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Home My WebLink About1987-10-13; City Council; 8961-1; Presentation of Interim ReportCl • OF CARLSBAD — AGENl BILL AR# &J&J-* / MTG 10/13/87 OEPT MP TITLE: PRESENTATION OF INTERIM REPORT FOR THE BATIQUITOS LAGOON ENHANCEMENT PROJECT /MIDEPT. HP.MJV' CITY ATTYvfeS CITY MGR._^^ z3 OO RECOMMENDED ACTION: Accept and file the Interim Report for the preliminary engineering phase of the Batiquitos Lagoon Enhancement Project. ITEM EXPLANATION: On April 14, 1987, the City Council adopted Resolution No. 9022 approving an agreement with the City of Los Angeles through its Board of Harbor Commissioners (Port of Los Angeles) for the preparation of preliminary engineering studies for the Batiquitos Lagoon Enhancement Project. Thereafter, on April 21, 1987, the City Council adopted Resolution No. 9028 approving a consultant agreement with the firm of CH2M Hill for the preliminary engineering studies and related technical work for this project. In accordance with the terms of the City's agreement with CH2M Hill, an Interim Report has been prepared by the consultants summarizing the work performed to date for the preliminary engineering phase of the Batiquitos Lagoon Enhancement Project. The City Council will receive at this meeting a formal presentation by the consultant group addressing the following: Review overall project study objectives Present study methodologies and practices Report initial findings Identify project alternatives Outline future action Attached is a copy of the Interim Report's Executive Summary summarizing the study's findings to date. Copies of the larger Interim Report with Technical Appendix have been previously distributed to the City Council. FISCAL IMPACT: The study for the preliminary engineering phase of the Batiquitos Lagoon Enhancement Project is being funded by the Port of Los Angeles as set forth in the City of Carlsbad/City of Los Angeles agreement. EXHIBITS; 1. Executive Summary, Batiquitos Lagoon Enhancement Project Interim Report. O 2. Interim Report with Technical Appendix for the Batiquitos Lagoon Enhancement Project on file in the Office of the City Clerk. BATIQUITOS LAGOON ENHANCEMENT PROJECT INTERIM REPORT EXECUTIVE SUMMARY Prepared By CKMHIIL Tekmarine Michael Brandman Associate* September 1987 BATAQUITOS LAGOON ENHANCEMENT PROJECT INTERIM REPORT EXECUTIVE SUMMARY OVERALL STUDY OBJECTIVES The Batiquitos Lagoon Enhancement Project Predesign Report represents preliminary detailed engineering study and analysis undertaken to evaluate the feasibility of the engineering aspects and associated costs of the Enhancement Project. The Enhancement Project endeavors to fulfill the goals set forth in the California Coast Conservancy's Draft Batiquitos Lagoon Enhancement Plan: to restore tidal flushing by creating adequate tidal prism while conserving and enhancing existing wildlife habitat values. The Draft Enhancement Plan was developed over a period of more than two years through a public process involving state, federal and local public agencies, property owners, environmental/citizens groups and interested individuals. The Interim Report presents the information developed to date. The preliminary design concepts discussed therein are based upon Alternative A which conforms to the Conservancy's Preferred Alternative. This alternative would result in the following habitat acreages: 220 acres of subtidal habitat (0.9 feet to -5.5 feet MLLW); 170 acres of intertidal (0.0 feet to + 5.0 feet MLLW); 139 acres of salt/brackish marsh (+5.0 feet MLLW or greater); 34 acres of California least tern nesting habitat; and 33 acres of freshwater marsh. The evaluation of this alternative establishes a baseline from which modifications and other design alternatives will be subsequently developed and analyzed. Based upon the engineer- ing and costs analysis to date, the feasibility of the Enhance- ment Project is still undetermined. The Interim Report is intended to provide an early review of the initial design concepts and evaluations based upon Alternative A, as well as a review of the overall direction of the project. The tasks and findings contained therein are not complete, as further study and analyses of alternatives have yet to be completed. The Interim Report will be followed by a Draft Predesign Report and subsequently a Final Predesign Report, both of which will reflect refinement and additional engineering analyses. The conclusions reached in the later reports will be the basis for the subsequent environmental documentation (EIR/EIS) phase of the Enhancement Project. This Interim Report reviews the present status of initial design concepts and preliminary evaluations of the following: o Existing lagoon sediment characteristics, qualities, and quantities o Preliminary dredging and excavation concepts of lagoon materials for Alternative A o Preliminary disposal evaluation concepts o Tidal inlet hydraulics and preliminary design concepts o Preliminary beach nourishment concepts within the City of Carlsbad o Preliminary results of the hydraulic modeling (circulation and flushing) and water quality analysis within the lagoon for Alternative A o Preliminary considerations of the existing bridges relative to the Lagoon Enhancement Project o Avifaunal surveys to date SUMMARY OF FINDINGS Lagoon Sediments The sediments proposed to be removed from the lagoon are not hazardous, containing trace or less amounts of pollutants and well below threshold limit concentrations as defined by the California Administrative Code, Title 22. Therefore, the sediments may be disposed of by conventional land disposal methods. Sediments in the western half of the lagoon are comprised predominantly of sands and are suitable for beach-front dis- posal, beach nourishment, and least tern nesting areas. Sediments in the eastern half of the lagoon are comprised of elastic silts, fat clays and sands. The elastic silts and fat clays are nonstructural in nature and present limitations to excavation, dredging, disposal, and ultimate uses of the material. Dredging/Excavation and Disposal Concepts for Alternative A Dredging options appear limited to hydraulic and/or mechanical equipment because of soil types and lagoon geography. For Alternative A, an estimated 1.3 million cubic yards of sandy material appear suitable for beach and least tern nesting area placement, and an estimated 2.0 million cubic yards would require upland (non-beach) disposal. Preliminary costs for dredging could range between $3.50/cy and $6.55/cy, based primarily on equipment and production rates. Hauling to off-site disposal sites of the dredged materials could add an additional $3.50/cy to $5.00/cy in the east basin. The majority of the materials west of the 1-5 bridge could be disposed on the beach, putting dredging and disposal into a single operation (currently estimated at $4.90/cy). Excavation methods in the dry will be investigated in detail as a cost-effective alternative which would not require the double handling of lagoon sediments. Consideration will be given to accommodate the endangered California least tern assuming construction during the dry spring/summer months. Tidal Inlet Preliminary Concepts Numerous tidal inlet design concepts to maintain a continuously tidal system were evaluated. It appears that a jetty system will be required. A preliminary concept for tidal inlet design includes an inlet channel protected by jetties, with lined and contoured side walls. Under this design alternative, the rubblemound jetties would be low in silhouette, constructed westward into the ocean about 170 feet from the west bridge. This design concept would result in structures significantly lower and shorter than the Aqua Hedionda jetties. Partial lining of the inlet's bottom channel, such as a concrete slab, will be investigated further to increase flushing and reduce the potential for natural closing of the entrance. This prelim- inary design emphasizes short, low profile jetties with a priority on minimizing disruption to longshore sediment trans- port. Several other concepts for inlet channel construction are still being evaluated. Beach Nourishment Concept Based upon Alternative A, approximately 1.3 million cubic yards of sand are available though dredging/excavation and may be placed on the beach. Over 60 percent is below a grain size that is practical to retain on the beach given local wave conditions. The beach immediately south of the Batiquitos inlet channel has been specifically evaluated for nourishment design. Based on current investigations, it is recommended that sand of suitable grain size be applied at a rate of 50 cubic yards/foot of the beach to maximize sand retention at placement locations. Sand application should occur after the benching of existing beach profiles to provide maximum sand retention time. Excess sand should be stockpiled of future nourishment. Down coast and up coast impacts to littoral sand transport would be minimal based upon preliminary evaluations. Alternatives are being analyzed further for both nourishment and stockpiling sites. Hydraulic Modeling and Water Quality Evaluation Current meters and tide gauges were placed at strategic loca- tions inside Batiquitos Lagoon prior to removal of the natural cobble bar at the mouth of the lagoon in May 1987. This current and tide information, combined with profile mapping of the ocean bottom conditions, enabled the calibration of hydrodynamic (circulation and flushing) and water quality models to actual conditions. Alternative A appears capable of achieving 85 to 90 percent of the potential tidal prism, indicating the preliminary design of the entrance channel is effective in allowing contin- uous tidal exchange. This estimate is consistent with previous tidal prism estimates including that computed by the Coastal Conservancy. Alternative A was further modeled for water quality impacts which whosed water quality improvements of lower nutrient levels, reduced algae and turbidity, increased dissolved oxygen and salinity over existing conditions. The tidal exchanges are estimated to be 1.4 days for the far west basin, 1.5 days for the "central" basin, and up to 5 to 10 days in the east basin. Existing Bridges Considerations Engineering drawings have been reviewed for four of the five bridges that cross the lagoon. The railroad bridge has no drawing of record. Each of the other four bridges appear likely to require some structural modification or foundation protection to allow for dredging/excavation and hydraulic alteration of the lagoon. Avifaunal Surveys Four avifaunal (bird) surveys have occurred (May, June, July, and August, 1987) . Avifaunal use is seasonal. The Beldings savannah sparrow (state endangered species) and the California least tern (federal and state endangered species) have bee observed in sizable numbers at certain months. Monthly surveys are scheduled to continue through the contract period. FUTURE WORK TO BE UNDERTAKEN Work to date in the Interim Report focused upon Alternative A which establishes a baseline from which modifications and other design alternatives will be subsequently developed. Future work will emphasize additional analyses and evaluation to develop feasible and cost-effective alternatives. The Draft Preliminary Design Report will expand upon the informa- tion provided in the Interim Report and also include: o Volume of dredged/excavated material by type and location o Excavated/dredged material disposal methods o Excavated/dredged material disposal sites o Excavation/dredging depths and boundaries (detailed grading plans) o Tidal inlet design recommendation o Revisions to grading plan/tidal inlet design to improve habitats o Reach nourishment design recommendation o Lagoon circulation and flushing (PMA-2 modeling results) o Lagoon water quality (RMA-4 modeling results) o Utility relocation method o Bridge protection recommendations Lagoon sedimentation (SED-4 modeling results) o Sediment control plan o Engineering cost estimates of project components LAT1G/022 BATIQUITOS LAGOON ENHANCEMENT PROJECT INTERIM REPORT APPENDIX Praparsd By CtfMHILL Tekmarln* Michael Brandman Associates 3«pt«mb«r 1987 DRAFT Appendix A VIBRACORE SOIL BORING LOGS LAT1H/002 m 5 _ iiS-U -- Ii e PLASTICITY INDEX. PI ,» S £ ^ H CO O 00 i §S 3JO > 5 8 m m o o o I *rf?!f« 8 *i3333333AI A 4 A .4 Ai s 5| i i j| i i is iia x »J a x »1 a x *1 a x ii/JI/Ii/JJ ssssll 11?!" \\ ??,'Jllliiia* II 111ujjm ii ii" ii§ * "|»llin ax i! 111 Hii f» n»*t tiH I! SSs H11 ax II Iff,m **!* *i s i 'I'll 'HI i«j i" »;'i!™ii f 1 i 1 i 1 1 n * I pXH5 * »gs S5 i 8 liiiliilliil iiii ^si $mUii 1111 UH nil1111 1111nil Isliii siliiiiiil iiii iiii iiiimi UH iiiiIiiiiiiiUli lilt lilt iiii f!SSJ lip Hill flfi* { 1 * I f * { Y t? llfi i4l Ilffll IC||!! u i i"s [ UU fill fillmill PROJECT NUMBER N22723.G1 BORING NUMBER VC-1 SHEET j SOIL BORING LDG BATIQUITDS LAGOON, REGION 1 LDCATIIX CARLSBAD, CALIFORNIA Ft rvATrnu APPROX. ZA FT NGVD DRILLING CONTRACTOR OCEAN SURVEYING INC. WILMINGTON. CA. DRILLING METHOD AND raitMgur BOAT-MOUNTED, MODEL 500, VIBRATORY CDRER, 10 FOOT LENGTH 2 1/4" » LEXANE LINER LAGOON WATER LEVEL «. nATr*PPRDX,4.5FT 5/25/87 yjun 5/82/87 FTMISH 5/25/87 i nnrjg D.S. HIMES pb zg H< i .6 U| x^R &si£ 0 1 2 - 3 - _ 4 - 5 - - 6 - 7 - ~ 8 - 9 " in 11 - 12 - 13 - 14 - 15 NUIb.' 5U SAMPLE qj pt k 0.0 1,6 2.4 6,3 7.4 10.0 ^Q£um l\ J-l J-2 J-3 J-4 IL Ut^CRlr 1 1UN. UJ ^i§ 1.6 0.8 3.9 1.1 0 5 ON TH STANDARDPENETRATIONTESTRESULTS 6'-6'-6' <K> SOD. DESCRIPTI0N SOD. NAME, COLOR, MOISTURE CONTENT,RELATIVE DENSITY OR CONSISTENCY, ^nnSTRUCTURE, MDCRAUXY. USCS GROUPSYMBOL SILTY SAND - 10-20'X FINES. THE TOP 1/2 IS SILTIER, FINE SAND, GRAY, WET - LOOSE, STRONG SULFUR DDDR <svf)' CLAYEY SAND - 30-45* MEDIUM PLASTIC FINES, FINE SAND, BLUE-GRAY MDIST LOOSE, <sc> SULFUR SMELL POORLY GRADED SAND WITH SILT- 5-10V. FINES, FINE SAND, GRAY, MDIST, MEDIUM - DENSE, OCCASIONAL SHELLS, (GASTROPODS AND BIVALVES) SULFUR SMELL SP-SM - - - - SANDY LEAN CLAY - MANY THIN LAYERS OF COMPACTED CLAY WITHOUT THE POORLY GRADED SAND <cD FEW WELL-ROUNDED GRAVELS " BOTTOM OF BORING AT 10 FT. - - - - IS l.Oti ARE A SUMMAKT \Jr MLLiJ AINU LAMJKfllUKY V1MJAL ULA^^lh g t-5 SwW&33Q sm sc SP-SM cl GW COMMENTS DEPTH OF CASING,DRILLING RATE,DRILLING FLUID LOSS,TESTS ANDINSTRUMENTATION WATER DEPTH = 1.9 FT - EASY DRILLING 0-5 FT HARD DRILLING 5-6 FT - . • .. '.>. - 6-8 FT VERY HARD DRILLING VERY DIFFICULT DRILLING DRILLERS WERE ABLE TO GET THROUGH 1/2 FTV OF GRAVELS AND CORED TO 10 FT - BUT LOST . BOTTOM WHEN PULLING CORE BARREL- CLAY PLUG HELPED SAMPLE STAY IN BARREL. DRILLER. NOTED THAT THE MAT- ERIAL BELOW THE GRAVEL REACTED LIKE ~ SAND. - - - - CATIONS ANJJ LABUKAIL1KT Its I, IF ANT PROJECT NUMBER N22723.G1 BORING NUMBER VC-2 SHEET SDIL BORING LOG BATIQUITDS LAGOON, REGION 1 LOCATHX CARLSBAD, CALIFORNIA APPROX. 2.0 FT NGVJ DRILLING CONTRACTOR OCEAN SURVEYING INC. WILMINGTON. CA. DRILLING METHOD AND FQIITPX-IJTBOAT-MOUNTED, MODEL 500, VIBRATORY CORER, 10 FOOT LENGTH 2 1/4' $ LEXANE LINER LAGOON WATER LEVEL «, nATrAPPROXASFT 5/22/87<TABT 5/S1/87 FIMTBI. 