B are the average of four-rod measurements at each station, each measured to the nearest 0.01 foot (0.3 cm) giving a probable error of about 0.01 foot (0.3 cm) for the station. These measurements are rela- tive to the top of the rod and are more accurate than the assigned sta- tion elevation. The 0.01 foot (0.3 cm) accuracy is used in computation of sand level changes as it is always referenced to the ''top of the rod" and not a change in absolute elevation. Measurements and soundings taken at each reference rod station were used as absolute reference points for the fathometer data obtained from the offshore surveys. Figure 4 shows a comparison of the reference rod measurements and acoustic soundings made at the 33-foot (10 meters) sta- tion on South Range. As can be seen, the acoustic sounding from the off- shore surveys indicate depth variations of +1 foot (430 em) relative to the lead line sounding depth of 33 feet (10 meters). These differences are related to errors in the survey procedure since the reference rod measurements indicate little or no change in actual sand level. Similar differences were observed by Inman and Rusnak (1956, Figure 9). 4. Recording Depth Gage. The beach profile surveys and reference rod data were supplemented with soundings made with the recording depth gage that was developed for this study. The instrument consists of a pressure sensor, logic cir- cuitry, and a three-digit panel meter. An absolute pressure transducer with a sensing range of about 13-30 psia was used in the instrument. This sensor is capable of sensing water level changes of +0.08 feet (24cm) in water up to -58 feet (-117.7 meters) in depth. Output from the sensor was interfaced through an amplifier-low pass filter and a variable gain amplifier to a digital display (Figure 5). The intent of instrument design is to use an accurate pressure sensor to measure the water level and then filter out the high-frequency oscillation caused by waves and only read the mean depth. The low-pass filter used in the instrument has a time constant of about 1 minute, so that only low-frequency water level changes affect the measurements. The physical assembly of the instrument is such that the pressure sensor and logic circuitry are one package called the sensing package; and the recording panel meter and its power supply are another package called the recording package. The sensing package is mounted on a tri- angular-shaped metal plate that assured proper orientation of the pres- sure sensor to the bottom and prevented scouring into the sand bottom. This package is lowered to the bottom at a station for the 53-minute recording period with a surface float to mark its location for retrieval. The measurement of water depth made by the pressure sensor is averaged and retained by the logic circuitry for display. At the end of the measurement period the sensing package is retrieved and once at the sur- face the recording package is connected to its output for display of the measured depth. Once the measurement is recorded on a data sheet, the instrument is cleared with a reset switch to prepare it for the next measurement . SYdlLIw *Zeoq FO Sutuotzrsod pue saaem JO aduaSoid 9Y4} 02 pdajeToI eJep ToJOWOYIeF OY. UT SAOAI9 JOOTFOI ssuTpuNos STJsnooe oy} UT SUOTJETAIeA ‘“a8UeYyY YINOS UO YooF EE Fo YAdap ve ie TojJoWOYIeF & YIM opew SSUTpUNOS JTJSNOde pue SjUSUWIdINSvOW POL 9dUeTOFOI Fo uostasedwuoy £lol cLol olor cLol éLol oLol oLol AUVOINVE£ YWHEWE0dd YAGWAAON YAGOLIO YARAWALdAS LSADNV ATOL Sol 00 INIGNAOS DILSNODW xX S6 qOu dAONAWAAAU O NOILVLS ‘Lo €€ = FAONVY HOENOS HOVAG SAUNId AWUYOL “p oINnsTj ‘TSW GL FAILVIdH LAdd NI HLdaa 1€ 16 *AITZINIAITD SUTUOTZIpuod TeusTS oy. Fo squsuodwos oTseq oy. Sutmoys o8e38 yidop Sutpxooea Fo weasetp dTzeUIOYdS YILAW VANVd TWLI9IG of. 3 2 JOVIVd ONIGYOOSY | | | | | | | | | | | | | YSIS WV LINDYID JLANIW |= LNVLISNOD S3WIL | | NIVD JI8VINVA Q10H ONV 31dWvS ¥51115 -YSISIdWY | | AYLINOYID ONINOILIGNOD TVNOIS | L JIVAOWd INISNAS “g 92n3T YJ YOSN4S JYNSSAYd 17 The recording depth gage is intended to supply beach profile data from that segment of the profile near the surf zone where it is hazar- dous to make a fathometer survey or to anchor the boat for a lead line sounding. Deployment of the depth gage involved traversing the range line quickly to a station very near the break point and then dropping the sensing package as a sextant angle is shot at the station. After the recording period the sensing package is quickly recovered by the boat and the measurement is read. The instrument was employed in field usage a number of times during its development, and was found to yield measure- ments that were inconsistent with independent lead line measurements. Each field trial brought further modification of the instrument design. As a result, all field information obtained from the instrument during this study has been used for calibration purposes and is reported in Appendix C. Sr Visual Wave Observations. Wave energy incident to the study-site beach was documented by two methods: (a) visual wave observations made daily on weekdays at South Range; and (b) wave measurements made with a line array of pressure sen- Sors llocawecl ate ei Glepeln OF —SS eee (—10 mecers)) On Soutin Ramee, Wisuall observations were made using the same procedure as developed for the CERC Beach Evaluation Program. Wave and surf observations made at the beach level at South Range included an estimate of the height of the highest one-third of the waves, the average period of 10 consecutive waves, and the breaker type. To supplement the visual wave observations at the beach level, additional wave observations were made from a fixed point at the top of a 300-foot (91 meters) high sea cliff at South Range. From this point a visual estimate of the breaker angle and a photograph of the wave con- ditions were made. The photograph was always oriented so that its bottom margin was aligned with the beach in order to accurately illustrate the breaker angle. Appendix D is a tabulation of the daily visual wave observations from June 1972 through May 1974. Wave measurements from the pressure sensor array are described in a separate report to CERC including the conclusions of that study. Appendix E 1s a comparison between the visual observations and the pres- sure sensor array measurements for those dates with synoptic data. This comparison indicates that the visual observations and pressure sensor measurements are in general agreement for wave direction when wave refrac- tion from the sensor array to the beach is taken into account. IV. DATA REDUCTION PROCEDURE All measurements of beach profiles for this study were determined from the permanent bench marks established on the beach. Distances were referenced seaward from the bench mark and elevations were referenced to mean sea level (MSL). The mean lower low water (MLLW) datum is -2.7 feet (-75.5 cm) relative to MSL at the study site so that all elevations can be cross-referenced to MLLW if necessary. At the time of the actual surveys data were recorded on field data sheets designed to accommodate the measurements acquired from the land and offshore surveys. The land survey data consisted of distances meas- ured from the bench mark and rod readings measured with a transit. Data reduction for the land survey simply involved calculating the elevations relative to MSL datum. In addition, the fathometer data were compared to lead line and depth gage soundings and the reference rod measure- ments to verify their accuracy at specific stations on each range line. The corrected profile data were then recorded on standard BEP scanning forms (CERC Form No. 60, 4 August 69 and CERC Form No. 83-71, 26 May 71) for transmittal to CERC. At CERC these data were then plotted for their files using a line printer. The distance-elevation pairs for each survey point are given in Appendix B. Plotting of the profile data for study at Scripps was done with the use of a Burroughs 6700 computer and its 1ll-inch x-y plotter. A short ALGOL computer program was devised to produce a computer-plotted profile from the reduced survey data. These data were punched on IBM cards for computer input. The program output is an ink plot of the beach profile at a scale of 1 inch = 10 feet for elevation and 1 inch = 100 feet for distance on one set of axes with an equivalent scale in the metric system on the other