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TECHNICAL REPORT CERC-89-17 US Army Corps
LOS ANGELES AND LONG BEACH HARBORS of Engineers MODEL ENHANCEMENT PROGRAM
TIDAL CIRCULATION PROTOTYPE DATA COLLECTION EFFORT
Volume | MAIN TEXT AND APPENDIXES A THROUGH C
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David D. McGehee, James P. McKinney, Michael S. Dickey
Coastal Engineering Research Center DEPARTMENT OF THE ARMY Waterways Experiment Station, Corps of Engineers 3909 Halls Ferry Road, Vicksburg, Mississippi 39180-6199
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December 1989 Final Report
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McGehee, David D.; McKinney, James P.; Dickey, Michael
13a. TYPE OF REPORT 13b. TIME COVERED 14. DATE OF REPORT (Year, Month, Day) Final report December 1989
16. SUPPLEMENTARY NOTATION
See reverse.
15. PAGE COUNT 524 in three volumes
18. SUBJECT TERMS (Continue on reverse if necessary and identify by block number) Circulation Tidal datum en | Pe ESE Loney BeacneHarbor Tides Se | Pn | Pill | MeelosmAnzellesmHanbor
19. ABSTRACT (Continue on reverse if necessary and identify by block number) A tidal circulation study of the Los Angeles and Long Beach Harbors was conducted by the US Army Engineer Waterways Experiment Station. Field data were collected from 5 tide gages and 16 current meters for use in calibration and verification of a numerical circulation model. The methods and results of the field data collection effort are presented. Analysis was performed to verify the quality of the tidal data and the flow patterns revealed by the current data.
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NAME OF FUNDING/SPONSORING ORGANIZATION (Continued).
USAED, Los Angeles; Port of Los Angeles; Port of Long Beach
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Los Angeles, CA 90053~2325; San Pedro, CA 90733-0151; Long Beach, CA 90801-1570
11. TITLE (Continued).
Los Angeles and Long Beach Harbors Model Enhancement Programs Tidal Circulation Prototype Data Collection Effort; Volume I: Main Text and Appendixes A Through C; Volume II: Appendixes D Through I; Volume III: Appendix J
16. SUPPLEMENTARY NOTATION (Continued).
A limited number of copies of Volumes II (Appendixes D through I) and III (Appendix J) were published under separate cover, Copies of Volume I (this report and Appendixes A through C) are available from National Technical Information Service, 5285 Port Royal
Road, Springfield, VA 22161.
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PREFACE
This report was prepared by the Coastal Engineering Research Center (CERC), US Army Engineer Waterways Experiment Station (WES), and is a product of the Los Angeles and Long Beach Harbors Model Enhancement (HME) Program.
The HME Program has been conducted jointly by the Ports of Los Angeles and Long Beach (LA/LB); US Army Engineer District, Los Angeles (SPL); and WES. The purpose of the HME Program has been to provide state-of-the-art engineer- ing tools to aid in port development. In response to the expansion of ocean- borne world commerce, the LA/LB are conducting planning studies for harbor development in coordination with SPL. Ports are a natural resource, and enhanced port capacity is vital to the Nation’s economic well-being. Ina feasibility study being conducted by SPL, the LA/LB are proposing a well- defined and necessary expansion to accommodate predicted needs in the near future. The CE will be charged with responsibility for providing deeper channels and determining effects of this construction on the local environment.
This investigation involved collection of prototype tidal circulation data for use in the calibration and verification of a three-dimensional numer- ical circulation model. Data collection occurred between June and October 1987 by personnel of the Prototype Measurement and Analysis Branch (PMAB) and the Field Research Facility (FRF) Group, Engineering Development Division. Design and installation of the measurement system were under the supervision of Messrs. William Kucharski and William E. Grogg, Equipment Specialists, PMAB, with the assistance of the University of Southern California Marine Support Facility. The PMAB personnel involved in data collection were Messrs. Michael S. Dickey, Douglas C. Lee, Jeffery A. Sewell, C. Ray Townsend, and Ralley Webb. The FRF personnel were Messrs. Kent K. Hathaway, Michael W. Leffler, and Brian Scarborough and Ms. Adele Militello. Data collection was performed under the supervision of Mr. David D. McGehee, PMAB. Data analysis was performed by Mr. James P. McKinney, PMAB, and Mr. McGehee. Technical supervision was provided by Mr. Gary L. Howell, PMAB, and technical assistance by Dr. S. Rao Vemulakonda, Coastal Processes Branch, Research Division, WES, and Mr. William C. Seabergh, Wave Processes Branch, Wave Dynamics Division, WES. Additional data were provided by the US Air Force Technical Applications
Center and the Sea and Lake Levels Branch of the National Ocean Service. The
PMAB personnel were under the direction of Mr. Thomas W. Richardson, Chief, Engineering Development Division, and Mr. J. Michael Hemsley, Acting Chief, PMAB. This study was under the general supervision of Dr. James R. Houston, Chief, CERC, and Mr. Charles C. Calhoun, Jr., Assistant Chief, CERC.
During the course of the study, liaison was maintained between WES, SPL, and LA/LB. Mr. Dan Muslin, followed by Mr. Angel P. Fuertes, was SPL point of contact. Mr. John Warwar and Ms. Lillian Kawasaki, Port of Los Angeles, and Mr. Michael Burke, Mr. Rich Weeks, and Dr. Geraldine Knatz, Port of Long Beach, were LA/LB points of contact and provided invaluable assistance.
COL Larry B. Fulton, EN, was Commander and Director of WES during the
publication of this report. Dr. Robert W. Whalin was Technical Director.
CONTENTS
Page PREPAC Ee eee ete Ee eo tenes Teche em 8 eo, PN Pm Me ie! <a) ANY ENEE Wis) IA a ralaehes Pe 1 CONVERSION FACTORS, NON-SI TO SI ae UNITS OF MEASUREMENT 4 PAR Tastee BACKGROUND» tec Ao peo. 4 oye). Eis SgcluekMan call Conti cet Lica Sinlespancbec ha one Maem enews 5 PART II: DATA COLLECTION . 7 Tel CD enteAD pe cle rede das VyiGhicy., Sie soya Ream cr Ge elicne ocak wees eee enteh weiss ae 7 LNG TEUSIGUISFETICS | <b wk Ger ce ORY GS 4) ee) ee Ce em 12 CUGRENERE TO RIMNeS Uni em ce ferme meinen eit a, Conte Meiee Sian Tameennsr Ec aeen Ome 16 DaAtag@RECOVE Dy) Geo cheat) SP Che eee SRI © eS wish ee) aetia s)he OLE Ee 19 PART elie eI DATAGANATEYSTIS! fico cy Bigg Fcc a NO MINMRO I Sacco copies cc RMERCII I, nin. 5 Cn nase 22 Tidal Data ... SPOTS Fo ck Se Ge SO. Pi NOP 15m Fee ech SOTO RO MSY TOR aMcnner CoG 22 In Situ Current Data i dl ie, Wee MoU WR AR eu Jat case MO sey atc. May Rake Couette 26 Current®ProfilemDatate eet 5s AT e wey Paes 2 ee ss eee Di] PARTE @DESCUSSTONMME © Shier te 2) tt Mit PARR TREE, MAENEE Rem Tyee eh eee 29 TaidaleDatam ~ PAVE a tem BANE Ee ey SON Tae See oy ee PN ere ge NS oeTit te ae 29 GurKenteDatay Firs ey cele tp me) ete leoh ania busy ibe yen ee ciamrcran eau cman nal Coe see 32 PART aN ae CON GIEOSTONS 2 sc) ica cele s ccugger aca eam os Pleo e wu ties co ages cto col arse owes ce 40 RIE RIEN GES rue oy th roa (oie A yoke etbacst cea ns meters coy Elo acs cc aS a CO eC 4l PLATES 1-54 APPENDIX A: INSTRUMENT DESCRIPTIONS AND SPECIFICATIONS ......... Al /NIBIMDIDS 139 GUIRY TAROIMOED WYN 5 5 6 0 6 5 6 6 6 6 6 6 0 8 6 6 8 Ol Bl APPENDIX C: DIFFERENTIAL LEVELING SURVEY DESCRIPTION AND LEVEL NOTES . . onl APRPENDIbXe D2) DAL SE EE VATE ON IMEI: SERIDES sP1EO 0S) Ds inn i-inr tenants D1 APPEND IX@ Ee GURREN Tab GLORSR OS Pye 120/10: see mr ern El /NIAAMDIDE 1S (GUIRY WARLOYGICIEe ARIDN)S, (UO) IILONS 5 6 56 5 56 0 0 oo Fl /NIBADIDE (GF (GOPAVSIAY WHY MILO) ALIONOD, SHOU IONS, 5 6 5 6 6 1 oo 5 oo Gl /NOQANDIDC JS — (GOPUAOINAY WANG AHO) AEINID, SIO RS IIMS 5 6 5 cia 50 6 50 6 6 6 0 8 H1 APPENDIX I: RESIDUAL TIDAL ELEVATION TIME SERIES PLOTS ......... Il APPENDIX J SUING, MUSTO. ORISONMEONIS 5 6 5 6 6 6 9» 6 0 6 0 6 OO J1
* A limited number of copies of Appendixes D-I (Volume II) and Appendix J (Volume III) were published under separate cover. Copies are available from National Technical Information Service, 5285 Port Royal Road, Springfield, VA 22161.
CONVERSION FACTORS, NON-SI TO SI (METRIC) UNITS OF MEASUREMENT
Non-SI units of measurement used in this report can be converted to SI
(metric) units as follows:
Multiply By To Obtain feet 0.3048 metres inches 2.54 centimetres knots (international) 0.5144444 metres per second pounds (mass) 0.4535924 kilograms pounds (force) per square 6.894757 kilopascals inch
TIDAL CIRCULATION PROTOTYPE DATA COLLECTION EFFORT
PART I: BACKGROUND
1. The Ports of Los Angeles and Long Beach (LA/LB), California, are conducting planning studies for harbor development in coordination with the US Army Engineer District, Los Angeles. The US Army Corps of Engineers (CE) is charged with the responsibility for providing deeper navigation channels and determining the effects of harbor expansion on the environment. To upgrade the CE’s capability to determine these effects based on state-of-the-art mod- eling technology, the US Army Engineer Waterways Experiment Station (WES) is executing the Los Angeles/Long Beach Harbors Model Enhancement Program.
2. This program is separated into two major studies. The first will address long-period wave energy in the harbors and its effect on moored ves- sels. The second will provide improved tidal circulation modeling with a more efficient numerical model system that will couple hydraulics and water quality variables (CE 1987). The prototype data for model calibration and verifica- tion have been collected by the Prototype Measurement and Analysis Branch of the Coastal Engineering Research Center (CERC), WES. This report describes the methodology and results of that data collection effort.
3. Los Angeles and Long Beach Harbors are adjacent ports situated behind a rubble-mound breakwater in San Pedro Bay, California (Figure 1). In the initial WES study of the harbors, a fixed-bed three-dimensional (3-D) phy- sical model (McAnally 1975) and a depth-averaged-flow, two-dimensional numeri- cal model (Raney 1976) were developed. Advancements in the state of the art of prototype measurement and hydraulic simulation provided the means to enhance the models. The upgraded numerical model of this program provides simulation of the time series of the resultant 3-D water currents and water surface elevations in the harbors given the physical boundaries and the water surface elevations in the open ocean outside the harbor breakwater.
4. Boundary conditions are established by obtaining the positions of the shoreline, including structures, and the bathymetry of the area modeled. Water surface elevations measured using tide gages placed outside the harbor provide the input forcing function that drives the system. Measurements of tidal elevation and water currents at selected positions inside the harbor are
compared with predicted values to calibrate and verify the model.
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PART II: DATA COLLECTION
5. The general requirements and schedule for each task in the program were prescribed in the Management Plan for the Model Enhancement Program. Data collection was divided into three subtasks: tidal, in situ current, and current profile data. Data were collected for varying intervals between 10 June and 14 October 1987 (Table 1). Measurement intervals for each subtask varied, but deployment times were nested to provide a period of simultaneous data from all three elements from 6 to 14 August 1987. Requirements for the final data sets and the instrumentation and techniques used to obtain them are
discussed in this section.
Tidal Data
Requirements
6. The requirement of the tidal data subtask was to obtain time series of water surface elevations at two outside and two inside locations for a min- imum of 90 days. Each data set was to be a continuous record of elevations relative to a Mean Lower Low Water (MLLW) datum at 6-min intervals with an accuracy of at least 0.05 ft.”
7. Figure 2 shows the positions of the tidal measurement sites; geo- graphic coordinates and depth of each measurement site are listed in Table 1. Method
8. For the offshore sites, potential cable runs of several miles made hard wiring of power and signal to shore uneconomical. Erecting structures in water depths of 60 to 100 ft would be very expensive, and proximity to the shipping lanes and the heavy traffic volume precluded platforms and buoys because of the risk of collision. The remaining option was bottom-mounted pressure transducers with self-contained power and data storage capability. This option allowed a wide latitude in positioning and reduced the risk of unintentional and deliberate interference. The same approach was used at sites in the harbor for consistency of deployment/recovery techniques and data
format.