5/21/87 , nnnrp D.S. HIMES < .0 life 0 1 2 - 3 - 4 - 5 - 6 - 7 - 8 - 9 - 10 - 11 - 12 - 13 - 14 - 15 NUI£I so SAMPLE INTERVAL<rn8.0 ll IL DCSCRlf 1 1UN. le 0 ! ON TH STANDARD PENETRATIONTESTRESULTS 6'-6'-6»ao — SOD. DESCRIPTION SOD. NAME, COLOR, MOISTURE CONTENT, RELATIVE DENSITY OR CONSISTENCY, SOIL STRUCTURE, MINERALOGY. USCS GROUPSYMBOL ND SAMPLE COLLECTED POORLY GRADED SAND <sp) NO RECOVERY - - BOTTOM OF BORING AT 8.0 FT. - - - - - - 15 LOG ARC A ^umAKY UF FICLA AND LABQRAIUKT VISUAL U.ASSIT USCSCLASSIFICATIONsp<7> COMMENTS DEPTH OF CASING,DRILLING RATE. DRILLING FLUID LOSS, TESTS AND INSTRUMENTATION WATER DEPTH = 2.5 FT 3 ATTEMPTS TD RECOVER CORE. PROBLEMS RECOVERING SAMPLE CORE LOST SAMPLE WHEN PULLING CORE BARREL - UP. LOST ANOTHER CORE SAMPLE WHEN TRYING TD REMOVE THE LEXANE LINER, TRIEB VIBRATING SAMPLE DUTY DRILLERS NOTES SANS* MATERIAL THE FULL DEPTH DRILLED. _ VERY HARD DRILLING COULD ONLY DRILL TD MAXIMUM 8.0 FT LDST SAMPLES. - REFUSAL AT 8.0 FT. - - - - - - CATIONS ANjJ LABLJKAIUKT IL51* if ANT PROJECT NUMKR N22723.G1 BORING NUMBER VC-3 SHEET SOIL BORING LDG BAT1CUITDS LAGOOH REGION 1 LQCATiag CARLSBAD, CALIFORNIA n r\/ATir»i APPROX. -1.5 FT NGVTJ DRILLING CONTRACTOR OCEAN SURVEYING INC. WILMINGTON. CA. DRILLING METHOD AND rniiTPMrMT BOAT-MOUNTED, MODEL 500, VIBRATORY CORER, 10 FOOT LENGTH 2 1/4* 4> LEXANE LINER LAGOON WATER LEVEL L nATr APPRaX.4.5FT 5/22/87 <;TAPT. 5/21/87 mnsu. 5/21/87 i nrjrp . D.S. HIMES ..; 0 i 2 - 3 - 4 - 5 - 6 - 7 - 8 - 9 - 10 - 11 - 12 - 13 - 14 - 15 NUitl SU SAMPLE 1 2.5 3.9 6.2 6.5 IL DCSC ll J-l J-2 J-3 KIPTIUN! k 2.5 1.4 2.3 0.3 5 ON TH STANDARD PENETRATION *'~<N>6' SOIL DESCRIPTION SOIL NAME, COLOR, MOISTURE CONTENT, RELATIVE DENSITY OR CONSISTENCY, SOD-STRUCTURE, MINERALOGY. USCS GROUP SYMBOL ORGANIC SILT - BLACK, VERY SOFT, SATURATED, MUD CONSISTENCY <ol> VERY STRONG SULFUR SMELL. _ SILTY CLAY - MEDIUM PLASTIC, 10-15/J FINE SAND, GREENISH-BLACK. WET, VERY SOFT <cl-nl> VERY STRONG SULFUR SMELL. POORLY GRACED SA.NP - LESS THAN 5X FINES, GRAY, WET, MED DENSE <st> - ONE THIN 1/4'f SILT LAYER SEVERAL WELL ROUNDED GRAVELS BOTTOM OF BORING AT 6.5 FT. - - - - - - - IS LLRj ARE A SUMMARY J> hiLLD AMI] LABORATORY VISUAL CLA5SIFJ J ol cl-nl sp 0* CATIONS COMMENTS DEPTH OF CASING, DRILLING RATE, DRILLING FLUID LOSS, TESTS AND INSTRUMENTATION WATER DEPTH = 6.0 FT. DRILLING ALTERNATING SOFT AND FIRM LAYER - DOWN TO 4.0 FT, „ "— GRAVELS -v 6 FT. REFUSAL AT 6.5 FT. - - - - - - - - AND LftgukAiuRY !E3t, IF ANY PROJECT NUMBER N22723.G1 BORING NUMBER VC-4 SHEET 1 SDIL BDRING LDG BATIOUITOS LAGOOH REGttlN 1 CARLSBAD, CALIFORNIA ri rvATTHM APPROX. 0.8 FT NGVD DRILLING CONTRACTOR OCEAN SURVEYING INC. WILMINGTON. CA. DRILLING METHOD AND FtM ITWMT BOAT-MOUNTED, MDDEL 500, VIBRATORY CORER, 10 FOOT LENGTH 2 1/4' » LEXANE LINER LAGOON WATER LEVEL t TULTrAPPROX.4.5FT 5/22/87gTAPT 5/21/87 FIMTSH. 5/21/87 UK^ . U.S. HIMES ill 0 1 2 - 3 - - 4 - 5 - - 6 - 7 - 8 - 9 - 10 11 - 12 - 13 - 14 - 15 NuTt> ill SAMPLE le 0.5 7.0 10.0 1 J-l J-2 n. DESCRIPTION? k 0.5 6.5 0 k ON TH STANDARD PENETRATION TESTRESULTS ™~* — ^^~^~ SOIL DESCRIPTION SOD. NAME, COLOR, MOISTURE CONTENT, RELATIVE DENSITY OR CONSISTENCY, SOU.STRUCTURE, MINERALOGY. USCS GROUP SYMBOL ! 3RGANIC SILT -MEDIUM PLASTIC VERY' STRONG SULFUR SMELL <oi> ' 1 POORLY GRADED SAND - LESS THAN 5X FINES, FINE TO MEDIUM SAND, GRAY " MOIST, MEDIUM DENSE <sp) FEW SHELLS, LITTLE SULFUR SMELL. ~ - - - _ - - NO RECOVERY - BOTTOM OF BDRING AT 10.0 FT. - - - 15 LOG ARE A SUMMARY iff- FIELD AND LABUKAIUKY VISUAL CLASSJ>USCSCLASSIFICATIONOl sp COMMENTS DEPTH OF CASING, DRILLING RATE, DRILLING FLUID LOSS. TESTS AND INSTRUMENTATION WATER DEPTH = 3,7 FT. TOP 1FT. SOFT 1-5 FT DIFFICULT DRILLING. ~ - - ;• • _ 5-6 FT. HARD DRILLING - BELOW 6 FT. VERY DIFFICULT DRILLING RECOVERED 7 FT. CORE CORE WAS DRILLED TO10 FT. BUT LOST - MATERIAL DUE TO VIBRATING CORE OUT OF THE HOLE DRILLER NOTES PROBABLY SAND BELOW 7.0 FT. - - - - CATIONS AND LABUKAlUKT TEST, IF ANY PROJECT NUMBER N22723.G1 BORING NUMBER VC-5 SHEET SDIL BDRING LOG BATIOUITDS LACODH REGIDN 1 LOCATION CARLSBAD, CALIFORNIA n CVATITTM APPRITX. OS FT NGVD DRILLING CONTRACTOR OCEAN SURVEYING INC. WILMINGTON. CA. DRILLING METHOD AND roniPigijT BOAT-MOUNTED, MODEL 500, VIBRATORY CORER, 10 FDDT LENGTH, 2 1/4* $ LEXANE LINER WHEN WATER LFvn t nATr APPROX.4.5FT 5/22/87 ST*PT 5/21/87 FTNTSH 5/21/87 , nmrB . D,S, HIMES DEPTHBELQVMUDLINC<FT>0 1 2 - 3 - 4 - 5 — 6 - 7 - 8 - 9 - 10 - 11 - 12 - 13 - 14 - 15NUILi w SAMPLE INTERVAL<m0.5 2.7 3,8 8.2 1 J-l J-2 J-3 J-4 IL DESCRIPTION? le 0.5 2.2 1.1 4.4 ! ON TH STANDARD PENETRATIONTESTRESULTS 6'-6'-6' <N> SOD- DESCRIPTION SOD. NAME. COLOR, MOISTURE CONTENT,RELATIVE DENSITY OR CONSISTENCY, SOILSTRUCTURE, MINERALOGY. USCS GROUPSYMBOL ORGANIC SILT - BLACK. VET. VERY SOFT \ <°l> 7 POORLY GRADED SAND - LESS THAN 5X FINES, FINE SAND, LT GRAY, VET MED DENSE, LITTLE IRON STAIN, SP-SM, FEV SMALL SHELL FRAGMENTS. " - - CLAYEY SANB - 25-3SZ MEDIUM PLASTIC FINES IN ALTERNATING THIN LAYERS, DARK GRAY, MOIST, MEDIUM DENSE, VERY STRONG SULFUR SMELL, SCFEV SHELLS POORLY GRADED SAND - LESS THAN 5'/. FINES, FINE TD MEDIUM SAND, DARK GRAY, MOIST, DENSE <sp> SOME SULFUR SMELU FEV CLAM SHELLS AT TOP. - - _ BOTTOM OF BORING AT 8.2 FT, - - - - - - IS LOG ARC A SUMMARY LJF HLLD AND LAbuKATOKY VISUAL CLASSIF USCSCLASSIFICATIONol SP-SM SC sp COMMENTS DEPTH OF CASING, DRILLING RATE, DRILLING FLUID LOSS, TESTS AND INSTRUMENTATION VATER DEPTH = 3.7 FT. TOP 6 FT EASY CORING - •• - 6-10 FT VERY HARD DRILLING RECOVERED 8.2 FT. - - - - - - - [CATIWS AND LABUKAIUKY TEST, IF ANY PROJECT NUMBER N22723.G1 BORING NUMBER VC-6 SHEET SOIL BORING LOG BATIQUITOS LAGDDH REGION 2 LOCATION CARLSBAD, CALIFORNIA ri rv/ATTnu APPRDX, 2.8 FT NGVD DRILLING CONTRACTOR OCEAN SURVEYING INC, WILMINGTON. CA. DRILLING METHOD AND roiiTPtrMT SPAT-MOUNTED, MODEL 500, VIBRATORY CDRER, 10 FOOT LENGTH & 1/4' $ LEXANE LINER LAGOON VATER LEVEL i T»ATirAPPRDX.4.5FT 5/22/87 ,.TABT 5/21/87 FTMISH, 5/21/87 UGCQ, ^ D.S. HIMES pb < .8 ||| 0 1 2 3 , . 4 - 5 - . 6 - ~ 7 8 9 - 10 - 11 - 12 - 13 - 14 - 15 NOTE.' ^u ^ IEn.? 0,9 2.1 3.0 3,7 5.3 6.4 7.5 8.5 IL DESL SAMPLE | .1-1 J-2 J-3 J-4 J-5 J-6 J-7 J-8 J-9 {{If'iiUfo, leSbn.? 0.7 1.2 0.9 0.7 1.6 1.1 1.1 1.0 i ON In STANDARD PENETRATION RESULTS 6'-6'-6' CN> IS LUd AKE A" SOD. DESCRIPTION SOIL NAME, COLOR, MOISTURE CONTENT, RELATIVE DENSITY OR CONSISTENCY, SOILSTRUCTURE, MINERALOGY. USCS GROUP SYMBOL SILTY §ANJ - 15-252 PLASTIC FINES (*m) .ORANGE WITH BLACK ORGANIC PATCHES / PDnRLY GRADED SAMP — MEDIUM SAND, LESS THAN 5X FINES ORANGE, WET \DENSE <sp> 1 SANDY ORGANIC SILT - TOP 3* 25-35X FINESAND - LOWER HAS LESS THAN 554 SAND, ALTERNATING BLACK / UNO BROWN LAYERS, WET, SOFT <ol>. / PLASTICltY DARK BROWN, MOIST, STIFF, MH, BLUE-GRAY COLOR BELOW 3.0 FT PQDRLY GRADED SAND - LESS THAN 5V. ~ FINES, FINE SAND, LT GRAY WITH IRON STAIN, ABUNDANT MICA, MOIST, MED. DENSE, FEW SHELLS <sp) SILTY SAND - 10-20% FINES, DARK GRAY, SOME MICA, MOIST, MEDIUM DENSE, SOME SHELLS <sm>- SANDY SILTY CLAY - 30-40X FINE SAND, MEDIUM PLASTICITY, BLUE-GRAY, MOIST, STIFF Ccl-nO POORLY GRADED SAND - SIMILAR TO J-6 EXCEPT LESS MICA <sp) BOTTOM OF BORING AT 8.5 FT. suwARV Dt f &.LD AND LABUM 1 UKV VISUAL CLA55IF | § • sn sp ol MH sp sn cl-nl sp LCATltas COMMENTS DEPTH OF CASING,DRILLING RATE, DRILLING FLUID LOSS, TESTS AND INSTRUMENTATION WATER DEPTH = 1.7 FT HARD DRILLING TOP 1 FT 6 FT _ - . _ 6-8.5 FT VERY HARD DRILLING ~ ^ REFUSAL AT 8.5 FT - AND LABDRAiLiKT it.^T, i^ ANY PROJECT NUMBER N22723.G1 BORING NUMBER VC-7 SHEET SDIL BDRING LDG BATIQUITOS LAGDOH REGIDN Z LOCATION CARLSBAD, CALIFORNIA ri rvATTTiM APPRDX. 0.7 FT NGVP DRILLING CONTRACTOR OCEAN SURVEYING INC. WILMINGTON. CA. DRILLING METHOD AND roi ITIWMT BOAT-MOUNTED, MODEL 500, VIBRATORY CORER, 10 FOOT LENGTH, 2 1/4' $ LEXANE LINER LAGOON VATER LEVEL I. nATFAPPROX.4,5FT 5/22/87 STAPT 5/21/87 FTMTSH. 5/21/87 LnGGER . D.S, HIHES kj X^fi &5lb o i -J _ 2 - 3 _ - 4 -> _ 5 — - 6 - 7 8 9 - 10 - 11 - 12 - 13 - 14 - 15 SAMPLE 5gc IE 0.3 0.9 3.0 4.9 7.0 7.6 8.5 NUFLi SOIL DESC <tt uiS£ij-i J-2 J-3 J-4 J-5 J-6 RlPlUJH. Q 2 BE 0.3 0.6 2.1 1.9 2.1 0.6 0 ON TH STANDARD PENETRATIONTESTRESULTS 6*— 6*— 6* 00 SOD. DESCRIPTION SOIL NAME, COLOR, MOISTURE CONTENT, KLLATIVE. BE.NSITT UK UJF&ISTENCY, SOILSTRUCTURE, MINERALOGY. USCS GROUPSYMBOL ORGANIC SILT-BLACK.VERY SOFT,WET <ol) ELASTIC SILT WITH SAND - 15-20X FINE SAND, MEDIUM PLASTICITY, DARK yBRDWN <nh) VtKY LUQ5E, wt I ^ PDORLY 5RAPEP SAND. - LESS THAN 5X FINES, FINE SAND, LT GRAY WITH FEDX STAIN, ABUNDANT MICA, WET, MEDIUM DENSE <sp> FEW SHELLS. SILTY SAND - 10-20X SLIGHTLY PLASTIC FINES, MORE ABUNDANT AT LOWER 6 INCHES, DARK BLUE-GRAY SOME MICA, ALDT OF BIVALVES t GASTROPOD SHELLS, WET, MEDIUM DENSE <sn> POORLY GRADED SAND - SIMILAR TO J-3, ND SHELLS - ~ BOTTOM DF BDRING AT 8.5 FT - - - - - - IS LOG ARE A SUMMARY OF HtLJJ AND LABORATORY VISUAL CLASSIF g 5 8Vtifi§3 ol nh sp sn sp CATIIMS COMMENTS DEPTH OF CASING, DRILLING RATE, DRILLING FLUID LOSS, TESTS AND INSTRUMENTATION WATER DEPTH = 3,8 FT, TUBE PUSHED TOP 1 FT, - _ EASY DRILLING 1-6.3 FT. . . m „ 6.5-8,5 FT VERY HARD DRILLING REFUSAL AT 8,5 FT. RECOVERED ONLY 7.6 FT. OF CORE - - - - - - AND LABORATORY TEST, IF ANY PROJECT NUMBER N22723.G1 BORING NUMBER VC-8 SHEET SOIL BDRING LDG BATMUITCS LAGOON, REGION Z LOCATION CARLSBAD, CALIFORNIA ci rvATTnn APPRDX. 10 FT NGVD DRILLING CONTRACTOR OCEAN SURVEYING INC. VILMINGTCIN. CA. DRILLING METHOD AND raiTPtguT BOAT-MOUNTED, MODEL 500, VIBRATORY CORER, 10 FOOT LENGTH 2 1/4' 4» LEXANE LINER LAGOON VATER LEVEL i. niTrAPPRDXASFT 5/22/87CTABT 5/20/87 FTM«U. 5/20/87 , nrayp . D.S. HIHES U) Z^B &ll£ o 1 2 3 - 4 - 5 - _ 7 - 8 - 9 - 11 - 12 - 13 - 14 - 15 NUIU SO SAMPLE 5pe It; 0.3 0.9 3.0 5.3 7.2 8,9 10.0 n_ DtvL ^K53£1 J-l J-2 J-3 J-4 J-5 J-6 — Klfl JIM* Q ^l£ 0.3 0.6 2.1 2.3 1.9 1.7 0 ? ON TH STANDARD PENETRATIONTESTRESULTS 6'~6'— 6' <N> — ~^~ SOIL DESCRIPTION SOIL NAME, COLOR, MOISTURE CONTENT, RELATIVE DENSITY LI* CONSISTENCY, SOILSTRUCTURE, MINERALOGY. USCS GROUP SYMBOL ORGANIC SILT-BLACK. VET, VERY SUFI COW ELASTIC SILT OR FAT CLAY - MEDIUM - PLASTIC, DARK BROWN, WET, SOFT TO POORLY GRADED SAND - FINE SAND LESS THAN 5X FINES, LT GRAY WITH IRON STAINING, WET, MEDIUM DENSE ABUNDANT MICA <sp> FEW BIVALVES AND GASTROPOD SHELLS SILTY SAND - 35-452 SLIGHTLY PLASTIC FINES, MORE FINES AT BOTTOM 8 INCHES- BLUE-GRAY, WET, MEDIUM DENSE, SOME MICA, OCCASSIONAL SHELLS, SM - POORLY GRADED SAND WITH SILT - 5-15X FINES, GRAY WITH IRON STAIN, WET, MEDIUM DENSE, SP-SM, NO IRON STAIN BELOW 7.2 FT. - — - BOTTOM OF BDRING AT 10.0 FT. - - - - 15 LOG AKL A SUMMARY Ut ^ILLD AND LABUKAIUKY VISUAL CLASSU* g 5 H t9M 3d ol nh/ch sp SM SP-SM COMMENTS DEPTH OF CASING, DRILLING RATE, DRILLING FLUID LOSS, TESTS AND INSTRUMENTATION WATER DEPTH = 3.5 FT. - " • _ ... ... • ''•: . _ - — TUBE WAS PUSHED 10 FT BUT ONLY RECOVERED 8.9 FT. OF CORE - - - - CATIONS WHO LABOKA 1 LJKT TEST, tf ANT PROJECT NUMBER N22723.G1 BORING NUMBER VC-9 SHEET OF SDIL BDRING LOG BATMUTTDS LAGOON, REGION 8 LOCATION CARLSBAD, CALIFORNIA n rvATTmi APPRPX. 1.0 FT NGVD DRILLING CONTRACTOR OCEAN SURVEYING INC. WILMINGTON. CA. DRILLING METHOD AND ranwMT BOAT-MOUNTED, MODEL 500. VIBRATORY CORER, 10 FDDT LENGTH, 2 1/4' $ LEXANE LINER inn™ UATFB i rvri t. ™TrAPPROX,4.5FT 5/22/87 ,TABT. 5/20/87 rn,™. 5/20/87 , nnrxB . U.S. HIMES ux 2*i-js9i£ 0 1 - 2 - _ 3 - " 4 5 - - - 7 - — 8 - - 9 10 - 11 - 12 - 13 - 14 - 15 NiHt.i MJ SAMPLE ^pe k 0.5 1.7 3.9 5.5 9.0 <p£uS*ij-i J-2 J-3 J-4 J-5 IL DESuttif i iurk Q ^§Psb 0,5 1.2 2.2 1.6 3.5 5 ON TH STANDARDPENETRATION TESTRESULTS 6*— 6'—6* (N) SDD. DESCRIPTION SOIL NAME, COLOR, MOISTURE CONTENT, RELATIVE DENSITY OR CONSISTENCY, SOD. STRUCTURE, MINERALOGY. USCS GROUPSYMBOL ORGANIC SILT - BLACK, VERY SOFT Col) FAT CLAY - MED TO HIGH PLASTICITY, FEW THIN SILTY SEAMS, LESS THAN 55i - FINE SAND, DARK BROWN, WET, MEDIUM STIFF, CH POORLY GRADED SAND - LESS THAN 5X FINES, LT GRAY, WITH IRON STAIN, ABUNDANT MICA, WET, MEDIUM DENSE -<sp> - - SILTY SAND- SIMILAR TO J-3 EXCEPT 10-152 FINES, DARK GRAY, SOME PLASTIC FINES ON BOTTOM 6 IN. FEW SHELLS, MEDIUM DENSE, WET <sn) ~ POORLY GRADED SAND - SIMILAR TD J-3 WITH ABUNDANT OYSTER SHELLS AT THE BOTTOM. <sp) - — - - BOTTOM OF BORING AT 9.0 FT - - - - - IS LDG ARE A SUMMARY l> MfcJ-U AND LAflQRAILJKT VJ5UM. ULAS^IT X 5 §VIM 3d ol CH sp sn *P COMMENTS DEPTH OF CASING, DRILLING RATE,DRILLING FLUID LOSS,TESTS ANDINSTRUMENTATION WATER DEPTH = 3.5 FT . - _ _ - • 1 m " HARD DRILLING BETWEEN 5-7 FT. - VERY DIFFICULT CORING " BELOW 7 FT. - OYSTER SHELL HASH AT " BOTTOM - - - - - CATIONS AND LAifUKAlUKY ItMj if ANY PROJECT NUMBER N22723.G1 BORING NUMBER VC-10 SHEET SDIL BORING LDG BATIOUITDS LAGOON, REGION 2 LtKATinN CARLSBAD, CALIFORNIA n rv/ATTnu APPROX. 1.0 FT NGVD WILLING CONTRACTOR OCEAN SURVEYING INC. WILMINGTON. CA. DRILLING METW1D AND cm ITPMTMT BOAT-MOUNTED, MODEL 500. VIBRATORY CORER, 10 FOOT LENGTH 2 1/4' » LEXANE LINER LAGOON VATER LEVEL t nATrAPPROXASFT 5/gg/87CTAPT 5/20/87 rTMT<u 5/20/87 , „„, . D.S. HIMES y X^B &il£ o 1 ™ - 3 - - 4 - - 5 - 6 - 7 - — 8 - 9 - 10 - 11 - 12 - 13 - 14 - 15 NLJIE.I Su SAMPLE ^ Of.k 0.3 1.4 2.8 6.5 7.2 1QUJ A Nj-i J-2 J-3 J-4 J-5 n_ DESCRIP T IUN? s go C Sb 0.3 1.1 1.4 3.7 0.7 i Dl Ttf STANDARDPENETRATIONTESTRESULTS 6'-6'-6'<K> SOD. DESCRIPTION SOIL NAME, COLOR. MOISTURE CONTENT, RELATIVE DENSITY OR CONSISTENCY, Smi STRUCTURE. MINERALOGY. USCS GROUP SYMBOL ORGANIC SILT-BLACK.VERY SDFT,WET <ol) ELASTIC SILT PR FAT CLAY - LESS THAN 5-15X FINE SAND, DARK BRDVN, WET, MEDIUM STIFF, <nh/ch> POORLY GRADED SAND - LESS THAN 5X FINES, FINE SAND, BLUE-GRAY WITH IRON STAIN, WET, DENSE <sp) ABUNDANT' MICA FLECKS. SILTY SAND - 25-30X FINES, SLIGHTLY - PLASTIC IN THE BOTTOM 6 INCHES, DARK BLUE-GRAY, MOIST, DENSE, SOME - SHELLS, ABUNDANT MICA, SM - - ~~ '. POORLY GRADED SAND - SIMILAR TO J-3 BOTTOM OF BORING AT 7.2 FT - - - - - - - IS LDG ARE A SUMMAKY Uh FIILLD ANU LAMJKAIUKY VISUAL CLASSIF | ai(4M§5 ol nh ch sp SM sp COMMENTS DEPTH OF CASING, DRILLING RATE,DRILLING FLUID LOSS, TESTS AND INSTRUMENTATION WATER DEPTH = 3.5 FT EASY CORING TO 3.0 FT ~ " VERY HARD DRILLING . : •. • ' " - -• "™ ! REFUSAL AT 7.2 FT - - - - - - - - CATIONS AMI) LABUKAILJKT TLS1, IF ANT PROJECT NUMBER N22723.G1 BORING NUMBER VC-11 SHEET SDIL BDRING LOG BATIQUITDS LAGDON, REGION 3 LOCATION CARLSBAD, CALIFORNIA ri FVATtrai APPRDX. 8.6 FT NGVTJ DRILLING CONTRACTOR OCEAN SURVEYING INC. WILMINGTON. CA. DRILLING METHOD AND Fa ITPMTMT BOAT-MOUNTED, MODEL 500. VIBRATORY CORER, 10 FOOT LENGTH, 2 1/4' » LEXANE LINER LAGOON VATER LEVEL «. nATrAPPRDX.4.5FT 5/22/87gTABT 5/20/87 -FINISH,5/20/87 D.S. HIMES ill 0 1 - 2 - 3 - 4 - 5 - 6 - 7 - 8 - 9 - 10 - 11 - 12 - 13 - 14 - 15 NUILi SkU SAMPLE INTERVAL<FD8.1 3.6 5.7 6.3 7,2 8.7 IL DESC 1 J-l J-2 J-3 J-4 J-5 J-6 KIPTIDN; le 2.1 1.5 2,1 0.6 0.9 1.5 > ON TH STANDARDPENETRATION RESETS 6'-6'-6' <N> SOD. DESCRIPTION SOD. NAME, COLOR, MOISTURE CONTENT,RELATIVE DENSITY OR CONSISTENCY, SOILSTRUCTURE, MINERALOGY. USCS GROUPSYMBOL PntJRLY GRADED SA.N2 - LESS THAN 5X FINES, FINE TO MED SAND, LT BROWN, WET, MEDIUM DENSE <sp> SOME IRON STAINING FAT CLAY DR ELASTIC SILT WITH SAND MEDIUM TD HIGH PLASTICITY, - SILTY SEAMS, 2-QNE-INCH THICK SILTY SAND LAYERS AT 2.5 FT AND 2.9 FT. BLACK-BROWN MDIST TD WET, MEDIUM STIFF, nh/ch, UPPER 8 IN- BLACK MOTTLED-ORGANIC SILT <ol> / FAT CLAY - MEDIUM TO HIGH PLASTICITY, BLUE-GRAY, 15-20% SAND <OPAQUE) IN CONCENTRATED LAYERS, MDIST, STIFF, CH - /SILTY SAND - 35-45X LOW PLASTIC \ FINES, FINE SAND, DARK GRAY, WET, MEDIUM DENSE, <sm> FEW SHELLS SA.NB-Y SILT - 20-40% SAND. SOME CLAY.- LDW TD MEDIUM PLASTIC FINES, LT BLUE-GRAY, WET, MEDIUM DENSE <nl> POORLY GRADEP SA.ND - LESS THAN — 5X FINES, BLUE-GRAY, ABUNDANT MICA FLECKS, SOME IRON STAIN, MOIST, MEDIUM- DENSE <sp> FEW SHELL FRAGMENTS BOTTOM OF BDRING AT 8.7 FT IS LOG AKt A SUMMARY ur MU.IJ AND LABDKAIURY VISUAL CLASSIF USCSCLASSIFICATIONSP Ol nh/ch CH sm ml sp COMMENTS DEPTH OF CASING,DRILLING RATE,DRILLING FLUID LOSS,TESTS AND INSTRUMENTATION WATER DEPTH = 1.9 FT HARD DRILLING TO 2 FT.