axes. Plotted beach profiles for the surveys are compiled in Appendix F. Appendix G gives a description and listing of the beach profile plotting computer program. Use of the computer to plot the beach pro- files was found to accelerate the process of making comparisons between different surveys since any two sets of survey data can quickly be processed by the computer. Also, the IBM card files of the surveys have been found to be a good reference library for making additional copies of any specific survey or combination of surveys. Visual wave observations were recorded on a standard BEP scanning form (CERC FORM No. 120-72, 10 May 72) at the time of the observation and simply forwarded to CERC for their files. Each visual wave observ- ation was accompanied by a color transparency photograph taken as des- cribed from the top of the sea cliff. These photographs were included as part of the wave observations to be kept on file at CERC. Sediment analysis data for samples collected from Torrey Pines Beach are shown in NPE Isha V. BEACH PROFILE CHANGES Beach profile measurements made at Torrey Pines Beach have been compared from survey to survey and on a seasonal basis over the 25-month period of the study. The most significant changes in profile configur- ation occur seasonally so that the results of these measurements are presented for seasonal time intervals. Ie Seasonal Changes June 1972 - October 1972. This study was initiated at a time when Torrey Pines Beach was undergoing the change from a winter configuration to a summer confi gur - ation. The first beach profiles were measured on 6 June 1972 at which time the beach had developed a definite berm for the full length of the study area. During the months of July, August, September, and October the beach continued to accrete on the foreshore at all three range lines. This accretion of the foreshore caused the subaerial beach to widen and the berm crest to move seaward. The most likely source for the sand deposited on the beach foreshore was from immediately offshore at depths Of —-20 ect (-6.1 m) or less, as indicated by the progressive erosion of the 16-foot (4.9 m) reference rods on South Range (Figure 6a). Similar erosion at shallow depths also occurred on North and Indian Canyon Ranges, although the magnitude and progressive removal of sand is not as apparent (Figures 6b and 6c). Profiles measured on 23 October 72 are representative of the fully developed summer beach configuration in 1972. These profiles were char- acterized by a sharp berm crest at all three range lines that separated a wide flat backshore from a steeply sloping foreshore. The foreshore slope gradually decreased seaward to form a relatively flat terrace extending offshore from the MSL intercept to about -5 feet (-1.5 meters). The seaward edge of this terrace is marked by a slight increase in the profile slope at a depth of -5 to -10 feet (-1.5 to -3 meters) where the gradual decrease in slope continues out onto the shelf. Formation of the summer beach profile configuration was a gradual process of sand accretion on the beach face and erosion at shallow depths seaward of the surf zone over the period of several months. Bn Seasonal Changes November 1972 - April 1973. The summer beach profile configuration described in the previous section remained intact until 18 November 72 when a storm passed through the study area over a weekend. This storm brought considerable precipi- tation, high winds and waves coincident with the spring high tides in the month of November. A beach profile survey was made of the three range lines on 21 November 72 immediately following the storm to document modification to the beach. The 21 November 72 profiles indicated that the pronounced berm that had developed on all three range lines was com- pletely removed and the beach was cut back up to 100 feet (30 meters). Erosion on the upper beach was accompanied by sand accretion immediately offshore in depth of -10 to -30 feet (-3 to -9 meters). Reference rod measurements made with this survey show accretion in excess of 1 foot oe cm) on North Range completely covering the rods at a depth of 16 feet -9 m). Figure 7 is a comparison of the October and November 1972 beach profiles at North Range which indicate that approximately 530 cubic feet 20 *“plL61T 9UNL OF ZL6T 9UnL ‘asuey yqynosg uo sasueyo [SANT pues I9LOYSFFO pue YSoOID Wdog “BO o1nd TH d4110V9S OL : 44179V49S OL LND HOWSE =~ IN HOWI8 Y 1S3Y¥9 WY3d | | | | | | | | | I | | | | | | | | | I I | | | | O¢- eo. _ © / 5 — G2) ae / boca = 0 as Bo a af =50 dsalyng Sdouy Fi ~e Sc. 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Ae Q3luyng@ sdaou fe Ee: TO ee ; ‘ple O'2+ Ole Bel z+ OE" SUD ELIE) | I I l I | I | I | I I I I I ! | | I | | ec = ae ee ee ee mmc == af SS 55 OS san a Sie se (he ~ Sdou °43y ae 02 | | | | | | | | I | I I I | I | I | | | I >= =s=> — *-- e- — -e_ —=0-__— = SS = S03 9 08 0 S08 S08 Se 8 8 8 OS $d0¥ “43Y L004 £e 40 20S O> SNe 0a 1S SV eae Nei ete HO) aia KOs GeV) set | e161 | 2261 NOANWO NVIGNI-HOWS8 SANId AJYHOL 0 [+ teas ee 1344 23 NOILVA313 1334 Ni *SUOT}IEIS POL JDUDTOFO9I FO SUOTITSOd dy 94ed -IpUT SMOIIW *ZLG6I TOQWAAON OZ-9T FO W41OFS YIM poJeTIOSSe pues FO UOT}JOLIIV pue uotTsoza Sutmoys soeTtzoaid yoeeq 7/6] AJOqUaAON pue 19q0I90 FO uostseduo) SYSL3IW NI SONVLSIC 0Ol 00¢ O0£ NOIL3YOoV TM NOISONS [4 QLINON IG == LINO <> “2 9in3sTy 002 00v 009 008 000l 002 1334 NI JONVLSIG JONVY HLYON - HOVE SANId ASYYOL 00vI NOILVA3S13 SY3LIW NI 24 of sand per foot (49 cubic meters per meter) beach length were eroded from the beach face between +7 feet (2.1 meters) and -7 feet (-2.1 meters). This erosion was matched by an accretion of about 600 cubic feet of sand per foot (56 cubic meters per meter) beach length in depths of -8 to =-25 feet (-2.5 to -7.5 meters) below mean sea level. Thus, it appears that most of the sand eroded from the upper part of the beach was trans- ported immediately offshore and deposited at shallow depths. The profile measurements at Indian Canyon and South Ranges show similar changes in profile configuration and volumes of offshore sand transport related to the storm. This major change in beach configuration was caused by high surf (up to 10-foot breakers) coincident with +6 to +7-foot-high (1.8 to 2.1 meters) tides during the 4-day storm. The high tides enabled the storm surf to overtop the berm crest and quickly erode the beach. After the storm of 18-20 November 1972, Torrey Pines Beach main- tained a winter beach profile configuration with a more gentle foreshore slope. Subsequent storms of lesser intensity during the winter months caused additional erosion of the beach face and accretion at shallow off- shore depths. Comparison of beach profiles from the three range lines indicates that the beach responded to the winter storm waves in a similar manner along the full length of the study area. Figures 6a,b,and c show the progressive retreat of the berm crest and related offshore accretion of sand from November 1972 to April 1973 dur- ing the winter. As can be seen, most of the total amount of sand eroded from the beach face during the winter was removed by the storm in Nov- ember 1972. The remainder of the sand transported offshore during the winter was progressively removed over several months. Beach profile and reference rod measurements made on 11 April 73 show the final winter configuration of the beach profiles with maximum retreat of the berm crest and the lowest foreshore slope. Figure 8 shows two representative profiles measured at North Range which indicate the magnitude of the total seasonal change in profile configuration. A comparison of the 23 October 72 and 11 April 73 profiles shows the total amount of sand involved in the seasonal change in beach config- uration. The quantity of sand eroded from the beach was about 1,500 cubic feet per foot (121 cubic meters per meter) beach length, and the quantity accreted offshore totaled 880 cubic feet per foot (82 cubic meters per meter) beach length. The inequalities in the amount of sand eroded from the upper beach and the amount accreted offshore are pro- bably a result of longshore transport of sand away from the vicinity of the range line. Measurements made on the other range lines indicate a Similar seasonal change for the entire section of beach under study. 