* A table of factors for converting non-SI units of measurement to SI units is presented on page 4.
LEGEND PRIMARY TIDE GAGE REDUNDANT TIDE GAGE SURGE GAGE NOS TIDE GAGE
Po@o
TG6a
a TG5
Figure 2. Tide gage deployment site map
9. The flexibility and relative security of this type of gaging are always offset by the potentially lower reliability of data recovery since gage nonperformance is only apparent after removal of the gage. To enhance relia- bility, redundant gages (TG5-TG8) were deployed for each of the four primary gages (TG1-TG4).
Instruments
10. Details on all instruments, including manufacturer's specifications are found in Appendix A. The tide gage selected uses a vibrating quartz crys- tal pressure transducer whose output is proportional to absolute pressure. Oscillations of the crystal are counted over some selected sample interval, and this integrated pressure is averaged over that interval to filter wave frequency signals. The average pressure is recorded as a 16-bit digital word on a magnetic tape along with a time word from a quartz clock. Shorter sample intervals retain more information but require more storage on the tape, short-
ening deployment time. To obtain the required 3 months of data on one
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deployment tape, an interval of 3.75 min (eight tide measurements/hour) was selected. Mounting
11. The instrument housing is a 6-in.-diam. by 30-in.-long aluminum pressure case containing the transducer, electronics, data logger, and battery pack. The case was attached with stainless steel bolts to a vertical mount that was welded to a 600-1b railroad wheel. Gages inside the harbor had a subsurface retrieval buoy attached to the mount and an acoustic beacon for relocation by divers. Because of the depth outside the harbor, a subsurface buoy was attached to the wheel with a length of retrieval line coiled in a canister. The canister, in turn, was attached to the wheel with a trans- ponder/acoustic release. The release served the dual purposes of a beacon, for locating the instrument package, and as a means of releasing the buoy and recovery line at the end of the deployment. Figure 3 shows a typical assembly in the deployed configuration.
Deployment/recovery
12. A temporary field office was leased on Terminal Island with adja- cent dock space. This provided office and testing space, secure outdoor stor- age of heavy equipment and vessels, and a staging/loading area for operations.
13. All tide gages and in situ current meters were deployed from the University of Southern California research vessel "Sea Watch" through the co- operation of the USC Marine Science Laboratory on Terminal Island. An experi- enced crew, aided by the stern-mounted A-frame and ample work deck, installed the primary gages on 10 June and the backup gages on 3 August by lowering the mounts using the lift bail (Figure 4).
14. Positions were established with LORAN, radar bearings, and visual bearings to prominent targets on shore.
15. The planned recovery technique was to trigger the acoustic release, allowing the buoy to surface and enable retrieval from the surface without diver assistance. In the event of transponder failure, the gage positions could be relocated within ~100 ft, at which point a sweep would be made from the surface by dragging a chain between two vessels. Divers would then
recover the gage by descending the sweep chain.
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Additional tidal data
16. In addition to the eight tide gages specifically deployed for this study, data were available from a primary control tide station (33) located inside Los Angeles Harbor and from four pressure sensors located around the harbor perimeter (Figure 2). These four pressure sensors were installed by CERC to obtain long-term measurements of harbor surge events under a separate subtask of the Model Enhancement Program entitled Wave Data Acquisition. They were configured as low-frequency wave gages, but postprocessing of the time series also produces continuous tidal data.
17. These data were processed to provide additional boundary conditions
for the model and for quality control checking of the primary tide data sets.
In Situ Currents
Requirements
18. The requirement for the in situ current subtask was a 30-day record of the vertical velocity profile at eight locations covering the major tidal exchange openings inside the harbor and at the harbor-complex perimeter. The acceptable resolution for the vertical stratification of the flow field was three points, representing a near-surface, middepth, and near-bottom cell at each site. Desired accuracy in speed and direction was +0.1 knot and 2 deg, respectively. Samples were needed on a similar frequency to the tidal data, that is, continuous time series at average intervals near 3 min.
Method
19. The vertical profiles were obtained by deploying up to three cur- rent meters on a string supported by a surface buoy on a taut mooring. To reduce the risk of ship collision, the gage sites were moved to the sides of major entrances and channels. A total of 19 gages were available for the project. A deployment scheme was selected which increased the total number of sites to nine by reducing the number of meters on a string to one or two at certain sites not expected to have strong vertical gradients, while one meter was kept as a spare. Figure 5 shows the location of each site.
Instruments
20. The current meters were ducted-impeller type with an internal com-
pass for direction (Figure 6 and Appendix A). Velocity is measured by count-
ing impeller revolutions over the selected averaging interval, and an
12
LEGEND e CURRENT PROFILE STATION 4 IN SITU CURRENT METER
Figure 5. Current meter deployment site map
instantaneous direction is taken at the end of that interval. Both values, along with temperature and conductivity, are recorded on a magnetic tape. The averaging interval selected was 2 min, allowing a total tape capacity of
34 days.
21. Prior to deployment, each meter was calibrated at the US Geological Survey (USGS) calibration facility at the Stennis Space Center, Mississippi, by tank tow at three known velocities through still water. The calibration coefficients for each impeller/bearing combination were used in postprocessing the data. Compasses were bench checked and accepted if within manufacturer's tolerances without individual corrections.
Mounting
22. Figure 6 illustrates a typical current meter string in place. A spherical 36-in.-diam steel buoy was attached to a 900-1b railroad wheel with a 1/4-in.-diam mooring cable. A taut moor was maintained in spite of the tid- al variation by including a length of 1-in.-diam rubber cord below the buoy. The cable was attached at either end with 3/8-in. screw-pin shackles. Each buoy supported an 8-ft mast with a radar reflector and amber marker light.
For additional visibility, two or three "guardian" buoys of similar design
13
Figure 6. In situ current meter (inset) and typical current meter mooring string
14
(but without instruments) were placed around the instrumented buoy approxi- mately 200 ft away.
23. To allow the meter to rotate around the mooring as current direc- tions changed without fouling on the mooring, a split Teflon bearing sleeve was attached to the 1/4-in. cable at the appropriate depth for each string. A hinged stainless steel clamp went around the bearing and locked with a captive hinge pin. The meter was attached to a ring on the clamp with a 3/8-in. screw-pin shackle, safety wired after closure. This arrangement permitted rotational freedom and a means for diver changeout of the gage during inspection without recovering the entire mount.
Deployment/recovery
24. In addition to routine electronic predeployment testing, each gage was balanced for neutral buoyancy and horizontal trim. Adjustments for varia- tions in gage construction, battery weight, and local water density were made by placing lead trim weights at the front and rear of the meter. This adjust- ment ensured that the meter aligned with the water flow, especially in the low-velocity conditions expected in the harbor.
25. Deployment was similar to the tide gage installation. All nine current meter strings were put in place on 3 and 4 August from the "Sea Watch." On 9 August, each meter was visually inspected by CERC divers to verify proper deployment and operation. Inspection included secure attachment and safety wiring of the shackles and sleeve/bearing assembly, neutral buoyan- cy and horizontal trim, no restrictions to either impeller or swivels, overall integrity of the mooring components, and functioning of the marker lights.
26. The first instrument casualty was discovered during the 9 August inspection. The buoy at current meter Site 8 (CM8) was not on station, but the meter was discovered shortly afterward washed up on the west jetty of Ana- heim Bay Inlet. The wire cable (not, interestingly, the rubber cord) had parted near the lower end, most likely pulled by a vessel. The single meter was still attached, and though it was damaged, the data tape was recovered intact. The spare current meter was installed as CM8 on 15 August. The com- plete history of lost and damaged instruments is covered in the subsequent
section headed "Data Recovery."
15
Current Profiles
Requirements
27. Since the current data collected by the in situ meters were limited by the available number of meters and the vessel traffic, a current profiling subtask was designed to provide supplementary information. The purpose was to collect vertical current profiles at major entrances and interfaces and within the Cerritos Channel at hourly intervals over half-tidal cycles. The measure- ments were to be made concurrent with deployment of the in situ meters and tide gages.
28. Figure 5 shows the selected locations of the profile ranges and stations. A range is a transect across an entrance or interface between major sections of the harbor, such as Range 7, and a station is one of three to five locations, depending on width, along a range, for example Station 5D. Sta- tions 9-12 were along the Cerritos Channel and had a single profile, each mid- way across the channel.
29. A vertical profile consisted of a measurement of current velocity and direction at three depths, near surface, middepth, and near bottom, at each station of a range at l-hr intervals for 13 continuous hours.
30. In addition to supplementing the other data, the profiles were ex- pected to identify flow features not readily detectable from stationary meas- urements. A large-scale gyre was observed under certain conditions in the physical and numerical models in the outer Los Angeles Harbor. Range 5 was selected to augment data from a separate Lagrangian current experiment de- signed to verify the existence of the gyre. It entailed continuous tracking of drogues, or floats, that followed the path of the water particles at vari- ous depths. The results of the Lagrangian current study will be presented in a separate report under the Model Enhancement Program.
31. Stations 9-12 were intended to detect the nodal point for flow convergence of water entering opposite ends of the Cerritos Channel, also as predicted in the model.
Instruments
32. The current meter used for profiling was of the same manufacture and general design as the in situ meters, but was equipped with microproces- sors to reduce the data internally into engineering units. The data could be
stored onboard in RAM microchips or transmitted over a cable via standard RS
16
232 interface as an ASCII file. The internal memory was sufficient to hold a day's profiling record, but the latter mode was selected. By connecting the meter to a lap-top computer on the boat for the profiling experiment, the operator could verify operation and reasonableness of the data.
33. The backup gage for the profiling experiment was a second solid state meter, with cable and computer of the same design. Both profiling meters were calibrated prior to use at the USGS facility.
Method
34. A profiling schedule that included a flow reversal as well as a peak flood and ebb in the measurement interval was developed for the period 6-14 August 1987 (Figure 7).
35. Ranges 7 and 8 were combined in one interval because of their prox- imity, as were Stations 9-12; otherwise, one range was measured per "day." Because of the progression of the tidal cycle relative to the diurnal, subse- quent intervals progressed, taxing the endurance and sleep habits of the crew. Including preparations, crew changes, equipment maintenance, data reduction, and inevitable unexpected occurrences, each shift lasted 14 to 16 hr.
36. Measurements were taken from a 26-ft, outboard-powered workboat fitted with a LORAN and depth sounder. Because of the constant ship traffic,
separate radar reflectors were installed on the mast to increase target
CURRENT PROFILE RANGES P3 | P5, P-9-12 P-7&8 |P4 Pi, (P2, P6
HEIGHT, FT
5 6 7 8 9 10 11 12 13 14 15 DAYS; AUGUST, 1987
LEGEND
[ _]pay NIGHT
==== TIDE CYCLE — MEASURED TIDE CYCLE
Figure 7. Current profiling schedule with predicted tides
iL
strength for approaching vessels. Four people were aboard on each shift: a boat operator, a forward deck hand, a stern deck hand/meter handler, and a data recorder. Again because of the high traffic volume, safety dictated the need for at least two people (the operator and a deck hand) to have no other duties than the safe maneuvering of the boat, maintaining a lookout at all times, and being prepared to slip a mooring and be underway without hesita- tion--and without distraction by the profiling duties--if a ship approached too closely.
37. Every profile experiment started with the placement of temporary lighted mooring buoys at each station site. The buoys permitted each station to be rapidly and precisely recovered by the boat, which could use the buoy together with a bow anchor in a two-way mooring. This system was chosen to prevent the wind-induced "sailing" from side to side experienced by a boat moored only at the bow. Any boat motion would seriously affect the accuracy of the current data, particularly in the low-velocity regime of the harbor. Thus, a station was recovered by dropping the bow anchor upwind/current of the buoy and backing down until the stern deck hand could secure to the buoy.
38. At stations located in the center of a narrow shipping channel, even a temporary buoy would be an unacceptable hazard to traffic. In those cases, a stern clump anchor, lowered after the bow anchor had paid out suffi- cient scope, served the same purpose as the buoy.
39. Once the boat was secured on station, the meter was lowered to the bottom. The water depth was obtained from the meter’s pressure transducer and compared with the graduated marks on the meter cable and to the boat’s sounder to ensure accuracy. The meter was then raised to 90 percent of water column depth and allowed to stabilize, and the velocity and direction together with the time and depth of the reading were recorded from the surface display. After repeating the measurement at 50- and 10-percent depths, the meter was pulled aboard and the anchor(s) retrieved. For a range with five stations, each profiled at hourly intervals, the allotted time for that procedure was 12 min. To avoid data gaps at shift changes, a separate shuttle boat was used
to transport crews between the measuring boat and shore.