- ND DRGANICS AT THETOP SMOOTH DRILLING TO TD 7.5 FT. J-2 TORVANE -C4» TSF - J-3 TDRVANE - 0.13 T$T • OPAQUE SAND IN J-3 IS GYPSUM HARD DRILLING AT 7,5-8.5 FT. - REFUSAL AT 8,7 FT - CATIONS AND LABOKAIDKY TEST, IF ANY PROJECT NUMBER N22723.G1 BORING NUMBER VC-12 SHEET SOIL BORING LDG BATIOUITOS LAGOON, REGION 3 LOCATION CARLSBAD, CALIFORNIA n C-VATT™ APPRQX. g.6 FT NGVD DRILLING CONTRACTOR OCEAN SURVEYING INC. WILMINGTON. CA. DRILLING METHOD AND ra ITPI»-KIT BOAT-MOUNTED, MODEL 500, VIBRATORY CORER, 10 FOOT LENGTH 2 1/4* $ LEXANE LINER LAGOON WATER LEVEL 1 nnrAPPRDXAgFT 5/22/87gTABT 5/20/87 -FINISH,5/20/87 U.S. HIMES Ill o 1 2 - 3 - 4 - _ 6 7 - 8 - 9 - 11 - 12 - 13 - 14 - 15 NUILi Su 1g£ 0.6 2.1 5.0 5.6 7.1 8,5 10.0 n_ DESC SAMPLE | J-l J-2 J-3 J-4 J-5 J-6 klf I1LJFG le 0,6 1.5 2.9 0.6 1.5 1.4 0 5 DN TH STANDARDPENETRATION RESETS ™~* ^~^~ IS LOG ARE A SOIL DESCRIPTION SOIL NAME. COLOR, MOISTURE CONTENT,KtLAuvt DtNSiIf IK CUMSii 1 LffcT, SOILSTRUCTURE. MINERALDGY. USCS GROUP SYMBOL SANDY ORGANIC SILT - BLACK, VERY SOFT <ol> ELASTIC SILT OR FAT CLAY - MEDIUM PLASTICITY, 1/4-1/2 IN THICK . SILTY SEAMS, LESS THAN 5X FINE SAND, DARK BROWN, 1 IN. THICK BLACK ORGANIC SILT AT 1.3 FT. WET, STIFF <nh/ch> ELASTIC SILT - MEDIUM PLASTICITY, ~" 5-10X OPAQUE SAND <GYPSUM) IN LAYERS W/SULFUR SMELL, BLUE-GRAY, MOIST, STIFF, FEW SHELL FRAGMENTS, MH SANDY SILT - LOW TO MEDIUM PLASTIC FINES, 30-40X FINE SAND, SOME CLAY, JJLUE— GRAY, WET (SLICK) MEDIUM STIFF / \ \nl) / SILTY CLAY WITH SAND - MEDIUM PLASTICITY, 2-DNE-INCH THICK SANDY SILT SEAMS, BLUE-GRAY, MOIST, STIFF ' POORLY GRADED SAND - LESS THAN 5X. FINES, BLUE-GRAY W/ABUNDANT MICA FLECKS, MOIST, MEDIUM DENSE, BOTTOM 4 INCHES ABUNDANT BIVALVES ~ AND GASTROPOD SHELLS <sp> - BOTTOM OF BORING AT 10.0 FT. SUMMARY I* MU.D AND LABORATORY VISUAL U-ftiSU- § g il ol inh/ch MH cl-nl sp CATlLVn COMMENTS DEPTH OF CASING,DRILLING RATE,DRILLING FLUID LOSS, TESTS AND INSTRUMENTATION WATER DEPTH - 3.2 FT J-2 TDRVANE = 0.1 TSF - J-3 TOR VANE •- 045 TSF. i A UA<? AW HJT1AKIT MUSSEL SHELLS AT THE - BOTTOM " J-5 TDRVANE = 0.1 TSF " CORE WAS PUSHED SOME OF THE UPPER SLUDGE RECOVERED ONLY 8.5 FT. DF CORE - AND LABQRAlLJKV ikST, IF ANY PROJECT NUMBER N22723.G1 BORING NUMBER VC-13 SHEET SOIL BORING LDG BATIQUITOS LAGOON, REGION 3 LOCATION CARLSBAD, CALIFORNIA APPRDX, 2.6 FT NGVJ DRILLING CONTRACTOR DCEAN SURVEYING inc. WILMINGTON. CA. _ DRILLING METHOD AND roiiTPtgtfT BOAT-MOUNTED, MODEL 500, VIBRATORY CORER, 10 FDDT LENGTH 2 1/4' * LEXANE LINER LAGOON WATER LEVEL t T.ATrAPPRDX.4.5FT 5/22/87^^ 5/20/87 riKiTgn. 5/20/87 , nryrv D,S, HIMES _ U) I^ft Ss|£ 0 1 - 2 ~~ 3 - 4 - 5 — 6 - 7 8 - 9 - - 10 - 11 - 12 - 13 - 14 - 15 NU 1 L> 511 SAMPLE 3! pc i£ 0.5 1.9 5.1 6.9 9.2 $OE uiB 11 j-i J-2 J-3 J-4 J-5 IL DtSuRlF f ION? P ^i§ 0.5 1.4 3.2 1.8 2.3 5 [VI TH STANDARD PENETRATION RE& 6'-6'-6' QO ' ' SOD- DESCRIPTION SOIL NAME, COLOR, MOISTURE CONTENT, RELATIVE DENSITY OR CONSISTENCY, SOIL STRUCTURE, MINERALOGY. USCS GROUP SYMBOL ORGANIC SILT-BLACK,VET,VERY SOFT <ol> ELASTIC SILT OR FAT CLAY - LESS THAN 5% FINE SAND, FEW 1 IN. THICK SILT SEAMS AT 1.6 FT. ANB A 1/2' THICK ORGANIC BLACK SILT SEAM, DARK BRDVN, WET, MEDIUM STIFF <nh/ch> ELASTIC SILT - MEDIUM PLASTICITY, 20-30X OPAQUE SAND CONCENTRATED IN LAYERS W/STRDNG ~ SULFUR SMELU BLUE-GRAY, MOIST, STIFF, FEW SHELL FRAGMENTS, MH - - SILTY SAND - 35-45X LOW PLASTIC FINES, DARK GRAY, MOIST, MEDIUM DENSE - SOME MICA FLECKS AND SHELL FRAG- MENTS, SM POORLY GRADED SAND WITH SILT - 5-10X FINES, BLUE-GRAY, ABUNDANT _ MICA FLECKS, MOIST, MEDIUM DENSE, BOTTOM 2.5 INCHESi SILTIER, SP-SM _ BOTTOM OF BORING AT 9.2 FT. - - - - - 15 LUb AK£! A 5UMHAKT LI1 MtLJJ ANU LAMJKAILJKT VU.UAI. ULA^Slf | g rj 1/iUt §d ol nh/ch MH SM SP-SM COMMENTS DEPTH OF CASINO, DRILLING RATE, DRILLING FLUID LOSS, TESTS AND INSTRUMENTATION WATER DEPTH = 3.6 FT _ SMOOTH DRILLING ™ ^ ™ J-3 TORVANCE -Ol TST . OPAQUE SAND LOOKS LIKE GYPSUM HARD DRILLING AFTER ' 5.0 FT - , - - - - - - CATIONS AND LAJHJKAtUKT lt^l« It ANT PROJECT NUMBER N22723.G1 BORING NUMBER VC-14 SHEET 1 DF SDIL BDRING LDG PRDJECT BATIOUITOS LAGOON, REGION 3 CARLSBAD, CALIFORNIA FI F\XATTT»I APPROX. 1.2 FT NGVD DRILLING CONTRACTOR DCEAN SURVEYING INC. WILMINGTON. CA. DRILLING METHOD AND roiiTPtyMT BOAT-MOUNTED, MODEL 500, VIBRATORY CORER, 10 FDDT LENGTH 2 1/4' * LEXANE LINER LAGOON VATER LEVEL «, nATrAPPROX.4.5FT 5/22/87<TABT 5/22/87 -FINISH,5/22/87 .LOGGER ..D.S. HIMES £ lift 0 1 2 - 3 - _ 4 - 5 - 6 - •7/ 8 - _ 9 - 10 - - 11 - 12 - 13 - 14 - 15 hlTTCi 5u SAMPLE 3! OLIE 0.5 2.2 5.0 6.5 10.2 «ae UlS 11 J-l J-2 J-3 J-4 J-5 1L SCSCiur i lure u ^ §£ 0.5 1.7 2.8 1.5 3.7 i ON TH STANDARD PENETRATIONTESTRESULTS 6'-6'-6' 00 SOIL DESCRIPTION SDIL NAME, COLOR, MOISTURE CONTENT,RELATIVE DENSITY OR CONSISTENCY, SOILSTRUCTURE, MINERALOGY, USCS GROUP SYMBOL ORGANIC SILT - BLACK, VERY SOFT <ol> FAT CLAY - MEDIUM TO HIGH PLASTIC FINES LESS THAN 5X FINE SAND, DARK - BROWN, MOIST, STIFF, 1-IN. THICK BLACK ORGANIC SILT SEAM, AT 1.9 FT. FEW OTHER THIN SILTY SEAMS, CH ELASTIC SILT - MEDIUM PLASTICITY, 20-35X OPAQUE SAND (GYPSUM) CONCENTRATED IN LAYERS , BLUE-GRAY - MOIST, MEDIUM STIFF <i">h> FEW SHELLS _ - SANDY SILT - MEDIUM PLASTICITY 20-30X FINE SAND, SOME CLAY, BLUE-GRAY, WET, MEDIUM STIFF <ml> FEW CLAM SHELLS POORLY GRADED SAND - LESS THAN 555 FINES, FINE SAND, BLUE-GRAY, WET, ABUNDANT MICA FLECKS, MEDIUM DENSE, FEW SHELL FRAGMENTS <sp) ~ . _ - BOTTOM OF HOLE 10.2 FT - - - - 15 LDG Ant A SUMMARY LI- t- ILLiJ AND LABURA ] URY VISUAL CLA^SIF g 5 & vM§3 ol CH nh nl sp COMMENTS DEPTH DF CASING,DRILLING RATE,DRILLING FLUID LOSS, TESTS AND INSTRUMENTATION WATER DEPTH = 3.3 FT . J-2 TORVANE = 0.15 TSF_ - — J-3 TORVANE - 0.05 TSF STRONG SULFUR SMELL - AT SAND LAYERS (MATERIAL IS NOT QUARTZ, PROBABLY GYPSUM, (EVAPORITO J-4 SLICK MATERIAL - . . - - - - - - CAT)!DN5 AND LABu<AIUKY IEST, IF ANY PROJECT NUMBER N22723.G1 BORING NUMBER VC-15 SHEET OF SOIL BORING LDG PROJECT BATIOUITOS LAGOON, REGION 3 CARLSBAD, CALIFORNIA n rx/ATirmi APPRDX. 1.1 FT NGVD DRILLING CONTRACTOR OCEAN SURVEYING INC. WILMINGTON. CA. DRILLING METHOD AND roi ITPI«>IT BOAT-MOUNTED, MODEL 500, VIBRATORY CDRER, 10 FOOT LENGTH, g 1/4' 4» LEXANE LINER LAGOON WATER LEVEL 1 nATrAPPRaX.4.5FT 5/22/87 ^TABT 5/20/87 TTMISM 5/20/87 , nra3rp D.S. HIMES y Xl>£2 Sals 0 - i - 2 ^~ 3 - 4 - ~ 5 — 6 - - 7 - - 8 - 9 - - 10 - 11 - 12 - 13 - 14 - 15 SAMPLE ^ at fe 0.8 2.1 4.9 6.1 9.2 | I.I iff & J-l J-2 J-3 J-4 J-5 NuTEi SDlL DESCRIPTION g c §PSb 0.8 1.3 2.8 1,2 3.1 ON TH STANDARD PENETRATION RE^Irs 6'-6'-6' <N> _ SOIL DESCRIPTION SOIL NAME, COLOR, MOISTURE CONTENT, RELATIVE DENSITY OR CONSISTENCY, STITI. STRUCTURE, MINERALOGY. USCS GROUP SYMBOL ORGANIC SILT - LOW PLASTICITY. 10-15X FINE SAND, BLACK, VERY SOFT - WET <ol) ELASTIC SILT OR FAT CLAY - MEDIUM TO HIGH PLASTICITY LESS THAN 5X SAND, DARK BRDVN FEW THIN SILTY LENSES, 1/2 INCH THICK BLACK ORGANIC SILT SEAM AT 1.5 FT, WET, VERY STIFF ' <nh/ch> BELOW 2.1 FEETi ~ 15-20X. SAND IN THIN 1/8 IN SEAMS (GYPSUM), BLUE-GRAY, STRONG SULFUR SMELU MH - - ~ SANDY SILT - MEDIUM PLASTICITY ~ SOME CLAY, 30-45% FINE SAND BLUE-GRAY, MEDIUM WET, SLIPPERY, MEDIUM STIFF <Fil> SILTY SAND - 15-20'/. FINES, FINE SAND WITH ABUNDANT MICA, BLUE-GRAY, - MOIST, MED. DENSE, SCATTERED MUSSEL 8. CLAM SHELLS. SM - - _ BOTTOM OF BORING AT 9.2 FT - - - - - IS LUG ARE A SUMHAKY LI1 FltLJJ AND LABURAIUKY VISUAL CLAS^ll1 | g b vivi s5 ol nh/ch MH nl SM COMMENTS DEPTH OF CASING,DRILLING RATE,DRILLING FLUID LOSS,TESTS ANDINSTRUMENTATION WATER DEPTH = 3.4 FT - J-2 TDRVANE = 0.18 TSF~ - J-3 TDRVANE • 0.13 TSF "™ m " . " J-4 TDRVANE - 0.06 TSF - - - • „ - - - - - - CATIONS ANO LABQRAlUKT 1LSI, 11- ANY 1.1 PROJECT NUMBER N22723.Q1 BORING NUMBER VC-16 SHEET SDIL BDRING LDG BATIQUITDS LAGOON. REGION 4 LOCATION CARLSBAD, CALIFORNIA APPROX. g.g FT NGVTJ DRILLING CONTRACTOR OCEAN SURVEYING INC. WILMINGTON. CA. _ DRILLING METHOD AND ranpi«-MT BOAT-MOUNTED, MODEL 500, VIBRATORY CORER, 10 FOOT LENGTH 2 1/4' $ LEXANE LINER ELEVATIDN (FT) £,2 an, UATPP , rvr, *. n4TpAPPRDX.4.5FT 5/22/87 5TADT 5/19/87 ™T*n 5/19/87 , nr-r-TD B.S. HIMES III 0 1 2 3 - 4 - 5 - 6 - 7 - 8 - 9 - in 11 - 12 - 13 - 14 - 15 kmti id SAMPLE INTERVAL<FDn.» 2.0 2.4 3.2 4.9 5.6 9,1 10.0 IL DESC J| .1-1 J-2 J-3 J-4 J-5 J-6 J-7 J-8 KIP HUM. kn.P 1.8 0.4 0,8 1,7 0.7 3.5 0.9 ; ex TH STANDARDPENETRATION RESULTS 6'-6'-6'00 SOT- DESCRIPTION SDIL NAME, COLOR, MOISTURE CONTENT, RELATIVE DENSITY OR CONSISTENCY, SOB. STRUCTURE, MINERALOGY. USCS GROUPSYMBOL SILTY SANE - FINE SAND, BLACK, ViBUNDANT DRGANICS <sn/oO LOOSE, WET/. SILTY CLAY - 30-40% FINE SAND LT DRANGE-BRDWN WET, SOME ORGANIC RDDT HAIRS, IRON STAIN, MEDIUM STIFF - <cl-nl> ORGANIC SILT - LOW PLASTIC 5-iox "^ FINE SAND, BLACK, SLIGHT dlLY SMELL - ^WET, SOFT, <ol> / PDDRLY GRADETJ SAND WITH SILT - FINE SAND <sp-sm> SILTY SAND - MEDIUM PLASTIC FINES, " 20-30X FINES, LITTLE CLAY, FINE SAND, BLUE-GRAY, WET, MEDIUM DENSE, FEDX STAINED, TOP 5 INCHES S1LTER, CLEANER NEAR THE BOTTOM <srO ELASTIC SILT ~ MED-HIGH PLASTICITY, 5-IOX FINE SAND BRDWN, MOIST, MEDIUM STIFF, IRON STAIN; FEW SHELLS, <BI VALVES t, GASTROPODS) BELOW 5.6 FT FINE SAND CONCENTRATED IN DISTINCT LAYERS FEW BROWN 1/4-1/2 INCH SILT SEAMS AT THE BOTTOM, BLUE-GRAY, MOIST, VERY STIFF, MH POORLY GRADED SAND - LESS THAN 5X FINES, BLUE-GRAY, FINE SAND, WET, - MEDIUM DENSE, ABUNDANT SHELLS. <sp) BOTTOM OF BDRING AT 10,0 FT. IS LDG ARE A SUMMARY OF FIELD AND LABORATORY VISUAL CLA55IF | cm/nl cl-nl Ol sp-sn SM MH sp CATIONS COMMENTS DEPTH OF CASING, DRILLING RATE,DRILLING FLUID LOSS,TESTS AND INSTRUMENTATION WATER DEPTH = 2.3 FT, SMOOTH EASY DRILLING J-7 TORVANE=0.20 TSF ABUNDANT MICA FLECKS, - MANY CLAM, OYSTER, GASTROPOD SHELLS, BOTTOM 5 INCHES - AND LABORATORY TEST, IF ANY PROJECT NUMBER N22723.G1 BORING NUMBER VC-17 SHEET OF SOIL BORING LDG BATIOUITOS LAGOON. REGION 4 LnCATinN CARLSBAD, CALIFORNIA n rv/ATTnu APPROX. g.8 FT NGVJ DRILLING CONTRACTOR OCEAN SURVEYING INC. WILMINGTON. CA. DRILLING METHOD AND FOUTPUTMT BOAT-MOUNTED, MODEL 500, VIBRATORY CORER, 10 FDCIT LENGTH. S 1/4' $ LEXANE LINER LAGOON VATER LEVEL t nATrAPPROXASFT 5/22/87,.TAOT 5/19/87 TTMT^U 5/19/87 , n^p D.S. HIMES j .8 ill 0 1 2 - 3 - 4 - 5 - 6 - 7 - 8 - 9 - m 12 - 13 - 14 - 15 NUI^.i 511 SAMPLE le 0,3 1.5 4.3 7.2 10.0 ll J-l J-2 J-3 J-4 J-5 IL DESCRIPTION: le 0.3 1.2 2.8 2.9 2.8 5 ON TH STANDARDPENETRATIONTESTRESULTS V~SD*' SOD. DESCRIPTION SOD. NAME, COLOR MOISTURE CONTENT,RELATIVE DENSITY OR CONSISTENCY, SOILSTRUCTURE. MINERALOGY. USCS GROUPSYMBOL SANDY ORGANIC SILT - BLACK. SOFT <ol> SILTY CLAY - MEDIUM PLASTICITY, 5-10% FINE SAND, 1/4 INCH THICK SILTY LAYER AT BOTTOM, DARK BROWN, MOIST, ' STIFF,<cl-ml> SILTY SAND - 25-35% NONPLASTIC FINES, FINE SAND, LT, ORANGE-BROWN, - IRON STAIN MOSTLY ON BOTTOM, WET, MEDIUM DENSE, BOTTOM 1.5 INCH - GRAY FINE SAND <SM> ELASTIC SILT OR FAT CLAY - MED TO - HIGH PLASTICITY, 10-15% FINE SAND, TOP 3 INCH SOME DRGANICS, - BELOW 7 FT, SAND IN DISTINCT 1/8- 1/2' THICK SEAMS, BLUE-GRAY, MOIST, STIFF, FEW GASTROPOD SHELLS <nh/ch> BOTTOM OF BORING AT 10.0 FT. IS LOG ARE A SUWARY O MU-1J AMI) LABORATORY VISUAL CLA551F J ol cl-nl SM ih/ch CATIONS COMMENTS DEPTH OF CASING,DRILLING RATE,DRILLING FLUID LOSS, TESTS AND INSTRUMENTATION WATER DEPTH = 1.7 FT. J-2 TORVANE = 0.15 FT. - J-4 HAS A SLIPPERY PUTTY-LIKE CONSISTENCY J-5 TORVANE = 0.15 TSF- STRONG SULFUR SMELL CONCENTRATED IN SAND - LAYERS (MATERIAL NOT QUARTZ, PROBABLY GYPSUM) - AND LAJfOKAIUKT lb.5T, IF ANY PROJECT NUMBER N22723.G1 BORING NUMBER VC-18 SHEET SDIL BORING LOG BATIQUITOS LAGDCH REGION 4 LOCATHM CARLSBAD, CALIFORNIA n rvATtmi APPRDX. &g FT NGVD DRILLING CONTRACTOR DCEAN SURVEYING INC. WILMINGTON. CA. DRILLING METHOD AND FOI ITPMTMT BOAT-MOUNTED, MODEL 500. VIBRATORY CORER, 10 FOOT LENGTH, 2 1/4' $ LEXANE LINER LAGOON WATER LEVEL I ~tr APPRDX.4.5FT 5/22/87,TApT 5/19/87 -FINISH,5/19/87 ,nrffa D.S, HIMES p 2 P f u\3 .2 U Z^S p__iBPssib 0 1 2 — 3 - - 4 - 5 - * 6 7 8 - 9 - 10 - 11 - 12 - 13 - . 14 - 15 NU 1 1.1 SU SAMPLE ^PinP5b 0,3 1.9 5.9 8.4 3pe UJmQ.X £1 J-l J-2 J-3 J-4 IL DESCKlt' riUW Q ^P nib 0.3 1.6 4.0 H.5 ( DM TH STANDARD PENETRATIONTESTRESULTS 6*~6*~€*00 SOD. DESCRIPTION SOIL NAME, COLOR, MOISTURE CONTENT, RELATIVE DENSITY OR CONSISTENCY, SOD- STRUCTURE, MINERALOGY. USCS GROUP SYMBOL SANDY ORGANIC SILT - BLACICSDFT <ol> LEAN CLAY - MEDIUM TO HIGH PLASTICITY, FEW 1/4 INCH THICK MEDIUM BROWN SEAMS, DARK BROWN, MOIST, SOFT, CL ELASTIC SILT - MED-HIGH PLASTICITY, 10-15% FINE SAND, BLUE-GRAY, WET, - SOFT, SOME IRON STAIN, ONE 1.5 INCH CLAM SHEL <nh) - ~ - - POORLY GRADED SAND WITH SILT - 5-15% LOW PLASTIC FINES, FINE SAND BLUE-GRAY, SOME IRON STAIN, MOIST, " MEDIUM DENSE, FEW CLAM SHELLS <sp-sn) - BOTTOM OF BORING AT 8,4 FT, - - - - - - IS LLJU ARE A SUMMARY LA- FIELD AND LABUKAlUKT VISUAL CLASSIF 5 5 s (4t>) &«3O ol CL mh sp-sn COMMENTS DEPTH OF CASING, DRILLING RATE, DRILLING FLUID LOSS, TESTS AND INSTRUMENTATION WATER DEPTH = 2.3 FT ~ SMOOTH DRILLING _ - • • — - - HARD DRILLING ~ REFUSAL AT 8.4 FT. " - - - - - - CATIONS AND LAKJRAIUKT ItSI, II1 ANY PROJECT NUMBER N22723.G1 BORING NUMBER VC-19 SHEET OF SOIL BDRING LDG BATMUITDS LAGOON, REGION 4 CARLSBAD, CALIFORNIA APPROX. 13 FT NGVD DRILLING CONTRACTOR OCEAN SURVEYING INC. WILMINGTON. CA. DRILLING METHOD AND roi irt.ur.aT BOAT-MOUNTED, MODEL 500, VIBRATORY CORER, 10 TOOT LENGTH S 1/4' ifr LEXANE LINER LAGOON WATER LEVEL «, KA-rr APPROX.4.5FT 5/53/87 STAPT 5/19/87 FTMTSH. 5/19/87 i nnfCT . D.S. HIMES _ y x j*SSsll£ 0 11 ~ ~~ 3 - 4 - - 5 - 6 - . 7 - - 8 - 9 - 10 - 11 - 12 - 13 - 14 - 15 NuiLl 3U SAMPLE ?! 04IE 0.5 1.5 4.3 6.3 10.1 1« UjUII J-l J-Z J-3 J-4 J-5 IL DCSCKjr i lure s £? Dp ^b 0.5 1.0 2.8 2.0 3.8 " UN TH STANDARDPENETRATION RE^TTS 6'-6'-6'<N> " ~ " __ SOIL DESCRIPTION SOIL NAME, COLOR. MOISTURE CONTENT.RELATIVE DENSITY OR CONSISTENCY, STIT1 STRUCTURE, MINERALOGY. USCS GROUP SYMBOL ORGANIC SILT-BLACK.VERY SOFT,VET <oO SILTY CLAY - MEDIUM PLASTICITY LESS THAN 5X FINE SAND, BROWN, WET, VERY STIFF, FEW < 1/8 IN" THIN SILTY SEAMS <cl-nl> ELASTIC SILT - MEDIUM TO HIGH PLASTICITY, 5-10X SAND (GYPSUM) CONCENTRATED IN VERY THIN SEAMS, STIFF TO VERY STIFF, ~ GRAY W/IRON STAIN, MOIST, FEW BIVALVES, MDLLUSK SHELLS, MH SLIGHT SULFUR SMELL - - - - SILTY SAND - 20-30X FINES. VERY FINE SAND, BLUE-GRAY, MOIST, MEDIUM DENSE, ABUNDANT MICA FLECKS, A THICK CONCENTRATION OF CLAM SHELLS AT 7.5 FT. SM _ - - BOTTOM OF BDRING AT 10.1 FT. - - - - IS LDG ARE A SUMMARY OF FILLD AN1) LAiiORATDKY VISUAL CLAS5IF g 5C Vi\n Id ol cl-nl MH SM COMMENTS DEPTH OF CASING.DRILLING RATE*DRILLING FLUID LOSS, TESTS AND INSTRUMENTATION WATER DEPTH = 3.2 FT. J-2 TORVANE = 0.12 TSF_ J-3 TORVANE - O33 TSF ~ • - -- J-4 TORVANE - O07 Tlfc ' - . . - - - - - - - CATIDN5 AND LABUKAILJKY TEST, IF ANY PROJECT NUMBER N22723.G1 BORING NUMBER VC-20 SHEET OF SOIL BDRING LOG pgnrrr BATIQUITDS LAGDCH REGION 4 CARLSBAD, CALIFORNIA n r%/ATTT»i APPRDX. g.5 FT NGVP DRILLING CnNTRACTDR OCEAN SURVEYING INC. WILMINGTON. CA. DRILLING METHOD AND "» ITPMTMT BOAT-MOUNTED, MODEL 500, VIBRATORY CORER, 10 FOOT LENGTH 2 1/4' «fr LEXANE LINER LAGOON WATER LEVEL t HATrAPPROXASFT 5/gg/87STApT 5/19/87 riMTSH. 5/19/87 , nnnrp . D.S. HIHES ill 0 1 2 - 3 - 4 - 5 — 6 - 7 - 8 - 9 - 10 - 11 - 12 - 13 - 14 - 15 rnJit.1 MJ le 2.2 8.1 10.1 1L 1JESC SAMPLE I t J-2 J-3 J-4 RIPTIQN! 1.7 5.9 2.0 k ON TH STANDARD PENETRATIONTESTRESULTS 00 IS LOG ARE A SOB. DESCRIPTION SOD. NAME, COLOR, MOISTURE CONTENT,RELATIVE DENSITY OR CONSISTENCY, SOILSTRUCTURE, MINERALOGY, USCS GROUPSYMBOL SANDY ORGANIC SJUT - LOW PLASTICITY 30— 40X FINE SAND BLACK, WET\60-70X ORGANICS, 'VERY SOFT <ol> / SILTY CLAY - MEDIUM TO HIGH PLASTIC, 1.5 INCH THICK SILT SEAM AT THE BOTTOM DARK BROWN, WET, SOFT, LESS THAN 5% SAND <cl-nl> ELASTIC SILT OR FAT CLAY - MEDIUM - TO HIGH PLASTICITY, 10-20X FINE SAND,GRAY, MOIST, VERY STIFF, IRON STAINS, PUTTY-LIKE CONSISTENCY <nh/ch> BELOW 8 FT, SAND <GYPSUM) IN DISTINCT 1/8-1/4 INCH SEAMS - - - BOTTOM OF BORING AT 10.1 FT, SUMMARY ul I ill ft AND LABQRAfUkV VISUAL bLASSIT | g II ol cl-nl nh/ch [CATIONS COMMENTS DEPTH OF CASING,DRILLING RATE,DRILLING FLUID LOSS, TESTS ANDINSTRUMENTATION WATER DEPTH - 2.0 FT. EASY PENETRATION 8 MIN/10 FT J-3 TOR VANE - O20 T?