25 NOILVA3 13 1434 Ni "SUOT}BYS POL 9dUaTEeFaI FO SuOoTATSoOd dy 93e9 ~EPUT sMOTIY “¢/-Z/61 FO TAIUTM 94} BUTINp UOTIeINSTFUOD TOUTM 9YI SMOUS $/6T [tady IT uo poansevaw eTtfzoad ayy °Z26T UT uot eANBTzUOD a[tTFoud yoeeq xrowums oy2 SMOUS CLOT 4940390 ¢z UO poInsevoul eT tyord oy “F/-ZL6[ UOTAeANStZUCD yoeeq ut sosueyd [euosees BUTMOYS o8ueY YIZON Ie pornsvow So[tzord yseeq Fo uostazeduoy SYSLIW NI JONVISIC 0 00l 002 00¢ 00b eZ Gal ll === GL, LIOES ———= 0 00¢ 00b 009 008 000l 002 1334 NI JONVISIC JONVY HLYON- HOVSE SSNId ASYYOL "8 OIN3sTy NOILVA3 13 SYIL3W NI 26 So Seasonal Changes April 1973 - October 1973, Beach profile measurements after April 1973 indicate that the upper foreshore of Torrey Pines Beach began to accrete and construct a new summer berm. Beach profile and reference rod measurements made on 11 May and 6 June 1973 show accretion on all three range lines with the initial onshore movement being the development of a bar at -3 feet (-l meter) and the progressive accretion of sand at higher elevations on the foreshore to form a new subaerial berm. Figure 10 shows this pro- gressive onshore movement of sand at North Range during April to Septem- ber 1973. The source of the sand accreting on the beach face was from the area immediately offshore at depths of less than -33 feet (-10 meters) as shown by the interrrelation of berm crest progradation and erosion at the shallow reference rods (Figures 6a, b, and c). The summer beach configuration in 1973 was best typified by the profiles measured on 25 October 1973 when the berm crest had prograded farthest seaward and the foreshore increased in slope. Examination of the 25 October 1973 profile at North Range (Figure 9) shows the beach configuration during the summer season. Approximately 1,300 cubic feet per foot (121 cubic meters per meter) beach length accreted on the beach face while 770 cubic feet per foot (72 cubic meters per meter) beach length were eroded from depths of -10 to -20 feet (-3 to -6.1 meters). Profiles measured on the other two range lines show similar changes during this period. 4, Seasonal Changes November 1973 - April:1974. The summer beach profile configuration shown by the 25 October 73 profile at North Range (Figure 9) remained until the occurrence of 6-foot- high breakers coincident with a +7 foot (2.1 meters) high tide over 7 and 8 January 1974. This period of high waves caused the rapid recession of the subaerial berm and reduction in slope of the beach foreshore. The extreme high tides enabled the high breakers to overtop the berm crest and quickly erode the subaerial beach. Following this occurrence of high waves, two other periods of high waves and a storm occurred during the spring causing only minor further modification of the beach profile configuration. Figures 6a, b, and c show the change in the position of the berm crest and sand level change at the offshore reference rod stations during the winter and spring of 1973-74. Final winter beach profile configuration is shown by the 4 April 1974 -rofile at North Range (Figure 9), with the farthest landward recession of the berm crest and gentlest foreshore slope. Profiles at the other three range lines also had similar winter season configurations. Comparison of the 25 October 73 summer profile and the 4 April 74 winter profile at North Range shown,in Figure 9, indicates the maximum seasonal sand level changes. The volume of sand eroded from beach face was approximately 400 cubic feet per foot (37.4 cubic meters per meter) 27 NOILWAS 13 NI 143s “SUOTIEIS POT 9DUDTOFAL FO SuOT}ISOd 9Yyy OVITPUT SMOTIY “PL-SL6L FO TOJUTM OY} BUTINpP UOTJeAINSTJUOD I9}UTM OY SMOYS pL [tady » uo poanseow oftgzord oy] “¢/6T UT UoTJeAINSTFUOD oT TFoad ysveq rowUNS aya smoys ¢Z6[ 12940290 SZ UO painseow a[tjord sy] “PL-FZ61 ‘UOTJeANSTFZUOD YoeoqG UT Sosueyd [eUOSeeS BSuTMOYS OSuUeYyY YIION 7e pornseou SoTtyzord yseeq Fo uostaeduojn “6 9ANSTY SY313W NI JONVISIC 0 001 002 00¢ 00b o¢- 02-+ bludVp —-—— Ol- C2 ILIOSS ——— Ol+| 02+| one | | oO S © N OOb 009 008 OO00l 00d OOvl 1334 NI SONVLSIC SONVY HLYON- HOVSE SANId ASYYOL G+ SYSLAW NI NOILVAS 14 28 TORREY PINES BEACH-NORTH RANGE DISTANCE IN FEET 800 600 400 200 0 T T Ws T wall | ae —||APR73 ---||MAY73 1 —||1APR73 ——-6JUN73 200 150 100 50 0) om 800 600. 400 200 0) a T T ee) tod +5 ue) lJ lw => uw z <0) i z 2 S (2) = 2 0-—MSL — 0s Ss = —— IIAPR73 w = == — HUES) w uy = 1 nl 5 200 150 100 50 (0) 800 600 400 200 0 T a ae T —— || APR73 ———27AUG7T3 200 150 100 50 (0) 800 600 400 200 ) =n T Le ae TL ITAPR73 A EL EAS) 200 150 100 50 (0) DISTANCE IN METERS Figure 10. Onshore movement of sand at North Range,May-September 19753. 29 beach length and the quantity accreted offshore amounted to 640 cubic feet per foot (60 cubic meters per meter) beach length at depths of -10 feet to -20 feet (-3 to -6 meters) below MSL. This comparison indi- cates that there was a net gain of sand in the offshore area at North Range which is offset by slight net loss of sand in the vicinity of South Range and Indian Canyon Range. The net losses of sand at the two southern range lines and gain at North Range may reflect a net northward littoral transport caused by the high waves approaching from the south on 8-11 January 1974. The volume of sand involved in the summer to winter profile trans- ition was considerably less during the 1973-74 winter season than for the previous year. This was especially noticeable at North Range where the volume of sand eroded from the beach face in the 1973-74 winter season was approximately one-third that removed during the winter of 1972-73. This difference in sand volume involved in the summer to winter transition in beach profile configuration can be attributed to the rela- tively mild winter of 1973-74. The difference between the volumes of sand transported offshore during the two winter periods studied is also apparent in Figures 6a, b, and c. The reference rod data show that sand accretion occurred beyond a depth of -24 feet (-7.3 m) in the winter of 1972-73, but that accretion did not extend to depths ‘or =24 freee (57/25) m) during the winter of 1973-74. The 1973-74 winter had relatively few storms pass through the study area so that only occasional periods of high waves affected the beach. This study employed the technique of Inman and Rusnak (1956) for determining sand level changes on the shelf in order to accurately deter- mine changes in beach profile configuration. Since these two studies were done in the same general area, it is useful to compare their results. Inman and Rusnak noted that the range of the sand level change exceccecl 2 Eee (Gl Gm) ate a al@orcin Or <8 ssece, O.29 eee (© Gm) ae a depth of -30 feet, and 0.16 feet (5 cm) at a depth of -50 feet, indicat- ing a general decrease in the magnitude of sand level change with in- crease in water depth. The range of sand level change of the three range lines studied at Torrey Pines Beach was 4.1 feet (125 cm) at a depth of -16 feet, 1.5 feet (45.7 cm) at a depth of -24 feet, 0.60 feet (18 cm) at a depth of -33 feet, 0.20 feet (6 cm) at a depth of -45 feet, and no change at a depth of -65 feet. These ranges of sand level change and their decrease in magnitude with increasing depth follow similar trends to those measured by Inman and Rusnak (1956). However, the range of the change was greater at Torrey Pines Beach for similar depths. This may be related to the fact that the waves are somewhat higher at Torrey Pines Beach than off Scripps Beach. It was noted in the earlier study that the sand level was high in summer and low in winter at depths of -18 to -30 feet. This trend was also observed at depths of -16 to -24 feet at Torrey Pines Beach. At Torrey Pines Beach high sand levels at these depths occur in winter and spring (December to July) and low sand levels occur in summer and fall (August to November). The seasonal fluctuation documented in the two separate studies are similar with any differences probably being accounted for by variation in the wave char- acteristics at the time of each study. 