18
Data Recovery
Positioning
40. Positions were obtained for all measurement sites with LORAN, sup- plemented when possible by visual and radar bearings to identifiable shore features. The LORAN was calibrated for local variance by occupying known 1lo- cations with the boat and recording both time differences (TD) in microseconds and the LORAN’s automatic conversion to latitude and longitude. The offset from true position was entered into the microprocessor-controlled LORAN for automatic adjustment of calculated position. After this calibration, known positions were again occupied on each day of operation. Thus, a correction factor for each region of the harbor, valid for each day's atmospheric condi- tions, was obtained and allowed an improvement from LORAN’s normal error of 2£3)0\0) (@ aesk0) 281e.
Tide gages
41. Of the eight tide gages deployed, seven were recovered. One of the redundant gages, number 5, had not been recovered at the time of this report's preparation; its acoustic transponder did not respond to surface interroga- tion, and a side-scan sonar search failed to show an identifiable target. Two other gages were located using side-scan and "sweeping" with a chain suspended between two vessels when acoustic releases failed to operate, but extensive diver searching verified that this gage was not in the immediate area. Since the subsurface float provides an easy target for both search methods, it seems likely that the gage and mount (or at least the buoy) were the victims of an encounter with a deep draft vessel. In that event, the gage may have been dragged off station, but could still be in the general harbor area. An expanded search of the harbor and surrounding offshore waters was conducted using the acoustic interrogator in subsequent months without success.
42. Tide Gage 2 (TG2) experienced a sudden electronic failure partway through its deployment. Data were recorded from installation on 10 June through 20 August. Tide Gage 4 (TG4) experienced a tape drive failure that made the entire data set unrecoverable. Tide Gage 8 (TG8) exhibited a drift in amplitude and phase because of electronic failure. Portions of the data set are recoverable, but can only be used for frequency analysis unless some arbitrary correction is made to the time axis. The remaining four gages had
no failures, and their locations coincided with the requirements for two
I)
outside and two inside gages operating during the period when the in situ meters and the profiling meters were operating.
43. Additional tidal records were made available by processing the pressure time series of four wave gages: LA1, LA4, LB4, and LB5. These four gages were serviced on 11 August 1987, resulting in two data sets over the period of interest. The first, designated by the suffix "A," extends from 15 July 1987 to 11 August at 0700 hr. The second, designated by the suffix "B," starts at 1800 hr, 11 August, and ends on 7 Sept 1987. Each data set had to be reduced and plotted separately, for example LB4A and LB4B, in the subse- quent analysis.
In situ current meters
44. Of the 18 in situ current meters deployed at 9 sites, 13 were re- covered between 9 and 12 September (Table 1). Only 1 of the 5 meters not re- covered (the single meter at CM Site 9) was attributable to catastrophic loss of the mooring. The buoy at this site, in the Cerritos Channel near a major container ship berth, was reported adrift the week before the planned recovery. A diver search at the site on 11 September failed to locate the submerged mount or meter. Because of the proximity of ship and tug traffic in the area, the buoy and mooring were likely pulled off station by a vessel.
45. The remaining unrecovered gages were the upper meter at CM Site 4, both meters at CM Site 5, and the single meter at CM Site 8. The buoys at these sites were intact and the moorings undamaged, but the meters were re- moved at the shackle connecting the meter to the swivel. Since the shackles and their safety wires had been individually inspected a week after deployment, the most likely conclusion is that the meters were stolen by persons using dive gear.
46. The buoy from CM Site 2 was located onboard a commercial derrick barge moored adjacent to the meter site. The elastic section of the mooring had parted when the contractor attempted to move the buoy to accommodate re- pair work on a nearby wharf. Divers were able to recover the three meters, which were still attached to the mooring cable, and the weight at the deployed location.
47. One week of data was recovered from the initial deployment at CM Site 8.
Current profiles
48. Each range was profiled on the scheduled stage of tide to include a
20
peak flood or ebb and a tidal reversal. When a range contained only three stations, each station was profiled at approximately 1-hr intervals, as planned. The 1-hr return interval proved less attainable when a range con- tained five stations, and return intervals varied from 1-1/2 to 2 hr. In- creased travel time between stations, increased anchoring time in deeper water, and occasional instrument malfunction contributed to the overall in- crease in return intervals. The complete data set is listed in Appendix B. Wind data
49. An anemometer deployed on the outer Los Angeles breakwater failed to record data during the measurement interval. Wind and pressure data were obtained from daily logs of hourly surface observations compiled by the National Weather Service (NWS) at Long Beach Airport and provided through the US Air Force Environmental Technical Applications Center, Asheville, NC. (Appendix J). Data were also obtained from an anemometer located on the Port Authority building in San Pedro and provided by the Port of Los Angeles.
These data were digitized and used as input to the model.
21
PART III: DATA ANALYSIS
Tidal Data
50. Raw data from the recovered tide gages were processed using SEA11.FOR, a program which converts raw ASCII data into tide, time, and wave record files. The wave data records were not used in this study but were ar- chived for future reference. The tide file at this stage is a time series of pressure values in pounds per square inch, absolute (PSIA). To convert raw tide pressure files into a time series of tidal elevation, several steps must be performed. Error checking of pressures and time values (editing) will be described, and the reduced data presented in time-series plots.
Conversion of time data
51. Time files of each data set are in decimal hours relative to the individual gage reset time. To be of use in a numerical model, all data sets must have a common time origin. The decimal hour equivalent of individual reset times relative to 1 January 1987 was added to each time word in respec- tive time files. All data used in this study are in decimal hours relative to 1 January 1987.
Conversion of PSIA data to depth data
52. Conversion of the raw pressure files to hydrostatic pressure requires the removal of the atmospheric pressure component. Rather than assuming atmospheric pressure to be constant during the sampling period, observed atmospheric pressure over the deployment interval was obtained from the NWS daily logs for Long Beach Airport. Pressure, in inches of mercury, was recorded on an hourly basis from 0500 to 2300. Pressure was considered constant over the hourly interval between observations, except for the 6-hr intervals when no hourly observations were made. During these periods, linearly interpolated pressures were assigned on an hourly basis. The conver- sion factor used to convert from inches of mercury to pounds per square inch was 0.489525.
53. Each raw pressure word has a time word associated with it. Using these time words, hourly time intervals corresponding to the observed or linearly interpolated atmospheric pressures were located. Atmospheric pressure in pounds per square inch was removed from raw pressure words whose
time words fell within the appropriate time intervals. The pressure data time
22
series is converted to a depth time series by using a conversion factor based on average temperature and salinity, since their variance over the study period did not warrant a time synchronized adjustment in density. The factor
used in the conversion was 2.246 ft/psi.
Datum assignment 54. The required datum for all tidal time series was MLLW. Since it
was impractical to level each gage from shore using traditional surveying techniques, a simplifying assumption was made that the average free surface elevation over the deployment interval was constant throughout the harbor re- gion. This is valid over a limited area with insignificant freshwater inflow and where no net transport can occur within the area over the time interval. Each tidal depth time series had the average depth of that time series sub- tracted, converting it to a time series relative to the average free surface
at that site over the deployment interval.
D(t) = d(t) - d(t) (1)
where D(t) is the "de-meaned" time series and d(t) is the measured-depth time series. Under the assumption above, D(t) is referenced to the same datum for all gages. To convert the depth time series to a tidal time series, T(t) , relative to MLLW, a constant equal to the difference between the aver- age free surface elevation over the measurement interval and MLLW,can be added to the depth time series.
55. Mean Sea Level (MSL) and MLLW are defined as the arithmetic mean elevation of the sea surface and of the lower low water heights, respectively, observed over a specific 19-year metonic cycle (Harris 1981). Means calcu- lated over shorter intervals will vary and are calculated by the National Ocean Service (NOS) for monthly (m) and annual (a) departures from MLLW at each primary control tide station. Thus an average free surface elevation for the deployment interval is not necessarily MSL.
56. A primary tide station, 33, is located in Los Angeles Harbor (Figure 2). Its tidal record is referenced to MLLW datum. If the exact ele- vation of the free surface at any time and place relative to MLLW was of pri- mary importance, then the average monthly departure, m , of Gage 33 would be the required constant. However, since the monthly average varies, its use as
a constant would produce discontinuities in the records each month.
23
Discontinuities would interfere with spectral analysis of the signal and cause artificial oscillations in the numerical model.
57. To obtain a continuous time series, the values of m were obtained from NOS’ for June through September for tidal Station 33 and averaged (Table 2). The result, 3.09 ft, was added to each de-meaned depth series to
produce the tidal time series relative to MLLW.
ave) = WKGe)) ar SoO8) (2)
Error checking 58. To validate the supposition of constant average sea level through-
out the harbor, monthly means relative to MLLW were also calculated for each tide gage. Means, the average mean and the difference in means (A) between months, are listed in Table 2 for the NOS tidal Station 33 and the CERC tide gages. Direct comparison is valid only for those months when the gage was operational for nearly the entire month.
59. With the exception of TG2, which failed before recovery, the cumu- lative average water levels at each station are within 0.03 ft. The individ- ual monthly averages show more variation, though the differences between months indicate that the same trends are occurring at each site.
60. To verify clock accuracy (nominally +1 ppm), deployment, recovery, and shutoff times, as recorded in the field, were checked against the indicated times of the data sets. Deployment and recovery are apparent from pressure records and shutoff time from the last time word in the series. Agreement within the 3./5-min sampling interval was considered adequate veri- fication. Verification was not possible when the gage was not operating at recovery, as for TG2.
61. Tidal accuracy is addressed in more detail under Part IV.
Output
62. Two files from each data set were generated. The first, TG*W, was
of the entire time series. The second file, TG*S, was of a "specified" time
interval for which current meter data were available. The * symbol refers
* Personal Communication, Wolfgang Scherer, February 1988, US Department of Commerce, National Oceanic and Atmospheric Administration (NOAA), NOS, Sea and Lake Levels Branch.
24
Table 2
Monthly Mean Sea Surface Levels, Sea-Level Variations and Differences (A), June-October 1987
Month TS - 33 A TG-1 A TG-3 A TG-6 A TG-7 A Jun 2.88 2.95 2.90 Be e
Opal 0.15 0.22 Jul 3.09 3.10 33,12 sa 2s
0.05 0.05 0.03 0.15 0.16 Aug 3.14 3.15 3.15 2.99 2.99
0.09 Sep 3.23 ae oe 3.14 3.15 Cum Avg 3.09 3.07 3.06 307 3.07
Note: Elevations are in feet relative to MLLW.
to the number of the particular gage. Both of these file types had one tidal elevation word as well as the corresponding time word in each data record.
The date-time interval of the "specified" files was from 4 August 1987 at approximately 0700 hr to 7 September 1987 at approximately 0000 hr. The full- length data set intervals varied, depending on individual gage deployment and recovery times. Both were unformatted, sequential access files of record length 2. The first 56 records are character strings concatenated into seven 64-character information strings. A typical open statement for a tide eleva-
tion file is as follows:
OPEN (UNIT=1 , FILE=’TGIW. DAT’ , FORM='UNFORMATTED’ , STATS='OLD’ , RECORDLENGTH=2 )
63. Plots of tidal elevation for the full data set, the "specified" data set, and a representative 2-day interval (7 and 8 August) and a 4-hr in- terval (0000 to 0400 hr, 8 August) are shown for tide Gages 1, 2, 3, 6, and 7 in Appendix D.
64. Similar analysis was carried out on the eight data sets from the wave gages. A "specified" data set was not plotted since the specified inter- val overlapped the two data sets. The whole time series, a 2-day plot on 7 and 8 August for the "A" data sets, a 2-day plot on 16 and 17 August for the
"B" data sets, and the same 4-hr interval are also plotted in Appendix D.
Zo
In Situ Current Data
65. Raw data in ASCII format are converted to separate velocity (feet per second), direction (degrees from magnetic north), temperature (degrees C), and conductivity files. Direction data words were converted to true north by adding the magnetic variation specific to the LA/LB area, -13.55 decimal degrees.
Clock correction
66. Unlike the tide gages, the current meters do not record sample times as a separate file. Each parameter is recorded at the selected interval of 2 min, and this rate is assumed to be constant throughout the entire de- ployment. The specified accuracy of the clock is 1.5 sec a day, or roughly two orders of magnitude less accurate than the tide gage clock. Since correlation of the tides and currents in time is one of the goals of the study, the current time series were checked as described in the following paragraph.
67. The reset, deployment, and shutoff times of the current meters were known. Therefore, an "expected" number of samples could be calculated. By counting the actual number of samples in a particular data set, a time correc- tion factor for that data set could be accurately calculated, provided that the collecting current meter was still operating at the time of the shutoff. Time correction was deemed unnecessary if, when the tabular listing of each time series was examined, the "observed" deployment and recovery time coin- cided with the "recorded" deployment and recovery time. In most cases, these times agreed to within a few minutes. Inspection of discernible events such as a ship passage, or, as in the case of Site CM3, the destruction of the noone, provided further verification that the gages of each string were in phase with each other.
68. Of the 14 gages recovered, 12 have usable data sets over the required 30-day interval, and 2, CM1S and CM8M, have time series of shorter duration.