* - J-4 TORVANE = 0.10 TSF_ VERY SLICK CLAYEY MATERIAL - HAS A STRONG SULFUR SMELL WITH GYPSUM CRYSTALS . - AND LAflUKAILjKV tLSkT, IF ANY PROJECT NUMBER N22723.G1 BORING NUMBER VC-81 SHEET SOIL BDRING LDG BATIQUiraS LAGOOH REGION 5 LOCATION CARLSBAD, CALIFORNIA fi ruATTnti APPROX. 1.9 FT NGVD DRILLING CONTRACTDR OCEAN SURVEYING INC. WILMINGTON. CA. DRILLING METHOD AND rotnPknjr BOAT-MOUNTED, MODEL 500, VIBRATORY CORER, 10 FOOT LENGTH £ 1/4' » LEXANE LINER LAGOON WATER LEVEL I nATrAPPRDX.4,5FT 5/22/87 STABT. 5/15/87 FTMTSH. 5/16/87 ^33^, . D.S. HIMES ux 2! £ Eti£ 0 1 - s - - 3 - - 4 - . 5 - 6 - - 7 - 8 - 9 - 10 - 11 - 12 - 13 - 14 - 15 NUILi UJ SAMPLE 5pci 0.8 2.8 6.7 5cK LJm II j-i J-2 J-3 IL DESCRIPTION Dg lb 0.8 2.0 3.9 k ON TH STANDARD PENETRATIONTESTRESULTS 6*— 6*~6* 00 — — SOD. DESCRIPnON SOIL NAME, COLOR, MOISTURE CONTENT, RELATIVE DENSITY OR CONSISTENCY, SOD. STRUCTURE, MINERALOGY. USCS GROUP SYMBOL ORGANIC SILT - MEDIUM PLASTICITY 5-15X FINE SAND, BROWN-BLACK, WET, SOFT <ol> 40-50X DRGANICS - ELASTIC SILT - 0-1QX FINE! SAND CONCENTRATED IN SEAMS, MEDIUM PLASTICITY, BROWN, MOIST, VERY STIFF, MH - ELASTIC SILT PR FAT CLAY - HIGH PLASTICITY, 5-152 FINE SAND, BLUE- GRAY, MOIST, VERY STIFF, SOME IRON STAIN <nh/ch> - - - . - BOTTOM OF BDRING AT 6.7 FT. - - - - - - - IS LDG ARC A SUMMARY Uf hIELD AND LABDRATURY VIMJAL CLA55IF g *-s wwM 3d ol MH •>h/ch COMMENTS DEPTH OF CASING, DRILLING RATE,DRILLING FLUID LOSS, TESTS AND INSTRUMENTATION WATER DEPTH - 2.6 FT. DIFFICULTY PENETRATING- BELDW 3 FT. . J-2 TDRVANE - O30 TSF .- -•. . .> - J-3 TDRVANE - 089 -TSF - . REFUSAL AT 6.7 FT. - - - - - - - - [CATIONS AND LABQRAlLKT TEST, IF ANY PROJECT NUMBER N22723.G1 BORING NUMBER VC-22 SHEET OF SOIL BDRING LOG BATIOUITTJS LAGOON, REGION 5 LOCATinN CARLSBAD, CALIFORNIA n FVATTHM APPRDX. g.O FT NGVD DRILLING CONTRACTOR OCEAN SURVEYING INC. WILMINGTDN. CA. DRILLING METHOD AND roinp>*-MT BOAT-MOUNTED, MODEL 500, VIBRATORY CORER, 10 FDDT LENGTH 2 1/4' » LEXANE LINER LAGOON WATER LEVEL i nATrAPPROX.4.5FT 5/22/87CTAgT 5/15/87 -FINISH.5/15/87 man,. D.S. HIMES u EES i8ilE 0 1 - 2 - - 3 - 4 - - 5 - 6 - 7 - 8 - 9 - 10 - 11 - 12 - 13 - 14 - 15Hurki su SAMPLE 3! pc i£ 0.5 1.7 4.2 ^K LjXEl J-l J-2 J-3 IL DESCRIPTIONS p ^& 0.5 1.2 2.5 t dN TH STANDARD PENETRATIONTESTRESULTS 6'-6*— 6*00 SOD. DESCRIPTION SOD. NAME, COLOR, MOISTURE CONTENT,RELATIVE DENSITY OR CONSISTENCY, SOD- STRUCTURE, MINERALOGY. USCS GROUPSYMBOL SANDY ORGANIC SILT - 75-80% ORGANIC MATERIAL, GREENISH-GRAY, 7^0-30'/. FINE SAND <oO WET / ELASTIC SILT OR FAT CLAY-MED TO HIGH PLASTICITY 10-20X VERY FINE SAND SOME CONCENTRATED IN THIN 1/8 IN SEAMS, BROWN, WET, VERY STIFF,15-20X - ORGANICS <nh/ch) GRAY BELOW 1.7 FT. - BOTTOM OF BORING AT 4.2 FT. - - - - - - - - - - IS LOG AKt A SUWARY Lr t- itl if AND LABOKAFLJKY VISUAL CLASSIh g JJ R MM §d ol nh/cl- UAI1UNS COMMENTS DEPTH OF CASING, DRILLING RATE,DRILLING FLUID LOSS,TESTS ANDINSTRUMENTATION WATER DEPTH = 2.5 FT. CUTTING SHOE BROKE OFF MOVED HOLE 2 FT. NORTH EASY PENETRATION IN - THE TOP 1 FT. THEN SOIL IS STIFF, VERY SLOW PENETRATION - J-3 TDRVANE - 020 TSF REFUSAL AT 42 FT. • - - - - - - - - - - AND LAAUHA 1 LJUV lb.!£r, IF ANY PROJECT NUMBER N22723.G1 BORING NUMBER VC-23 SHEET SOIL BDRING LDG BAnOUITDS LAGOON. REGION 5 LDCATMI CARLSBAD, CALIFORNIA n rvATTnu APPRDX. 2.4 FT NGVD DRILUNG CONTRACTOR OCEAN SURVEYING INC. WILMINGTON. CA. DRILLING METHOD AND Fa itPtfMT BOAT-MOUNTED, MODEL 500, VIBRATDRY CDRER, 10 FOOT LENGTH 2 1/4" 4> LEXANE LINER LAGOON VATER LEVEL I. mTrAPPROX.4.5FT 5/gg/87STABT. 5/16/87 Fnnsu, 5/16/87 , n^-jp , D.S. HIMES *0 1 2 - 3 - 4 - 5 - 6 - 7 - 8 - 9 - 10 - 11 - 12 - 13 - 14 - 15 SAMPLE le 1.3 1.7 3.0 9.3 ll J-S J-3 J-4 NL) I EI SOIL D6.&CK1P ! llfi.RECOVERY<rn1.3 0.4 13 6.3 5 ON TH STANDARD PENETRATION 6'-6'-6' SOD. DESCRD>TIDN SOIL NAME. COLOR, MOISTURE CONTENT, STRUCTURE, MINERALOGY. USCS GROUP SYMBOL SANDY ORGANIC SILT - MEDIUM PLASTICITY, 35-45X FINE SAND, 20-30X - ORGANICS <ol> BLACK, WET POORLY GRADED SANp - 0-10X FINES, FINE SAND, LT BROWN, WET, LOOSE <sp> - LEAN CLAY - MEDIUM PLASTICITY, LESS THAN 5X FINE SAND SOME CONCENTRATED IN SEAMS, BROWN,MOIST, VERY STIFF, CL ELASTIC SILT OR FAT CLAY - HIGH PLASTICITY, BLUE-GRAY COLOR, SANDIER IN LOWER PORTION, SOME IRON STAINING" <nh/ch) STIFF, MOIST - - - - _ BOTTOM OF BDRING AT 9.3 FT. - - - - - IS LOG ARE A sumAKY Lfr MU.JJ /wl) LABUKAIUKT VISUAL CLASMF P ol sp CL ih/ch COMMENTS DEPTH OF CASING, DRILLING RATE, DRILLING FLUID LOSS,TESTS AND INSTRUMENTATION WATER DEPTH = 2,1 FT, SLOW PENETRATION J-4 TORVANE -asp TSF* ' " '" - VERY COHESIVE TIGHT SOILS - - . . - - - - - CATIONS AND LABUKAIUKT ItSI, IF ANT PROJECT NUMBER N22723.G1 BORING NUMBER VC-24 SHEET SDIL BDRING LDG BATKKJITOS LAGOON. REGION 5 LOCATION CARLSBAD, CALIFORNIA FI rvATTT»i APPRDX. 3.6 FT NGVP DRILLING CONTRACTOR OCEAN SURVEYING INC. WILMINGTON. CA. DRILLING METHOD AND FOIITP««-MT BOAT-MOUNTED, MODEL 500, VIBRATORY CDRER, 10 FOOT LENGTH 2 1/4' » LEXANE LINER LAGOON WATER LEVEL I ii»TrAPPRO)C4.3FT 5/22/87 CTABT 5/16/87 -FINISH,5/16/87 >nem. D.S, HIMES yz S*Riii£ 0 . 1 2 - 3 _ " 4 - 5 - 6 - - 7 - 8 9 - 10 - 11 - 12 - 13 - 14 - 15 NLI 1 Ll Ml SAMPLE 3) Of k 1.4 2.4 5.5 8.6 3tf UJ A 11 J-l J-2 J-3 J-4 D- IJtSuRIP 1 1UN3 )_ Q ^o p 1.4 1.0 3.1 3,1 S DN TH STANDARDPENETRATIONTESTRESULTS 6'-6'-6'<N> SOD. DESCRIPTION SOD. NAME, COLOR. MOISTURE CONTENT, RELATIVE DENSITY OR CONSISTENCY, SOILSTRUCTURE. MINERALOGY, USCS GROUPSYMBOL FAT CLAY - MEDIUM PLASTICITY. 10-30X FINE SAND, BROWN-BLACK, VET, SOFT, CH, 50-605S DRGANICS ~ POORLY GRADED SAND - 5-10% FINES MEDIUM SAND, LIGHT BRDWN, WET, LOOSE - <sp> BOTTOM 2 INCHES FINE SAND SILTY CLAY WITH SAND - MEDIUM TD ~ HIGH PLASTICITY, 5-25X FINE SAND, SANDIER AT TOP, GRAY, MOIST TO WET, 'STIFF, <cl-nl> ~ ELASTIC SILT DR FAT CLAY - MEDIUM PLASTICITY, MANY THIN 1/8-1/4 INCH SAND <GYPSUM) LENSES, 25-35X FINE TD MEDIUM SAND, BLUE-GRAY, MOIST TD WET- MEDIUM STIFF, <nh/ch> SDME IRON STAIN - ~ BOTTOM OF BDRING AT 8.6 FT. - - - - - - IS LOG ARC A SUMMAKY L> 1 1U-JJ AND LABUKATDRY VISUAL CLASS1F *K5 ?3 C4v) §d CH sp cl-nl ih/ch COMMENTS DEPTH OF CASING, DRILLING RATE.DRILLING FLUID LOSS,TESTS ANDINSTRUMENTATION WATER DEPTH = 0.9 FT . EASY PENETRATION 6 MIN/8.5 FT . •™ J-3 TORVANE - O1S TSF ™ ^ BIVALVES & GASTROPODS" SHELLS AT TOP OF J-4 SAMPLE J-4 TORVANE = 0.07 TSF" - SAMPLE IS DIFFICULT TO BREAK APART REFUSAL AT 8.6 FT. - - - - - - CATIONS AND LABUKAIUKT lfc.Sr, U ANT PROJECT NUMBER N22723.G1 BORING NUMBER VC-25 SHEET 1 OF ! SDIL BORING LDG pan rpT BATIOUITOS LAGDOH REGION 5 LOCATION CARLSBAD, CALIFORNIA n rvATTmi APPROX 3.6 FT NGVP DRILLING CONTRACTOR OCEAN SURVEYING INC. WILMINGTON. CA. DRILLING METHOD AND roi ITP>»-IJT BOAT-MOUNTED, MODEL 500, VIBRATORY CORER, 10 FEIDT LENGTH 2 1/4* » LEXANE LINER LAGOON WATER LEVEL t ™"r APPRDX.4.5FT 5/22/87 ..TAPT 5/16/87 Tnayu 5/16/87 , nOTP D.S. HIMES ill 0 1 2 - 3 - 4 - 5 - 6 - 7 - 8 - 9 - 10 - 11 - 12 - 13 - 14 - 15 NulE.1 SO SAMPLE INTERVAL<FT>1.6 2.6 10.1 IL DESC ll J-l J-2 J-3 KIPTIQN2 k 1.6 1.0 7.5 i UN TH STANDARD PENETRATION (N) SOIL DESCRIPTION SOIL NAME, COLOR, MOISTURE CONTENT,RELATIVE DENSITY OR CONSISTENCY, SOIL STRUCTURE, MINERALOGY, USCS GROUP SYMBOL SIL.TY SAND - 1 INCH THICK SILTY CLAY LAYER IN THE MIDDLE, MOSTLY MEDIUM SAND, LT BROWN, WET, LOOSE, <sn> LEAN CLAY - MEDIUM TO HIGH PLASTICITY, LESS THAN SX FINE SAND, BROWN, MOIST, STIFF, CL ELASTIC SILT OR FAT CLAY - HIGH PLASTICITY, 10-15X FINE SAND AND FINE SAND STRINGERS, BLUE-GRAY, MOIST TO WET, STIFF, LOWER PORTION LITTLE " SANDIER BUT STILL VERY PLASTIC. <mh/ch> - - - - ' BOTTOM DF BORING AT 10.1 FT, - - - - IS LOG ARE A SUMMARY UF FlELJJ AND LASURATUHY VISUAL CUA55IF J sn CL nh/ch CATIO43 COMMENTS DEPTH OF CASING, DRILLING RATE,DRILLING FLUID LOSS, TESTS AND INSTRUMENTATION WATER DEPTH = 0.9 FT. SMOOTH PENETRATION J-3 TDRVANE - 0.15 TSF - - - - - - - - AND LAjUJnAluKT ILST, IF ANY DRAFT Appendix B GRAIN SIZE AND HYDROMETER ANALYSIS LABORATORY TEST RESULTS LAT1H/002 SHCKT or. PARTICLE SIZE ANAL YSIS ASTM D422 PROJECT DESCRIPTION: MATERIALS LABORATORY SAMPLE LOCATION: TYPE OF SAMPLE: HYDROMETER ANALYSIS SIEVE ANALYSIS U.SA STANDARD SERIES I CLEAR SQUARE OPENINGS § §8 Si 9 S 8 2 100, 90 — 80 10 20 430 40 100 s s : :::::: DIAMETER OF PARTICLE IN MILLIMETERS COL- LOIDS CLAY SIZE SILT SIZE SAND MEDIUM GRAVEL COBBLES SAMPLE CLASSIFICATION K<3oHixi L.T TMTKO BY,---.M OATKi COMPUTKO BY iM DATKi CHBCKKD BY DATCl LAB FORM D4?2P -M 7'7fl IHCCT _ OF FMOJKCT NUMBtM PA /? TICL £ SIZE ANAL YSIS ASTM O«Z2 PROJECT OESCRIPT.ON: GffTJfarTCR L/Vft3Q M MATERIALS LABORATORY: SAMPLE LOCATION: TYPE OF SAMPLE: J SAMPLE NO. HYDROMETER ANALYSIS SIEVE ANALYSIS U5.A STANDARD SERIES CLEAR SQUARE OPENINGS 100 90 t-10 20 oo: ;:;;;: "• -• * •• ••*•••••* DIAMETER OF PARTICLE IN MILLIMETERS COL LOIQS CLAY SfZE SILT SIZE 8ANO FINK MEDIUM ICOAftSC GRAVEL COBBLES SAMPLE CLASSIFICATION TESTED «Vi JU OATEl COMPUTED «Vi OATEt CMBCKKO fVt OAT I.Afi PORM H4T5P .M T70 • MEET or . PROJECT NUMBER M /? 77O. f S/Z5 ANA L YSIS ASTM Q4X1 MATERIALS LABORATORY: SAMPLE LOCATION: TYPE OF SAMPLE: SAMPLE NO. 0 -S HYDROMETER ANALYSIS SIEVE ANALYSIS US .A STANDARD SERIES §8 3 ? R S S I CLEAR SQUARE OPENINGS 100 1—— 90 •0 10 60 s : i ::;:;: •< •••••••• *•••••* DIAMETER OF PARTICLE IN MILLIMETERS COL- LOIDS CLAY SIZE SILT SIZE SAND FINC MEDIUM I COARSE GRAVEL COBBLES SAMPLE CLASSIFICATION . TESTED «Y|DATEi COMPUTED BY i OATEi CHECKED «Vl DATE LAB PORM D4??P -M 7/73 SHEET OF PROJECT NUMBER PARTICLE SIZE ANALYSIS ASTM D422 PROJECT DESCRIPTION:. MATERIALS LABORATORY: SAMPLE mCATION: VC ~ fe> TYPE OF SAMPLE: 8 £L &{ SAMPLE NO.~ 5*- HYDROMETER ANALYSIS SIEVE ANALYSIS U.S.A. STANDARD SERIES CLEAR SQUARE OPENINGS 85DIAMETER OF PARTICLE IN MILLIMETERS COL- LOIDS CLAY SIZE SILT SIZE SAND FINK MCDIUM ICOAMSC GRAVEL COBBLE! SAMPI P CLASSIFICATION ~~ A4 H TBSTKO «Yr OAT«i COMPUTED »Yi OATCi CHKCKKO BVi LAB FORM D422P -M 7/78 SHEET OF . PROJECT DESCRIPTION:. PA/?TICLE SIZE ANAL YSIS MATERIALS LABORATORY SAMPLE LOCATION: TYPE OF SAMPLE: ASTMO4Z2 ,— a SAMPLE NO. HYDROMETER ANALYSIS SIEVE ANALYSIS U.S.A. STANDARD SERIES I CLEAR SQUARE OPENINGS J. « (9 8 S S 8 S I!!!.'! .."! .! ",' - 4.TT' ;' I-lii} ,_^^i*»«. fT ; T^ I—..J ;.-;'-.^! f . ._ -. *r **-• r » - ^~~|--f— iu^ - • • :rr::t:::tt4l" "I 100 • • : ••••:*•*••• DIAMETER OF PARTICLE IN MILLIMETERS COL- LOIDS CLAY SIZE SILT SIZE SAND MEDIUM I CO ARM GRAVEL COBBLES SAMPLE CLASSIFICATION. TKBTKO BY,OATEi COM^UTIO »Vt DATIi CNICKKD •¥<OATEi °>)» LAB FORM D422P -M 7/78 SHEET OF . PROJECT NUMBER PARTICLE SIZE ANAL YSIS ASTM D422 PROJECT DESCRIPTION: MATERIALS LABORATORY: SAMPLE irV-ATinM; TYPE Of SAMPLE: | SAMPLE NO. _ij HYDROMETER ANALYSIS SIEVE ANALVSIC U.S A STANDARD SERIES I CLEAR SQUARE OPENINGS 8 §8 S S S S 2 100 • • • - • » ' T ' ' ' ' • ' • —»•-••• •l--™«f»gr-i • * ' . ., ...... r ,. _ .„ J_t. . .4 ... , ). , j....k..j >__,.... < .1- .... . •<--!-.-<-i-j-i t----i—•• ~t -I-4—4- f-t—i—•---':4-i-- —*•- DIAMETER OF PARTICLE IN MILLIMETERS COL- LOIDS CLAY SI7E SILT SIZE SAND MEDIUM COAHSC GRAVEL COBBLES SAMPLE CLASSIFICATION. TKCTKO BY,OATCl COMPUTKO «Yi OATBt CHBCKBD BY i DAT«i LAB FORM D422P -M 7/78 S H E E T O F PROJECT NUMBER PARTICLE SIZE ANAL YSIS ASTM D«22 PROJECT DESCRIPTION:. MATERIALS LABORATORY SAMPLE LOCATION: TYPE OF SAMPLE: f /"O S <5/o /Y/M/^xfr' l SAMPLE NO. HVOROMETER ANALYSIS 100 . SIEVE ANALYSIS I U.S.A STANDARD SERIES I CLEAR SQUARE OPENINGS 1 is A ? A s 2 s « »5"SJL::iN —J--4..-: • •••;••* ." " ••••••*•••** - DIAMETER OF PARTICLE IN MILLIMETERS COL- LOIDS CLAY SCZE SILT SIZE SAND MEDIUM COARSE GRAVEL COBBLE! SAMPLE CLASSIFICATION I TESTED »ViL DATEl COMPUTED «Vl OATKl CHECKED «Yl DATE LAB FORM D422P -M 7/78 PMOJCCT NUMBER PARTICLE SIZE ANAL YSIS ASTM D41» PROJECT DESCRIPTION: MATERIALS LABORATORY: SAMPLE LOCATION: TYPE OF SAMPLE: ; - )O 'SAMPLE NO. HYDROMETER ANALYSIS SIEVE ANALYSIS US-*,- STANDARD SERIES I CLEAR SQUARE OPENINGS -1- • !••••* I—l-r—T-H ^ i j . i . 4 > 1 1 ii < ».l 1 •MOO: : : :: ;;s: • * •! < * •• *•••••* DIAMETER OF PARTICLE IN MILLIMETERS COL- LOIDS CLAY SrZE SILT SIZE •AND MBOIUM |COA«»«GRAVEL [COBBLES SAMPLE CLASSIFICATION . TK*TBO BY.KkCretlos DATKl COMPUTED BYl DAT«l CHBCKCO BY.DAT LAB FORM D422P -M 7/78 SHEET OF . PROJECT NUMBER PA RTICLE SIZE ANAL YSIS ASTM O4Z2 PROJECT DESCRIPTION:. MATERIALS LABORATORY SAMPLE LOCATION: TYPE OF SAMPLE: SAMPLE NO. HYDROMETER ANALYSIS SIEVE ANALYSIS US.A STANDARD SERIES I CLEAR SQUARE OPENINGS DIAMETER OF PARTICLE IN MILLIMETERS COL- LOIDS CLAY SrZE SILT SIZE SAND MEDIUM COARSE GRAVEL COBBLE! SAMPLE (2 L/frf ^ C tf TISTKD »Y.DATBi COMPUTED BVi OATCi *l JCKBO BYi DATKl LAB FORM D422P -M 7/78 SHEET_!_OF. PROJECT NUMBER PA R TICL £ SIZE ANAL YSIS ASTM O«22 PROJECT DESCRIPTION:./~ MATERIALS LABORATORY: ^_ SAMPLE LOCATION: VC~ TYPE OF SAMPLE: SAMPLE NO. HYDROMETER ANALYSIS SIEVE ANALYSIS U.S A STANDARD SERIES CLEAR SQUARE OPENINGS oooie» « <M S 3C; 0Ul wUff ••• M » «••*»•••ae. • • • • • • o».••• .... ..... DIAMETER OF PARTICLE IN MILLIMETERS COL- LOIDS CLAY SrZE SILT SIZE SAND riNK MEDIUM COARSE GRAVEL COBBLES SAMPLE CLASSIFICATION fe 1 LT" "" MH TKSTKD «Vr M, DAT«i i-l COMPUTCO «Yi ^A DATEl HECKCO BVi DATE. SHEET _ OF PROJECT NUMBER PxA /? 77C£ £ S/Z£ 4/V/4 Z. VS/S ASTM D422 PROJECT DESCRIPTION:. MATERIALS LABORATORY: SAMPLE LOCATION: TYPE OF SAMPLE: SAMPLE NO. HYDROMETER ANALYSIS SIEVE ANALYSIS U.S. A STANDARD SERIES CLEAR SQUARE OPENINGS 100 10 DIAMETER OF PARTICLE IN MILLIMETERS COL- LOIDS CLAY SIZE SILT SIZE SAND FINK MEDIUM COARSC GRAVEL COBBLES SAMPLE CLASSIFICATION TESTED «Vi DATtl COMPUTED BY.DATBl CHCCKEO BY*OATBl LAB FORM D422P -M 7/78 »HIIT OF . PROJECT NUMBER .«) PARTICLE SIZE ANAL YSIS A»TM D«21 PROJECT DESCRIPTION:. MATERIALS LABORATORY SAMPLE LOCATION: TYPE OF SAMPLE: • SAMPLE NO. HYDROMETER ANALYSIS SIEVE ANALYSIS U.SA. STANDARD SERIES I CLEAR SQUARE OPENINGS 8 §8 8 ? S 8 S S S S3 S = SS :— — n — ^ „ IM 10 M • • • * •*• M M DIAMETER OF PARTICLE IN MILLIMETERS COL- LOIDS CLAY SIZE SILT SIZE SAND rmc MEDIUM COARSE GRAVEL COBBLES SAMPLE CLASSIFICATION. OATBi COMPUTCO »Vi OATti DATEi LAB FORM D422P -M 7/78 PARTICLE SIZE ANAL YSIS PROJECT DESCRIPTION:. ASTM 0421 MATERIALS LABORATORY: SAMPLE LOCATION: TYPE OF SAMPLE: SAMPLE NO. HYDROMETER ANALYSIS SIEVE ANALYSIS USA. STANDARD SERIES I CLEAR SQUARE OPENINGS 8 §8 a ? 100 !• • • • • •«•• • • e••••: : : :::;;: " •. DIAMETER OF PARTICLE IN MILLIMETERS COL- LOIDS CLAY SrZE SILT SIZE SAND PINC MBOIUM I CO AMCC GRAVEL COBBLE! SAMPLE I \*4 TBBTBO *V| J± COMPUTBO BY.DATE.ICKED BY. .OATE LAB FORM D422P -M 7/78 SHEET 1_OF PROJECT NUMBER A4 FtTICLE SIZE ANAL YSIS ASTM D422 PROJECT DESCRIPTION:. MATERIALS LABORATORY: SAMPLE LOCATION: TYPE OF SAMPLE: SAMPLE NO. HYDROMETER ANALYSIS U.S.A. STANDARD 8 ? 8 8 SIEVE ANALYSIS I CLEAR SQUARE OPENINGS 100 20 S o « e • • ea • a e o»• • •«•-•••••••- . ........ 1...... • • DIAMETER OF PARTICLE IN MILLIMETERS COL LOIDS CLAY SrZE SILT SIZE SAND FINC MEDIUM ICQAItSE GRAVEL COBBLES SAMPLE CLASSIFICATION. BCKCD «Yi DATKi LAB FORM D422P -M 7/78 iMCET OF . NUMBER .6) PARTICLE SIZE ANAL YSIS ASTM O42Z PROJECT DESCRIPTION: MATERIALS LABORATORY SAMPLE LOCATION TYPE OF SAMPLE: >rros VC— IS SAMPLE NO. SIEVE ANALYSIS U.S.A. STANDARD SERIES I CLEAR SQUARE OPENINGS k H k.i*.S ? 8 8 2 : * . .:!•:•:-•; rTLi. 111:1 ....._L,_j._4 j___, ' ) i _, _ DIAMETER OF PARTICLE IN MILLIMETERS SAMPLE CLASSIFICATION COMPUTED BY i PROJECT NUMBER 3, fl4RTICLE SIZE ANAL YSIS ASTM O422 PROJECT MATERIALS LABORATORY: SAMPLE LOCATION: TYPE OF SAMPLE: SAMPLE NO. HYDROMETER ANALYSIS S4EVE ANALYSIS U.S.A. STANDARD SERIES I CLEAR SQUARE OPENINGS 8c aaaoooo.0 0000 0000 «••!«••• M A••o«ao. DIAMETER OF PARTICLE IN MILLIMETERS COL- LOIDS CLAY SrZE SILT SIZE SANO FINK MEDIUM COARSE GRAVEL COBBLES SAMPLE CLASSIFICATION '- TESTID BYi OAT«t COMPUTCO »Yl OATKl CHKCKBO BVl .DATClq| LAB FORM D422P -M 7/78 • HCIT Of. *t»OJ«CT NUMBER ft4 /? 