30 5 Storm Associated Changes Another aspect of this study was an attempt to document the abrupt changes in beach profile configuration caused by storms and periods of high waves. Documentation of these changes was made by profile measure- ments before and after the occurrence of storms or high waves. However, the problem in this plan was in predicting the occurrence of storms in order to efficiently make ''before surveys.'' The only information avail- able for storm prediction was U. S. Weather Service forecasts for the Pacific coast which were thought to be reliable since most of the local winter storms progress southward along the coast and can be identified before arriving in the study area. However, it was soon realized that it is difficult to predict the occurrence of these storms and to make a representative “before” survey. During the winter of 1972-73 the first winter storm occurred over the weekend of 18-19 November 72 so that a survey previous to the event was not made, but a survey was made immediately following the storm. This storm caused extensive changes in the beach and essentially altered the profile to a winter configuration. This change in profile configur- ation was described as part of the seasonal changes between November 1972 to April 1973, and is shown in Figure 7. Several storms and periods of high waves occurred during the 1972-73 winter season following the November storm. Most significant of these were the following: (a) 9-10 January 1973 9-foot-high breakers 17 January 1973 Beach profile survey (b) 12-15 February 1973 Storm 7- to 10-foot-high breakers 16 February 1973 Beach profile survey (c) 12-14 March 1973 Storm 7- to 10-foot-high breakers 16 March 1973 Beach profile survey Comparisons of the beach profiles made from month to month following these storms and high wave occurrences indicate that each subsequent event had less effect in modifying the profile configuration than the first storm in November 1972. During the winter season of 1973-74 storm predictions were again based upon U. S. Weather Service forecasts in an attempt to document the changes due to storms with profile surveys. However, the 1973-74 winter season was relatively mild with few storms and occasional occurrences of high waves. The significant surveys and occurrences of high waves dur- ing this season were as follows: 3| (a) 4 December 1973 Beach profile survey, but storm did not reach area (b) 14-15 December 1973 7- to 9-foot-high breakers ly Wecenoer IWO7S Beach profile survey (&) 8 January 1974 6- to 8-foot-high breakers 10 January 1974 Beach profile survey (d) 19-20 February 1974 7-foot-high breakers 21 February 1974 Beach profile survey (e) 4-8 March 1974 Storm 6- to 9-foot-high breakers 11 March 1974 Beach profile survey Since most of these events were occurrences of high waves, there was no way to predict the waves and make a "before survey.'' The most signifi- cant occurrence of high waves during the 1973-74 winter season was on 8 January 1974 which was coincident with a +7-foot-high tide which caused considerable change in the configuration of the beach profile. These changes are described in greater detail as part of the seasonal changes between November 1973 and April 1974. Comparisons of pressure sensor records from February 1973 with the winter of 1973-74 show February 1973 to have been a period of high waves. The mean significant height derived for February 1973 is 1.4 meters as compared to 1.0 meter for the winter of 1973-74, and, in fact, the high- est waves observed during the study occurred during February 1973. Thus, the mean height of waves during February 1973 was approximately 30 percent greater than that of other winter months. A check of annual precipitation records for the San Diego region also suggests that 1972-73 was one of the four wettest years in the last 20 years. Since most of the precipitation in San Diego area comes from winter storms, this may be a reasonable indi- cation of the severity of the winter season. VI. CONCLUSIONS The beach profile measurements at Torrey Pines Beach, California, have provided some insight into the seasonal changes in beach profile configuration on a straight beach with uniform offshoré slope that is exposed to waves from all offshore quadrants. The conclusions of this Study can be summarized as follows: 1. The three range lines established on Torrey Pinces Beach responded in a Similar manner in all sand level changes so that the study site section of beach was not anomalous along its length. 32 2. All significant changes in beach profile configuration can be related to the incident waves, tides, and to local storms with strong onshore winds. 3. Formation of a summer beach profile configuration is the result of a progressive onshore migration of sand from depths of less than -33 feet (10 meters) which accretes on the beach face. 4. The summer beach profile is characterized by a pronounced berm crest which is produced by the progressive accretion of sand starting as a bar at depths of -3 feet (-1 meter). 5S. The summer beach profile configuration did not fully develop until October in 1972 and 1973 when the berm crest was prograded the farthest seaward and beach face slope was the steepest. 6. The change from summer to winter profile configuration occurred abruptly with the coincidence of high waves and spring high tides in November 1972. 7. At the time of high waves and tides the summer profile berm crest was easily overtopped by wave runup and the upper foreshore quickly eroded. 8. Most of the sand transported offshore during the winter seasonal change was removed from the beach face during the few days when high waves and tides were coincident. 9. Sand transported offshore during the winter seasonal change in profile configuration was deposited in depths of -10 to -30 feet (-3 to -9 meters). 10. There were no recorded sand level changes at depths greater than -45 feet (-15.7 meters) on the deeper reference rod stations at Indian Canyon Range. 11. Comparisons between the visual wave observations and the pres- sure sensor measurements at South Range show that there is agreement be- tween the two sets of data for the angle of wave approach under conditions when there is a single, predominant wave present. Visual observations are much less valid under complex sea conditions. 33 LITERATURE CITED BRUUN, P., "Coast Erosion and the Development of Beach Profiles,'' IM-44, U.S. Army, Corps of Engineers, Beach Erosion Board, Washington, D.C., June 1954. CHAMBERLAIN, T.K., "Mechanics of Mass Sediment Transport in Scripps Submarine Canyon,'! Ph.D. Dissertation, University of California, Los Angeles, Calif., unpublished, June 1960. INMAN, D.L., "Measures for Describing the Size Distribution of Sediments," Jonanal Of Secimemaneny reacology, VOle 22, NOs Ss Sees IISZ, joo. a= 145. INMAN, D.L., “Areal and Seasonal Variations in Beach and Nearshore Sedi- Memes arc la Jolla, Cailliitomnia.,” MESS, ULS. Aomy, Comps Or lEmenmeers , Beach Erosion Board, Washington, D.C., Mar. 1953. INMAN, D.L., "Wave Climate at Torrey Pines Beach, California," Final Report under Contract DACW72-72-C-0021, U.S. Army, Corps of Engineers, Coastal Engineering Research Center, Fort Belvoir, Va. (in preparation, 1975) INMAN, D.L., and RUSNAK, G.A., "Changes in Sand on the Beach and Shelf at La Jolla, CGalifornia,'’ TM-82, U.S. Army, Corps of Engineers, Beach Erosion Board, Washington, D.C., July 1956. SAVILLE, T., Jr., and CALDWELL, J.M., “Accuracy of Hydrographic Surveying In and Near the Surf Zone,'’ TM-32, U.S. Army, Corps of Engineers, Beach Erosion Board, Washington, D.C., Mar. 1953. SHEPARD, F.P., "Beach Cycles in Southern California,’ TM-20, U.S. Army, Corps of Engineers, Beach Erosion Board, Washington, D.C., July 1950. SHEPARD, F.P., and INMAN, D.L., ''Sand Movement on the Shallow Inter- canyon Shelf at La Jolla,’ California," IM-26, U.S. Army, Corps of Engineers, Beach Erosion Board, Washington, D.C.,:Nov. 1951. STATE OF CALIFORNIA, "Interim Report on Study of Beach Nourishment Along the Southern California Coastline,"' Department of Water Resources, Southern District, Sacramento, Calif., July 1969. 