Error checking
69. From previous studies and results of a reconnaissance profiling experiment performed prior to deployment, the expected current magnitudes were relatively low, on the order of 1 fps. To enhance the viewability of data
during processing, a maximum of 2 fps was set for any data point. A solitary
26
occurrence of a value that differed from the previous value by more than 0.3 fps was attributed to an electronically induced spike and was edited to the average of the previous and succeeding values. Output
70. The output files, CM*S, CM*M, and CM*B represent current meter sta- tion * at surface, middepth, and bottom, respectively, where * indicates the station number. They are unformatted, sequential access files of record length 5. Each record contains five data words: time, velocity, direction, temperature, and conductivity. The first 21 records are character strings that are to be concatenated into seven 60-character information strings. A
typical open statement for a current file is as follows:
OPEN (UNIT=1 , FILE=CM1S .DAT’ , FORM=UNFORMATTED’ , STATUS='OLD’ , RECORDLENGTH=5 )
71. Various plots of the current velocity and direction time series were produced. Shaded rose plots of entire time series (Appendix E) show mean velocity and percent occurrence in each of 20 degree sectors. These plots are useful in displaying dominant directions and velocities associated with each site. Separate velocity and direction time series illustrate the trends of each data set and allow quick verification of data quality (Appendixes F and G).
Current Profile Data
72. The current profile data required no analysis since they were read directly in engineering units and entered as such into a file. Direction and velocity were subjectively averaged during observation of the analog output meters.
73. The entire profile data set is listed in tabular form in Appendix B. A sample plot of profile data from Range 5 is provided in Figure 8 as a vector time series for each depth. Figure 9 is a sample of di-
rection and velocity time series of Station 5A for all three depths.
27
-N- RANGE P5
LEGEND Se <— surface “ €=- MID-DEPTH
++ BOTTOM
1600 1800 2000 2200 2400 0200 0400 0600 TIME, HR
AUG 7&8, 1987
Figure 8. Current vector time series, Range 58 (AB. GD, and) Ej=Jsitations)
DIRECTION, DEGREES
0.30 LEGEND —— SURFACE 0.20 -—- MID-DEPTH
sxe BOTTOM
VELOCITY, KNOTS
0) Seer tinaweans
o
1600 1800 2000 2200 2400 0200 0400 0600 TIME, HR
AUG 7&8, 1987
Figure 9. Current direction and velocity time series, Station 5A
28
PART IV: DISCUSSION
74. Before examining results of the data collected, certain confidence checks were performed. A rigorous statistical analysis could be performed in subsequent reports, but direct observations of trends and selected samples will provide adequate evaluation of the measurements. General characteristics
of the observed harbor circulation patterns will be discussed.
Tidal Data
Predicted tide
75. Perhaps the most basic concern is the overall shape of the tide curves over the deployment. Classic semidiurnal behavior is evident in the time series of TG1S (Figure 10). Another obvious test is to compare the measured tidal data with the predicted tide for the same period. Exact agree- ment is never obtained, but given the proximity of the tide station and by selecting periods with low atmospheric anomalies, a close agreement can be expected between observed and predicted tidal elevations.
76. Figure 11 shows the predicted tide for 7 and 8 August (average at- mospheric pressure = 29.8 in. Hg, average wind speed < 7.5 kt) (NOAA 1987) overlaid with measurements from TGl. A shift upward of the measured data, on the order of 0.3 ft, is evident, while the overall range of 8.3 ft is matched exactly. The average August departure from the annual sea level for NOS tide Station 33 between 1963 and 1981 is +0.20 ft. The remaining 0.1 ft of dif- ference is due to some unknown combination of gage error and predicted tide error.
Residuals
77. A better indication of the final accuracy is obtained by comparing two tide gages at the same location. A residual is calculated between any two gages by subtracting one time series from another and is a plot of the instan- taneous hydraulic head existing between them. Since each data set was de-meaned independently, the departure from zero of the residual from two gages at the same location is an indication of the overall accuracy of the instruments. The best approximation to this condition occurs with Sites l, 2, and 6, all located outside the harbor breakwater at approximately the same
depth.
Zo
5 = = Ww > Oo a < ke ae 1S) Ww ae
HEIGHT, FT ABOVE MLLW
LA/LB TIDAL CIRCULATION STUDY, TG1W 6/10/87 @0000 - 9/14/87 @0000
pap ep Tiel nla ils
10 18 26 4 12 20 28 #=65 6 JUN - 14 SEP 1987
Figure 10. Tidal elevation time series, Gage TG1S Bo LEGEND
O PREDICTED TIDE MEASURED TIDE
7 8 2 DATE
AUG 7&8, 1987
Figure 11. Predicted tide versus measured tide 7 and 8 August 1988
30
78. Residual time series plots comparing both tide and wave gages at various scales are contained in Appendix I. Residuals between selected pairs of tide gages over the specified interval are plotted in Plates 1-10. The mean of the residual is included, which would theoretically be equal to zero over a sufficiently long time interval if the assumptions made in selecting the datum are valid. As noted earlier, TG2 experienced a failure near 20 August, and redundant gages were deployed at a later date, so the intervals of simultaneous operation do not all coincide.
79. An obvious characteristic of residual TGl - TG2 is that it is al- most always positive, and the mean is in fact near +0.06 ft. To an optimist, this could be evidence of a continuous current from west to east along the outside of the breakwater, but the "current" is also evident in residual TG6 - TG2 at almost the same average head, this time flowing to the northwest, as well as in the remaining two residuals using TG2. Additionally, the trend is not verified in residual TGl - TG6. Though its amplitudes appear reasonable, as indicated by the monthly mean elevations in Table 2, TG2 apparently suffered a timing error that placed it out of phase with the other gages-- perhaps associated with its early failure--and should not be used for additional analysis.
80. Other residuals display diurnal and semimonthly harmonics indica- tive of tidal curents oscillaing on and off shore, but with low mean differ- ences. The means of the residuals of over the entire deployment, which range from 0.0001 to 0.0038 ft, indicate an overall accuracy commensurate with the stated specifications of the sensor and well within the experimental requirements.
Benchmark check
81. Unlike the primary and backup tide gages, the wave gages were installed nearshore on harbor structures and were accessible (via diving rodmen) to standard leveling. LB4 was surveyed on two occasions to a nearby benchmark (Hicks 1987). Details are contained in Appendix C. The average of the two surveys is 17.60 ft below MLLW.
82. Two data sets, A and B, cover the period of consideration. A
simple average of their two mean water depths gives
20.65 + (-20.77) _ 99.71 (3)
83. Adjusting to MLLW by the constant used in the previous analysis,
31
-20.71 + 3.09 = -17.62 (4)
84. The difference of 0.02 ft is on the same order as the difference between NOS and CERC calculations of the datum, but considering the less than
ideal surveying conditions, is not significant.
Current Data
Overview
85. Illustration of the velocity and direction time series of the en- tire data set in one plot provides an overview of the data quality and trends. Some spikes remain in the velocity after removal of the solitary spikes by the error checking, or editing, routine. Before arbitrarily eliminating values, each instance should be evaluated to discriminate between random signal errors and hydrodynamic phenomena. Several high velocities appear in the record at CM2S (Plate 11), but given the proximity of the gage to ship traffic, they could be attributed to wake-induced turbulence. Most, however, are the result of noisy signals, such as CM3B,, which had 103 spikes over 2.0 fps before editing, approximately half of which could be removed by editing. Considering that a whole data set contains about 30,000 points, this is not a significant number of points. Gage CM6S recorded spikes nearly 2 percent of the time, so additional filtering/editing will be required before it can be completely used.
86. Anomalies can also indicate physical events. At site 2, all three gages clearly show the occurrence of the buoy failure on 30 August (Plates 11- 16). Note the slow revolution of meter CM2S (Plate 12) over the next 2-week interval while lying on the channel bottom, most likely tangled in its own mooring line.
87. Semimonthly spring tidal currents are quite evident in all of the plots and correspond well to the spring tides measured in the specified tide data plots. Daily floods and ebbs are visible as diurnal peaks in velocity and as reversals in direction.
Statistics ;
88. The rose plots provide the most condensed display of the current
data for statistical purposes. The average velocity in each sector is less
than 0.5 fps, as expected. The site farthest away from boundaries, Site 4
32
(Plate 20), has a near circular distribution, though with some tendency towards the southwest. Those sites constrained in channels, such as Sites 1, 2, and 3, show a strong alignment that corresponds to the channel orientation (Plates 17-19). Before the rose plots were calculated for Site 2, all three data sets were truncated on 30 August, prior to the loss of the buoy.
89. Other characteristics of the flow pattern in the Cerritos Channel are apparent from these plots. At Site 3, the surface current is strongly skewed southeast, parallel to the adjacent mole. The strong afternoon sea breezes typical during that time of year might be expected to drive surface water eastward, and the mole would deflect it in the direction observed. At the middepth, the flow along the mole is nearly exactly balanced, while a defintite net flow towards the channel is evident at Site 3B.
90. At Site 1 at the back of the channel, the net flow is reduced on the bottom, but the continuation of the net transport is still apparent. At the surface, the directions are very nearly balanced. At the opposite end of the channel--Site 2--the counterclockwise flow has left the bottom, but is even more evident at the middepth and surface. A resultant transport pattern that starts near the bottom on the eastern entrance and exits near the surface at the opposite end of the channel is revealed. However, the flux is obvious- ly not constant at the three measurement sites, most likely because of cross- channel variations in the velocity. A counterclockwise flow would result from wind setup against the mole at the eastern entrance and set down at the western entrance. Structures effectively block the wind in the Cerritos Channel itself. Other effects of the predominant sea breeze (from the west) are discussed in the next section.
91. In addition, the two ends of the Cerritos Channel allow the flow to flood or ebb from both ends more or less simultaneously, requiring a node to exist at some point along the channel. This will also be addressed in more detail in the next section.
92. Because Sites 6 and 7 are exposed to the sea breeze and are in the proximity of the east-west aligned breakwater, a net easterly flow would be expected at the surface, if the wind is a factor. This net easterly flow oc- curs at Sites 6S and 7S (Plates 21 and 22). At Site 7B, the tendency is just as strong westward, directly toward Site 6 and into the harbor. This tendency could represent a return flow necessary to balance an eastward flow on the
surface, particularly since the only other entrances are the much smaller
33
channel passes in the breakwater. Even with only a week of data, Site 8 shows a trend to the northwest, perhaps because of sheltering and eddy effects from the nearby island (Plate 23).
93. The skewness observed in the rose plots are the result of statisti- cal representation of cumulative events and do not imply a flow occurring at any one time. To see the instantaneous currents, time series representations are required, as shown in the next section.
Flow field details
94. To observe details of the harbor flow patterns and to illustrate the correlations between sites at simultaneous points in time, currents must be observed at a smaller scale. Two nested windows were selected for detailed observation: 7 and 8 August and 0000 to 0400 hr on 8 August. This coincided with the profiling of Range 5 and one of the Lagrangian, or drogue, tracking experiments. At these time scales, it is also convenient to combine the velo- city and direction information into a single vector time series plot. Both types of plots were generated, and each has advantages (Appendixes F, G, and H).
95. To substantiate correlations between currents occurring simultan- eously at separate locations, the current vectors should be examined to ensure that they are reasonable and actually in phase. Since the currents are pri- marily driven by the potential energy of the elevation difference existing at different places in the harbor at any instant, the residuals between selected tide gages should indicate expected current vectors.
96. When seen at this scale, the residuals display higher frequency oscillations as well as obvious diurnal harmonics. These could be due to ran- dom errors in the pressure sensor signal, phase shifts in the clocks of dif- ferent instruments, and long-period (30 to 60 min) wave energy in some unde- termined combination. A filtering scheme could remove selected components, but care should be taken in assuming that the actual residuals correspond to a preconceived smooth curve or evidence of higher order oscillations could be obscured.
97. The tidal elevation differentials can be seen in residuals TGl - TG3 (Figure 12). Slopes approach ~2 x 10°, and comparisons with the 2-day tidal plot (Figure 11) illustrate that rising, or inflowing, tides coincide with positive residuals, falling tides with negative, and residuals near zero
occur near high and low water.
34
VECTOR POINTS IN DIRECTION OF TRAVEL A
SCALE: 1.0 FPS r N \\
\ N
RTS TERRY TIRANA
DIFFERENCE IN FT.
MEAN = -0.00206
-0.5 T a ri 1 7 8 9 7 - 8 AUGUST 1987
Figure 12. Residual time series Tide Gages 1 to 3 and resultant current vectors, meter 2S, 7 and 8 August
98. Current meters at Site 2 would be heavily influenced by the residual TGl - TG3. Figure 12 shows the correlation regarding the directions and timing of reversals for currents at site CM2S. At 1/00 hr on 7 August, the residual abruptly switched from positive to negative; the current switched from inbound to outbound at the same hour and increased in magnitude to a max- imum 8 hr later, when the residual reached its minimum of -0.4 ft.