77CL £ S/Z£ A/V/4 L VS/S ASTM 0421 PROJECT DESCRIPTION:. MATERIALS LABORATORY: SAMPLE LOCATION: TYPE OF SAMPLE: SAMPLE HYDROMETER ANALYSIS SIEVE ANALYSIS U.S.A. STANDARD SERIES I CLEAR SQUARE OPENINGS 8 §8 S ? 0 «• 50 It! : : : :;:::: •• "• '• * ••*•••••* DIAMETER OF PARTICLE IN MILLIMETERS COL- LOIDS CLAY SrZE SILT SIZE SAND PINK MCOIUM COAMSC GRAVEL COBBLE: SAMPLE CLASSIFICATION •^3T> PROJECT NUMBER P-4 RTICLE SIZE ANAL YSIS ASTM D422 PROJECT DESCRIPTION: MATERIALS LABORATORY: SAMPLE LOCATION: TYPE OF SAMPLE: SAMPLE NO. ^- HYDROMETER ANALYSIS SIEVE ANALYSIS U.S.A STANDARD SERIES I CLEAR SQUARE OPENINGS • 55 it :$n _ 100 — 20 DIAMETER OF PARTICLE IN MILLIMETERS COL- LOIDS CLAY SrZE SILT SIZE SAND FINE MEDIUM COARSE GRAVEL COBBLE! SAMPLE TESTED BVi OATKi COMPUTED BY i DATE CHECKED BYl DATE. 9///8T- LAB FORM D422P -M 7/78 SHEET OF PROJECT NUMBER PARTICLE SIZE ANAL YSIS ASTM O422 PROJECT DESCRIPTION:. MATERIALS LABORATORY: SAMPLE LOCATION: TYPE OF SAMPLE: SAMPLE NO. HYDROMETER ANALYSIS SIEVE ANALYSIS USA STANDARD SERIES I CLEAR SQUARE 100 90 too DIAMETER OF PARTICLE IN MILLIMETERS COL- LOIDS CLAY SfZE SILT SIZE SAND FINC MEDIUM COARSE GRAVEL COBBLES SAMPLE CLASSIFICATION £t/)S71C *"" AS H" TESTED BYi \\. DATE.COMPUTED BY I CHECKED BYi DATE LAB FORM D422P -M 7/78 • HIE T O r I'ftOJCCT NUMBER PARTICLE SIZE ANAL YSIS ASTM D«U PROJECT MATERIALS LABORATORY SAMPLE LOCATION: TYPE OF SAMPLE: . QfTl HYDROMETER ANALYSIS SIEVE ANALYSIS U.S A STANDARD SERIES I CLEAR SQUARE OPENINGS 10 ui gU) 100 DIAMETER OF PARTICLE IN MILLIMETERS COL- LOIDS CLAY SIZE SILT SIZE SAND MIDIUM COAMSK GRAVEL COBBLES SAMPLE CLASSIFICATION TKSTID «Yi OATli COMPUTED BY I OATBi HKCKID OATKi LAB FORM D422P -M 7/78 SHEET OF _ PROJECT NUMBER PARTICLE SIZE ANAL YSIS ASTM O«2I PROJECT MATERIALS LABORATORY: SAMPLE LOCATION: TYPE OF SAMPLE: £ ~ ff f SAMPLE NO. HYDROMETER ANALYSIS SIEVE ANALYSIS USA. STANDARD SERIES I CLEAR SQUARE OPENINGS _ _ _ _ * ?" § 100r 10 20 30 '.' , Z- m too N m •••*••• M A « • • * i DIAMETER OF PARTICLE IN MILLIMETERS COL LOIDS CLAY SrZE SILT SIZE SAND MEDIUM COARSE GRAVEL COBBLE! SAMPLE CLASSIFICATION ££/}S>77(?— A4 H TCSTCD »V(OATKl COMPUTED BY.DATKl CHCCKKO »Yi DATEl LAB FORM D422P -M 7/78 SHEET OF PROJECT NUMBER PARTICLE SIZE ANALYSIS ASTM D422 PROJECT DESCRIPTION:. MATERIALS LABORATORY: SAMPLE LOCATION: TYPE OF SAMPLE: SAMPLE NO. HYDROMETER ANALYSIS SIEVE ANALYSIS USA STANDARD SERIES I CLEAR SQUARE OPENINGS 10 *»«n.«*O M M « M « Fh •*• H* • • e *•». ' ...... • DIAMETER OF PARTICLE IN MILLIMETERS COL- LOIDS CLAY SfZE SILT SIZE SAND FINE MEDIUM COARSC GRAVEL COBBLE! SAMPLE CLASSIFICATION. TE3TCO BYi DATKt /87 COMPUTED BYt DATIi CHECKED BY. .OAT LAB FORM D422P -M 7/78 S H E E T O PROJECT NUMBER PARTICLE SIZE ANAL YSIS ASTM D422 MATERIALS LABORATORY:_ SAMPLE mrATiOMt l/£ -<? S" TYPE OF SAMPLE: SAMPLE NO. HYDROMETER ANALYSIS SIEVE ANALYSIS U.S.A STANDARD SERIES I CLEAR SQUARE OPENINGS k i t; i : S S -.»^ D»- n ~ ^ ^. *** M 100 :• • *«*O • M » • * " • • * M • ••••- * DIAMETER OF PARTICLE IN MILLIMETERS COL LOIDS CLAY SrZE SILT SIZE SAND FINE MEDIUM COARSE GRAVEL COBBLES SAMPLE CLASSIFICATION t^AJU TESTED BY,OATBlA/COMPUTED BYl DATEl CHECKED CVl DATEl LAB FORM D422P -M 7/78 DRAFT Appendix C BASIC INPUT DATA REQUIREMENTS FOR MODELING ANALYSIS OF BATIQUITOS LAGOON CIRCULATION, GENERAL WATER QUALITY, AND SEDIMENTATION Appendix C BASIC INPUT DATA REQUIREMENTS FOR MODELING ANALYSIS OF BATIQUITOS LAGOON CIRCULATION, GENERAL WATER QUALITY, AND SEDIMENTATION CIRCULATION ANALYSIS—RMA 1 AND RMA 2 GENERAL DESCRIPTION OF RMA 1 This model uses bathymetric and topographic data from field or historic mapping to develop a consistent finite element (FEM) grid network for use by RMA 2. Basic Input to RMA 1 o X, Y coordinates of the study area taken from mapping of the problem description. Usually the coordinates are referenced with the north (Y) and east (X) system of coordinates. o Hydraulic characteristics of bottom roughness and eddy viscosity. General Output From RMA 1 (Used by RMA 2, RMA 4, SEP 4) o A binary file of coordinates and bottom elevations for each node point in the FEM network. o A solution control file for the most efficient ordering of the elements. o A plotting file to permit graphical display of the network. GENERAL DESCRIPTION OF RMA 2 This model uses the data prepared by RMA 1 and several operations and control information data to solve the circulation problem of a vertically well-mixed estuary. Basic Input to RMA 2 o Network data from RMA 1. o Boundary condition information of tides and inflow quantities throughout the lagoon. These data can be either in time varying or constant format. o Wind speed and direction data for the study area in either time varying or constant format. o Water diversion (withdrawal) information for the study area in either a time varying or constant format. LATlF/d.1101 Eddy viscosities and roughness coefficients are transferred from RMA 1 to RMA 2. General Results From PMA 2 Computed nodal water-surface elevations and X, Y components of velocities will be converted to resultant velocities and directions for compari- sons with a representative interval during the May 22 to June 2, 1987, sampling survey. The tidal prism will be determined from the hourly hydraulic information computed at the boundary of the study area west of the Pacific Coast highway. This volume of water will be used directly by Tekmarine in the establishment of inlet closure constraints. Binary files of nodal water surface elevations and velocities are prepared (on a time step basis) for input to both the water quality model (RMA 4) and the sedimentation model (SED 4). Velocity vector plot files are created to view the lagoon current patterns and determine those areas with limited circulation potential. WATER QUALITY MODEL—RMA 4 The RMA 4 model solves the two-dimensional depth integrated mass transport problem in a nonstratified estuary. The mix- ing of variable-density water is permitted, but vertical- density stratification is not considered. The model includes a first-order decay process such as for biochemical oxygen demand, but does not include other sources/sinks of oxygen. Generally, the model is used to examine the mixing processes of up to six conservative parameters which are not signifi- cantly influenced by ecological kinetics within a short flushing/exchange time of a few days. Typical water quality indicators often used in this model are temperature, TDS, salinity, and any other constituents that can be considered conserved over a period of a few days. Basic Input to RMA 4 o Network data from RMA 1. o Hydrodynamic results from RMA 2. o Water quality boundary condition and initial con- dition data. Concentrations of the inflows to the project area, both tidal and internal. LATlF/d.1101 Point source loading information such as from a wastewater treatment plants or industrial discharger, General Results from RMA 4 Time-dependent concentrations of up to six selected water quality parameters. These selected water quality variables must satisfy the model mass transport constraints of either conservation or first order decay. The model is not a complete ecologic model which links the air-water surface, biological processes, and benthic interactions to the water column chemical interactions. Salinities estimated by the model at all points in the lagoon will be used as a measure of the flush- ing characteristics of each alternative. Binary files of salinity will be prepared to develop flushing rates and contours of flushing rates throughout the lagoon for each plan. These will be used as indicators of the water quality with respect to nutrients, oxygen, temperature, and potential biological activity. SEDIMENTATION—SEP 4 The sedimentation model uses the hydrodynamic results of RMA 2 along with sediment concentrations and bed thick- nesses. Compilations are made of the concentrations of sed- iment in the water; erosion, transport, and deposition of sediments; and determination of bed elevations throughout the study area. The sediment model will prepare a revised bottom geometry, which can be rerun by the RMA 2 model should significant bed elevation changes result during the study period. Basic Input To SEP 4 o Network from RMA 1. o Hydrodynamic results from RMA 2. o Boundary condition data on sediment concentrations by grain size both for tributaries and the ocean boundary. o Bottom sediment thickness and grain size distribu- tion throughout the study area. o Sediment specific gravity for both the inflows, ocean boundaries, and bottom sediments. LATlF/d.1101 General Results From SED 4 Water column concentrations of sediment and revised bottom elevations. Revised bottom elevations must be compared with the original elevations for determining new hydraulic analysis. OTHER SEDIMENT DATA NEEDED TO EVALUATE THE SEDIMENT CONTROL PLAN Upland distribution of land use, soils, and ero- sion control practices to evaluate the sediment yield. Delivery ratios estimated in the control plan. Trapping efficiencies. Sedimentation basin sizing information. Streamflows and sediment concentrations/makeup estimates used in the determination of the control plan. Runoff frequencies and magnitudes to evaluate the annual effect of tributary sediment loads to the lagoon on a seasonal basis. (Large storms gener- ally carry the heavy sediment loads.) LATlF/d.1101 LATlF/d.1101 BASIC INPUT DATA REQUIREMENTS RMA 1 o Study area topographic mapping (CH2M HILL) o Study area bathymetric mapping (CH2M HILL and Tekmarine) o Bridge opening geometry (CH2M HILL and Caltrans and RR) o Lagoon entrance opening geometry (CH2M HILL and Tekmarine) o Estimates of bottom surface characteristics (Tekmarine) RMA 2 o Literature data for roughness coefficients (CH2M HILL) o Tide elevation conditions at the lagoon opening (Tekmarine) o Literature data and previous project data for eddy viscosity coefficients (CH2M HILL) RMA 4 o Historic water quality data of the tributary inflows to Batiquitos Lagoon (San Marcos Creek and Encinitas Creek). Mainly TDS, temperature, DO, and BOD,., and nutrients. Also, if there is reason to suspect toxic materials of some nature, certain priority pollutants should be included (CH2M HILL, Port of Los Angeles). o Historic water quality in the ocean area outside the entrance to the lagoon. This water quality will be used to define the boundary conditions of the lagoon's water quality. These data should at least consist of TDS, temperature, DO, and nutri- ents (CH2M HILL, Port of Los Angeles, Tekmarine). SEP 4 o Historic sediment concentrations of the inflow waters to the lagoon; San Marcos Creek, Encinitas LATlF/d.1102 Creek, ocean loads at the entrance (CH2M HILL, Port of Los Angeles). Existing sediment thickness, grain-size makeup, and specific gravity (CH2M HILL, Port of Los Angeles, Tekmarine). Estimated future bottom conditions in terms of the dredged elevations (CH2M HILL, Port of Los Angeles), Upland data on the tributaries and their sediment makeup in the channel which is subject to bank and bottom erosion. This should consist of approximate grain-size distributions, specific gravity, and thickness (CH2M HILL, Port of Los Angeles). Land use policies in the area and erosion control practices upstream of the immediate project area which could directly affect the kind of sediment delivered to the lagoon and the rate, tons/day (CH2M HILL, Port of Los Angeles). Conditions and assumptions of the storm events, sediment makeup, streamflow quantities, event fre- quencies, etc., which were used in the development of the present sediment control plan (CH2M HILL, Port of Los Angeles). LATlF/d.1102 LATlF/d.1102 DRAFT Appendix D CHEMICAL LABORATORY TEST RESULTS CH2M HILL ENVIRONMENTAL LABORATORY 221 £3 RAILROAD AVENUE REDDING, CA 96001 916-243-5831 REPORT TO: BATIQUITOS LAGOON CH2M HILL/LAO N22723.S1 ATTENT I ON: JIM ROSS SAMPLE DEBCRIFT I ON; SEDIMENT-COMPOSITh DATE OF" SAMPLE: 5-1.0,, 5-22-87 TEST UNITS #2-1 REFERENCE NUMBER: 17411 PAGE 1 OF 26 DATE: 8-5-87 PHONE: SAMPLED BY; D. HINEB DATE RECEIVED: #3-1 #3-2 2,4-0 2,4,5-TP Si 1 vex Organic: Lead Kepone T a t a 1. 0 r g a n i c C a r ta a n mg/kg (ng/ kg mg/kg mq/kq "^ <O < 0 , 1 ., < I . i 25 < 1 26 < O < 0 . 1 . < 1 . 1 •'"/I IZ < 1 ..:- .{i •:-i C' « < 0 . 2 < 1,4 1 1 5 1 5 < i <0. 1 <0. 25 < 1 0 . 80 < 0 < o . 1 . -•:. 1 . 1 25 < 1 12 < 0 < 0 „ O. < i i,, i 25 < 1 53 C O M M E NTS: m g./ kg -- rn i 1 1 i g r a m s per k i i o g r a m ug/kg = micrograms per kilogram The information eihown on this sheet is test, data only and no analysis or interpretation is intended or implied. APPROVED BY CH2H HILL ENVIRONMENTAL. LABORATORY 2218 RAILROAD AVENUE REDDING, CA 96001 916-243-3831 REPORT TO: BATIQUITOS LAGOON CH2M HILL/LAO N22723.B1 ATTENTION: JIM ROSS SAMPLE DESCRI F'T I ON: BED IMENT-COMPQSITE DATE OF SAMPLE: 5 18, 5-22-87 REFERENCE NUMBER: 17411 PAGE 2 OF 26 DATE: 8-5-87 PHONE: SAMPLED BY: D. MINES DATE RECEIVED: 5-23-87 TEST UNITS 2,4-D 2,4,5-TP Si 1 vex Organic Lead Kepone '!" o t a 1 O r g a n i c C a r b o n mg/kg mg/kg mg/kg mg/kg <0. 1 <0. 1 <0.25 <0.25 O.87 0.59 C 0 M ME N "i" S s mg/kg = milligrams per' kilogram ug/'kq = microgra.ms per kilogram The information shown on this sheet, is test data only and no analysis or interpretation is intended or implied. APPROVED BY.J CH2M HILL ENVIRONMENTAL LABORATORY 2218 RAILROAD AVENUE REDDING,, CA 96001 916-243-5331 REPORT TO; BATIQUJTOS LAGOON CH2M HILL/LAO N22723.G1 ATTENTION: JIM ROSS REF'ERENCE NUMBER: PAGE .3 OF 26 DATE: 8-5-87 PHONE; 17411 SAMPLE DESCR 1 P T I ON : SED 1 MENT COMPOS I TE DATE OF SAMPLE; 5- 18, 5-22-87 SAMPLED BYs D. NINES DATE RECEIVED: 5-23-87 TEST METHODS: EPA -610-8100 CONSTITUENT Naphthal ene A c. e n a p h t h y 1 e n e A c: e n a p h t h e n e Fl nor ene P hi e n a n t h r ene Anthracene Fl u or anthene Pyrene Ben z o ( a > an t h r ac en e Chrysene Ben z o < b ) f 1 u.or an t hen e Benzo ( k ) f 1 nor anthene Ben 20 < a) pyrene Incieno (1,2, 3-cd ) pyrene D :i b e n 2 o ( a , h ) an t. h r a c e n e Ben no (ghi ) peryl. ene #1 < 0 •'•-. 0 < O < o •-. O •::. 0 :; 0 < 0 < ( ! ''•: O < 0 < 0 < 0 < 0 < o < 0 1 „ 5 „ b » b ,.5 .5 . '"I . •'.") . bf— . :..! t~~ . O .5 . b .5 „ 5 . bi~. ..j #2-1 < O . < 0 „ •'•-. O « < c* . < 0 . < 0 „ < 0 , < 0 . < 0 , < 0 . <0. < 0 n <. 0 . < 0 „ < o . < 0 . 5 b 5 5 5 Cl" 5f"-...< 5 b 5 5 5 5 5 5 #3-1 < 0 . < 0 ,. ':>! V.^ n < 0 . < 0 „ •< o . < 0 ,, < 0 . < O n < 0 . < 0 . < 0 . < o . < 0 „ < 0 . < 0 . 5 5 5 b 5 b 5i—'•..! 5 (.—b 5 5 5 5 5 5 #3— < 0 < 0 < 0 < 0 <. 0 < o < 0 < 0 < 0 <0 <o ••'•'. 0 <o < 0 <. o < 0 2 .5 . 5 . •'!') . b n t.'i cra 1.J .5 C™" It V.J .5 .5 . 5 .5 . 5 . b .5 .5 #4-1 < 0 . < 0 . f: O . < 0 . < 0 . •< i".) . < 0 . < 0 . < 0 . <0. < 0 . <0. < o . <0.< o . < 0 . L":' 5 5 b 5 b 5 5 5 5 5 5 5 5 5 5 #4 < 0 < 0 < 0 ••.. 0 < 0 < 0 < 0 < 0 < 0 •;:i 0 < 0 <0 < o < 0 <0 < 0 •'T' n i" ' .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 • b COMMENTS: Results are in milligrams per kilogram PAH' s analyzed by capillary GC/'FID. GC/MS confirmation of concentrate. CDDS greater than the detection limit, recommended due to the? possibility of h y c! r o c a r b a n i n t e r f e r e nee s „ The information shown on this sheet is test data only and no analysis or interpretation is intended or implied. ANALYST:APPROVED BY: CH2M HILL ENVIRONMENTAL LABORATORY 22IS RAILROAD AVENUE REDDING, CA 96001 916-243-5831 REPORT TO; BATIQUITOS CH2M HILL./LAO N22723.61 ATTENTION; JIM ROSS SAMPLE DESCRIPT 1 ON: BED 1MENT-CGMPQSI IE D A T E OF SAMP L E: S - 18 , TEST METHODS; EPA--610-8100 -87 CONSTITUENT #5-1 #5-2 R E F E R E: N C E NUMBER; 17 4 1 1 PAGE 4 OF 26 DATE; 8-5-87 PHONE:; SAMPLED BY: £•„ NINES DATE RECEIVED;; 5-23-87 Naphthal ene Ac en ap h t h y 1 en e A c e n a p h t. h e n e Fl u or en e i;;' hi e n a n t h r e n e Anthracene F 1 u o r a n t h e n e Pyrene Benzo <a) anthracene Chrysene B e n z o ( b ) -f 1 u a r a n t. h e n e Ben so ( k > 1 1 uoranthene Ben;- o ( a ) p yr ene Incieno ( 1 , 2! , 3-cd ) pyr ene Di taerisa ( a , h > anthracene B e n 2 o ( q h :i ) p e r y 1 e n e < 0 . 