34 APPENDIX A DESCRIPTION OF RANGE LINES AND BENCH MARKS TORREY PINES BEACH, CALIFORNIA INTRODUCTION Three range lines normal to the shoreline were established on Torrey Pines Beach for use in making repeated measurements of sand level change in the onshore-offshore direction. Each range line was marked with two bench marks (BM) that define the direction of the range line and elevation of two fixed points relative to a datum. The three range lines are referred to as South Range, Indian Canyon Range, and North Range to designate their geographic position relative to Indian Canyon. RANGE LINE LOCATION SURVEY The closest Government bench mark to the section of Torrey Pines Beach under study is the U.S. Coast and Geodetic Survey (USCGS) Bench Mark "Ball" located in the NW 1/4 of Section 12, Township 15 South Range 4 West from the San Bernardino meridian and base line. The bench mark is a brass disc identified as a USCGS monument at the top of the sea cliff about 1/2 mile south of South Range which designates a point 326.3 feet above mean sea level. This brass disc served as the point of origin for the range line location survey (Figure A-1). Since the USCGS bench mark is located at the top of the sea cliff, the range line location survey was necessarily performed in two segments that were tied together using a specialized type of surveying technique. The first segment was a level line survey from USCGS "Ball" to an established point at the top of the sea cliff on South Range. This was done using a transit, tape, and rod for measuring elevation and horizontal distance to +0.01 foot. Figure A-2 shows the plan of the first survey segment with the location of transit station, rod station, and measured lines as listed in Table A-1. This survey segment resulted in the location of four points lying on South Range as shown in Figure A-2. These points are: a, “EH Eniseileel im Ne CONEPELO DASE Oi laS WSs WenNAy southwest range marker. b. A 1/2-inch-diameter stainless steel pipe at the top of the Sea Ellaice, ce. Two 1/2-inch-diameter stainless steel pipes approximately 50 feet apart at the foot of the sed cliff. 35 NORTH RANGE INDIAN CANYON RANGE SOUTH RANGE ee NS a CF \ ¥ N eon ERE ‘@ y) OTH Se t 0 500 1000 METERS OS 4 NY : ot, sus 0 ] 2000 ae Keser Hr | * FEET CONTOURS IN FEET ef ' ¥ @ ~v Keblorg 2 Park Py; : Figure A-1. Location map for beach profile range lines on Torrey Pines Beach, California. 36 SOUTH RANGE , ROD STATION 400 TRANSIT STATION 10) ESTABLISHED POINT a FEET CONTOUR INTERVAL 5 FEET 200 100 METERS = ge. outh Ran S bench mark to CGS Plan of survey from US 5 eitieqpre@: = 2 Shit asuey uo ospeo FFITO 8 punoizs ut odtg asuey MS NSf} Uo pepTestyo ssory unzed ‘ISW SOI0N L£8° 662 GL GUS CS LES Gis Sais, SS LCS EO" VES OY CCS 84° LCS OS VES (4) "ABTA ut 99uUad sega el (34) SUTpeoy Pod 9} TSOLO4 (44) SUT peoYy pod aTsyorg 0c 26 OG Sy OL 002 OS * L6 SO BAI OT’ £6 OD" Ol 06° 062 SY? CGE Ol SEE 06° S8d Sf V9¢ Oc ObZ OG Oil Si O91 -98uey yinos uo do} FFITO 2e YarewW YyOusq 02 ,,T1Teq,, SNDSM wosrgZ “N “SeN Oo ~ [3u STASI | AHAANNMNMST TN AQAINS LIOF S9ON Iled Wa Tled Wa (4) | vorzeqs “IYSUT} PISUBT “I-V 9T9eL 38 The second segment of the range line location survey was a level line survey beginning at the most seaward pipe on South Range north along the beach to North Range. Figure A-3 shows the plan of the second seg- ment of the range line survey with the transit stations, rod stations, and measured lines as listed in Table A-2. This survey segment resulted in the location of four additional points as shown in Figure A-3. These points are: a. Two 1/2-inch-diameter stainless steel pipes approximately 45 feet apart at the mouth of Indian Canyon on Indian Canyon Range; and b. Two 1/2-inch-diameter stainless steel pipes approximately 30 feet apart on North Range. These additional established points define the location of Indian Canyon Range and North Range. A specialized surveying technique was used to determine the distance between points located at the top and bottom of the sea cliff on South Range. This involved setting up the survey as a trigonometric problem in which the vertical angle and the distance between points at the top and bottom of the cliff are measured in order to define a triangle as shown in Figure A-4. A trigonometric solution of the right triangle pro- vides the difference in elevation between the point at the top of the cliff and the point at the bottom of the cliff. In order to determine the difference in elevation between the two points to the nearest 0.01 foot, an exact measurement of the line-of-sight distance between the points at the top and bottom of the cliff had to be made. This was accom- plished by using a Hewlett-Packard 3800A Distance Meter. Exact measure- ment of line-of-sight distance to the nearest 0.001 foot for distance up to 3000 feet is possible with this instrument. Two independent measure- ments of the distance between points at the cliff top and bottom resulted in measurements of 505.182 and 505.185 feet respectively. Thus, a slope distance of 505.18 feet was used for the calculation of the difference in elevation, The vertical angle of slope for the measurements was deter- mined to be 35°56' by a transit. Trigonometric solution of the right triangle and consideration of the instrument offsets results in a dif- ference in elevation of 291.10 feet between the pipe bench mark at the cliff top and the SI0 I bench mark on the beach (see Figure A-4). This determination of the elevation of SIO I bench mark provided the necessary link between the two segments of the range line location survey and established the exact elevation of the SIO II and SIO III bench marks on the beach. RANGE LINE BENCH MARK DESCRIPTION Each range line is located by two permanent bench marks, These bench marks are 1/2-inch-diameter stainless steel pipes 36 inches long 39 NORTH RANGE TN MN Sw ROD STATION ® TRANSIT STATION © ESTABLISHED POINT 0 400 FEET CONTOUR INTERVAL 5 FEET METERS SOUTH RANGE Figure A-3. Plan of survey from South Range to North Range, Torrey Pines Beach, California. 40 Oasuey YION out~T AdAAINS FO JOSFJO UIBSOM aut, AdsAaInNS FO JOSFJO uISISONH asuPy uokue) UeTpUy osuey uoXkue) UeTpUuy asuey yANos 16°01 Sieg! We & Iv'8 O6°L (4) (34) “AQT SUT PeOY uT 99uU9 pou -I9jJjtq | 91Tsetoy4 (44) SsUTpeoYy Pod a1Tsyoeg TeI0L Wd 00'S? ILIEAL (OQ); Oc cl Oc vs 00°00 00°OOT 09°
SO 180 7 0 200 eX) 220 0) 240 6.10 260 4.20 280 2.00 300 1,60 320 0.80 340 0.10 360 -0.40 380 -0.80 400 -1.20 420 -1.60 440 -1.80 460 -2.10 480 -2.40 500 -2.70 520 -3.10 540 -3.30 560 -3.90 690 -6.60 885 -14.90 1055 -18.30 1245 -22.20 1425 -25.60 1515 -27.30 1610 -28.90 1755 -31.30 1845 -32.90 2035 -36.40 2170 -38 .60 2320 -41.30 2435 -43.20 28 August 1972 (Cont'd) SOUTH RANGE INDIAN CANYON RANGE NORTH RANGE Dist. Elev. Dist. Elev. Dist. Elev. Feet Feet Feet Feet Feet Feet Ref. Rods: Ref. Rods: Ref. Rods: 1011 -16.50 816 -16.00 942 -16.10 1375 -24.10 1219 -24.00 IBS -24.00 1866 -33.00 1667 -33.00 1862 -33.00 2343 -45.00 3635 -65.00 5| 25 September 1972 SOUTH RANGE Daksige Feet INDIAN CANYON RANGE DIS . Feet 0 20 40 60 80 100 120 Elev. Feet 1 52 Sf WS) WS) Aw NSS SS) SS) SS SS) Co) C2) Ce) HO) S) NORTH RANGE Dist. Elev Feet Feet 0 10.90 20 9.90 40 9.10 60 9.00 80 9.10 100 8.20 110 8.40 120 8.20 130 7270 140 7.60 150 7.40 160 7 2O 170 720 180 7-20 190 7.20 200 To 3O 210 7.40 220 7.40 230 720 240 6.10 250 5.00 260 4.10 270 3), 510) 280 210 290 2 20 300 Lo7O 310 1.30 320 OO 330 0.70 340 0.40 350 0.20 360 -0.20 370 -0.50 380 -0.70 390 -1.00 400 -1.20 410 -1.30 420 -1.50 430 -1.60 440 -1.80 450 -2.00 460 -2.10 480 -2.50 490 -2.60 25 September 1972 SOUTH RANGE Dist. Feet 2846 ZOU 3027 Sil abT Ref. Rods: 1011 1375 1866 Elev. Feet =5)0), 20 = 5 (60) =55) 0.630) =54.. 910 -16.60 -24.10 -33.00 (Cont 'd) Dist. Feet INDIAN CANYON RANGE Elev. Feet Ref. Rods: 816 1219 1667 2343 3635 53 -16. -24. -33. -45. -65. Dist. Feet 500 510 520 530 540 550 NORTH RANGE Elev. -2. -2. =5) =) 5 = 5). =5o =F ~ Es -4. -4. -4. =5)- =5)< = =5.. Feet 23 October 1972 SOUTH RANGE DalSre . Elev. Feet Feet 0 8.80 20 8.50 40 7.90 60 7.60 80 6.80 100 5.40 120 4.20 140 3.40 160 2.80 180 2. NO 200 1.60 220 I g LO 240 0.60 260 0.2 280 -0.40 300 -0.80 320 -1.20 340 -1.50 360 -1.80 380 =2,,1\0 400 -2.20 420 -2.40 440 -2.50 459 -2.29 460 25 IO 480 -2.90 500 -3.00 520 -3.10 540 -3.20 602 =. 