99. Examination of the three vector plots at Site 2 plainly shows that more water flowed out of the channel here than flowed in, particularly at the surface and middepth (Plates 24-26). This verifies the trend illustrated sta- tistically in the rose plot.
100. A similar look at residual TG6 - TG3 (Plate 27) shows even better agreement with the meter at site 3 for all depths (Plates 28-30). At 0000 hr on 8 August, all three meters had peaked in their outward flow and had begun reversing inward after the peak (negative) residual. Similar correlation was maintained over the 2-day interval, but not without some phase shifts verti-
cally. The trend of meter CM3S toward the southeast and of meter 3B to the
35
north, predicted in the rose plots, is verified.
101. Since these meters are not in the eastern side of Cerritos Channel but only near its entrance, the relative proportions cannot be assigned as either into or out of the channel. However, times of northwesterly flow like- ly correspond to periods of inflow into the eastern channel entrance, southeasterly to outward flow. These periods are roughly in phase with the western entrance periods. Thus the channel filled and drained from both entrances approximately in phase, requiring the existence of a node somewhere at the back of Cerritos Channel. Examination of the currents at site CMl should indicate the location of the node.
102. If the nodal point occurs westward of Site CMl, floods will result in westerly or counterclockwise flow, ebbs in easterly; if eastward of Site CMl, the reverse. Plates 31 and 32, 2-day vector time series of surface and bottom currents, respectively, do not present such a simple pattern. On the morning of the 7th, the flood produced a southwesterly flow on the sur- face, but during the strongest ebb on either side of midnight, the current reversed several times. The subsequent flood produced much lower velocities in a variety of directions. Bottom currents are also capable of flowing in either direction during a flood or ebb.
103. Current profile Stations P9 through P12 were selected with the intent of locating the nodal point. If it were stationary, flows would con- verge at stations on either side of it during flood and diverge during ebb. Figure 13 is a simplified reduction of the profile data at the top, middepth, and bottom, respectively, wherein a vector represents the amplitude of the flow along the channel axis in either the clockwise (right) or counterclock- wise (left) direction, or perpendicular to the channel axis (up or down).
104. Inspection reveals that the flow in the Cerritos Channel cannot be described as simply converging and diverging to a single, stationary nodal point. Not only does the node migrate along the channel, converging flows do not always produce a node at the same location as diverging flows. Both types are evident at the middepth at near 2000 hr on 8 August. Also, there is con- siderable vertical stratification of the flow and the nodal points. Modes of oscillation perpendicular to the channel axis become apparent as the longitu- dinal flow approaches zero. These and other higher frequency modes of oscil- lation are poorly defined at the sampling rate of one measurement every 20 to
30 min used in the current profiles. Examination of the in situ meter’s time
36
CURRENT PROFILE STATIONS 9 10 11 12
1600
1700
1800
1900
2000
2100
2200
2300
2400
TIME, HOURS
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Figure 13. Simplified current vectors in Cerritos Channel
series at an expanded scale better illustrates the complexity of the flow in the channel.
105. A time series of the residuals at a 4-hr scale reveals higher fre- quency oscillations occurring between gage stations. Both TGl - TG3 (Plate 33) and TG6 - TG3 (Plate 34) show an ascending series of roughly hourly pulses moving from negative (outward flow) to near zero. The curves are simi- lar but not identical. It is the differences between the signals of these two gages, in fact, which illustrate the different hydraulic heads at each end of
the Cerritos Channel. (A more direct measurement of the head difference
37
between the two ends of the channel is seen in Plate 51, described below.)
106. The same hourly pulsing is visible in the currents at CM2S, CM2M, and CM2B (Plates 35-40), and each pulse corresponds in phase, direction, and amplitude with the forcing residual, TGl - TG3. The meters at Site CM3 are not strictly within the confines of the eastern entrance to Cerritos Channel and are influenced by flow in the harbor. As a result, phase dependence at the higher frequencies to residual TG6 - TG3 is less obvious, though the trend over the interval and the time of current reversal are well correlated (Plates 41-46).
107. Examination of currents at Site CMl clearly illustrates the "sloshing" occurring near the back of the channel. While the flow is ebbing at both ends of the channel, both surface and bottom currents are reversing at approximately 25-min cycles (Plates 47-50). The migrating node evident in Figure 13 may be associated with these reversals if its excursions extend as far eastward as CMl.
108. Wave Gages LA4 and LB4 are located near the entrances to the chan- nel, and, although not ideally sited, are good indicators of the hydraulic potential differences of the ends. Plate 51 is the residual between LA4 and LB4. Each 25-min pulse in the currents is associated with a peak in the resi- dual. A phase lag, likely due to wind effects and multiple reflections in the numerous smaller basins, is evident.
109. In the outer harbor, the predominant westerly sea breeze has a more noticeable effect on surface currents. Plates 52 and 53 demonstrate the reason for the easterly skewness of the rose plots at Sites CM6S and CM/S. Rising tides cause weak, short-lived westerly flows or stronger flows to the north or even south, perpendicular to the nearby breakwater. Additional anal- ysis may reveal whether this represents flow through the breakwater itself or vortices caused by currents transiting the nearby openings. Falling tides are characterized by strong easterly currents predominantly aligned with the breakwater.
110. Current profile data in Appendix B verify the strong easterly flow across the entire eastern entrance (Range P3) during ebb. Profiles across the two western entrances at Ranges Pl and P2 are flood dominated, rarely turning directly south (seaward) even during peak ebb. Thus the typical tidal cycle during the study can be characterized by flow through the western openings and
to some extent through the breakwater during flood. During ebb, the harbor
38
drains primarily through the large eastern opening.
111. This pattern can be explained by examination of the daily wind pattern. The normal cycle during the study was an increasing breeze in the morning clocking from north to east, with a rapid switch to westward around midday (the sea breeze) and decreasing velocity after sunset (see Plate 54). These westerlies bracket the time from Higher Low to Higher High Water (Figure 11). The wind shear would influence, and perhaps dominate, this relatively weak flood stage--at least at the surface. With this initial set, the strong evening ebb from Higher High to Lower Low Water would tend to exit the harbor eastward, even though the winds are lower. A previous current measurement study conducted by NOAA in the summer shows similar trends (Smith 1989). This flow pattern may not be observed at other times without this relative phase relationship between the wind and tide. However, in a physical model study conducted by WES in the early 1970's that did not include wind effects, the net easterly flow was evident during spring tide conditions, but not at neap (McAnally 1975).
112. Another feature predicted by the physical model was a gyre in the Los Angeles Harbor. Figure 8 provides some evidence of a counterclockwise pattern occurring at the surface between 1800 and 2100 hr in the vicinity of Station B, but the predominant pattern is the easterly flow in the outer har- bor associated with ebb conditions. Winds during this interval were generally blowing to the NNE between 5 and 10 knots, decreasing during the night. The flow is less organized and weaker at middepth and bottom, though reversals are evident in the water column. Low-velocity data from a profiling meter are in- herently less reliable than an in situ meter because of the subjective averag- ing by the operator over a shorter interval. There is some evidence that rotational flow is occurring for short intervals, but not as a single, well- defined gyre extending through the water column. Many more data points would be required to characterize the flow pattern in the outer harbor more
completely.
39
iS)
PART V: CONCLUSIONS
A synoptic data collection effort at LA/LB Harbors was completed
that provides adequate data to calibrate and verify a 3-D numerical model of
tidal circulation. Three months of tidal data, three months of wind data, one
month of current data, and half-tidal cycle current profiles were obtained
throughout the harbor. Project requirements and schedules as directed in the
Management Plan were fully met.
114.
Conclusions resulting from the study are:
a.
Io
lo
IA.
Use of a common mean water surface as a datum for synoptic tidal measurements over limited space and duration provided reasonable results and is a cost-effective alternative to independent leveling of offshore gages.
Tidal circulation in LA/LB Harbors during the collection period was characterized by low velocities (rarely exceeding 0.5 ft/sec) and small-scale spatial and temporal variations, including frequent flow reversals in a vertical profile. Oscillations in the current were evident at periods as short as 30 min resulting from resonance of energy at frequencies not normally associated with tidal constituents reflecting from harbor boundaries.
Flow in the Cerritos Channel was basically divergent/ convergent from the two openings, but sufficient amplitude and phase differences existed to result in a net circulation counterclockwise. A migrating node existed at the back of the channel.
In the outer harbor, locations near the breakwater experienced significant net transport because of unequal ebb and flood currents. The harbor tends to fill from the west during flood and drain to the east during ebb. This may be a seasonal phenomenon related to the relative phase between the tides and the daily sea breeze.
40
REFERENCES
Harris, D. L. 1981. "Tides and Tidal Datum in the United States," Special Report No. 7, Coastal Engineering Research Center, Fort Belvoir, VA.
1989. "Tides and Tidal Datum in the United States," Supplement to Special Report No. 7, Coastal Engineering Research Center, Fort Belvoir, VA.
Hicks, Steacy D., Morris, Phillip C., Lippincott, Harry A., and O’Hargen, Michael C. 1987. "User's Guide for the Installation of Beach Marks and Leveling Requirements for Water Leveling Stations," Department of Commerce, National Oceanic Atmospheric Administration, National Ocean Service, Rockville, MD.
McAnally, William H., Jr. 1975. "Los Angeles and Long Beach Harbor Model Study; Report 5, Tidal Verification and Base Circulation Test," Technical Report H-75-4, US Army Engineer Waterways Experiment Station, Vicksburg, MS.
National Oceanic and Atmospheric Administration. 1986. "Tide Tables 1987," US Department of Commerce, National Ocean Service, Rockville, MD.
Raney, Donald C. 1976 (Sep). "Numerical Analyses of Tidal Circulation for Long Beach Harbor; Report 1, Existing Conditions and Alternate Plans for Pier J Completion and Tanker Terminal Study," Miscellaneous Paper H-76-4, US Army Engineer Waterways Experiment Station, Vicksburg, MS.
Smith, Ernest R. 1989. "Los Angeles and Long Beach Harbors Model Enhancement Program; Current, Tide, and Wind Data Summary for 1983," Miscellaneous Paper CERC-89-4, US Army Engineer Waterways Experiment Station, Vicksburg, MS.
US Army Engineer Waterways Experiment Station. 1987. "Management Plan--Los Angeles and Long Beach Harbors Model Enhancement Program," Internal Working Document, Vicksburg, MS.
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< m | eae (2) © =| «< z A = (2) =] w”
PLATE 49
Z86l DNV 8
Z86- SNV 8 -GLIND AGNLS NOILVINOUID TVGIL A1/V1
$334¥930 NI NOILOAYIG
PLATE 50
£2910°0
= NVAW
Z86L ONV 8
Veal - Vevl -1VNGISAY AGNLS HYOSRVH E1/V1
) nN Tl m D m 2 QO m = Tl W
PLATE 51
SHOLOSA SDVYSAV SLNNIIW OL TAAVHL JO NOILOAYIG NI SLNIOd HOLDSA 186l DNW 8 - 2:S9IND wea AGNLS NOILVINOUIO IVGIL 81/V7 eee een
NOILOSYIC GNV ALIOOTSA LNAYHNSD
PLATE 52
SHOLDSZA SADVYSAV SLNNIW OL TAAVUL JO NOILOAYIG NI SLNIOd HOLDSA Z86tL DNV 8- Z:SZNO
AGNLS NOILVINOYID TWGIL A1/V1 SEE) OD Bee
BAN io —
= ome ins =
> SUA SSAA \ is 1 ae: SSS) NAN = EZ Yj, WIN
NOILOSYIC GNV ALIDOTSA LNAYYND
PLATE 53
Z86l ONW B- Z 8
< mi e) 2) =| ~< z A re co) =| w”
Z86- SNV 8 - 2: SGNIM V1 AGNLS NOILVINOUID TVGIL 81/771
Z86tL ONW 8-2 8
S|
NL WOU ‘NOILOAYIG
L86L DNV 8 - L:SGNIM V1 AGNLS NOILVINOYIO IVGIL 81/V1
PLATE 548
APPENDIX A: INSTRUMENT DESCRIPTIONS AND SPECIFICATIONS
This appendix provides brief descriptions and detailed specifications of the instruments used during this experiment.
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1. Three types of instrumentation were used: during the tidal data, in situ current velocity, and current velocity profile phases of the experiment. This appendix provides a brief description of the instruments, followed by detailed specifications provided by the manufacturer.
2. Tidal data were collected using Sea Data, Inc., Model 635-11 Wave and Tide Recorders. The 635-11 is a self-contained digital-recording instru- ment, capable of accurately measuring and recording water pressure. Accuracy of the instrument is attained by use of the Paroscientific, Inc., quartz crys- tal oscillating pressure transducer, which exhibits a 0.005-percent maximum worst-case hysteresis error, over a full range pressure excursion. The instrument electronics employs all C-MOS circuitry to minimize power drain. An ultra-accurate quartz clock allows precise measurement of the sensor's frequency. Data are recorded on a highly precise digital tape recorder, which writes on four tracks at an 800 bits-per-inch density, allowing 15-megabit data capacity on a 450-min cassette tape.