5 <0.3 < 0 . 5 < 0 . 5 < 0 . 5 < 0 . 5 < 0 . 5 <:. 0 . 5 < 0 . 5 •=:. 0 . 5 < 0 . 5 < 0 . 5 < 0 . 3 <0,5 <0.5 <0.5 < 0 „ 5 < 0 . 5 < 0 . 5 < 0 . 5 <O.5 < 0 . 5 <0.5 < 0 . 5 < 0 . 5 < 0 . 5 •\ 0 . 5 < 0 . 5 <O,5 < 0 . 5 < 0 .: 5 <0.5 COMMENTS: Results are in milligrams per kilogram PAH' s analysed by capillary GC/FID. (3C/MS con-f irmat ion of concentrations greater than the detection limit recommended due to the possibility of hydrocarbon inter-ferences. The information shown on this sheet is test data only and no analysis or interpretation is intended or implied. ANALYST:APPROVED CH2M HILL ENVIRONMENTAL LABORATORY 2218 RAILROAD AVENUE REDDING, CA 96001 916-243-5831 REPORT TO: BATIQUITOS LAGOON CH2M HILL/LAO N22723.B1 ATTENTION; JIM ROSS REFERENCE NUMBER: PAGE 5 OF 26 DATE: S--5-87 PHONE s 17411 SAMPLE DE3CR 1 P T 1 ON : SED I MENT-COMF'OS I TE DATE OF- SAMPLE: !:: TEST METHODS s TTL CONSTITUENT Ant i mony-Sb Arseni c-As Bar i um-Ba Beryl 1 :L urn-Be Cad mi uni—CcI Chrorni u(n— Cr Cobal t-Co Copper-Cu Lead~Pb Mercu.ry-Hg Mol ybdermm— Mo Nickel-Ni Sel eni urn— Sts Si 1 ver Ag Thai 1 i um-Tl Vanadium --V Z i n c - Z n Fl uori.de ..-IB, 5-22-87 I; METALS #1-1 12 3. 12 35 0 n 3 <0.4 9 . 1 3 . 3 8.4 "7 '••>/ • jL. <0. 14 <4 4 . 0 0 . 2 < O . 3 <4 26 20 72 tt 2 ~-i 16 5.32 56 0 . 4 < 0 . 4 1 2 5.6 i 1 S . 0 <0. 14 <4 4.3 0. 1 < 0 „ 8 <4 37 28 51 #3-1 12 5,72 5O 0 . 4 <0. 4 11 5.0 12 9 . 6 <0. 14 <4 4 . 4 0. 3 < 0 . 8 <4 31 28 53 SAMPLED E DATE RECE #3-2 16 4.48 44 0 . 3 < 0 . 4 1 1 4.2 6.8 3.6 <O.. 14 <4 3.6 0.2 <o.a <4 29 23 81 V; D. BINES IVED; 5- #4-1 12 6.08 46 0.4 <0.4 9.6 5.0 10 3,4 <0. 14 <4 4 . 0 0.3 <0.8 <4 29 26 44 -23-87 #4-2 12 4.80 33 0 . 5 < 0 . 4 9.3 3. 5 8.4 5.6 <0. 14 <4 4.0 O. 1 <0.8 <4 22 .--, *»-, 60 7. Solids 54. 6 59.9 63 19.9 C 0 M M E N "i" S: R e s u Its i n m i 1 1 i g r <a m s p e i" k i. I c: g r a nn e x c e p t w h ere no t e d, The in-formation shown on this sheet is test data only and no analysis or interpretation is intended or implied. APPROVED BY: CH2M HILL ENVIRONMENTAL LABORATORY 2213 RAILROAD AVENUE REDDING, CA 96OO1 916-243-5831 REPORT TO: BATIQUITDS LAGOON CH2M HILL/LAO N22723.G1 ATTENTION: JIM ROSS REFERENCE NUMBER: PAGE 6 OF 26 DATE; 3-5-87 PHONE: 17411 SAMPLE DESCR I FT I ON s DATE OF SAMPLES 5- TEST METHODS: TTLC CONSTITUENT Ant i mony-Sb Arseni c-As Barium -Ba Beryl 1 i urn-Be Cad mi um-Cd Chromium-Cr Cobalt --Co Copper-Cu Lead-Pb Mer cury-Hg Mol yta den urn-Ma Nickel-Ni Seleni um-Se Si 1 ver-Aq Thai I i um~Tl Vanadi um-V "Li nc-Zn F"l uor i de SEDIMENT-i IB, 5~-22--87 METALS #5-1 < 12 7.32 44 0.4 < 0 . 4 8 . 7 4.6 14 10 <0. 14 < 4 3.6 0 . 5 < 0 . S <4 25 29 49 COMPOSITE SAMPLED BY; D* HINES DATE RECEIVED: 5-23-87 #5-2 12 6 . 76 47 0 . 3 < 0 . 4 9 „ 3 4.6 10 7.3 <0. 14 <4 4 . 0 0.4 < 0 . S <4 29 28 96 "/. Sol ids 66.9 66.7 COMMENTS:. Results are in milligrams per kilogram except where noted, The information shown on this sheet is test data only and no analysis or interpretation is intended or implied. APPROVED BY: i *•:?'/.-//!• CH2M HILL ENVIRONMENTAL LABORATORY 2218 RAILROAD AVENUE REDDING, CA 96001 916-243-5831 REPORT TO: BATIQUITOS LAGOON CH2M HILL/LAO N22723.B1 ATTENTION: JIM ROSS REFERENCE: NUMBER; PAGE 7 OF 26 DATE: 8--5-87 PHONE: 17411 SAMPLE DESCRIPTION: SEDIMENT COMPOSITE DATE OF SAMPLE: 5-18, 5-22-87 TEST METHODS: EPA-608-B080 CONSTITUENT #1-1 #2-1 a--BHC ta-BHC g-BHC d~BHC Heptachl or A 1 d r i n H e p t a c: h lor E p a x i d e End osu I fan I Di el dr i n 4 , 4-DDE E'ndr i n Endosul fan 1 1 4 , 4-DDD Endr :i n Al dehyde End osul f an Su 1 f at e 4,4-DDT Methoxychl or Ch 1 ordane Toxaphene PCB-1221 PCB-1232 PCB-1242 PCB-1016 PCB-1248 PC B- 1254 PCB- 1.260 <0.01 < 0 . 0 1 < 0 . 0 1 < o - o i < 0 . 0 1 < 0 . 0 1 < 0 . 0 1 < 0 . 0 1 < 0 . 0 1 <0,,01 <0.01 < 0 .01- <0.01 < 0 . 0 1 < 0 . 0 1 <O.O1 < 0 . 0 1 < 0 a 0 1 <0. 1 <0. 1 < 0 . 1 <0. 1 <0. 1 <0.05 <O.02 < o . 02 < 0 - 0 1 < 0 . 0 1 < 0.0.1. < 0 . 0 1 < O . 0 1 < 0 . 0 1 < 0 . 0 1 < 0 . 0 1 <O.0.1 0,,01 < 0 . 0 1 < 0 . 0 1 <.O.01 < 0 . 0 1 <0.01 < 0 . 0 1 < 0 . 0 1 <O.01 <O. 1 <o. i <O. 1 <O. 1 <O. 1 <0,,05 < 0 . 02 <0. 02 SAMPLED BY: D. HUMES DATE RECEIVED; 5-23-87 #3-1 #3-2 #4-1 #4-2 < 0 . 0 1 < 0 . 0 1 < 0 . 0 1 < 0 ., 0 1 < 0 . 0 1 < 0 . 0 1 <0.01 < 0 . 0 1 < o . o i <O.01 < 0 . 0 1 < 0 . 0 1 < 0 . 0 1 < 0 . 0 1 < 0 . 0 1 < 0 n 0 1 < 0 . 0 1 < 0 . 0 1 <O. 1 <0. 1 < 0 . 1 <0. 1 < 0 . 1 <0n05 < 0 . 02 <0. 02 < 0 . 0 1 < 0 . 0 1 < 0 . 0 1 < 0 . 0 1 < 0 . 0 1 < o . o i < 0 . 0 1 < 0 . 0 1 < 0 . 0 1 < 0 „ 0 1 < 0 . 0 1 < 0 . 0 1 < 0 . 0 1 < 0 . 0 1 < 0 . 0 1 < 0 . 0 1 < 0 . 0 1 < 0 . 0 1 <0. 1 <0. 1 < 0 . 1 <0. 1 <0. 1 <o.og <0. 02 <0. 02 < 0 . 0 1 < 0 . 0 1 < 0 . 0 1 < 0 . 0 1 < 0 . 0 1 < 0 . 0 1 < 0 . 0 1 <0.01 <0.01 < 0 . 0 1 < 0.01 <0.01 <0.01 <O.01 <0.01 < o . o i <0.01 < 0 n 0 1 <0. 1 <0. 1 < 0 . 1 <0. 1 <0. 1 <0. 05 <: o . 02 <0. 02 < 0 „ 0 1 <. 0 . 0 1 < 0 . 0 1 < 0 . 0 1 <0.01 < 0.01 <O.O1 <0.01 < 0 . 0 1 <0.01 < 0 . 0 1 <0.01 <o.0i <0.01 < 0 . 0 1 < 0 . 0 1 <0.01 <0.01 <0. 1 <0. 1 <0. 1 <0. 1 <0. 1 •:; 0 . 05 <0.02 <0. 02 COIIMtNTS: Results are in milligrams per kilogram The information shown on this sheet is test data only and no analysis or interpretation is intended or implied. ANALYST APPROVED CH2M HILL. ENVIRONMENTAL LABORATORY 2218 RAILROAD AVENUE REDDING, CA 96001 916-243-5831 REPORT TO: BATIQUITOS LAGOON CH2M HILL./LAO N22723.G1 ATTENTION: JIM ROSS REFERENCE NUMBER: PA6E 8 OF 26 DATE; 8--5-S7 F::'HONE: 17 411 SAMPLE DESCRIPTION! SEDIMENT 01 DATE OF SAMPLE: 5-1.3, 5-22-87 TEST METHODS: EPA -608-8080 CONSTITUENT #5-1 c& "" o H I-/ b-EHC g-BHC d-BHC Heptachl or Aldrin Heptachl or Epoxide Endosul-fan I Di el dr in 4 , 4-DDE Endr in Endosul fan 1 1 4 , 4-DDD E n cj r i n Aide h y d e En d osu 1 f an 3u 1 f ate 4, 4 -DDT Methoxychl or Chi ordane Toxaphene PCB --122:1. PCB~ 1232 PCB- 1.242 PCB- 101 6 PCB- 1 248 PCB- 1254 PCB- 1260 < 0 . 0 1 < 0 . 0 1 < 0 . 0 1 < 0 . 0 1 < 0 . 0 1 < 0 . 0 1 < 0 . 0 1 < 0.01 < 0 . 0 1 < 0 . 0 1 < 0 „ 0 1 < 0 . 0 1 < 0 . 0 1 < 0 . 0 1 < 0 . 0 1 < O ., 0 1 < 0 . 0 1 0 „ 0 1 <0. 1 <0. 1 < 0 . 1 <0. 1 <O. 1 <O.05 <0. 02 <0.02 DMPOSITE SAMPLED BY; D. HI NEB DATE RECEIVED: 5-23-87 #5-2 < O=01 < 0 . 0 1 <0.01 < 0 ™ 0 1 < 0 . 0 1 < 0 . 0 1 <0.01 <0.01 < 0 . 0 1 0 . 0 1 < 0 . 0 1 < 0 . 0 1 <0.01 <0.01 < 0 . 0 1 <0.01 <O.O1 < 0.01 <0. 1 <0. 1 <0. 1 < 0 „ 1 <0. 1 <0.05 < 0 . 02 <0.02 COMMENTS: Results are in milligrams per kilogram The information shown on this sheet is test data only and n o an a 1 y s i s o r i n t e r p r e t. a t. i o n i s i n tended or i m p 1 i e d . ANALYST:APPROVED CH2M HILL ENVIRONMENTAL LABORATORY 221.8 RAILROAD AVENUE REDDING, i:;A 96001 916-243-5831 REPORT TOs BATIQUITOS LAGOON CH2M HILL/LAO N22723.G1 ATTENTION; JIM ROSS SAMPLE DESCRIPTION? SEDIMENT COMPOSITE DATE OP SAMPLE: 5-IS, 5-22-87 REFERENCE NUMBER: 17411 RASE 9 OF 26 DATE i! 8-5-87 PHONE: SAMPLED BY:: D,. NINES DATE RECEIVED: 5-23-87 TEST METHODS: EPA-604---8040 CONSTITUENT ttl-1 #3-1 #4-1 Phenol 2 - Ch 1 or op h en o 1 2 - N i t r o p h e n o 1 2 , 4 - D i m e t. h y 1 p h e n o I 2. , 4 -• D i c: h I or o p h e n o I 4 •- 0 h 1 o r- o - 3 - m e t h y 1 p h e n a 1 2 , 4 , 6- TV' i c h 1 or op hen o .1. 2 , 4-Di n i t.raphenal 4 - N i t r o p h e n o I 2 - M e t. h y .1 - 4 , 6 - d i n i. t r o p h e n n I Pen t. ac h 1 or op h en o 1 < 0 . \ 0 . < 0 ,. < o . < 0 . <'. 0 :, < 0 , < o . < o . < o , < 0 .. C.T 5 5 5 5 5 5 5 5 5 b < 0 . < o . < 0 . *•! '0 . < o . < ( ) . < 0 „ -•:: o . < o . < o „ < o . b 5 5 r"...t 5 5 5 K:,J 5 5 ITT*^.' < 0 „ < 0 . < 0 . < o . < o . < 0 . < 0 . < 0 „ < 0 „ < O „ < 0 . 5 Cl1 t.!i 5 5 5 r'j 5 5 5 5 < O . •:'.' Ci , < O . < O . < 0 . < o „ < o . < () . < o . < o . < 0 . 5 5 5 5 5 5 b 5 5 5 5 < 0 . < 0 . < O . < o . < 0 . < 0 „ < 0 ,. < 0 . < 0 . < o > < 0 . 5 5 t5 5 5 5 5 b 5 5 5 < 0 . 5 <0,5 < 0 . 5 < 0 . 5 < 0 „ 5 < 0 . 5 < 0 , 5 <0.5 <0.5 < 0 . 5 < 0 . 5 COMMENTS: mg/kg ~ milligrams per kilogram Phenols analysed by capillary 6C/FID. GC/MS confirmation of concentrations greater than the detection limit is recommended due to the possibility of h y d r oc ar t:) on i n t er f er en c es. The information shown on this sheet is test, data only and n o a n a 1 y s :i s o r i n t e r p r e t. a t. i o n i s i n t e? n d e d o r i m p 1 i e d „ ANALYST:.APPROVED BY CH2M HILL. {ENVIRONMENTAL LABORATORY !18 RAILROAD AVENUE REDDING,96001 916-243-5831 REPORT TO: BATIQUITOB LAGOON CH2M HILL/LAO N22723.G1 ATTENTIONS JIM ROSS SAMPLE DESCRIPTION: SEDIMENT COMPOSITE DATE OF SAMPLE: 5--5.8, 5-22-87 TEST METHODS: EPA 604-804O CONSTITUENT #5- REFERENCE NUMBER: 17411 PAGE 10 OF 26 DATE: 8-5-87 PHONE: SAMPLED BY: D. MINES DATE RECEIVED: 5-23-87 Phenol 2-Chl orophenol 2-Ni trophenol 2 , 4 — D i m e t. h y 1 p h e n o 1 2 , 4 - D :i. c h 1 o r o p h e n o 1 4— Chloro— 3-methyl phenol 2 , 4 , 6 - T r i. c h 1 o r o p h e n o 1 2 , 4 - D i n i t. r o p h e n o 1 4--N1 trophenol • 2-Met h y 1 -4 , 6-d i n i t r op hen o i P e n t. a c: h 1 o r- a phenol •'. 0 . 5 < 0 . 5 <0.5 < 0 . 5 < 0 . 5 <0.5 < 0 „ 5 ••: 0 . 5 <0.5 <0.5 < 0 . 5 < 0 . 5 < 0 - 5 < O „ S <0.5 < 0 . 5 < 0 . 5 <0,,5 < 0 . 5 < 0 . 5 < 0 . 5 <0,. 5 COMMENTS: mq/kg == milligrams per kilogram Phenols analyzed by capillary GC/FID. GC/MS conf-irmat i on of concentrations greater than the detection limit is recommended due to the possibility of hydrocarbon i nterferences. The information shown on this sheet is test data only and no analysis or interpretation is intended or implied,, ANALYST:APPROVED BY CH2M HILL ENVIRONMENTAL LABORATORY 2218 RAILROAD AVENUE REDDING, CA 96OO1 916-243-5831 REPORT TO: BAT.TQUITOS LASOON CH2M HILL /LAO N22723.B1 ATTENTION: JIM ROSS SAMPLE DESCRIPTION: SEDIf DATE OF SAMPLE;: 5-18, 5-2 TEST METHODS: EPA-601-8O1 CONSTITUENT Ch 1 or omethane Bromo in ethane Di chl orodi f 1 uoromethane V i n y 1 c h 1 or ids Chl oroethane Me t h y 1 en e c h 1 or i d e Tr i chl or of 1 uoromethane 1 „ 1 -D 1 c h 1 or oet hi en e 1 , 1 — D i c h 1 o r o e t. h a n e t. r a n s — 1 , 2 - D i c h 1 o r o e t h e n e Ch 1 or of or m 1 , 2 - D i c h 1 o r o e t h a n e 1 , 1 , 1 — Tr i chl oroethane C a r b o n T e t. r a c h 1 CD r i d e Br ornod i c h 1 or omet. h an e 1 ,2 - D i c h 1 o r o p r • o p a n e ci s-1 , 3-Dichl oropropene T r i c. h 1 o r o e t h e n e Di bromochl oromethane 1 „ 1 , 2-Tr :i. ch 1 oroethane t r a n s — 1 , 3 — D i c: h I o r CD p r o p e n e Bromof arm 1 , 1 ,2, 2-Tetrachl oroethane T e t r~ a c h 1 o r a e t hi e n e C h 1 o r o b e n z e n e 1 , 3 -Die h 1 o r a b e n z e n e 1 , 2 ~ D i c h 1 o r o b e n z e n e 1 , 4-Di ch 1 arobensene REFERENCE NUMBEF PAGE 1 1 OF 26 DATE: 3-5-87 <: 7411 PHONE : !ENT GDI" 22-87 0 #1-1 «:>,. < o . < 0 » <0. < 0 . < Ci . < o „ < 0 . < O •, < 0 „ < 0 ,. < o . < 0 . < 0 , < 0 . < 0 . < 0 . < c* . < o . < 0 . <0. < 0 . < 0 . < 0 „ < o . < 0 . < o . < 0 „ IPOS ! 1 1 1 1 5 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ITE 4*2-1 < 0 . < 0 - < o . < 0 . < 0 » < 0 . < o . < 0 . < 0 . < 0 . < 0 n < 0 . <0. < 0 . <0. < 0 , < o . < 0 . < 0 . < 0 „ < o . < 0 « < o . < 0 . <0- < 0 . < o „ < o . SAMPLED BY 1 1 1 1 1 5 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 .1. 1 1 1 1 #3-1 '•: 0 . < 0 - < 0 „ < 0 „ < 0 . < 0 . <0. < 0 . < 0 n < 0 . < 0 . < c> . < 0 . <: (.» „ < 0 . •••: o , < 0 . < 0 ,= < o . < 0 ., < 0 . < o . «:>„ < o . < 0 . < o . < o . < 0 ., DATE RECE I #3-2 1 1 1 1 1 5 1 1 :!. 1 1 1 l 1 1 1 1 1 1 .1. l i 1 l 1 I l 1 < Ci < 0 < 0 < 0 < 0 < 0 <: o < 0 < 0 < 0 < 0 < 0 <0 < o < 0 < 0 <0 < 0 < \) < 0 < 0 < 0 < 0 < 0 „ 1 . 1 . 1 . 1 . 1 .5 . 1 . .1. . 1 . 1 „ 1 . 1 . 1 . 1 . 1 . 1 . 1 . 1 . 1 . 1 . 1 . 1 1 . 1 • F VED: #4-1 < 0 . '•'-. '•,•' • < O .. <0. < o . <0. < c> . < 0 . < 0 . < 0 . <o. <0. < 0 . < 0 . < 0 . < 0 . < 0 .< o . < 0 . < 0 . <0. < 0 . < 0 . < 0 . ). 1 i 1 11 5 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 <0. 1 <0. 1 < c> < 0 < 0 . 1 , 1 . 1 < 0 „ < 0 . < 0 . i 1 1 NINES 5-23-87 #4-2 < 0 . 1 < 0 . 1 <0. 1 < 0 . 1 <0. 1 < 0 . 5 < 0 . 1 <0n 1 <0. 1 <0. 1 <0. 1 <0, 1 <0. 1 <0., 1 < 0 . 1 <0. 1 <0. 1 <0» 1 <o. i < 0 . 1 <0. 1 <0. 1 <O. 1 < 0 „ 1 <0. 1 < 0 . 1 <0. 1 <0. 1 COMMENTS: Results in milligrams per kilogram 2—Chl oroethyl v:i nyl ether not analyzed The information shown on this sheet is test data only and no analysis or interpretation is intended or implied. ANALYST:PPROVED BY* CH2M HILL ENVIRONMENTAL LABORATORY 2218 RAILROAD AVENUE REDDING, CA 96001 916-243-5831 REPORT TO: BATIQUITOS LAGOON CH2M HILL/LAO N22723.G1 ATTENTION: JIM ROSS SAMPLE DESCRIPTION; SEDIMENT COMPOSITE DATE OF SAMPLES 5-18, 5-22-87 TEST METHODS: EPA-601-8010 CONSTITUENT #5-1 1 ,2 - D i c h 1 o r o b e n :•: ene 1,4-Di chlorobenzene REFERENCE NUMBER; 7411 PAGE 12 OF 26 DATE: 8-5--S7 PHONE: SAMPLED BY; D. HINES DATE RECEIVED: C h 1 o r o m e t h a n e B r o m o m e t h a n e Di chl orodi f 1 uorometha.ne Vinyl c. h 1 o ride Chl oroethane Met h '••,' 1 en e chloride T r i c h 1 o r o i I u o r- am e t h a n e 1 , 1 -Di chl oroethene 1 , 1-Di chl oroethane trans--l , 2— Di chl oroethene Chloroform 1 , 2-~Di chl oroethane 1,1, l~Tr i chloroethane Carbon Tetrachl or i de Bromod i chl orornethane 1 , 2-Di chl oropropane ci s-1 , 3-Di chl oropropene Tr i c. h 1 or oet hen e Di bromochl oromethane 1 ,, 1 , 2— Tr i ch 1 oroethane trans— 1 , 3— Di ch 1 oropropene Bro mo-form 1 , 1 , 2 , 2 - T e t r a c h 1 o r o e t h a n e T e t r a c h 1 o r o e t h e n e Ch I orobenz ene 1 , 3— Di chl orobenzene < 0 . 1 < 0 . 1 <0. 1 <0. 1 <0. 1 < 0 „ 5 <0. 1 <o. i <O. 1 <0. 1 <O. 1 <0- 1 <O. 1 <0. 1 <0. 1 <O. 1 <0. 1 <0n 1 <0. 1 < 0 . 1 <0. 1 < 0 . 1 <0. 1 <0. 1 <0. 1 < 0 . 1 < 0 . 1 <0. 1 <0. 1 < 0 . 1 <0. 1 < 0 . 5 «:>„ 1 < 0 . 1 <0. 1 <0. 1 < 0 . 1 <O. 1 <0. 1 < 0 . 1 <0. 1 <0. 1 <0. 1 <O. 1 <0. 1 <0. 1 <0. 1 <O. 1 <0. 1 < 0 . 1 <0. 1 < 0 . 1 <0. 1 COMMENTS: Results in milligrams per kilogram 2-Chloroethylvinyl ether not analyzed The information shown on this sheet is test data only and no analysis or interpretation is intended or implied. ANALYST:PPROVED BY: CH2M HILL ENVIRONMENTAL LABORATORY 2218 RAILROAD AVENUE REDDING, CA 96O01 916-243-5831 REPORT TO: BATIQUITQS LAGOON CH2M HILL/LAO N22723.G1 ATTENTION: JIM ROSS SAMPLE DESCRIPTIONS ELUTRIATE COMPOSITE DATE OF SAMPLE: 5-18, 5-22-87 REFERENCE NUMBER:; 17411 PAGE 13 OF 26 DATE: 8-5-87 PHONE: SAMPLED BY: D, MINES DATE RECEIVED: TEST UNITS SAMPLES #1-1 #2--1 #3-1 #3-2 #4-1 #4-2 #5- 1 #5-2 mg/1 18 16 18 IB 42 62 50 COMMENTS: mg/1 = milligrams per liter The information shown on this sheet is test data only and no analysis or interpretation is intended or implied. APPROVED BYs CH2M HILL. ENVIRONMENTAL LABORATORY 22IB RAILROAD AVENUE REDDING, CA 96OO1 916-243-5831 REPORT TO; BATIQUITOS LAGOON CH2M HILL/LAO N22723.61 ATTENTION: JIM ROSS SAMPLE DESCRIPTION: ELUTRIATE COMPOSITE DATE OF SAMPLE: 5-13, 5-22-87 REFERENCE NUMBER PAGE 14 OF 26 DATE: 8-5-37 PHONE: SAMPLED BY: D DATE RECEIVED: 17411 MINES 5-23-87 TEST TTLC CONSTITUENT tt 1 - 1 #3-1 #4-1 #4-2 Anti mony-Sb Arsenic-As Bar i urn-Bet Beryl 1 i urn-Be Cadmium-Cd Chromium-Cr Cobalt-Co Copper—Cu Lead-Pb Mercury-Hg Molybdenum-Mo Nickel-Mi Seleni um~Se Si. 1 ver-Ag Thai 1i um-Tl Vanadium-V Z inc- 7. r\ 800.-• i~ •••. :.! 1 OO <5 < 1 0 <20 < 50 30 50 1 . 3 1 00 <50 <5 < 20 < 1 OO < 1 00 3O 8OO <5 1 OO <5 < 1 0 < 2.O 50 4O 60 0. 5 100 < 50 <5 < 20 < 1 OO < 1 OO <20 900 <5 2OO <5 < 1 0 < 2O 50 40 80 < 0 . 5 1 00 <50 <5 20 < 1 OO < 1 00 <. 2O 130O 7 300 1200 3OO <5 < 1 0 <20 50 60 80 <0.5 1 00 < 50 "•'. i 30 < 1 00 <1OO < 20 200 <5 < 1 0 < 20 < 5O 40 <50 < 0 . 