20 754 -9.20 910 -14.20 1087 -18.20 1250 -21.40 1416 -22.80 1576 -27.40 1728 -30.30 1911 -33.80 2080 -36.90 2205 -39.10 2338 -41.30 2412 -42.70 Di Sit.c Feet 0 20 40 60 80 100 120 140 54 INDIAN CANYON RANGE NORTH RANGE DL Sie Elev. Feet Feet 0 10.09 20 9.90 40 9.10 60 9.10 80 8.30 100 8.20 120 8.10 140 7.40 160 Fol 180 7 o LO 2900 7.20 220 7520 240 5.90 260 3.90 280 2.60 300 1.60 320 1.10 340 0.40 360 -0.10 380 -0.60 400 -1.10 420 -1.30 440 =1157/0 460 -2.10 480 -2.40 500 -2.60 520 -2.90 540 -3.10 560 -3.40 580 -3.60 600 -3.90 667 -6.70 830 = 570 987 =l7 10 1130 -20.10 1282 -22.90 1402 -25.20 1517 -27.10 1625 -29.10 1764 -31.40 1840 -32.80 1997 -35.40 23 October 1972 (Cont'd) SOUTH RANGE INDIAN CANYON RANGE NORTH RANGE Dist. Elev. Dist. Elev. DUS Elev. Feet Feet Feet Feet Feet Feet 2489 -44.10 2037 -40.10 2191 -38.90 2585 -45.60 2180 -42.10 2302 -40.90 2665 -47.10 2343 -45.10 2420 -43.10 alll -47.90 2518 -48.10 2564 -45.40 Pigel -48.90 2662 -50.10 2734 -48.40 2783 -52.10 2887 -51.10 2949 -54.60 3059 -54.20 3118 -57.20 3323 -58.80 Ref. Rods: Ref. Rods: Ref. Rods: 1011 -16.80 816 -16.40 942 -16.30 ESAS -24.00 1219 -24.10 1331 -24.00 1866 -33.00 1667 -33.00 1862 =H5).5 OKO) 2343 -45.00 3635 -65.00 55 21 November 1972 SOUTH RANGE INDIAN CANYON RANGE NORTH RANGE Dist. Elev. Dist. Elev. Dist. Elev. Feet Feet Feet Feet Feet Feet 0 8.80 0 10.10 0 10.90 20 707 20 9.60 20 10.10 40 6.50 40 8.80 40 9.10 60 5.50 60 8.30 60 8.90 80 4.60 80 8.20 80 8.40 100 3.80 100 8.10 100 8.20 120 So l@ 120 8, 1@ 120 8.20 140 25 50) 140 7.80 140 7 NO 160 1.90 160 7 NO 160 6.90 180 1.40 180 6.30 180 5.90 200 0.90 200 5.60 200 4.90 220 0.60 220 4.90 220 4.10 240 0.20 240 4.20 240 5,20 260 -0.20 260 5,60 260 2.60 280 -0.60 280 Selo) 280 1.9 300 -0.90 300 2.60 300 1,20 320 -1.20 320 1.90 320 0.70 340 -1.60 340 1.40 340 0.10 360 -2.10 360 0.90 360 -0.40 380 -2.70 380 0.30 380 -0.90 400 -3.10 400 -0.20 400 -1.60 420 -3.50 420 -0.60 420 -2.10 440 -3.80 440 -1.10 440 -2.80 460 -4.30 460 -1.70 460 -3.60 480 -4.70 480 -2.30 480 -4.30 500 -4.90 500 -2.80 500 -5.20 1088 -17.20 520 -3.30 520 -5.60 LSU2 -22.20 540 =$.5 1/0 540 -5.60 1499 -26.10 560 -4.10 560 -5.60 1733 -30.60 580 -4.10 580 -5.60 1970 -35.10 600 -4.20 - 600 -5.60 2192 -38.80 835 -15.80 1190 -21.10 2378 -42.10 1031 -19.80 1306 -23.20 2617 -46.20 1245 -24.30 1494 -26.60 2785 -49.20 1426 -28.10 1637 -29.30 2927 -51.60 1632 -32.60 1802 -52.20 SUAS -56.10 1837 -36.10 1967 -35.10 2043 -40.10 2093 -37.20 2209 -43.10 2252; -40.10 2430 -46.60 2488 -44.10 2591 -49.10 2585 -45.90 2829 -53.10 2769 -49.10 3043 -56.10 2916 -51.70 3273 -59.60 3151 “55.70 56 21 November 1972 (Cont'd) SOUTH RANGE INDIAN CANYON RANGE NORTH RANGE Ref: Rods: Ref. Rods: Ref. Rods: 1011 -15.60 816 -15.10 942 -14.50 1375 -23.90 1219 -23.80 TSI -23.90 1866 -33.20 1667 -33.00 1862 -33.40 2343 -45.10 3635 -65.00 57 18 December 1972 SOUTH RANGE Dist. Elev. Feet Feet 0 8.80 20 8.00 40 6.80 60 5.60 80 4.50 100 5,70 120 3.00 140 2 SO) 160 1.90 180 1LoSO 200 0.90 220 0.60 240 0.20 260 -0.10 280 -0.30 300 -0.40 320 -0.50 340 -0.80 360 -1.10 380 -1.50 400 -2.00 420 -2.70 440 -3.30 460 -3.80 480 -4.30 500 =5 , 10) 793 alli, LO 997 -14.70 WATS -18.70 1367 -235.20 1563 a2] 20) L752 -30.80 1939 -34.30 2130 =87'.1@ 2305 -40.60 2487 -43.90 2663 -47.10 2856 -50.30 3013 -53.20 SILSS -55.70 3284 -57.90 INDIAN CANYON RANGE Dal Sie 5 Feet 58 NORTH RANGE Dist. Edleva Feet Feet 0 10.90 20 OP IEO) 40 951 60 8.90 80 8.40 100 8.20 120 8.30 140 8.10 160 7.40 180 6.60 200 550) 220 A, 30 240 5 5510) 260 2,60) 280 1.7/0 300 1,10 32 0.60 340 -0.10 360 -0.60 380 -1.10 400 =I 550 420 -1.60 440 -1.80 460 -2.10 480 -2.20 500 -2.60 520 -2.90 540 -3.60 560 -4.10 580 -4.60 600 -5.20 620 -5.80 640 -6.60 660 -7.10 680 -7.60 880 -11.40 1030 -17.10 1179 -20.80 NSIS -24.10 1456 -26.30 1695 -30.20 1850 =85 9 IO) 18 December 1972 SOUTH RANGE Dist. Elev. Feet Feet Ref. Rods: 1011 -14.80 1375 -23.80 1866 -33.00 (Cont'd) INDIAN CANYON RANGE Dist. Elev. Feet Feet 2469 -47. 2648 -50. 2876 -53. 3022 -55. S237 -58. Ref. Rods: 816 -15. 1219 -23. 1667 -33. 2343 -45. 3635 -65. 39 NORTH RANGE Dalsiter Elev Feet Feet 2043 -36. 2194 -39. 2374 -42. 2534 -44, BIND -48. 2896 -51. 3080 -54. BASIL -57. 3413 -60. Ref. Rods: 942 -14. NBS -23. 1862 -33. 17 January 1973 SOUTH RANGE Dist. Elev. Feet Feet 0 8.80 20 6.10 40 4.80 60 3.90 80 So lO 100 2.40 120 L580 140 0) 160 0.70 180 0.20 200 -0.30 220 -0.70 240 -1.10 260 -1.20 280 -1.60 300 -1.80 320 -2.10 340 -2.40 360 -2.60 380 -2.80 400 -3.10 420 -3.20 440 -3.60 460 -3.90 480 -4.60 500 -5.60 122A -19.80 1453 -24.60 1624 -28.10 1745 -30.30 1892 -33.40 2083 -36.90 2205 -39.10 2358 -41.80 2499 -44.10 2690 -47.60 2849 -50.20 3027 -53.30 SOS -57.10 INDIAN CANYON RANGE 60 Elev. Feet 1 ! ~) i let eee eG NDNWN NY fODN Si) o == 59) DOOFrFHEPNNWHHSUANANWOMO WOOO Dy eas Si sitet itl ] NO RR RF RF OO Co 0 See item ll al ONaunFHWND Dist. Feet NORTH RANGE Elev. Feet -8. 17 January 1973 SOUTH RANGE Dist. Elev. Feet Feet Ref. Rods: 1011 -13.40 IS75 -22.80 1866 -32.90 (Cont'd) INDIAN CANYON RANGE Dist. Elev. Feet Feet 2159 -42.10 2281 -44.10 2533 -48.10 2817 -52.60 Ref. Rods: 816 -13.00 1219 -23.20 1667 -33.00 2343 -45.00 3635 -65.00 6| NORTH RANG Darsites Elev Feet Feet 2581 -45 2791 -49 2900 -51 3101 -54 Ref. Rods: 942 -14 WABI -23 1862 -33 16 February 1973 SOUTH RANGE -3. INDIAN CANYON RANGE Elev. Feet 1 = 28) ¢ 20: EAD BHWNWW CI "00 UW 62 DOFRRENNNWAWHEUUDAD OO OO 1 1 1 Ss) tf 1 i} i} i} ! I ! i] ! i} i} i} 1 ! BODNERWNHORPRPRPREPE HEF OOO .10 AO) .20 -10 oO NORTH RANGE Dist Elev Feet Feet 0 10.90 20 10.10 40 9.10 60 8.90 80 8.80 100 8.60 120 8.60 140 5.40 160 4.60 180 So 7/0 200 3.10 220 2.30 240 1.80 260 1,20 280 0.70 300 0.30 320 -0.20 340 -0.60 360 -1.10 380 -1.20 400 -1.40 420 -1.60 440 -1.60 460 -1.80 480 -2.10 500 -2.60 520 -3.10 540 -3.60 560 -4.30 580 -4.90 600 -5.40 620 -6.30 640 -7.10 1265 -21.60 1413 -24.60 1586 -28.10 L757 -31.30 1967 -35.10 2144 -38.10 2323 -41.20 2483 -44.10 2667 -47.20 16 February 1973 SOUTH RANGE Dist. Elev. Feet Feet Ref. Rods: 1011 -13.40 1375 -22.60 1866 -33.00 (Cont'd) INDIAN CANYON RANGE DLS. Feet 2482 2661 2822 2999 3164 Ref. 816 ZA 1667 2343 3635 Rods 63 Elev. Feet -47 =5/5 ='3. =O =H) -45. =05). -30 =50)s =55)5 10 10 56)0) S59) 10 Fee WS t 20 .60 80 40 00 80 00 NORTH RANGE Dist. Ele Feet 2840 -50. 3025 -53 Sy ilvlt -56. 3368 -59. Ref. Rods: 942 -14. LSS -22. 1862 -33. 16 March 1973 SOUTH RANGE Dist. Elev. Feet Feet 0 8.80 20 6.10 40 4.70 60 515 0) 80 2,00 100 130 120 Ie) 140 0.60 160 0.20 180 -0.30 200 -0.70 220 -1.10 240 -1.40 260 -1.70 280 -1.90 300 -2.10 320 -2.20 340 -2.60 360 -3.10 380 -3.60 1132 -16.80 N2ZS7 -19.20 1411 -23.30 1571 -26.80 1725 -30.10 2004 -35.40 2076 -36.80 2230 -39.40 2406 -42.40 255 -45.40 2741 -48.20 2927) -51.60 3100 -54.70 SS -57.90 INDIAN CANYON RANGE 64 all GSGoorr,nwWwwsp FUDAN OWO?O he a0 Meet I~ Oo Oo © NORTH RANGE | 0 fl NN MN ODN ' FS 0 0 a0 alee Se are ete SUS ae ne Sie Se a ANP EWWNNNNYKPHPHERrFODOKrPHENWWHEMNO OHO Mw 16 March 1973 (Cont'd) SOUTH RANGE Dat Ste Elev. Feet Feet Ref. Rods: 1011 -13.80 1375 -22.60 1866 -32.90 INDIAN CANYON RANGE Dist. Feet 2739 2876 3020 HUGH 3318 Ref. 816 WZ) 1667 2343 3625 Rods: 65 Elev. =H, =58).0 =D9c 58 ¢ -60. -14. =22'. SZ. -45. =O5)6 Feet NORTH RANGE DILSie Elev Feet Feet 2823 -50. 2958 “52. 3118 -55. 3231 -57. 3409 -60. Ref. Rods: 942 -13. 1331 —22 . 1862 -33. 11 April 1973 SOUTH RANGE Dist Elev Feet Feet 0 8.80 20 6.30 40 5.60 60 4.30 80 3.30 100 2.30 120 1.60 140 0.90 160 0.30 180 -0.10 200 -0.60 220 -0.60 240 -0.90 260 -1.20 280 -1.40 300 -1.90 320 -2.60 340 -2.90 360 -3.60 380 -4.30 400 -4.90 420 -5.10 440 -5.30 1008 -14.20 1169 -17.80 1334 -21.60 1499 -25.20 1656 -28.70 1827 -32.10 1989 -35.20 Zale -38.30 2321 -41.10 2493 -44.10 2630 -46.40 2785 -49.10 2930 -51.70 3063 -54.10 3197 -56.30 3339 -58.90 Daisite Feet INDIAN CANYON RANGE Elev. Feet 1 = 6 66 DOrFrFNWFH HUMANA O WOO acest Velho lige Neen lea dle Pema Seti IRE NN RP RPE Er DOHFOOO oO NORTH RANGE Dist. Elev Feet Feet 0 10.90 20 10.10 40 9.10 60 9.10 80 8.80 100 8.60 120 7.30 140 6.10 160 5,10 180 4.10 200 3.40 220 210 240 2.10 260 LO 280 0.40 300 -0.20 320 -0.80 340 -1.30 360 -1.80 380 -2.10 400 -2.60 420 -2.90 440 -3.20 460 -3.60 480 -3.90 500 -4.60 520 -4.60 540 =5), 0) 560 -6.10 1022 -16.10 1202 -20.10 1375 -23.90 1539 -27.10 1699 -30.30 1873 -33.30 2030 -36.30 POND -39.30 2368 -42.30 2521 -44.70 2696 -47.70 2877 -50.70 3038 -53.70 Ap O75 (Conte vas) SOUTH RANGE INDIAN CANYON RANGE NORTH RANGE Dist. Elev. Dist. Elev. Dass Elev. Feet Feet Feet Feet Feet Feet 2207 -42.80 3182 -56.30 2353 -45.30 3401 -60.10 2516 -47.90 val -50.90 2866 -53.10 3022 -55.60 3240 -59.10 3365 -60.90 Ref. Rods: Ref. Rods: Ref. Rods: 1011 -13.80 816 -14.40 942 -14.20 LOWS -22.80 1219 -22.80 1331 -22.80 1866 -32.90 1667 -32.90 1862 -33.00 2343 -45.00 3635 -65.00 67 11 May 1973 SOUTH RANGE Dist. Elev. Feet Feet 0 8.80 20 5.70 40 4.80 60 4.20 80 3.40 100 2.90 120 1.30 140 0.60 160 -0.20 180 -0.70 200 -1.10 220 -1.40 240 -1.40 260 -1.60 280 -1.70 300 -1.90 320 -2.10 340 -2.10 360 -2.20 380 -2.60 400 -2.80 420 -3.10 440 -3.40 460 -3.80 853 -11.80 1045 -14.80 1248 -19.60 1469 -24.60 1662 -28.70 1860 -32.80 2064 -36.60 2252 -39.80 2452 -43.30 2841 -50.10 3018 -53.20 3206 -56.60 3352 -59.10 68 INDIAN CANYON RANGE Elev. Feet 1 CGOOCOrFrHENWFHHUUMADAANOWOO -10 WA) .10 90 -40 -10 5 LO 6 M0 5 AY) -60 10 Dist. Feet NORTH RANGE Elev. Feet te OS See A I ee Sl SL) Ree PUWAWNNNNHFRFKFODOFRr,NWHEUDNWDADWMDWWOOO 11 May 1973 (Cont'd) SOUTH RANGE DiSe. Elev. Feet Feet Ref. Rods: LOILIL -13.60 IS7/5 -22.80 1866 -32.80 INDIAN CANYON RANGE Dist. Feet 2702 2871 3070 35208 Ref. Rods: 816 1219 1667 2343 3635 69 Elev Feet -50. =55) =99)c =) 6 DSUSTE g Feet 2380 DOE 2667 2769 2892 3050 3166 3334 Ref. 942 SSH 1862 NORTH RANGE Elev. Feet -42. -44, -47. -48. =5)1% =55. = SS) =58). Rods: -14. =22\. =O 6 June 1973 SOUTH RANGE Dist. Elev. 0 8.80 20 7 20 40 6.60 60 5.60 80 4.40 100 3.40 120 2.40 140 1.60 160 0.90 180 0.10 200 -0.60 220 -1.20 240 -1.40 260 -0.80 280 -0.60 300 -0.80 320 -1.10 340 -1.30 360 -1.80 380 -2.20 400 -2.60 420 -3.10 440 -3.60 460 -3.90 510 -6.90 687 -10.90 875 -13.90 1032 -15.90 WATT -18.S0 1345 -22.60 1512 -25.80 1692 -29.20 1879 -33.30 2070 -36.80 2226 -39.30 2421 -42.90 2515 -44.60 2781 -49.10 2930 -51.80 3310 -58.30 INDIAN CANYON RANGE DIU Ste 5 70 Elev. Dist. NORTH RANGE Elev. 10. 