3. The Datasonics, Inc., "“AQUARANGE: Acoustic Command System is a multipurpose ranging, position, and relocation system. Applications of the system include long baseline acoustic navigation, ranging and subsea instrumentation. It may be deployed as a recoverable position marker or data telemetry transponder or as a pop-up buoy marker. Operating in the 30-kHz band, a selection of 5 reply frequencies and 27 unique command codes may be set by internal switches. Transmit, receive, and release functions are powered by separate batteries to reduce the possibility of a total system failure and assure recovery. Power is applied to the transponding release, upon either fresh or saltwater immersion, by external electrodes. The transponder housing pressure rated to a depth of 1,000 m, and the release mechanixm has a load capability of 2,000 lb.
4. In situ current velocity data were collected using an ENDECO, Inc., Type 174 Digital Recording Tethered Current Meter. The 174 is an axial flow, ducted impeller current meter, which is self-contained and records sampled data on a 1/4-in. magnetic tape. The instrument samples and records current velocity and direction, as well as water temperature and conductivity, at preselected intervals. It is normally deployed attached to a vertically buoyed 3/16- to 1/4-in. stainless steel wire rope, held taut by a subsurface buoy. The instrument is attached to the wire rope by a braided line
terminated by a unique clampling device, known as a "Cook Cable Clamp
A3
Assembly." The tether assembly allows the instrument to freely rotate around the mooring, with changes in current direction.
5. Current velocity profile data were collected using an ENDECO, Inc., Type 174 Solid State Memory (SSM) Tethered Current Meter. The 174SSM is similar in design to the 174, but incorporates a solid state data logger for instrument and data storage. It may be used as a self-contained current meter or as a profiling current meter, with real-time data telemetered via a 3- conductor cable to a surface-operated terminal. The cable assembly is sleeved with a Dacron rope braid, enabling it to be used as a suspension tether as well as a signal cable. Sampling parameters may be set by an external terminal, or the instrument may be initialized by simply applying power, using
default settings.
A4
Sea Data, Inc.
Mdl. 635-11 Wave and Tide Recorder
Pressure Sensor: Paroscientific, Inc., "Digi-Quartz" 100 psia’ feet meters Standard Ranges: 190 58 Maximum Depth: 235) 70 Resolution - Waves: 0.0035 0.10 cm Tides: 0.0040 0.12 cm Accuracy (more than 80 ft) 0.03 (less than 80 ft) 0.05
vs temp @ 30 ft
0.004 £t/°C (max)
Frequency Response: DC to 1.0 Hz (Nyquist limit for 0.5-sec sampling)
Stability: vs time:
vs temp: percent/°C) Timebase: Stability: Physical Specifications: Sezer
Case: 7-in. diam. Mounts: two 0.5-in.
0.0002 percent FS/month at (almost constant) ocean depths
zero 0.0007 percent FS/°C
span 0.005 percent FS/°C (at 2/3 FS, 0.004
4.194304 MHz special quartz crystal 0.1 ppm/°C, 1 ppm/year; unmeasurable (0.001 percent) pressure data error at ocean depths
by 24 in. long bolt holes on 13-in. centers, 1.0-in. clearance
Weight: 41 1b in air, with battery; 12.5 lb in water
Pressure Case:
Material: 6061-T6 aluminum
Hardware: 316 stainless and Delrin insulators
Finish: Hard-coat anodize with electrostatic epoxy overcoat Depth: 1,100-m operating depth
* psia = pounds per square inch, absolute.
A5
ENDECO, Inc., Type 110/923 Remote Reading and Recording Current Meter
Current Speed Sensor: Ducted impeller and reed switch
Range: Accuracy: Threshold:
Current Direction Sensor: Range:
Accuracy: Threshold:
0 to 5 knots (0 to 257 cm/sec) +3 percent of full scale >0.05 knot (2.57 cm/sec)
Magnetic compass with potentiometer
0 to 360° (0 to 357° electrical) +3 percent of full scale 0.05 knot (2.57 cm/sec)
Depth Sensor: Pressure-operated potentiometer
Range:
Accuracy: Overpressure: Sensor Isolation:
Physical Size:
Weight:
Weight in sea water:
Dimensions:
0 to 30 m (0 to 100 ft)
+2 percent of full scale
1.5 x full scale
Oil-filled isolator with neoprene diaphragm for corrosion protection of sensor
18 kg (40 1b) in air
Approximately neutrally buoyant
76.2 cm long by 40.6 cm diam (30 in 16 in.)
A6
ENDECO, Inc., Type 174 Digital Recording Tethered Current Meter
Current Velocity:
Sensor Type: Sensitivity: Speed Range:
Impeller Threshold:
Resolution: Speed Accuracy:
Current Direction:
Magnetic Direction:
Resolution: Accuracy: Phsical Size:
Weight: Buoyancy:
Dimensions: Shipping Weight:
Ducted impeller 58.0 rpm knot (51.4 cm/sec) Dependent on sampling interval (user selectable-
DS 556,110) miin))s 0) to 22,2 en/see (0 to 4.3 knots) at standard 2-min interval
<2.57 cm/sec (0.05 knot) 0.4 percent of speed range +3.0 percent of full scale
0 to 360°
1 4o
+7.2° above 2.57 cm/sec (0.05 knot) when referenced to computer calibration
WA Veen (SIL Id) atin Euaize
Approximately neutral; adjustable for salt, fresh, or polluted water
85.1 cm (33.5 in.) long by 40.6 cm (16 in.) diam
25oll Vz (SH 210)))
A7
ENDECO, In., Type 174 (S.S.M.) Solid State
Current Velocity:
Sensor Type: Sensitivity: Speed Range:
Impeller: Accuracy:
Resolution:
Current Direction:
Sensor Type: Magnetic Direction: Gimballed Range: Accuracy: Resolution: Internal Heading Correction:
Vector Averaging:
Pressure Sensor:
Sensor Type: Range: Accuracy: Resolution:
Optional Resolution:
Ducted impeller 111.9 rpm/m/sec (57.58 rmp/knot)
0 to 2.57 m/sec (0 to 5 knots), programmable to
10 knots Threshold 1.54 cm/sec (0.03 knots)
1.6 percent of full scale (99-percent confidence
limit) 0.1 percent of speed range
Gimballed, two-axis, flux gate compass 0 to 360°
+30° (two axis)
+5.0° above speed threshold
1.4°
32 point EPROM stored correction curve
Fixed displacement, sine/cosine summation
Potentiometric transducer
0 to 152 m (500 ft)
+1 percent
0.39 percent
Up to 12 bits binary (0.02 percent)
Memory Tethered Current Meter
Physical Size:
Weight: 14 kg (31 1b) in air Buoyancy: Neutrally buoyant, adjustable for fluid medium Dimensions: 88.9 cm (35.0 in.) long by 40.6 cm (16 in.)
Shipping Weight:
in diameter 2550 Wye (S77 ils)
A8
Datasonics, Inc., AQUARANGE/Acoustic Command System
Range Interrogate:
Frequency: 26 kHz
Reply Frequencies: Internally selectable; 28, 29, 30, 31, or 32 kHz Pulse Length: 5 msec
Turn Around Time: 20 msec
Stability: +0.1 msec
Inhibit Time: 0.8 sec
Source Level: +188 db ref. 1 pPa @l1lm
Operating Life: 12 months, 50,000 replies
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APPENDIX B: CURRENT PROFILE DATA
This appendix contains locations
of current profile stations and a tabular listing of the profile data. Station locations are suffixed with T, M, and B, which stand for top, mid- depth, and bottom respectively. When velocities were too low to allow direct readout in knots, a velocity was calculated using a formula re- lating the velocity to the number of pulses (P) or revolutions of the impeller, observed in a 30-sec interval.
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STATION# POSITION
N. LAT W LONG P1 A aay 42.55! 118° 15.05 B ee AGU MES Taos C 33° 42.65" ARES AGF P2 A 28. 43.4" 118° ele B she Lgl yu SS. ALaOY Cc 330 74304 118° 10.9! P3 A 230 44 6 118° 07.4! B Ser AVA ogy 118° 07.6! C 33° 44.0! 118° 07.8" D 33° 43.8" 118° 07.9" E 2° AS50 AME? OBoN? P4 A 35. 43.3 118° 16.2 B 33° 43.3 ies ice C BS” 43.25 MG? 1660 P6 A Joe 4434 118° 13.75 B 8° A iid 1182 13264 C ae1> &Da7I6 118° 13.48 D BO hs) 0] HES 19697 E 33° 43.25 ME 13.26 P7 A 33° 44.08 118° Nits B 33° 43.90 118° 10.99 C 330143073 118° 10.89 D Se AS 118° 10.84 E 33° 43.48 118° 10.80 P8 A eee ied MBS 136 B ag GAY 118° 13.05 c 367 MoS IG 1350 ro) 33 U45e56 118° 110 aay 45.58 118° 13.08 33° 45.60 118° 13.05 P10 33° 43.90! 118° 16.37! Pll 33° 44.97! 118° 16.23" P12 33° 45.47! 118° 15.62! P13 33° 45.88 118° 14.65
B3
LA/LB CURRENT PROFILE DATA
TEAM METER TIME STATION DEPTH DIRECTION VELOCITY PULSES VELOCITY S/N (PDT) (FEET) (MAGNETIC) (KNOTS) Cp) (KNOTS )
RANGE 3 08/06/87-08/07/87 EASTERN OPENING
PMAB 00381 2047 3A-B 09 167 0.16
PMAB 0081 2048 3SA-M O7 194 0.10
PMAB 0031 2050 odA-T 05 e214 0.08
PMAB 02735 2110 SA-B 09 180 15 0.14 PMAB 0273 21l1e oA-M O7 180 10 0.09 PMAB 02735 2115 oA-T 05 220 06 0.06 PMAB 0273 2137 OoB-B ay 015 06 0.06 PMAB 0273 2140 SB-M 11 160 06 0.06 PMAB 0273 2145 SB-T ee) 180 14 0.135 PMAB 02735 2158 SC-B 50 135 19 0.18 PMAB 0273 2205 3C-M 19 O60 27 0.25 PMAB 02735 2208 SC-T 05 135 13 0.12 PMAB 0273 2220 oD-B 36 080 18 (0), abe? PMAB 0273 2228 SD-M 20 090 0.40
PMAB 0273 e2ee 3D-T 05 115 15 0.14 PMAB 0273 2240 SE-B 41 105 0.40
PMAB 02735 2245 SE-M 25 100 0.40
PMAB 02735 2247 oE-T 05 110 25 0.22 PMAB 0273 2502 SA-B 06 120 12 (5 bal PMAB 0273 2504 SA-M O05 085 13 0.12 PMAB 0275 2506 SA-T 03 030 12 0.11 PMAB 0273 2520 3B-B 14 065 11 0.10 PMAB 0273 2525 SB-M 10 170 20 0.19 PMAB 0273 2526 oB-T 05 200 14 OFS PMAB 0273 2557 3C-B 28 120 20 (o)5 ale) PMAB 0273 2539 oC-M 16 090 0.40
PMAB 02735 2541 oC-T 05 150 18 0.17 PMAB 0273 2552 5D-B roy) 115 0.30
PMAB 0273 2554 SD-M 19 090 0.60
PMAB 0273 2559 SD-T 05 125 0.40
PMAB 0273 2400 SE-B 38 110 0.40
PMAB 0273 O00? SE-M 22 095 0.50
PMAB 0273 0008 SBS 05 085 0.30