5 100 <50 -:'* C5 < 20 < 1 00 <100 < 20 300 6 < 1 0 < 20 50 60 80 <0.5 <100 <50 < 5 30 < 100 < 1 00 20 COMMENTS: Results in micrograms per liter The information shown on this sheet is test, data only and no analysis or interpretation is intended or implied. APPROVED BY: CH2M HILL ENVIRONMENTAL LABORATORY 2218 RAILROAD AVENUE REDDING, CA 96001 916--243-5831 REPORT TO: BATIQUITOS LAGOON CH2M HILL/LAO N22723.G1 ATTENTION;; JIM ROSS SAMPLE DESCRIPTION: ELUTRIATE COMPOSITE DATE OF SAMPLES 5-13, 5-22-87 TEST METHODS: TTLC METALS CONSTITUENT #5-1 Ant i mony-£3b Arsenic-As Barium-Ba Beryl Iiurn-Be Cad mi urn-Cd Chrorniurn-Cr CobaIt—Co Copper-Cu Lead-F'b Mercury—Hg M o1ytadenum—Mo Nickel-Ni Selenium-Se Si 1ver-Aq Thai 1iurn—Tl Vanadium-V 2i nc-Zn #5- soo <5 200 7 < 1 0 < 20 <50 30 50 < 0 . 5 100 <50 .-• i"1 ••-. -.j < 20 <100 < 1 OO <20 110O 7 200 a < 1 0 < 20 <50 50 60 < 0 . 5 <100 <50•• i^-'••. *_.' 30 < 1 00 < 1 00 < 20 REFERENCE NUMBER; 17411 PAGE 15 OF 26 DATE: 8-5-87 PHONE: SAMPLED BY: D, NINES DATE RECEIVED;: 5-23-87 C 0 M M E NTS: Re s u. Its i n m i r.:: r o g r a m s per liter' The information shown an this sheet is test data only and no analysis or interpretation is intended or implied. APPROVED BY? REPORT TO: BATIQUI1 CH2M HI I N22723.C ATTENTION: JIM ROSS SAMPLE DESCRIPTION: DATE OF SAMPLE: 5--: 96001 916-24 fOS LAGOON -L/LAO 31 «\ ELUTRIATE COMPO 18, 5-22-87 -r c:- o T•-• "\. 1Q... SITE 51 REFERENCE NUMBER! 17411 PAGE 16 OF 26 DATE: 8-5-87 PHONE : SAMPLED BY: D. H.INES DATE RECEIVED: 5-23-87 TEST METHODS: EPA-608-8OQO CONSTITUENT a-BHC b-BHC g-BHC d-BHC Heptachl or Aldri n H e p t a c h 1 o r E p o x i d e Endosul -fan I D i e 1 d r' i n 4,4-DDE Endr i n Endosul fan II 4 , 4-DDD E n d r i n A 1 d eh y d e Endosul -fan Sul-fate 4,4-DDT Met.hoxyc.hl or Chi ordane Toxapherie PCB-- 1221 PCB-1232 PCS- 1242 PCB--1016 PCB-1248 PCB-1254 PCB-1260 # 1 - 1 •=: 0 . < O . < 0 . < 0 . < 0 . < o . <0. < 0 « < 0 n < 0 „ < 0 . < 0 . < o . < 0 . < o . < 0 . < o . < 0 . '••. •:f *:., < .:;- < < 0 . < 0 . j:~ 2 *-!^. •".'' 'V> •p 2 2 .iL.' ? ~? 2 2 .£ •'"> •"71 2.-71 2 4 4 2 '"V 1 4 4 #2- < 0 < 0 < o <0 < o < 0 < 0 < 0 < 0 < 0 < 0 < o <o < 0 <. 0 < 0 < 0 < 0 < o '••. O 1 . ?'-}n jl. '-I • .i- •~! _ 2 '.-' n 2 .2 • jri! .. !2 • u^..~j /•-, .2 n 2 __ •-.•> • ';t •"'' ''•: 2 <4 <4 ';-. 2 <2 < 1 .4 .4 #3- 1 < 0 . 2 < 0 . 2 <0.2 '\ 0 * 2 <0.2 < 0 . 2 < 0 . 2 < 0 . 2 <0.2 <0.2 < 0 . 2 < 0 . 2 <0.2 < 0 . 2 < 0 . 2 < 0 . 2 < 0 . 2 <0.2 <2 <4 <4 <2 <2 < 1 < 0 . 4 <0.4 #3-2 <0. < 0 . < O . < 0 . < O . < O . •••. 0 . < 0 . < 0 . < o . < 0 . <o. < 0 . < 0 . < o .. < 0 . < 0 . <0. '•., < f.\ ••/ "•• '• i < o . .*., 2 .--1 2 "'7 ..-, T1J^, •"? 2 •~>.1— ''.' 2 o ".' r> •-i.e_ 2 i-y 2 4 4 P 2 1 4 4 #4- < 0 < 0 <0 *-. 0 <0 < 0 < 0 •< 0 <0 < 0 <o <0 < 0 < 0 < 0 <0 <0 < 0 < 0 < 0 1 .2 ''? *•", a ji. /•- £ if JU. '~ln jl. 'T* J^ /-I a j^'. '"' - ?.2 .2 . 2 .2 "? r~\a 4- 2 .2 •~?• .1— <2 <4 <4 **-. -!-! < 2 < 1 .4 .4 #4- < 0 . < 0 .. < 0 . < 0 . < 0 . < 0 . < c> . < 0 „ < o . < 0 . <o. <0. <0. < 0 . <0. <0. < 0 . < 0 . \ <! .;•* •:.. < < o . '•:: 0 . 2 2 /~;j:_ '"."' •~7i ^i 2 r>j_ 2 2 2 2 r~\ jC. f-^ ^*""* 2 2 2 '^ 4 4 2 *!. 1 4 4 Kepone <. 1 < :i. < 1 COMMENTS: Results are in micrograms per liter < 1 <1 <1 The information shown on this sheet is test data only and n a a n a 1 y sis o r i r 11 e r p r e t a 11 o n i s i n t e n d e d o r i m p 1 i e d ,, ANALYST:APPROVED BYf KMISIIU CH2M HILL ENVIRONMENTAL LABORATORY 2218 RAILROAD AVENUE REDDING, CA 96001 916-243-5831 REPORT TO: BATIQUITOS LASOON CH2M HILL/LAO N22723.B1 A T T E N T 10 N: J IM R 0 S S SAMPLE DESCRIPTION: ELUTRIATE COMPOSITE DATE OF SAMPLE;: 5-1E3, 5-22-87 TEST METHODS: EPA--608-SOSO CONST ITUENT a-BHC b-BHC g-BHC d-BHC Heptachlor Aldriri Heptachlor Epoxide Endosulfan I D i e 1 cl r i n 4,4-DDE Endri n Endosul -fan 11 4,4-DDD Endrin Aldehyde Endosulfan Sulfate 4,4-DDT Methoxychlor Chior dane Toxaphene PCB-1221 PCB--1232 PCB-.1242 PCB-1016 PCB-1248 PCB-J.254 PCB-126O 4+5-1 <0.4 <0.4 #5-2 < 0 . 2 <0,2 < 0 . 2 < 0 . 2 <0.2 <0.2 <0.2 < 0 . 2 <0.2 < 0 . 2 < 0 . 2 < 0 . 2 <O.2 < 0 . 2 <0.2 <0.2 < 0 „ 2 < 0 . 2 < 2 <4 <4 < 0 . 2 < 0 . 2 <0.2 <O.2 <0.2 < 0 . 2 < 0 . 2 < 0 . 2 < 0 . 2 < 0 . 2 <0.2 < 0 . 2 <0.2 <0.2 < 0 . 2 < 0 . 2 < 0 . 2 <0.2 <2 •••' /I'•„ T <4 <0.4 < 0.4 REFERENCE NUMBER: 1741.1. PAGE 17 OF 26 DATE: 8--5-B7 PHONE: SAMPLED BY: D. H.INES DATE RECEIVED: 5-23-87 Kepone <1 <1 COMMENTS: Results are in rni crograms per liter The information shown on this sheet is test data only and no analysis or interpretation is intended or implied. ANALYST;APPROVED BY f CH2M HILL ENVIRONMENTAL LABORATORY 2218 RAILROAD AVENUE REDDING, CA 960O1 916-243-5831 REPORT TO: BATIQUITOS LAGOON CH2M HILL/LAO IM22723.G1 ATTENTION: JIM ROSS SAMPLE DESCRIPTION: ELUTRIATE COMPOSITE DATE OP SAMPLE: 5-18-87 REFERENCE NUMBER: 17411 PAGE 13 OF 26 DATE: 8-5-87 PHONE: SAMPLED BYs D. MINES DATE RECEIVED: 5-23-87 TEST METHODS:; EPA-610-8100 CONSTITUENT #2-1 #3-1 #3-2 #4-1 #4-2 Naphtha! ene A c e n a p h t h y 1 e n e A c en a p h t h e n e Fl uorene P h e n a n t. h r e n e Anthracene Fl uoranthene Pyrene Ben z o ( a ) a n t h r • a c e n e? Chrysene E-:enzo <b ) f 1 uoranthene Benz o ( k ) -f 1 uoranthene B e n z o ( a ) p y r e n e I n d en o ( 1 , 2 , 3-c d ) p y r en e Di berizo <a , h ) anthracene Benz c:) ( gh i ) pery 1. ene <20 < 20 < 20 < 2O < 2O < 20 < 20 < 20 < 20 < 20 <20 < 20 <. 20 < 20 < 2O <20 <. 20 <20 < 20 <20 < 20 <20 < 20 •\ 20 < 20 < 20 < 20 < 20 < 20 < 2O < 2O < 20 <.20 <20 <20 < 20 <20 <. 20 < 20 < 20 < 20 <20 < 20 < 20 <20 <20 <20 < 20 < 20 < 20 <20 < 20 < 20 <20 < 1:!O < 20 <20 <20 < 2O <20 <20 <20 <20 < 2O < 20 < 20 <2O <20 <20 < 20 < 2O <20 < 2O < 20 < 2O < 20 < 20 <20 <20 <20 < 20 <20 <20 <20 <20 <20 <20 < 20 < 2O <20 < 20 <20 <20 < 20 <20 <20 COMMENTS: Results are in micrograms per liter PAH's analysed by capillary GC/FID. GO/MS confirmation of concentrations greater than the detection limit recommended due to the possibility of h y ri r a c ar b on i n t e r" f er en c. e s „ Trie information shown on this sheet, is test data only and no analysis or interpretation is intended or implied. ANALYST APPROVED BY: CH2M H ILL ENVIRONMENTAt. 2218 RAILROAD AVENUE REDDING,, CA 96001 LABORATORY 916-243-5831 REPORT TO: BATIQUITOS LAGOON CH2.M HILL/LAD N22723.S1 ATTENTION: JIM ROSS SAMPLE DESCRIPTION: ELUTRIATE COMPOSITE DATE OF SAMPLE: 5-5.8-87 TEST METHODSs EPA-610-8100 CONSTITUENT #5-1 1*5-2 REFERENCE NUMBER: 17411 PAGE 19 OF 26 DATE: 8-5-87 PHONE: SAMPLED BY: D. HUMES DATE RECEIVED: 5-23--S7 Naphtha! ene Ac en ap h t h y 1 en e Ac en ap h t. h en e Fl u or ene Ph en an t. h r en e Anthracene Fluoranthene F'yrene Ben 20 (a) anthracene; Chrysene Benzo (b ) f 1 uoranthene Benzo < k ) -f 1 uioranthene B e n z o ( a ) p y r e n e I n d e n o ( 1 , 2 , 3 - c d ) p y r ene D i b e ri 2: o ( a , h ) a n t. h r a c e n e Benzo (qh:i > peryl ene •••. 2.0 < 20 < 20 <20 <20 < 20 < 20 < 20 < 20 <20 < 20 <20 <20 <20 < 20 < 20 < 20 <20 <20 <20 <20 <20 <20 <2O < 20 <20 <20 < 20 <20 <20 < 20 < 2O COMMENTS: Results are in micrograms per liter PAH's analyzed by capillary GC/FID. BC/MS confirmation of concentrations greater than the detection limit recommended due to the possibility o-f hydrocarbon i nterferences. The information shown on this sheet is test data only and no analysis or interpretation is intended or implied. ANALYST APPROVED TMA Thermo Analytical Inc. TMA/Norcal 2030 Wright Avenue Richmond. CA 94804-0040 (415)235-2633 ANALYSIS REPORT CH2M HILL - REDDING 2218 RAILROAD AVENUE REDDING, CA 96001 ATTENTION: JIM HAWLEY CLIENT: BATIQUITOS LAGOON DATE: 8-3-87 Samples Received: 6-4-87 TMA W.O. No. 1252-30 Purchase Order No. R 5129 SEDIMENT-COMPOSITE SAMPLE IDENTIFICATION TMA CUSTOMER PETROLEUM HYDROCARBON IR ing/kg MOISTURE 1252-30-1 1252-30-2 1252-30-3 1252-30-4 1252-30-5 1252-30-6 1252-30-7 1252-30-8 17411-1 17411-2 17411-3 17411-4 17411-5 17411-6 17411-7 17411-8 #1-1 #2-1 #3-1 #3-2 #4-1 #4-2 #5-1 #5-2 <100 <100 <100 <100 <100 <100 <100 <100 45 44 44 37 38 35 35 35 ELUTRIATE-COMPOSITE PETROLEUM HYDROCARBON IR mg/1 1252-30-9 1252-30-10 1252-30-11 1252-30-12 1252-30-13 1252-30-14 1252-30-15 1252-30-16 17411-9 17411-10 17411-11 17411-12 17411-13 17411-14 17411-15 17411-16 #1-1 #2-1 #3-1 #3-2 #4-1 #4-2 #5-1 #5-2 <2 47 39 38 60 35 26 21 Page 20 of 26 TMA Thermo Analytical Inc. TVVM/Norca/ 2030 Wright Avenue Richmond, CA 94804-0040 (415)235-2633 CH2M HILL - Redding August 3, 1987 TMA/Norcal Lab No.: 1252-30 Page 2 SAMPLE IDENTIFICATION TMA CUSTOMER 1252-30-17 1252-30-18 1252-30-19 1252-30-20 1252-30-21 1252-30-22 1252-30-23 1252-30-24 17411-1 17411-2 17411-3 17411-4 17411-5 17411-6 17411-7 17411-8 ASBESTOS - EPA PT. COUNT SEDIMENT-COMPOSITE % #1-1 < 1 #2-1 <1 #3-1 <1 #3-2 <1 #4-1 < 1 #4-2 < 1 #5-1 < 1 #5-2 < 1 E . Duns Kan ;ram Manager GED/dss Page 21 of 26 TMA Corporation laboratories are Accredited by the American Industrial Hygiene Association; approved by the State of California for complete chemical, radiological, bacteriological, and bioassay analyses. ToxScan Inc. 1234 Highway 1 Watsonville CA, 95076 (408)724-5422 CH2M Hill 2218 Railroad Ave Redding CA 96001 10 July 1987 Attn: Jim Hawley PROJECT NAME; BATIQUITOS LAGOON MATERIAL: Sediment samples received 4 June 1987 IDENTIFICATION: Project #17411 TOXSCAN NUMBER: 1692-16 REPORT: Quantitative chemical analysis is as follows, expressed as nanograms per kilogram (parts per trillion) as received: ,,™™™m ORGANOTINS Identif icatic 17411-1 17411-2 17411-3 17411-4 17411-5 17411-6 17411-7 17411-8 DE-JUJ-riUlN L »n COMPOSITE #1-1 #2-1 #3-1 #3-2 #4-1 #4-2 #5-1 #5-2 Monobutyltin ND ND ND ND ND ND ND ND Dibutyltin ND ND ND ND ND ND ND ND Tributyltin ND ND ND ND ND ND ND ND ND • None Detected Detection Limit = 100 ppt oratory Director Page 22 of 26 ToxScan Inc. 1234 Highway 1 Watsonville CA, 95076 (408)724-5422 CH2M Hill 2218 Railroad Ave Redding CA 96001 Attn: Jim Hawley PROJECT NAME; BATIQUITOS LAGOON 10 July 1987 MATERIAL: Water samples received 4 June 1987 IDENTIFICATION: Project #17411 TOXSCAN NUMBER: 1692-16 REPORT: Quantitative chemical analysis is as follows, expressed as nanograms per liter (parts per trillion): ORGANOTINS Identification 17411-9 17411-10 17411-11 17411-12 17411-13 17411-14 17411-15 17411-16 ELUTRIATE COMPOSITE #1-1 #2-1 #3-1 #3-2 #4-1 #4-2 #5-1 #5-2 Monobutyltin ND ND ND ND ND ND ND ND Dibutyltin ND ND ND ND ND ND ND ND Tributyltin ND ND ND ND ND ND ND ND ND = None Detected Detection Limit = 15 ppt Director Page 23 of 26 t ft «— in in r^ o «-co in ro «— r-r rOrO•• OJV •4-> a.a vi »fl (\i r^ \o «— eo iro CMro o _d<D _ o TJ ^2 — > in4-> —> O>LLJ xca ««-«C CD U < £ •a co 4-> o•— CO 4->O C 3 C CO —• -» OCO ^ COu in (/>CM3 coui^><ON-o^rooro41 o ••f oo o^ o >o ro CNI roco «~ «~ ^^orocoooin04 ^•r"jco«~*-*o*n-.«—*o |O «-«-«- CM <- T- «- T- K) (M(Mto t CN iIi rs iI i i i i i i » (NI 00i q,^^.^,^,^,^,^,r^t^c^r^p^r^r>r^ E C —"D ••- O «01 —I — U)_ «-• 4J OCO O C O O.—* 01 O COm 4-> »- c. E "O o o x E^ CU QJ *^> — O 01 0) C3U- Z O C£ I II II II II II 5 ^ CO CD .b ^ •4- 01 — g^-u a.4-1^^ co c.it c o cC CO O u- OCO O O ^» ——• CO CJ V 4->CO •—•WOO.—' CO Of O"D CO Ol O —< £ 4J '^ —• — CO 4-> t_ 4-» fi I CU 01 CO CO 3 01 —•Z (X z o ae o -iCO rvjCMro aau n ii u n n 2 L.4-* g U L. OH- ^ Ou* COo "S -g 2 oa. t_ o >o -o *- >o00 ^ (^ IA(M CM 5? -O O M s» s»in <M h» «- 3 N. o o «Mo o in in--> r»- i -CM to N- in oo1 (N IW O o4-* >•CO L. i ico 3 o o o o r\j o» «— in r\i3 ~«3P 8 fN ^K oo eo oo coin in in in .5 S§§!_4-> (Uu g Nr-oinovu E r- -o in <>« — -J- r- XT 5 o in in in inS oooo SB*o o o (MOOCJ . • .a. o «- in <UVco 4-> U ID 3 Z tf> 4) Q)O) O)ID a II u 0) £ 1- - Oo jj «•• o813 *I— (A O—. U)4)ee co 4) :a CN LQ(0 ss 4-1 O CN 0) &i(0 •— <o «°o X 8-5 (\J3 S! <§(M So(M O O10 rj & oo coin in .2 §§4J (U .... 8.S 32 .2 fefe*-• 4> ^. >No w m in41 o> «- «- 1° ss ^«^ co ^ CH2M •HILL1 PROJEC MATER SAMPL TYPE C T DFSrRIPTION: B» "fc L ft l^ 4»s- S i-/» IAIS 1 ABORATORY: P 1 nrATION: #1^1 3F SAMPLE: S^oPii^*** if MASS PER DRY SAMPLE <7.?. 3,2 HYGROSCOPIC MOISTURE, % H&fH CORRECTED DRY MASS HYDROMETER SAMPLE, IM) $£>,&<* % PASS SIEVE, MASS C TEST, » A t^Lff {** ING N0._l*_ ^jt^- ^i )F A TOTAL SOIL REPRESENTED B^ W) ... M .„„ LW — =- x 100 - T~r HYDROMETER ANALYSIS -,0*1 JC.M3M 14,'l/f Ax?/9U / / JAR NO. HYDROMETER NO. DISPERSING AGENT AMOUNT USED SPECIFIC GRAVITY, Gs J (,~1 ( MASS OF tJ T r t Reading Elapsed Time Time Hydrometer Temp. )A1 HR ? Ai -L-&- 7 7 /o J' 2 9 6 MIN (minutes) Keadm9 c 5V ° - 2Z.O<. 6!5j O«(»l ybtS" 2£i£> 2^ ^D 2-5X> 2l.o 5» 2<A> 19^ 21,0 •CW L/OA J"*7 cT" ^?^l ^^95 "Jr L/ / /f O *wCJ * Cx 5V i^MG l«».o 22.O H Composite Hydrometer Correction - fa j.O \A~ Lo 1*0 Iti" SOIL USED IN HYDROMETER R P L Corrected Effective Hydrometer % Soil in Depth Reading Suspension (cm) - 3H£- W.ko nts" Ji<<? Y/-u<^ lfa~ Jorf 3<?A7 /lit \ p.iS j(£.~lD '1* f \(o£ t>J,~i3 n.*t \H£ 3$.% /3<7 PROJECT. NUMBER WITH SIEVE SAMPLE NO. /7 HYGROSCOPIC MOISTURE CAN NO. GROSS GROSS ASTM D422 V/A- / CONTENT WET MASS ' DRY MASS MOISTURE MASS • TARE MASS DRY SOIL MASS MOISTURE CONTENT, % K K Value from Chart 4 - A0/W 0 6.0(310 0.01V*/ ft Q.0( 1>7H D Diameter of Particle (mm) - 0,0 <&} fl'OGW, Bt&tfil fapoll 6>&GU MATERIAL RETAINED ON 75 pm SIEVE AFTER WASHING STANDARDSIEVE GROSS TARE DESIGNATION MASS MASS NET MASS RETAINED R^T'A'IN'ED ACCUMULA- IND.V.DUAL ACCUMULAT.VE "^^'D- *AT^MEU- pASsFrlU IO^-BI •VTB.C.TJ VTs.yz. o.a\ c\.£ *w,i 'tiffiMts 3%. %<* 3%, n fi.W 0.90 \,W U# <?tf,2 $0 0.80 $d?I.C>\ ?£\< ?*? *?( /2 lO.ffi \ ?' ?- it?-0 #0*0 IO& o isfe 3"ff, V'/P <?7^ /t» f" 3 7Ofojy* 35T, 2 V 3</?,o4 \0<H i /^.3V \0>l* 30. (f bq.H •> ZS'.s-'i 2<>.3 tf,Cj tjQJ REMARK<;. (SHOW UNITS OF MEASUREMENT) V \ \ REMARKS TESTED BY: DATE:COMPUTED BY^ J DATE:CHECKED BY:DATE: 1 LAB FORM D422B 2/7t SHEET OF . PROJECT NUMBER N22723.G1 PARTICLE SIZE ANAL YSIS ASTMD4Z2 PROJECT ncsrR.PTin* BATIQUITOS LAGOON CH2M HILL/LAO MATERIALS LABORATORY: SAMPLE LOCATION: tl~l TYPE OF SAMPLE: Sediment SAMPLE NO / "7 HYDROMETER ANALYSIS 100 90 80 70 60 ia. so H2 UJUoc 40- 30 20 10- 0 — SIEVE ANALYSIS U.S.A STANDARD SERIES I CLEAR SQUARE OPENINGS 10 30 50 60 70 80 90 DIAMETER OF PARTICLE IN MILLIMETERS COL- LOIDS CLAY SrZE SILT SIZE SAND MEDIUM COARSE GRAVEL IcOBBLES SAMPLE CLASSIFICATION TESTED BY:DATE:DATE:CHECKED BY: LAB FORM D422P -M 7/78 PROJECT. NUMBER A/Jt HYDROMETER ANALYSIS WITH SIEVE ASTM D422 PROJECT DESCRIPTION: MATERIALS LABORATORY: SAMPLE LOCATION: TYPE OF SAMPLE: &M/LA6 - /SAMPLE NO. (/IASS PER DRY SAMPLE ffl, fy HYGROSCOPIC MOISTURE, % Uu u\ CORRECTED DRY MASS HYDROMETER SAMPLE, (Ml fT$,0Cr % PASSING SIEVE, (B) I > MASS OF A TOTAL S TEST, (W): w = Reading Time >AV f V <| HR £ £ 7 7 to 2 {, WIN ^ .?? Jt ^t (ft £t> T Elapsed Time (minutes) 0 frbj 10 to S<-to Hffl IHHD STANDARD SIEVEDESIGNATION 10ft 2.O»Hvs ye* £>*££to*tf.ffib fOO* o,/5b Zotf* O.075 REMARKS OIL REPRE M ,nnB x 100 = r Hydrometer Reading - 43,0 34,0 SLcT }~i,f ^3.r /^«r \ 00 JAR NO. HYDROMETER NO DISPERSING AGENT AMOUNT USED SPECIFIC GRAVITY, Gs ^ /A SENTED BY MASS OF SOIL USE! t Temp. °C J2,0 23iQ ^2\d A\,b pjt0 104 fat) H Composite Hydrometer Correction - 2.<? 2,0 [c$ LL^ W R Corrected Hydrometer Reading - H(,e> 11,0 ^^> MA' PJ?.S' iqiD 3 IN HYDROMETER P % Soil in Suspension - Q 1 O C3^T .r?,2 S'i.t HH.t 37.7 L Effective Depth (cm) - £2 ton ILLS' ll<? IIH6 ilA< HYGROSCOPIC MOISTURE CONTENT CAN NO. GROSS WET GROSS DRY MOISTURE MASS MASS MASS TARE MASS DRY SOIL MASS MOISTURE CONTENT, % K K Value from Chart 4 - Q.Oft i d> 6*133* fft&(3$)' Qit)l'$l(e 9,0(3H% 6M1& D Diameter of Particle (mm) - 0,/>t/?r 0,0690 (I.OQS*? ,£#<?9 8<M}} frdOlt MATERIAL RETAINED ON 75 /*n SIEVE AFTER WASHING GROSS TARE MASS MASS NET MASS RETAINED RETAINED INDIVIDUAL ACCUMULATIVE ' "J^ ^' ^ LATH/El" 413. Ml- 47?. Vt. O J^3.oo 3%»- n ii?3 5,7 ,3£k,3>\ SZ/'X*} K.M> ^As' ^? iJt5" ,315, 52- ^7^,/^ i.3(* 7.LI ?-7 ;jr/2 3^3,32, .^1-,^ £<K \ji*i \t.l. ;^.? ACCUMULA- TIVE PASsKc REMARKS I t>o 3L.3 91^ ff^Lj Q> T tj 0 (SHOW UNITS OF MEASUREMENT) TESTED «Yi DATE:COMPUTED "Y!