10. i 0 NM Nh xe) 0 6 N NO O O i. 0 AW #N -30. 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Novl T'8 £°v Ae) ov ¥ SLI 8° OT cO-vZL “uer ZO-T-SVS wee Nol me SP No&e v9 9 Sion 8°Tl Eos oO au Cecil: Ul Van SEOs ZO-EL °99d TZ-T-SVS oe a ee ee SS ee 190904 so0i189q "29S 3904 $90139q so0i390q S90180q "29S 93eq pue uny SVS q ty potted ty do oy 0 potted H ‘ATPUT SUOTIBALOSGQ TENSTA SIOSUSS BINSSeTg WOOLY s}USWeINSseoW 140 L Ae) Sal 8°S Nol oad $08 Gill CO-vL “LPN 8c-1-SVS lL 00 g°SI ow 20 ov # Soll Z* yl €0-~L *4eW LZ-I-SVS 971 0°9 p SoS S°Git z°s 00 ao S06 8°8 "9 Noz os S50 8°91 Z0-vL “T8N 9Z-1-SVS 6°0 NoS a2 Nol 0's Z SoS ¢°2Z1 o's 00 a6 F Soll Bec €0-pL “TPN ZZ-1-SVS pil 8°P al A No8Z 9 Z 00 8 6°1 Nol 06% Sov 8°6 €0-vZ “1PM LO-I-SVS g 00 S°8 6°2 NoS aca No9 6°9 ys Nol 562 S58 Sa Z0-vL “49d LZ-1-SVS ee Nov 56% Nov 0°9 Z 20 11 g's Nol of F S,01 Z* v1 Z0-vZ “49d 92-T-SVS Si g"s Ov Nol gl © SoS g°2Z1 9 NoS ST g°Z Nog ol ¥ S08 8° OI Z0-vZ “498d ZI-1-SVS aa 00 of F Soll 0's g°T Noz of F SoS 6°9 S NoS Cae 8S NoZ oc F Sot Zl S0-pL “48d TI-I-SvS So eS SS ee 2904 so0i39q “29S 290904 soo0isoq so01390( so0i390q ‘29S 923eq pue uny SVS q q Potted q q fo) e) potted H to) “ATPUT H C0) 0V » —— ae Dee Ee SUOTIEALOSGO TeENSTA SLOSUNS OANSSOLg WOLY SJUSUSINseoW 141 Saal: 8° C NS S‘tl 8°72 00 on + $6 c vl Dal AO) of + $6 S°0¢ £0-pL ‘“1dy ZZ-1-SvS Lal S°S imal 20 os F S,0T 6°OT v Ae) Tvl 8°72 ol ol + S.9 Ctl £0-yZ ‘1dy gI-I-svs 8°0 SIT oS S,9Z oS 4 v °0 cl O°¢ Nol oG + Sa 6° OT £0-pL ‘1tdy LI-1-Svs co’ Ug Nov ol? w NS 0°9 i v NS v's vv NF of + Ses 5 Gil €0-~L ‘41dy 91-1-SvS G N.S III ps Sa of + S81 Cl €0-vL ‘tdy SI-1-SvS ¢ Ae) LOL Lv AO) of + Sovl cv ZO-vL ‘tdy SO-1-SvS Gua, Nol of + SoZ 8°8 S °0 Sieg: 6°¢ So ll ol ¥ Sq LG 8° OT Z0-vZ *1dy p0-I-SVS 9 90 L S79 No~ OG + $9 8°6 €0-~Z ‘1tdy ¢0-I-SVS 8's Nod oV F Sov T'8 9 oO Gil 8°S Nod of + Sov % Gil €0-yZ ‘tdy 10-1-SvSs 9 AAO) vi BZ Nol oV = Sa Gaal Lam 9°9¢ £0-pL “TeN 62-T-SVS Joo74 soor3eq “28S joey sooi8eq soor30q s00130q “28S o1eq pue uny sys OTLO qe oF q., one 0, potsed ———————— ee —___ EEE SUOTIPALISGO [eNSTA SLIOSUZG sINSsSotig WOT] SJUSWOINS COW 142 vale Nov OG = NoZL v9 C NoS cl 6 Nol oe & Siow o Gl £0-vL ABN 80-T-SVS hal Nov ows = No9 SoG v N.S cl $5 Soul oe = SoGG 8°91 ZO-vL ABW 90-T-SVS 8° Nol o&% + Sov 6° OT v N.S 6 SG Sell of + SoG Gaivall €0-vL ABN ZO-T-SVS ¢ N oS 8 GE Nol of + Sie ms Gl €0-vL APN TO-I-SVS VG NoS ae) ae Nof Sa (5 N.S Sins SG Nol of + SoZ oS Sl €0-~ZL ‘41dy 0¢-T-Svs eal Nov oV ¥ NoL 6°9 Vv NoS S°8 OS NZ aia TS Sroil 6° OT ¢0-pL ‘4dy 6Z-I-SVS SS vt v NoS Sms WG Nol oV F Sof 0} OU VG Soll oG = Sole 8°9T ZO-pL ‘tdy 9Z-1-SvSs SiG Nov ov F NZ vy 9 v Ae) 8 Goa, Nod os = Sov 6°OT $0-~Z ‘ady SZz-I-SvS c 00 vI Cv Nol on & So Gi ZO-vL ‘1dy pZ-1-SVS 6°0 8° Sac Nol oes oe So 6° OT G N.S ST Gas: Nol ell = SiG 8° 9T ZO-pL ‘“tdy ¢Z-1-SsvS L904 soo1390q *29S 29004 so0is0q sooi30q sooisaq “29S 93eq pue uny SVS q q Potted q q ie) 0 Potitod H 0 ‘ATPUT H 9 “Vv 0 SUOT}EATOSGQ [TeNSTA SIOSUOS dINSSeLg WOLJ sJUoWoINSeoW 143 ¢ NoS Sma) Ss % Nf oG ie) 18 8°0 Sol eG S@Ze Gaal ZO-vL AEN IZ-I-SVS 9) NoS 8 8° Noe oG So% VL GS Nol oe Sov % Ell £0-pL AWW LI-T-SVS O° 1 0°9 6% Nof& aG Na 8°8 v NS IT vv a0) oe Soll € will cO-vZ ACW 9T-I-SVS VS 8°8 V NS Seelgl gS Nol oe Sig 2 Ell O° ™ Sol ail! Dos 3 Oil $0-pl ABN ST-1-SVS 290904 Soo1380q “2390S 190904 sooisoq Saoiseq s90139q “29S 93eq pue uny sys q 7 Sho Ppottod hs Sh ny on Potted “ATPUT SUOTJPALOSGQ TeENST/ SLIOSUNS JAINSSOTgd WOTY SJPUSWIINS BOW 144 APPENDIX F PLOTTED BEACH PROFILES Each beach profile measured during this study was plotted using the computer program described in Appendix G. The plotted beach profiles are reproduced for the first 1400 feet (427 meters) of the profile in this Appendix. Those profiles indicated by an asterisk are plotted to the survey limit because an offshore survey was not carried out. 145 TORREY PINES BEACH- NORTH RANGE 6 JUN 72 40 MSL 5 meters-====——~ -- - - 3 JUL 72 Ney eee S| JUL 72 Be eo 28 AUG 72 Sep eee ae CSP UV (2 UNE Bi een 23 0CT 72 ES As steep 21 NOV 72 146 TORREY PINES BEACH- NORTH RANGE 17 JAN 73 MSL 5 MGQi@/S===ss=—=s= == ae sie 16 MAR 73 ‘ime ITAPR 73 eral 1] MAY 73 ‘(is 6 JUN 73 i 9 JUL 73 BF San CAUCE 147 TORREY PINES BEACH- NORTH RANGE ASSP Se 4 0 22 JAN 74 148 TORREY PINES BEACH- NORTH RANGE 11 MAR 74 # MSL SS = 49 21 MAR 74 5 meters- - - =>—=— - - - 4 APR 74 30 0 100 METERS Pe Ul 149 TORREY PINES BEACH-INDIAN CANYON 6 JUN 72 4 0) MSL 5 meters -- -==>——_—_—~=- - -- 3 JUL 72 a 31 JUL 72 oan 28 AUG 72 ea a rea 25 SEPT 72 meee (ae) OCW UZ oS ocdpere Se 21 NOV 72 150 TORREY PINES BEACH-INDIAN CANYON 17 JAN 73 40 Dae ernie IG REBIZS ee ee 16 MAR73 wee aoe 11APR73 SA ee 11 MAY 73 Sra 6 JUN 73 agi 5 JUL73 ee 27 AUG 73 30 O METERS 15] TORREY PINES BEACH-INDIAN CANYON 2s} SEP re —|0) 5 meters--->>—~=~ -- = 25 OCT 73 152 TORREY PINES BEACH-INDIAN CANYON MSL Sch ats ee +0 11MAR 74* 21 MAR 74 5 meters----+><- --- 4APR74 Bean ant 30 APR 74 30 O 100 METERS BEET 153 TORREY PINES BEACH -SOUTH RANGE MSL 10 6 JUN 72 Smeterso a eee s JUIE 72 3] JUL 72 28 AUG 72 7 93 SEPT 72 erocr 72 30 0 100 METERS FEET 154 ‘TORREY PINES BEACH - SOUTH RANGE MSL eee 5, 17 JAN 73 5 meters- --=->—=— - - - Cee 16 FEB 73 16 MAR 73 11 APR 73 11 MAY 73 6 JUN 73 | WL 72 30 0) 100 METERS FEET 155 TORREY PINES BEACH-SOUTH RANGE MSL { As Sei Ue 5 meters - - -=>—<<- - -- ZOOCY Vs 28 NOV 73 mane - ee 4 DEC 73* Nai DECrs O JAN 74* 22 JAN 74 156 TORREY PINES BEACH-SOUTH RANGE MSL ag 1] MAR 74* 21 MAR 74 SumerenS= s—— = —— 30 0 100 METERS FEET APPENDIX G DESCRIPTION OF THE COMPUTER PROGRAM FOR PLOTTING BEACH PROFILES This computer program is a simple plotting routine developed to specifically handle beach profile data. The program is written in ALGOL and can handle from 1 to 10 profiles per plot. Using an 11-inch Calcomp pen and ink plotter, the finished plot is 8 inches by 35 inches in dimensions. Scales for the plot are labeled in both metric and English units and have a 10 times vertical exaggeration. In use the program is stored in a file on the disk storage of the UCSD Burroughs 6700 computer during the time the plots are to be made. Disk storage saves time by having to compile the program only once. Data cards consisting of one x and y coordinate per profile data point and control cards for each survey are then run to make any number or combination of plots. Included below is a description of the program control cards and a complete listing of the program. DESCRIPTION OF PROGRAM CONTROL CARDS There must be one set of the cards described below for each profile to be plotted. Card #1 (free format, i.e., each number followed by , ) (1) N, number of profile data cards (2) S, symbol code number to indicate what symbol will be used to mark each set of data *(3) F, flag for whether or not to complete plot with this profile (see code below) Card #2 (format 2A6) (1) key to be printed with symbol in right margin (maximun of 12 characters) Example: 12SEPT72NR DATE RANGE Card #3 S => § > N Grommec 2? 