FRF 02735 0051 3A-T O05 210 17 0.16 FRF 0273 0117 SB-B 11 160 22 0.21 FRF 0273 0128 SB-M 08 130 25 0.25 FRF 0273 0130 oB-T 03 040 20 @, wy) FRF 0273 0146 3C-B 25 1350 18 (0). Ue FRF 0275 0154 SC-M 15 095 50 0.28 FRF 0275 0200 3C-T 03 105 20 0.19 FRF 0273 0209 SD-B ol O70 22 O.e1 FRF 0275 0213 SD-M 18 090 ol 0.30 FRE: 0273 0216 oD-T 035 095 ol 0.350 FRF 0273 0229 SE-B Ov O70 16 0.15 ERE 02735 02355 SE-M el O75 32 0.30 FRF 0273 0237 SE-T 03 090 28 0.26 FRF 02735 0309 SB-B 10 260 16 OS FRF 0273 0312 SoB-M O7 050 08 0.08 RT 02735 0324 SoC-B 25 320 09g 0.08 FRF 0273 0328 S3C-M 15 O50 10 0.09
B4
FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF
PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB
0275 0273 02735 0273 0273 02735 02735 02735 02735 02735 02735 0275 02735 0275 02735 0273 02735 0273 0273 0273
0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 00350 00350 00380 00350 00350 0030 0050 0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 0030
0330 0340 0343 0346 0358 0404 0408 0426 04358 0441 0444 0454 0456 0459 0509 0514 0516 0526 0529 0531
RANGE 6
1530 1535 1545 1555 1559 1602 1830 1832 1835 1858 1901 1903 1920 1923 1925 1938 1942 1945 1952 1953 1955 2010 2014 2015 2025 2026 2028 2057 2045 2046 2100 2105 2108 2120 2122 2125 2150 2153 2155 2214 2218
oC-T SD-B SD-M 5D-T SE-B SE-M oE-T 3A-T SB-B SB-M SB-T SC-B SC-M oC-T oD-B SD-M oD-T SE-B SE-M SE-T
08/07/87-08/08/87 GYRE
6A-B 6A-M 6A-T 6B-B 6B-M 6B-T 6C-B 6C-M 6C-T 6D-B 6D-M 6D-T 6E-B 6E-M 6E-T 6A-B 6A-M 6A-T 6B-B 6B-M 6B-T 6C-B 6C-M 6C-T 6D-B 6D-M S10) 6E-B 6E-M 6E-T 6A-B 6A-M 6A-T 6B-B 6B-M 6B-T 6C-B 6C-M 6C-T 6D-B 6D-M
42 24 ieks)
B5
295 020 085 120 340 loleye) 100 180 255 350 020 345 320 285 3350 350 265 350 540 250
104 OR 255 2e4 257 131 alg 248 083 215 281 094 256 090 058 214 218 205 298 281 160 260 260 101 iLfeyat alg 186 228 107 042 ell 2635 226 291 284 252 294 259 108 132 018
jelexe)
lelaleleleleleleleleleleleleekelelelelelelelel ele el ele) ele eieeleel ei e(e(eleKe)
C0 ODOODQO0O000000000
PMAB PMAB PMAB PMAB FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF BRE FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF HR FRF TRE FRF FRF IES FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF ERE, FRF FRF FRF RE FRF FRF FRF FRF FRF FRF FRF
0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 00350 0030 0030 0030 00350 0050 0030 0030 0030 0030 0030 0030 0030 0030 00350 00350 0030 00350 0030 0030 0030 0030 00350 0030 0030 0030 0030 0030 0030 00350 00350 0030 0030 0030 00350 0030 0030 0030 0030 0030 0030 0030 0050
2el9 2255 2257 2240 2540 2545 2552 0016 0019 0023 0032 0036 0041 0055 0059 0101 0113 0117 0120 0140 0143 0145 0155 0200 0208 0215 0220 0222 0254 0237 0241 0259 03504 03506 0326 0330 0353 03544 0348 03551 0404 0406 0410 0421 0424 0429 0440 0443 0448 0508 0511 0513 0522 0524 0528 0540 0542 0545 O555 0559 O601 0612 0614 0617
6DEaT 6E-B 6E-M 6Ear 6A-B 6A-M 6A-T 6B-B 6B-M 6B-T 6C-B 6C-M 6C-T 6D-B 6D-M 6D-T 6E-B 6E-M 6E-T 6A-B 6A-M 6A-T 6B-B 6B-M 6B-T 6C-B 6C-M 6C-T 6D-B 6D-M 6D-T 6E-B 6E-B 6E-T 6A-B 6A-M 6A-T 6B-B 6B-M 6B-T 6C-B 6C-M 6C-T 6D-B 6D-M 6D-T 6E-B 6E-M jae 6A-B 6A-M GAG a 6B-B 6B-M OBS 6C-B 6C-M 6C-T 6D-B 6D-M 6D-T 6E-B 6E-M GEST;
B6
121 2535 025 O60 262 550 210 030 190 218 024 190 130 120 2035 O75 045 O75 031 068 039 045 O07 038 049 159 205 013 108 211 055 006 104 040 556 100 039 250 090 025 220 267 O55 108 208 016 Ov? 230 123 115 059 229 520 120 351 O70 262 035 515 210 330 O75 225 228
OCDODDDDDDDDDDDCD DDD ODCOOOOO OOOO OOOCOOOCOOOOOOOOGOOOOOOOGDO09O000000000
RANGE 10-13 08/08/87 - 08/09/87 CERRITOS CHANNEL
PMAB 0050 1648 12-B 44 114 0.00 PMAB 00350 1654 12-M 26 001 0.10 PMAB 0030 1658 12-T O05 121 0.12 PMAB 00380 1726 13-B 45 108 0.04 PMAB 0050 1733 13-M 28 245 O19) PMAB 0050 1741 UG=2e (e}e) 252 0.35 PMAB 00350 1757 12-B 47 250 0.05 PMAB 0030 1759 12-M 29 056 0.14 PMAB 00380 1806 I@=20 O09 O73 @. i PMAB 0030 1823 11-B 45 557 0.14 PMAB 00380 1828 11-M ol 556 0.13 PMAB 00380 1830 alae 05 325 0.05 PMAB 0030 1902 10-B 44 346 ORS PMAB 00350 1904 10-M 26 224 0.15 PMAB 00350 1910 LOS: O7 518 0.04 PMAB 00350 1949 12-B 45 217 0.15 PMAB 0030 1951 12-M 26 090 0.00 PMAB 0030 1953 Neat O7 250 0.05 PMAB 00350 2018 15-B 45 el2 0.18 PMAB 00380 2019 13-M 25 262 0.25 PMAB 0030 2021 LBS 06 256 0.20 PMAB 0030 20356 12-B 45 250 0.15 PMAB 0030 2059 12-M 25 0.00 PMAB 0030 2045 12-T 08 220 0.05 PMAB 00350 2148 iab=is) 50 018 0.18 PMAB 00380 2149 11-M ev 051 0.21 PMAB 00380 2150 i bak 05 120 0.10 PMAB 0030 2210 10-B 46 138 0.23 PMAB 0030 2212 10-M 24 132 0.31 PMAB 0030 2214 NO=1 03 129 0.31 PMAB 0030 2252 UW dh=13) 49 156 0.05 PMAB 0030 2254 11-M 26 1635 0.10 PMAB 00380 2256 Haba 05 316 0.136 PMAB 0030 2505 12-B 45 225 0.10 PMAB 0030 2506 12-M 26 200 0. LO PMAB 00380 2508 1B=1e 06 190 0.10 FRF 0030 2559 10-B 48 006 0.07 FRF 0030 0002 10-M 24 Wéeit O15 FRF 00350 0004 WO=JE O05 128 0.36 FRF 00350 0039 1B SB 45 190 0.15 FRF 0030 0042 11-M LY 191 0.15 FRF 0030 0044 Wildy 05 186 0.05 FRF 0030 0059 12-B 55 170 0.10 FRF 00350 0101 12-M 19 225 0.21 FRF 0030 0102 WB=2 05 176 0.15 FRF 0030 0118 135-B 58 O76 0.05 FRF 0050 0120 13-M 18 170 0.00 FRF 0030 0124 13-T 05 038 0.18 FRF 0030 0209 10-B 35 Wasa 0.15 FRF 0030 0211 10-M el 128 0.51 FRF 0030 0213 OSE 05 145 0.36 FRF 00350 0254 able 46 550 0.00 FRF 0030 0257 1M iL) Was 0.10 FRF 0030 0238 a =2e 05 158 0.12 FRF 00350 0251 12-B 40 143 0.00 FRF 0030 0255 12-M ig) 166 0.04 FRF 0030 0259 UWB=ab 05 180 0.05 FRF 0030 0316 13-B 35 255 0.05 FRF 0030 03522 13-M WW? 050 0.00 FRF 0030 0326 Wey Ae 05 200 0.10 FRF 0030 0407 10-B 35 063 0.07 FRF 0030 0409 10-é 18 224 0.15
B/7
FRF FRF FRF FRF FRF FRF FRF FRF
FRF FRF FRF FRF FRF FRF FRF FRF RE) FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF Ise FRF IShiy FRF FRF RE FRF I ISuee FRF FRF FRF FRF IS FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF RE RE FRF IPSs RE, sae FRF FRF
0030 0030 0030 0050 0030 00350 0030 0030
0030 0030 0030 0030 0030 0030 0030 00350 0030 0030 0030 0030 00350 0030 0030 0050 0030 0030 0030 0030 0030 0030 0030 0050 00350 0030 0030 00350 0030 0030 0050 0030 0030 0050 0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 0030 0050 0030 0030 0030 0030 0030
0416 0440 0456 0459 0501 0516 0518 0519
LO=2 I abs} 12-B 12-M Ne—ak ej 1s) 13-M 13-T
050 285 320 010 205 229 255 250
RANGE 8-9 08/09/87-08/10/87
2549 2551 2555 0014 0017 0019 0031 0033 0034 0051 0053 0055 0106 0107 0109 0116 0120 0122 01357 0139 0140 0153 0156 0157 0225 0225 0227 0241 0245 0247 0256 0259 0301 0308 0310 0313 0529 0331 0332 0349 0351 0354 0402 0403 0405 0421 0423 0426 04335 0436 0438 0446 0501
8A-B 8A-M 8A-T 8B-B 8B-M 8B-T 8C-B 8C-M 8C-T 9A-B 9A-M 9A-T 9B-B 9B-M SBo 9C-B 9C-M IGar 8A-B 8A-M 8A-T 8B-B 8B-M 8B-T 8C-B 8C-M 8C-T 9A-B 9A-M QAS 9B-B 9B-M 9B-T 9C-B 9C-M 9C-T 8A-B 8A-M 8A-T 8B-B 8B-M 8B-T 8C-B 8C-M 8C-T 9A-B 9A-M VAT 9B-B 9B-M IBa Qo=is} 9C-M
B8
110 100 085 1356 112 O97 165 159 1635 154 140 163 190 145 140 260 350 105 127 113 Le 138 plies 138 ROR: 173 Wes laws 159 136 250 135 179 285 300 089 Hab al 127 103 124 120 084 512 029 041 ay? 152
154 160 116 235 285
ENTRANCE
OO0O00000
DOODDDDDDDDDODDOOODODQDODOCOOOODOOOCOOOOOODOOOO0OO0O0O0CO0O0O0O0O000000
FRF FRF FRF FRF FRF FRF FRF FRF ISIS FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB FMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB
PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB FMAB PMAB
0030 0030 00350 0030 0030 0060 0030 00380 0030 0030 0030 0030 0030 00350 0030 0030 0030 0030 0030 0015 0015 0015 0030 0030 0030 0051 0051 0051 00381 0051 0031 0031 0031 0051 0031 0031 0081 0031 00381 0031 0081 0031 0051 0031 0081 0031
00381 0031 0031 0031 0051 0031 0031 0031 0031 0031 0031 0031 0031 0031 0031
0503 05335 0535 0537 0547 0553 0555 O711 0715 O717 07355 07354 O737 O747 0749 O751 O758 0759 0801 0822 0825 0826 0954 1002 1004 1016 1018 1020 1036 1039 1041 1049 1051 1053 1058 1101 1103 1120 IL Bah 1123 1125 1127 Ia eal 1150 1152 1155
RANGE 4
0031 0033 0036 0043 0047 0049 01038 0106 0108 0116 0119 0121 0130 0131 0133
3Ca ik 8A-B 8A-M 8A-T 8B-B 8B-M 8B-T 8C-B 8C-M 8C-T 9A-B 9A-M QA-T 9B-B 9B-M 9B-T 9C-B 9C-M 9C-T 8A-B 8A-M 8A-T 8B-B 8B-M SoBe 8C-B 8C-M 8C-T 9A-B 9A-M A= 9B-B 9B-M SBE 9C-B 9C-M ICSE 8A-B 8A-M 8A-T 8B-B 8B-M SBS 8C-B 8C-M 8C-T
OS/ LAV SY
4A-B 4A-M 4A-T 4B-B 4B-M 4B-T 4C-B 4C-M 4C-T 4A-B 4A-M 4A-T 4B-B 4B-M 2B
LA
42 29 05 46 22 05
180 307 255 350 518 305 186 540 140 160 265 515 5355 520 3505 350 515 540 550 150 135 105 132 285 O11 068 249 508 006 057 295 187 250 118 180 160 162 512 550 136 500 294 105 173 166 153
ENTRANCE
B9
210 118 146 142 149 150 135 142 143 145 148 150 542 153 145
Olea elelelelelelelelelelelelelel eee ele ele elelelelelelelelelelelelelelele(eleleleke)
TO CERRITOS
lelelelelelelelekeleleleie(eKe)
CHANNEL
PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB
00351 0031 0031 0031 0031 0031 0051 0031 0031 0031 0031 0031 0031 0031 0031 0031 00351 0031 0031 0031 0031 0031 0031 0031 0031 0031 0031 0031 0031 0031 0031 0031 0031 0031 0081 0031 0031 0031 0031 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015
OO15 -
0015 0015 0015 0015 0015 0015 0015 0015
0140 0142 0143 0151 0153 0155 0200 0214 0215 0220 0222 0224 0228 0235 0235 0244 0245 0248 0256 0259 0300 0307 0309 03511 0318 03520 0321 03528 0330 03353 0345 03547 03549 03559 0401 0402 0413 0416 0417 O742 O744 0746 O754 O757 0759 0809 0811 0814 0823 0825 0827 0854 0835 0836 0844 0845 0847 0910 0912 0913 0923 0925 0987 0934 0936
4C-B 4C-M 4C-T 4A-B 4A-M 4A-T 4B-B 4B-M 4B-T 4C-B 4C-M AOE 4A-B 4A-M 4A-T 4B-B 4B-M 4B-T 4C-B 4C-M 4C-T 4A-B 4A-M 4A-T 4B-B 4B-M 4B-T 4C-B 4C-M Cs 4A-B 4A-M 4A-T 4B-B 4B-M Bal 4C-B 4C-M aCe 4A-B 4A-M 4A-T 4B-B 4B-M 4B-T 4C-B 4C-M 4C-T 4A-B 4A-M 4A-T 4B-B 4B-M 4B-T 4C-B 4C-M a4 ak 4A-B 4A-M 4A-—7 4B-B 4B-M 4B-T 4C-B 4C-M
B10
507 146 146 121 145 149 143 135 148 148 146 146 176 148 148 O70 122 152 518 167 150 258 145 134 120 142 148 028 1435 143 O97 149 156 296 ewe) 149 295 153 146
510 510 3355 540 120 140 215 27s 175 510 545 550 320 130 150 325 530 540 350 350 260 315 250
SODODDVDDDDD OOOO OCOOOODOOOODOO ODDO OOOOOOOOOOOOOOOOOOOOCOOOOOO0OCOO000000
PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB
PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB
0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015
0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015
0938 0947 0949 0955 1003 1005 1008 1020 1022 1023 1031 1035 1036 1045 1046 1048 1055 1057 1058
RANGE 1
0842 0845 0848 0856 0857 0902 0913 0914 0916 0945 0948 0952 1000 1004 1006 10135 1016 1019 Wabalee 1120 1124 1137 1142 1145 1149 1150 1153 1200 1202 1204 1212 1215 1216 1225 1227 1230 1238 1239 1241 1250 1253 1256
4C-T 4A-B 4A-M 4A-T 4B-B 4B-M 4B-T 4C-B 4C-M 4C-T 4A-B 4A-M 4A-T 4B-B 4B-M abe 4C-B 4C-M 4C-T
08/12/87
1A-B 1A-M 1A-T 1B-B 1B-M 1B-T 1C-B 1C-M 1C-T 1A-B 1A-M 1A-T 1B-B 1B-M IAL 1C-B 1C-M (Gat 1A-B 1A-M I= Ab 1B-B 1B-M iisj—ae 1C-B 1C-M 1C-T 1A-B 1A-M 1A-T 1B-B 1B-M Ij 1C-B 1C-M WG =e 1A-B 1A-M 1A-T 1B-B 1B-M LB-T
125 300 340 540 625 515 300 290 135 145 555 evs 005 510 320 500 505 1350 145
ANGELS GATE
44 24 04 46 ev 04 45
Bll
280 615 080 500 515 295 265 255 215 3520 285 285 320 280 270 210 210 200 205 190 O70 229 185 180 225 210 150 170 215 090 245 220 090 229 215 165 135 180 055 185 170 080
(oleae elelelelelelelelelelelelelexe)
(elelelelelel ele) e ele) el ele) ele) eee eee eee] elekele)eielelekeelelelelekelexe)
PMAB PMAB PMAB FRF FRF FRF FRF FRF FRF FRF PRE FRF FRF FRF FRF FRF FRF FRF IP sy FRF FRF FRF BRE FRF FRF 11S FRF FRF FRF FRF FRF FRF FRF IISA BRE FRF
PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB
0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015
0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015
1336 1339 1341 1518 1520 1521 1536 1539 1540 1509 1511 1513 1622 1625 1624 1638 1640 1642 1653 1655 1656 1749 aoe! 1753 1821 1823 1825 1834 1836 1838 1846 1847 1849 1858 1900 1902
RANGE 2
0821 0823 0830 0850 0852 0854 0904 0912 0915 0926 0930 0932 0957 0959 1000 1010 1012 1014 1021 1023 1025 1037 1038 1040 1055
1C-B 1C-M 1C-T 1A-B 1A-M 1A-T 1B-B 1B-M B= 1A-B 1A-M 1A-T 1B-B 1B-M LUBE 1C-B 1C-M 1C-T 1A-B 1A-M LA-T, BSB 1B-M UBS 1C-B 1C-M 1C-T 1A-B 1A-M 1A-T 1B-B 1B-M TB UCSB 1C-M ESA
08/13/87
2A-B 2A-M eA-T 2B-B 2B-M 2B-T 2C-B 2C-M 2Cc-T 2A-B 2A-M 2A-T 2B-B 2B-M 2B-T 2C-B 2C-M 2C-T 2A-B 2A-M 2A-T 2B-B 2B-M 2B-T 2C-B
B12
205 180 085 250 350 060 225 275 260 265 010 015 225 010 020 020 010 O15 335 020 100 005 020 025 340 015 025 005 350 255 325 015 030 315 345 020
GATE
350 105 085 545 010 320 255 240 255 340 005 085 350 345 000 355 520 045 320 290 295 345 330 510 345
POOODOOOOOFrFOOOOOOOOOOOOOOOO0O0OrFrO0O0000
OODODDVODOOOCOFOOOO0O0O0O0O000000
PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF
0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015
1057 1100 1107 1109 Wat ahal 1118 1120 1122 1133 1135 1138 1146 1148 1150 1202 1205 1207 1215 1217 1220 1228 12350 1232 1237 1240 1242 1250 1252 1254 1404 1406 1408 1448 1450 1452 1502 1504 1505 1618 1620 1622 16354 1635 1637 1649 1651 1654 1703 1706 1710 1718 1720 1722 1735 1738 1740 1749 1751 1753 1801 1803 1805 1815 VEL? 1820
2C-M 2C-T 2A-B 2A-M 2A-T 2B-B 2B-M 2B-T 2C-B 2C-M 2Cc-T 2A-B 2A-M 2A-T 2B-B 2B-M ena 2C-B 2C-M 2Cr 2A-B 2A-M 2A-T 2B-B 2B-M 2B-T 2C-B 2C-M 2C-T 2C-B 2C-M 2C-T 2A-B 2A-M eA-T 2B-B 2B-M 2B-T 2A-B 2AM 2A-T 2B-B 2B-M 2B-T 2C-B 2C-M 2C-T 2A-B 2A-M 2A-T 2B-B 2B-M 2B-T, 2C-B 2C-M 2C-T 2A-B 2A-M 2A-T 2B-B 2B-M 2B-T 2C-B 2C-M 2C-T
275 295 315 305 510 3250 515 320 300 270 255 310 515 345 005 290 515 020 240 225 500 300 355 350 260 290 140 210
220 175 140 170 105 095 185 145 115 125 110 100 155 140 105 240 200 120 O75 095 080 105 105 090 090 O70 080 135 120 095 110 100 080 O65 080 O60
SGISGGOlSISISIGISISIPIGISISISISISISISIFISISISISISICISISIONSISONSNSCIONSISCICN FOCISISISClolO
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al
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135
.20
PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB PMAB FRF
0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015
RANGE 7 08/14/87 NAVY MOLE TO ANGELS GATE
0837 0841 0845 0856 0859 0901 0914 0916 0919 0930 0932 0934 0955 0957 1000 1016 1019 1021 10353 1036 1038 1049 1051 1054 1106 1108 1112 1123 1125 1127 1147 1149 1151 1201 1208 1206 1215 1217 1219 1229 1231 1254 1242 1244 1245 1433 1435 1438 1451 1453 1456 1509 1512 1514 1524 1526 1528 1536 1539 1541 1556
7A-B TA-M TA-T 7B-B 7B-M 7B-T 7C-B 7C-M Gas 7D-B 7D-M {Anat 7E-B 7E-M Tat T7A-B TA-M GAR 7B-B 7B-M 7B-T 7C-B 7C-M Gar 7D-B 7D-M 7D-T 7E-B 7E-M Tapas VTA-B 7TA-M TA-T 7B-B 7B-M B= o0 7C-B 7C-M YO 7D-B 7D-M Dat 7E-B 7E-M (Ges 7A-B TA-M CAST: 7B-B 7B-M Biers 7C-B 7C-M WO 7D-B 7D-M Td—ak TAB=18} VE-M Haat TA-B
B14
225 O70 355 510 340 C15 355 035 030 020 035 045 350 010 O75 220 255 350 345 265 105 515 325 070 510 355 030 315 005 015 260 220 175 250 520 170 240 545 220 250 350 055 320 555 020 540 270 O70 290 050 140 210 025 080 195 320 090 040 035 085 290
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FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF Rats FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF FRF
0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015 0015
1559 1601 1614 1616 1618 1629 1631 1654 1643 1646 1648 1700 1702 1704 1721 1724 1726 1738 Wee sal 1744 1755 1758 1800 1813 1815 1817 1827 1830 1832 1843 1845 1847 1856 1858 1900 1909 igyabal 1913 1921 1924 1925 1954 1937 1939
7A-M TE 7B-B 7B-M “Br 7C-B 7C-M 7C-T 7D-B 7D-M 7D-T 7E-B 7E-M 7E-T 7A-B 7A-M TA-T 7B-B 7B-M 7B-T 7C-B 7C-M 7C-T 7D-B 7D-M 7D-T (eB 7E-M TAS=AE TA-B 7A-M TA-T 7B-B 7B-M 7B-T 7C-B 7C-M TG= 1 7D-B 7D-M (AD=216 7E-B 7E-M 7E-T
B15
O75 0390 250 115 095 285 O75 080 240 080 105 190 080 105 020 300 070 245 015 060 255 090 O75 040 O75 090 360 035 090 040 025 070 290 065 065 265 080 095 025 O75 O75 045 090 090
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APPENDIX C: DIFFERENTIAL LEVELING SURVEY DESCRIPTION AND LEVEL NOTES
This appendix provides a description of the method used to obtain elevations, referenced to Mean Lower Low Water (MLLW), and the level notes recorded during the surveys.
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MEMORANDUM FOR RECORD: 23 October 1987 SUBJECT: 15 October 1987 Survey at LA/LB Stations LA-3 and LB-4
1. As a follow-up to and confirmation of survey work performed, during April in Los Angeles and Long Beach Harbors, additional measurements were made at Stations LA-3 and LB-4. These measurements were made in three stages. The first two were made with diver assistance, measuring from the top edge of the upper pile bracket, down to the harbor bottom and Paros sensor pressure housing diaphragm. The third measurement was made from the top edge of the upper pile bracket, up to a point on the pier, which had been leveled-in previously. Survey bench marks used at LA-3 and LB-4, respectively, were NOAA/NOS bench mark "TIDAL 8" at elevation +13.90' MLLW and Port of Long Beach Civil Engineering Division bench mark "1935" at elevation +15.98' MLLW.
2. Using the above mentioned bench marks as backsights, elevations to the control points were measured of 13.28' and 15.92’ MLLW, for Stations LA-3 and LB-4, respectively. The total distance measured from the control point to the Paros sensor housing diaphragm at LA-5 was 30.70’ and at LB-4 was 34.15’. Subtracting these distances from the pier elevations, yields a sensor elevation of -17.42' MLLW at LA-5 and -18.23' MLLW at LB-4. By comparison, sensor elevations obtained in April at Stations LA-3 and LB-4 were -17.50’ and -18.03' MLLW. The differing elevations from one survey to the next, are due to the inaccuracies of the taped measurements.
3. AS was stated above, the taped measurements were made to the Paros sensor pressure housing diaphragm. This is the point of the oil/water interface, between the diaphragm and the surrounding water. The point on the quartz crystal pressure transducer, at which the input force is sensed, is 0.53’ above the diaphragm. Hence if the sensor elevations at each station from both surveys are averaged and then reduced by the transducer offset, the resulting true elevation at Station LA-35 is -16.93’ MLLW and at Station LB-4 is -17.60’ MLLW.
Michael D. Dickey Civil Engineering Technician Prototype Measurement & Analysis Branch
Los Angeles/Long Beach Differential Leveling Survey
Bench Mark Designations and Elevations:
NOAA/NOS "TIDAL 8" @ Elevation + 13.90' MLLW POLB Bollard 1955 @ Elevation + 15.98’ MLLW
April 87 Survey: Survey Date 12 April 1987
STA BS+ Bollard 1935 5.65! LB-4 TIDAL 8 5.98"
LA-3
October 87 Survey: Survey Date
STA BS+ Bollard 1935 5.72’ LB-4 TIDAL 8 Bo ais) ©
LA-3
TAPED
FS- ELEV. DISTANCE
Dotty Us. 0B" 335.95’ 13.90’ 6.60’ 13.28’ C10) o 1/8} °
15 October 1987
TAPED
FS- ELEV. DISTANCE
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SENSOR ELEVATION
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SENSOR ELEVATION
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