10.3) must have decimal point (1) X, for profile in feet (lst 10 columns) (2) Y, for profile in feet (columns 11-20) Note: These cards must be arranged in ascending order of X. 158 * Code for Program Completion Instruction 0 il Plot this X array and complete plot This is the first of several X arrays to be plotted. Do not complete plot yet. This is another X array to be plotted on the existing plot. Do not complete plot yet. This is the final X array to be plotted. Complete plot. 159 (ALGOL) "PROFILE" BURROUGHS/UCSD 86700 BEGIN FILE CRD(KIND=9,MAXRECSIZE=14) ; FILE PRINTER(KIND=6,MAXRECSIZE=22) ; $INCLUDE '"PLOTTER/ALGOL" $ BIND = FROM PLOTTER/= : PROCEDURE LINE(XA,YA,N,L,W,H, XM, XP, YM, YP) ; VALUE N,L,W,H,XM,XP,YM,YP; REAL N,L,W,H,XM,XP,YM, YP; ARRAY XA,YA[*!; EXTERNAL; PROCEDURE SYMBOL (X,Y,H,S,R,N); VALUE X,Y,H,R,N; REAL X,Y,H,R,N; ALPHA ARRAY S[*]; EXTERNAL; PROCEDURE PLOT(X,Y,P); VALUE X,Y,P; REAL X,Y; ALPHA P; EXTERNAL; PROCEDURE NUMBER(X,Y,H,Z,R,D); VALUE X,Y,H,Z,R,D; REAL X,Y,H,Z,R,D; EXTERNAL; PROCEDURE AXIS(S,Y,TITLE,N,I,R,M,V,T); VALUE X,Y,N,1I,R,M,V,T; REAL X,Y,N,1,R,M,V,T; ALPHA ARRAY TITLE[*]; EXTERNAL; PROCEDURE ENDPLT; EXTERNAL; PROCEDURE LIMITS(M,N); VALUE M,N; REAL M,N; EXTERNAL; PROCEDURE PENPOS(X,Y); REAL X,Y; EXTERNAL; INTEGER ERROR; REAL ARRAY X[1:200],Y[1:200]; ALPHA ARRAY XCHAR[0:2],YCHAR[0:2],TITL[0:2],KEY[0:1]; INTEGER F,I,N,S; LABEL RD,EPF,EXIT; PROCEDURE PLOTDATA(X,Y,N,XMIN, XMAX, YMIN, YMAX,XS,YS,XL, YL, XCHAR, YCHAR, TITL, KEY,S.F.); X=ARRAY OF X COORDINATES Y=ARRAY OF Y COORDINATES N=NUMBER OF DATA POINTS TO BE PLOTTED XMIN=MINIMUM VALUE FOR X-AXIS SCALE XMAX=MAXIMUM VALUE FOR X-AXIS SCALE YMIN=MINIMUM VALUE FOR Y-AXIS SCALE YMAX=MAXIMUM VALUE FOR Y-AXIS SCALE XS=SPACING OF X,-AXIS SCALE MARKS. YS=SPACING OF Y-AXIS SCALE MARKS XL=LENGTH OF X AXIS IN INCHES (USUALLY 10 OR 14 INCHES) YL=LENGTH OF Y AXIS IN INCHES(YL MUST BE 9 INCHES OR LESS) XCHAR=ARRAY CONTAINING X-AXIS TITLE (MAXIMUM OF 18 CHARACTERS) 160 YCHAR=ARRAY CONTAINING Y-AXIS TITLE (MAXIMUM OF 18 CHARACTERS) TITL=ARRAY CONTAINING PLOT TITLE (MAXIMUM OF 18 CHARACTERS) KEY=ARRAY CONTAINING KEY (TO BE PRINTED WITH SYMBOL IN MARGIN) S=INTEGER REPRESENTING SYMBOL TO BE USED FOR PLOTTING DATA POINTS F=FLAG FOR NUMBER OF ARRAYS TO BE PLOTTED O=PLOT THIS X ARRAY AND COMPLETE PLOT 1=THIS IS THE FIRST OF SEVERAL X ARRAYS TO BE PLOTTED. DO NOT COMPLETE PLOT YET 2=THIS IS ANOTHER X ARRAY TO BE PLOTTED ON THE EXISTING PLOT. DO NOT COMPLETE THE PLOT YET 3=THIS IS THE FINAL X ARRAY TO BE PLOTTED. COMPLETE PLOT NOTES: (1) POINTS THAT EXTEND BEYOND THE GIVEN LIMITS FOR THE AXES ARE PLOTTED ON THE AXES (2) THERE IS ROOM FOR ONLY 5 DIGITS PER NUMBER FOR THE Y-AXIS NUMBERING. LARGER NUMBERS SHOULD BE SCALED ACCORDINGLY. (3) FOR LINEAR Y-AXES YS MUST BE GEQ .0001 (4) A MAXIMUM OF 10 PROFILES PER PLOT IS ALLOWED (5) ONLY ONE COMPLETE PLOT PER RUN IS ALLOWED VALUE YMIN,YMAX,XMIN, XMAX,XS,YS,XL,YL; REAL ARRAY X[1],Y[1],XCHAR[0],YCHAR[0],TITL[0], KEY[0]; REAL XMIN,XMAX, YMIN, YMAX,XS,YS,XL, YL; INTEGER N,S,F; BEGIN REAL XMN,XMX,YMN,YMX,XSS,YSS, XVV, YVV, XMN1, YMN1; ALPHA ARRAY XCHAR1 [0:2] ,YCHAR1 [0:2]; OWN REAL. XV,YV,XM, YM; OWN REAL ARRAY KEYCHAR[0:10,0:1]; OWN INTEGER NA; OWN INTEGER ARRAY SYM[0:10]; INTEGER ARRAY SP[0:1]; REAL AJ,TIC,ABA, XX; REA MERXG 2 YiGa yy INTEGER ND,JJ; INTEGER 1,J,K; PABE TED UGS DlGYAPTS EP ERROR: =0; WRITE GEREN MERE SUN iS wus — UTS NEUES rN oik is TERE THEN TGORLOPP Ts: WRITE (PRINTER, <""XMIN="",E12.5,"" XMAX="",E12.5,"" YMIN="', B22 5. YMAX="" E2055 XMS= BID 5M se OyS=! SEW 2) 5> > XMIN | XMAX, YMIN,YMAX,XS,YS) ; IF XL>40 OR YL>9 THEN BEGIN WRITE (PRINTER,<''PLOT LENGTH OR HEIGHT TOO LARGE- PROGRAM ABORTED"'>) ; ERROR: =1; GORTOFERSMENDS IF XS=0 OR YS=0 THEN BEGIN WRITE (PRINTER,<''X OR Y AXIS TIC MARK SPACING SET EQUAL TO ZERO- PROGRAM ABORTED!''>) ; ERROR: =1 5 GORLOSER END: 16] PLOT (46, 0,""XMAX") ; LIMITS (16,1); DLO (hyo Sp ORUGIN) 2 PLO (O50, Ui") 8 PLOT (XL, ) ,""DPWN") ; PLOT (XL, YL, ''DOWN'') ; PLOT (0, YL,"DOWN'') ; PLOT (0,0, ''DOWN'') ; %Y AXIS LABEL SYMBOL (=.88,.5*YL-1.5,-2 ,YCHAR|[*] 590), 18)’; IF YS>0 THEN BEGIN %LINEAR Y-AXIS YV:=(YMAX-YMIN)/YL; FOR I:=0 STEP 1 UNTIL 4 DO IF YS GEQ 10**(-I) THEN GO TO DIGY; DIGY: ND:=I; TIC:=.04; TF YMAX 999. THEN XX:=-.55-.1*ND ELSE XX:=-.35-.1*ND; YMN:=YMN1:=YMIN; YMX:=YMAX; YSS:=YS; FOR K:+0 STEP 1 UNTIL 1 DO BEGIN YVV"'= (YMX-YMN)/YL; JJ:=ENTIER(YVV/YSS+.99) ; J:=0; FOR YC:=YMN1 STEP YSS UNTIL 1.001*YMX DO BEGIN YY:=(YC-YMN)/YVV; PLONE (OAC. UIP) 2 IF J MOD JJ=0 THEN BEGIN PLONE (ZSIPUC , YAT , MDYOWINE?)) 2 NUMBER (XX, YY-.06, .12,YC,0,-1); END SEESE SRE Oji Gil Cayven DOWNED) Re: J:=J+1; END; TIC:=-.04; JOKES 6 lle YMN:=3.281*YMIN; YMX:=3.281*YMAX; YSS:=YS*2.; YMN1:=(YMN DIV 10)*10.; PLOT (XL+1,.5,""ORIGIN") ; END; PLOW (Ns oD5 MORIMEIINL?)) 8 END; FILL YCHAR1(*) WITH "ELEVATION (FT) ies SIMI Odi 5. Sho . 55 oF, MCsINRI ()) , 90), 14) 8 IF XS>0 THEN BEGIN *PLOT X AXIS LABEL AND TITLE SYMBOL(.5*XL-1.5,-.8, .2, XCHAR|[*],0.18); SMO, CMb= 2.55), 5 oS, IML |] 50, 18) 2 %LINEAR X-AXIS XV:=(XMIN)/XL; FOR 23-0 sSRER SUNT SO SEE XS=GEOMIOA-4(Cl) HENS GORnOmD iG. DIG: ND:=I; XMN :=XMN1 : =XMIN; XMX : =XMAX; XSS:=XS; TIC:=.04; 162 Wi e355 p FOR K:=0 STEP 1 UNTIL 1 DO BEGIN J:=0; XVV: =(XMX-XMN)/XL; JJ:=ENTIER (XVV/XSS+.99) ; FOR XC:=XMN1 STEP XSS UNTIL XMX DO BEGIN XX: =(XC-XMN) /XVV; PION (OOK5 05 MUM ye IF J MOD JJ=0 THEN BEGIN PLOT (XX, 2*TIC,"'DOWN'"') ; NUMBER (XX, YY,-.12,-XC,0,-ND); END ELSE PLOT (XX,TIC,''DOWN"') ; J:=J+1; END; TIC:=-.04; NWivesi=ie 165 XMN:=XMIN*3.281; XMX:=XMAX*3.281; XSS:=4*XS; XMN1°=(XMN DIV 100)*100.; PLOW (AL, VO bar 5 Sh MORUTE INE) 2 END; PLONE (I, 6S TORUS ION) 2 END; FILL XCHARI[{*] WITH "DISTANCE (FT) "5 SYMBOL(.5*XL-1.5,YL+.4, .2,XCHARI [*],0,13); XM''=XMIN; YM:=YMIN; %PLOT DATA POINTS PATS}S ms FOR I:=1 STEP 1 UNTIL N DO BEGIN X[1]:=-X[1I]; IF YS=0 THEN BEGIN IF Y[I]>0 THEN Y[{I]:=MIN(YMAX,MAX(YMIN,LOG(Y[I]))) ELSE Y[1]:=YMIN; END ELSE Y [I] :=MIN(YMAX,MAX(YMIN,Y[I])); IF XS=0 THEN BEGIN IF X[I]>0 THEN X[I]:=MIN(XMAX,MAX(XMIN,LOG(X[1I]))) ELSE X[1I]:=XMIN; END ELSE X[1]:=MIN(XMAX,MAX(XMIN,X[I])) ; END; LINE(X,Y,N,10,S, .12,XM,XV,YM,YV) ; REPLACE POINTER (KEYCHAR[NA,0O]) BY POINTER(KEY) FOR 2 WORDS; SYM[NA]:=S; NA:=NA+1; IF F=0 OR F=3 THEN BEGIN VAC SV On= oils FOR I:=0 STEP 1 UNTIL NA-1 DO BEGIN SP[0] :=SYM[I]; SYMBOL (XL+2.,YY+.06, .12,SP,0,-3); SNAMONL QWRA6 So VOC, o HASKIN I 5 ]] 552) S YY:=YY-.3; END; 163 EP; ENDPLT; END; END PLOTDATA; FILL XCHAR|[*]| WITH "DISTANCE (METERS)"; FILL YCHAR[*] WITH "ELEVATION (METERS)"'; ICI IL, WII, fT} Me CMON IP LINES" 2 RD: READI(ERD,/5N;S,F); EOE ABORTED" >) ; IF S>33 THEN BEGIN WRITE(PRINTER,<""INCORRECT SYMBOL - PROGRAM ABORTED"'>) ; GO TO EXIT; END; IF F<0 OR F>3 THEN BEGIN WRITE (PRINTER, <"'F OUT OF RANGE- PROGRAM ABORTED!'>) ; GOR ORE XG END IF N>200 THEN BEGIN WRITE (PRINTER, <''N IS TOO LARGE (>200) - PROGRAM ABORTED">) ; GO TO EXIT; END; READ (CRD,<2A6>,KEY[*]) FOR I;=1 STEP 1 UNTIL N DO BEGIN READ (CRD, <2F10.3>,X[1],Y[1]) [EOF]; X[1]:=.3048*X[I]; VOL] SS SOAS W7 |i] 3 END; PLOTDATA(X,Y,N,-1100,0,-20,5,50,5,36.089,8.202, XCHAR, YCHAR, TITL, KEY,S,F); WRITE (PRINTER, <''DATA PLOTTED FOR '', 2A6>,KEY[*]); IF F>0 AND F<3 THEN GO TO RD P COMO) EXa hs WRITE (PRINTER, <"'NUMBER OF PROFILE CARDS DOES NOT EQUAL N - PROGRAM EVILS Je)N)D). 164 APPENDIX H Sediment analysis data for samples collected from Torrey Pines Beach, California. Samples Collected 6-9 July 1973: Md Sorting Skewness Sample _Md¢ _ Microns od ad South Range Beach Face , 252 218 0.5 0.0 NG se. Boll 154 oS 0.0 2a Et. Haul ly) 0.45 -0.11 Siete. Sill ay, 0.4 -0.25 Indian Canyon Range Beach Face a5) ROY ORS 0.0 opt ZAG 165 0.5 0.0 BAL Ae 58) 134 0.45 -Q.11 55) Et. Sra 109 OoS5 +0.14 AS ate 3.4 95 0.3 0.0 (SS) 281d 3.4 95 0.3 0.0 North Range Beach Face 2.5 1 7/ a 0.35 +0.14 ING) aeee Bolt 189 0.65 -0.08 24V£E. 3.0 125 0.45 =0.11 oetatys S015 102 0.5 0.0 165 Appendix H_ (Cont'd) Samples Collected 25-26 February 1974 Sample _Mdq | coe South Range Beach Face Ded 218 NO we 2.4 189 QAM SEE. Sod 109 SS ies 3.3 102 Indian Canyon Range Beach Face Died 203 NG st. 2.4 189 Mal SEE « 52 109 OS ilo Sol 95 AIS aetater S55 88 @5 ic. 568 88 North Range Beach Face Goll BES NG see. Deve. 218 2A TE . Sod 109 SS wes 3.4 95 Note: Sorting -45 - 60 -40 . 50 -40 -40 085) -30 -30 5 OS .50 .60 -45 -30 +0. Skewness a All samples were analyzed by sieving with 8-inch diameter sieves Separated at 1/2 intervals. ‘Statistical parameters used to characterize the grain size distribution curves are those of Inman (1952). Samples are from reference rod stations and sample depths are relative to MSL. 166 ie. ve ; i 0,90 Re dne Cupye ca.) 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