/1 ^ DATE:CHECKED BY: DATE: / / LAB FORM D422B 2/7B SHEET OF. PROJECT NUMBER N22723.G1 PARTICLE SIZE ANAL YSIS ASTM D422 PROJECT ni=srpiPTiniM- BATIQUITOS LAGOON CH2M HILL/LAO MATERIALS LABORATORY SAMPLE LOCATION: TYPE OF SAMPLE: SAMPLE NO. I 7>/// - Sediment 100 o a- 50 zuiuc£ HYDROMETER ANALYSIS SIEVE ANALYSIS So•- CO U.S.A. STANDARD SERIES S § 8 8 2 CLEAR SQUARE OPENINGS i JN v . ' ; . i| T "1 ;;. 1• -I it- — —^\ - ! '< \M it • _i DIAMETER OF PARTICLE IN MILLIMETERS I- 10 I i -f - 30 .j. 40 Q UIZ ; I; oc .-— 50 | I- Uli OC -90 T •' t — 100 COL- LOIDS CLAY SrZE SILT SIZE SAND GRAVEL COBBLE SAMPLE CLASSIFICATION TESTED BY:DATE:COMPUTED DATE:CHECKED BY:DATE: CH2M • HILL PROJECT. NUMBER M 22723, £/ HYDROMETER ANALYSIS WITH SIEVE ASTM D422 PRniFfTT DPSr.RIPTION: jB Of "t 1 ' n VJ J "f-TfVA Left5f^/*^\ CWj-IVt ^rir /<•** MATERIALS LABORATORY: SAMPLE LOCATION: TYPE OF SAMPLE: SAMPLE NO. £t£fl«%7**^ VIASS PER DRY SAMPLE £"?-/t? HYGROSCOPIC MOISTURE, % ! A/}, ft, CORRECTED DRY MASS ' .^, ^ HYDROMETER SAMPLE, (M) (5&7*£'* % PASSING SIEVE. (B) VIASS OF A TOT; TEST, (Wl: Reading Time 3A1 f J/ Cj HR frr w •) 7 10 3L (9 MIN $7 ST tf $7<r7 n i Q \L SOIL REPRE W - -5- x 1 00 ^D T Elapsed Time (minutes) 0 0<b~1 In fay JtW HAV faw STANDARD SIEVEDESIGNATION /O JI^KUK w* &.<& j?0* £>•/&> /eo* 0>l&> &>Cr 0&&* REMARKS r Hydrometer Reading - *i^ 3r^ 3^:^ A»Af 2.w> ^^ n^ JAR NO. HYDROMETER NO. DISPERSING AGENT AMOUNT USED SPECIFIC GRAVITY, Gs J i, 1e(t V r~ SENTED BY MASS OF SOIL USE! $D> V2' t Temp. °C 210 Ho 2\,o ?Lo ;;i6 Zo.o H Composite Hydrometer Correction - d-° J,6 l>f ]iO 1*0 R Corrected Hydrometer Reading - V3,6~ 34*S" J13' Jil.S" i?J ^ D IN HYDROMETER P % Soil in Suspension - f?7.r *7l*/ (alM £?*'} §&• 3 11.1 L Effective Depth (cm) - l.tt }0.0 10, (. 11, (c 1^.0 if'} HYGROSCOPIC MOISTURE CONTENT CAN NO. GROSS WET MASS GROSS DRY MASS MOISTURE MASS TARE MASS DRY SOIL MASS MOISTURE CONTENT, % K K Value from Chart 4 - AA3.W fall U> A0/3 W dja w A£/jhfc &^3vy D Diameter of Particle (mm) - f9,e'Y#7» ^ ' ftO~J 7 !>.<MG-*7 QjtrtlO Qjrtl?. £><(*) IH MATERIAL RETAINED ON 75 jLJm SIEVE AFTER WASHING GROSS TAREMASS MASS NET MASS RETAINED RAINED MC^LA'\ .NO.V.DUAU ACCUMULATE •Nj.lV.O- ^CU^U- PEWEJJ REMARKS 4^,^ tm.f'L o.^ A? °m *>1t*.GX 3lb.n 6.41 0.-83 I* M ^^.3 3^3.^ 36-/.F, 1. OS 3,«li M,i ^(« 94,a ^"7^ /St7 ?Tt/ // A O^ ^ TO \ 9 ~1 <** Q*) ^«? 'J it/" i3f"iiv u» o D y.i/ l*» i^5 lao K. 350i M.? 3^JP«O*/ A>3*? (a 17 H 7 1 2 ^- ?7 ^ (SHOW UNITS OF MEASUREMENT) TESTED BYl DATE:COMPUTED •*!_ ^ DATE!CHECKED BY: DATE: ^ / LAB FORM D422B 2/78 SHEET OF. PROJECT NUMBER N22723.G1 PARTICLE SIZE ANAL YSIS ASTM D422 PROJECT BATIQUITOS LAGOON CH2M HILL/LAO MATERIALS LABORATORY: SAMPLE LOCATION: #3-1 TYPE OF SAMPLE:Sediment SAMPLE NO. /7Y//-3 HYDROMETER ANALYSIS 100 90 80 70 60 50 40- 30" 20 10 — SIEVE ANALYSIS USA. STANDARD SERIES I CLEAR SQUARE OPENINGS •J4 DIAMETER OF PARTICLE IN MILLIMETERS 20 -30 -•-t - 40: j >ii• i ! -» - -i '• • 50 60 — 70 80 90 100 COL LOIDS CLAY SfZE SILT SIZE SAND COARSE GRAVEL COBBLE SAMPLE CLASSIFICATION TESTED BY:DATE:COMPUTED DATE:CHECKED BY:DATE: LAB FORM D422P -M 7/78 PROJECT. NUMBER HYDROMETER ANALYSIS WITH SIEVE ASTM D422 •/l/t/h MATERIALS LABORATORY:. SAMPLE LOCATION: TYPE OF SAMPLE: SAMPLE NO. dASS PER DRY SAMPLE HYGROSCOPIC MO'ISTURE, % CORRECTED DRY MASS HYDROMETER SAMPLE, IM) % PASSING SIEVE, (B) MASS OF A TOT/ TEST, IW): Reading Time )AV £ J/ <\ HR ^£ 7 7 /*a t MIN T? ^<R tf tf 5t \flT 1 0 • \L S N - T Elapsed Time (minutes) 0 Q.l*~l ^ <3H0 KJTO LHK0 STANDARD SIEVE DESIGNATION tO /.O*tk»\. tfQ Gt^^S fO O> i?Q too o, i$o ZOO 0,615 REMARKS OIL REPH f x 100 fliffO V.)-'? E r Hydrometer Reading - "jr.s~~ £?,0 3(eJws f.o ^3 JAR NO. HYDROMETER NO. DISPERSING AGENT AMOUNT USED SPECIFIC GRAVITY, Gs J^Q SENTED BY MASS OF SOIL USE! t Temp. °C 22,0 22<o J(,t> tt.O k04 H<0 H Composite Hydrometer Correction - 1*0 Srf \jf \.u£> \^0 If R Corrected Hydrometer Reading - 33, 6" p.(&*fi /•O *^ Q\t£ 7,0 *7><? D IN HYDROMETER P % Soil in Suspension - £u?.0 ,5-1.2 H43 ^3. ^ /3.f f^tf- L Effective Depth (cm) - los k.l lt,%f ijti l$-<o /m HYGROSCOPIC MOISTURE CONTENT CAN NO. GROSS WET GROSS DRY MOISTURE MASS MASS MASS TARE MASS •DRY SOIL MASS MOISTURE CONTENT, % j K K Value from Chart 4 - OJH\\I» A 61 3-3 2 u* 9 * isr* u$ *j tfo At $ 1 3 T^ p.brtiip D Diameter of Particle (mm| - Vs&S* / 6 () .OrJ?3 .DVlO $&tm MATERIAL RETAINED ON 75 /Jm SIEVE AFTER WASHING GROSS MASS </7?,7S .5?7, 2O ^ ^T ^T ^% ti ^^ <O < f—\ 1~1(j>.tO 3^9 , 5A TARE MASS NET MASS RETAINED R^TA'IN'ED INDIVIDUAL. ACCUMULATIVE "^AL"3 LATM/V" «V73,^ 0.33 />,7 356.17 1.^3 \.3t. 3,1 2.7 3><Zl-&\ 1.12 l.tf L(* ^."3 37V, l(o i.OH ^»7^ 1.1 J3.V 3M?,<D^ Vo.Htj n.i? aLb.t 34.1 ACCUMULA- ' Tl VE 'pAlifN^ REMARKS 9^,3 ?7.3 ^).7 TT/9 (SHOW UNITS OF MEASUREMENT) TESTED »Y:DATE:COMPUTED •v = ^ ^ DATE:CHECKED BY: DATE: / ff LAB FORM D422B 2/7B SHEET OF, PROJECT NUMBER N22723.G1 PARTICL£ SIZE ANAL YSIS ASTMO422 PROJECT nPSTRiPTinM: BATIQUITOS LAGOON CH2M HILL/LAO MATERIALS LABORATORY: SAMPLE LOCATION: *3"2 TYPE OF SAMPLE: SAMPLE NO. / 7 77 / " Sediment HYDROMETER ANALYSIS 100 U.S.A STANDARD SERIES S O O O (OV r> CN «- SIEVE ANALYSIS I CLEAR SQUARE OPENINGS DIAMETER OF PARTICLE IN MILLIMETERS COL- LOIDS CLAY SIZE SILT SIZE SAND GRAVEL COBBLE! SAMPLE CLASSIFICATION. TESTED BY:DATE:COPUTED BY:OATE:CHECKED BY:DATE: LAB FORM D422P -M 7/78 CH2M •HILL PROJECT. NUMBER A/ *2733J HYDROMETER ANALYSIS WITH SIEVE e-i ASTM D422 PROJECT DESCRIPTION: MATERIALS LABORATORY:. SAMPLE LOCATION: _ TYPE OF SAMPLE: i ri HA Ut'(/ SAMPLE NO. i/IASS PER DRY SAMPLE | £*}, £1^ HYGROSCOPIC MOISTURE, % L* It CORRECTED DRY MASS 1 - HYDROMETER SAMPLE, (M) ; $"0/00 % PASSING SIEVE, (B) 10 MASS OF A TOTAL 3 TEST, (W): w _ Reading Time )AV <£ 1 1 HR & 7 7 4 10 1 4 MIN ^00 M ^ff 57 ^ T E lapsed Time (minutes) 0 A£7 10 &0 3H0 Lfft) iwjo STANDARDSIEVEDESIGNATION <fJ . r *9 */£ 0f<£5iuvw fa* <M?a«MK m? CM&W l£(f 0.015,^ REMARKS OIL REPRE M ,nr,-g-x 100 - r Hydrometer Reading - 3?^ 3 US" <£?,£" J^S }^J> 2<>-o W.7 JAR NO. HYDROMETER NO. DISPERSING AGENT AMOUNT JSED SPECIFIC GRAVITY, Gs 0 / / SENTED BY MASS OF SOIL USED IN HYDROMETERsv.ti. t Temp. °C 22tO ?jL.e> 3i.o 2L4 )l<-° 3L6-D H-.0 H Composite Hydrometer Correction - 1.0 3,O /,s~ hD \,.fi u$ R Corrected Hydrometer Reading - 2TLO a^r J7,<? ?3.iT 2(t<5 i^^' p % Soil inSuspension - 73.L 5-3,7 .C?.7 Hfc? SUf 3^? L Effective Depth (cm) - ft 1 1 If lit CB* /O ^Z /(?,7 /3,0 HYGROSCOPIC MOISTURE CONTENT CAN NO. GROSS WET GROSS DRY MOISTURE MASS MASS MASS TARE MASS DRY SOIL MASS MOISTURE CONTENT, % K K Value from Chart 4 - A^3J? 0,0 13 W O.Oi'bWl & Ml «2? (^;3<#T D Diameter of Particle (mm) - 0<fiS-/l 6<0V*l dtfrtf^ffl 6.W30 d,*#3- f *frft\3 MATERIAL RETAINED ON 75 Aim SIEVE AFTER WASHING GROSS TAREMASS MASS NET MASS RETAINED R^TAliy/ED INDIVIDUAL ACCUMULATIVE "^L10" LAT^VE" im^* m,<tz fl.iir ^3 ZftUis -giet.n O.s^ ^7^ \<2 l-T J^S". 1^ 3$/,?*) d^o "L<?7 Il,t, |H,/ BlCo.'i^ ^7*/, 1C. J \7 9.3^ M.H 1^,4 ^/.Jr^ 34f>of 3,*H I'i.O') "7.7 Jl(«.» ACCUMULA-I TIVE 1 PpEARSCSfNNGT REMARKS 99.7 9?vT ?5~/9 $l.le 73.? (SHOW UNITS OF MEASUREMENT) X TESTED BY:DATE:COMPUTED BY: * DATE:CHECKED BY: DATE: S ff LAB FORM D422B 2//B SHCCT OF. PROJECT NUMBER N22723.G1 PARTICLE SIZE ANAL YSIS ASTM D422 PROJECT npgrp.PTiniu BATIQUITOS LAGOON CH2M HILL/LAO MATERIALS LABORATORY: SAMPLE LOCATION: #4-1 TYPE OF SAMPLE: SAMPLE NO. Sediment HYDROMETER ANALYSIS SIEVE ANALYSIS U.S.A STANDARD SERIES 0 - I CLEAR SQUARE OPENINGS i . i-i « « »«r«.«*eo e e o e oo-o o o o e ooo ooeoooo- -- DIAMETER OF PARTICLE IN MILLIMETERS 20 -30 T-40 -50 t- ' .-,..(-.-1 r 80 ••-- 90 — 100 COL- LOIDS CLAY SIZE SILT SIZE SAND GRAVEL COBBLE! SAMPLE CLASSIFICATION TESTED BY:DATE:COMPUTED BV:CHECKED BY:DATE: LAB FORM D422P -M 7/78 PROJECT. NUMBER /y i ? 7; ?. e/ HYDROMETER ANALYSIS WITH SIEVE ASTM 0422 PROJECT DESCRIPTION: MATERIALS LABORATORY SAMPLE LOCATION: TYPE OF SAMPLE: LZ/ClA^VtA #i' SAMPLE NO. HMK- 0 V1ASS PER DRY SAMPLE HYGROSCOPIC MOISTURE, % CORRECTED DRY MASS HYDROMETER SAMPLE, (M) % PASSING SIEVE, IB) VIASS OF A TOT/ TEST, (W): Reading Time )A1 f J/ 9 HR 7 7 7 $• \\ 3 7 MIN ^ 5 1 X> «? <» 60 et> » i_ ^•VV> 5^ iW, ^^.'J JAR NO. HYDROMETER NO. DISPERSING AGENT AMOUNT USED SPECIFIC GRAVITY, Gs J t *-, *L SOIL REPRESENTED BY MASS OF SOIL USED IN HYDROMETER 5- X 100 - T Elapsed Time (minutes) 0 Of{fff JO bo 3W 4«t? ,L^^ r Hydrometer Reading - 3^3" 31 0 •$!,$• 99.0 IH.6 Q.o . J &. V 1 t Temp. 27.0 W<t> 2t\4 2.1.6 J2.6 fiOJ M.D H Composite Hydrometer Correction - 3*o 2,b /.5" 1*4 \J> U^ R Corrected Hydrometer Reading - 37.6" K.6 Ttf.O fro lU 76* P % Soil in Suspension - IH.t k3.7 S"0*.*} ^S".7 26tcj |(_i Q L Effective Depth (cm) - *&?ion n.if \i.gi\tj /V«f HYGROSCOPIC MOISTURE CONTENT CAN NO. GROSS WET GROSS DRY MOISTURE MASS MASS MASS TARE MASS DRY SOIL MASS MOISTURE CONTENT, % K K Value from Chart 4 - b.h(VH /J«0l3H0 b.DltHt 6,6 (1M o.tils-ip 64 1 W D Diameter of Particle (mm) - faS-ft, (,,cre<to ft^OOSo 6<6c!& $ 00^3 /9r*trl3 MATERIAL RETAINED ON 75 /Jm SIEVE AFTER WASHING STANDARD SIEVE DESIGNATION ,£ 10 ^2t&VU.|«*. <& OtLtZS ft)*' o,ifc /0&& Oi($0 ?&?* 6.075 REMARKS GROSS MASS 475, </1 317, O& 366, 36 3TS, 78" -3oDi ^-f TARE MASS NET MASS INDIVIDUAL 47?, Vt. C. o "7 .?%>.< 7 0. ?3 35/. H 3-**^ l7T./<p \((r^ 3^04- "?.37 RFTAiNFn PERCENTRETAINED RETAINED ACCUMULATIVE ' NDIVI D- ^^y^' /5-| G'to U7 Uf 4. 3C, u?«9 ?*7 ,C,9^ 11 11.9 !3.3r IH-7 pt,7 ACCUMULA-1 TIVE ^slfN^ REMARKS 99.9 Cfft J[ qi.i OT.l 73.3 (SHOW UNITS OF MEASUREMENT) TESTED BY!DATE:COMPUTED "V: j£L6tJf*AS1 W& 1 ' / ^^ DATE:CHECKED BY: DATE: LAB FORM D422B 2/7H SHEET OF. PROJECT NUMBER N22723.G1 PARTICL E SIZE ANAL YSIS ASTMO422 PROJECT nPsrpiPTinM: BATIQUITOS LAGOON CH2M HILL/LAO MATERIALS LABORATORY: SAMPLE LOCATION: *4"2 TYPE OF SAMPLE: SAMPLE NO. / Sediment HYDROMETER ANALYSIS 100 a. so ztuuocuiQ. SIEVE ANALYSIS U.S.A STANDARD SERIES I CLEAR SQUARE OPENINGS V 00 PM i» . -~ ^ f I :t -. -44 -~M Ii- f- TF ..- to — 20 -.}-. . - , -f :::! L.. -70 80 -90 -100 DIAMETER OF PARTICLE IN MILLIMETERS COL- LOIDS CLAY SfZE SILT SIZE SAND GRAVEL COBBLES SAMPLE CLASSIFICATION TESTED BY:DATE:COMPUTED BY:CHECKED BY: LAB FORM D422P -M 7/78 PROJECT- NUMBER w HYDROMETER ANALYSIS WITH SIEVE ASTM D422 PROJECT DESCRIPTION:.8oc,4r » LIJ. MATERIALS LABORATORY:. SAMPLE LOCATION: TYPE OF SAMPLE. SAMPLE NO. / VlASS PER DRY SAMPLE "VWl HYGROSCOPIC MOISTURE, % 3l,To CORRECTED DRY MASS HYDROMETER SAMPLE, (M) ! (STP^c* % PASSING SIEVE, (B) MASS OF / TEST, (W): Reading Time JAV * v <j HR 7 •j -j 9 Mj 7 MIN ^1 01- y»l ^l ^( ^1 0} run \A^ lo-o \ TOTAL SOIL REPRE = -K- X 1 00 - T Elapsed Time (minutes) 0 /5.^7 V t(A ^40 H90 VM<40 r Hydrometer Reading - Itt 3LS> «?9.p 2&0 2a^ «?V.<5 JAR NO. HYDROMETER NO. \ DISPERSING AGENT AMOUNT USED SPECIFIC GRAVITY, Gs 3 b3 SENTED BY MASS OF SOIL U^EI t Temp. 21.0 llJ> 2.\*o A U<? ^2,d Ad,d >^,^ H __^, Composite Hydrometer Correction - ?c^ ^o u 1cC /l^ _S ^K Corrected Hydrometer Reading - 37^5" *2?^> Z~l a JH*O 1\& \<ti> D IN HYDROMETER P % Soil in Suspension - 7r»3 ,re.2 £r<» Y«'^ ^3.2 3?.^ L Effective Depth (cm) - 9.9 \ui IL(T j p(^ ^ j *^ Q HYGROSCOPIC MOISTURE CONTENT CAN NO. GROSS WET MASS GROSS DRY MASS MOISTURE MASS TARE MASS DRY SOIL MASS MOISTURE CONTENT, % K K Value from Chart 4 - gA/2^£> ft, Oi 3^ 6,6(^rTtp &41T1£ \frJl1HO D Diameter of Particle (mm) - otfi^l 3 Q.<X>S*t 6.WZO fijrt}?. b-rf>l3 MATERIAL RETAINED ON 75 pn\ SIEVE AFTER WASHING STANDARDSIEVE GROSS TARE DESIGNATION MASS MASS NET MASS RETAINED R^T/fiw'pn ACCUMULA-'«c iMinjcu T(VF INDIVIDUAL ACCUMULATIVE '^^'D- ACCUMU PERCENT REMARKS fa* J^kviu* 'iTiHl H73tHl 0 \crt> ifl $H/k£' 397.3d'' 3?»7. /7 l*J~f 3' 2 9^# W* &l*& 3(T7^7 SiTY. ft ^3*" 4$£ lAfc /?,? Sfc*! /^* 6,l$0 37^9 374,16, U3 ^99 ^.3 )6, ^ 93^? 2m?* <5^7cf 35-;.^ J^.<?v 5,/9 //.*i7 <iv *J*f ~n<f REMARKS (SHOW UNITS OF MEASUREMENT) TESTED BYi DATE:COHPUTED *V: S DATE:CHECKED BY: DATE: / // LAB FORM D422B 2/7 SHEET OF PROJECT NUMBER N22723.G1 PARTICLE SIZE ANALYSIS ASTM D422 PROJECT ncsrmPTiQN- BATIQUITOS LAGOON CH2M HILL/LAO MATERIALS LABORATORY: SAMPLE LOCATION: TYPE OF SAMPLE: . #5-1 SAMPLE NO. /7V/;- 7 Sediment HYDROMETER ANALYSIS SIEVE ANALYSIS U.S A STANDARD SERIES I CLEAR SQUARE OPENINGS 100 90 — 80 O IUuec 100 DIAMETER OF PARTICLE IN MILLIMETERS COL LOIDS CLAY SrZE SILT SIZE SAND MEDIUM COARSE GRAVEL COBBLES SAMPLE CLASSIFICATION. TESTED «Y:DATE:COMPUTED BY DATE:CHICKED BY: LAB FORM D422P -M 7/78 PROJECT NUMBER HYDROMETER ANALYSIS WITH SIEVE ASTM D4Z2 PROJECT DESCRIPTION:1 f9,'-i n t ^ MATERIALS LABORATORY: SAMPLE LOCATION: TYPE OF SAMPLE: SAMPLE NO .~ 0 MASS PER DRY SAMPLE T£l«7(r HYGROSCOPIC MOISTURE, % •X-i >vi CORRECTED DRY MASS HYDROMETER SAMPLE, (Ml ^tftO * *, PASSING NO. IO Qf. Q SIEVE, (B) HM.T MASS OF f TEST, (W): Reading Time >AV £ J/ <? HR 7 T 7 £ u 3 7 MIN 03 ^h 31 £3 9? ^j Aj k TOTAL SOIL REPRE W - -=-x 100 -D T Elapsed Time (minutes) 0 £6,7 j?C' ^B^X ^«Y<? tfg0 Wt* r Hydrometer Reading - vTl.6" Htf^7 3 /«>IJ .3 W*^ ^f^ ?.0 JAR NO. HYDROMETER NO. DISPERSING AGENT AMOUNT USED SPECIFIC GRAVITY, Gs 0 AO SENTED BY MASS OF SOIL USE S"B*CH t Temp. °C l?.o 33. t> l\.o H\.0 MiO 3 0.0 1^0 H Composite Hydrometer Correction - 3^0 0 ^/i^i Li) U US' R Corrected Hydrometer Reading - tfa" 5?J> 2fa> WJ> HH.6 U> MATERIAL RETAINED ON STANDARDSIEVE GROSS TAREDESIGNATION MASS MASS NET MASS INOIVIDUAL. Jf. //S ^ /AI_ ^i*72 ^w tj-\. ^J^ ^ W*7 ft /9 vJ 4/<$* A4l£ &?6>.4¥ &k»,n 6.11 ft? 6.tfb 352,41 35/. M 0^s-& /£0 6,l£b ^"T^/! 37 B7tf<f(t O'l\ 2&P O.61S ^5^,00 3^.oH \iHJa REMARKS (SHOW UNITS OF MEASUREMENT) D IN HYDROMETER P % Soil in Suspension - ??,! "75". 3 7/.Y ^-V */"7,£ \1$ L Effective Depth (cm) - 7 ft" 9.7 M-ig' faM jx-0 HYGROSCOPIC MOISTURE CONTENT CAN NO. GROSS WET MASS GROSS DRY MASS MOISTURE MASS TARE MASS DRY SOIL MASS MOISTURE CONTENT, % K K Value from Chart 4 - 0J131L J.0/33:i &,0t31 1 frd'/ltb t.&l?H% 6.01311* D Diameter of Particle (mm) - ^/•^r£5"V 0 1 v9 LID 6.&&S£ 6,0t>7 fi.tWll t.rtis 75 pm SIEVE AFTER WASHING RETA.NED R^SL ^CUMULA- ACCUMULAT.VE 'NO^CV ACCU^U- PERCENT REMARKS oM U2 U? <??.? ivio M/ ^?i^ 97,y ^.ot 3,? i^l Q3.9 TESTED BY: DATE:COMPUTED •Y--).^ DATE:CHECKED BY: DATE: 1 LAB FORM D422B 2/7S SHEET or. PROJECT NUMBER N22723.G1 PARTICLE SIZE ANAL YSIS ASTM D422 PROJECT nPfirmPTiON: BATIOUITOS LAGOON CH2M HILL/LAO MATERIALS LABORATORY: SAMPLE inrATioN- #5-2 TYPE OF SAMPLE: Sediment SAMPLE NO. / V'^V/'~ HYDROMETER ANALYSIS SIEVE ANALYSIS USA STANDARD SERIES I CLEAR SQUARE OPENINGS 100- 90 — 80- 70- 60- SP.GK.—-- Cz HARONES&:. 30- 20 f CO (N - r t - , - T 01 .. ••- - "~ •i ;: ' U " t-• . ^.: ~~: -- 7 ::: — , • •- • .:. • • • r\ ~.. .. .. .-^ '•~- :£ -~:-- — t :- :~ ._. ' i • - •± 20 30 40 50 60 70 80 90 100 Oui < 111 K HZtuOoctila. DIAMETER OF PARTICLE IN MILLIMETERS COL- LOIDS CLAY SrZE SILT SIZE SAND MEDIUM COARSE GRAVEL COBBLES SAMPLE CLASSIFICATION. TESTKD BY:DATE:COMPUTED DATE:CHECKED »Y: tm -i i-te> I BATIQUITOS LAGOON ENHANCEMENT PROJECT INTERIM REPORT Prepared By CHHIHIU. Tekmarln* Mlchaal Brandman Astoclatta Saptambar 1987 BATAQUITOS LAGOON ENHANCEMENT PROJECT INTERIM REPORT EXECUTIVE SUMMARY OVERALL STUDY OBJECTIVES The Batiquitos Lagoon Enhancement Project Predesign Report represents preliminary detailed engineering study and analysis undertaken to evaluate the feasibility of the engineering aspects and associated costs of the Enhancement Project. The Enhancement Project endeavors to fulfill the goals set forth in the California Coast Conservancy's Draft Batiquitos Lagoon Enhancement Plan: to restore tidal flushing by creating adequate tidal prism while conserving and enhancing existing wildlife habitat values. The Draft Enhancement Plan was developed over a period of more than two years through a public process involving state, federal and local public agencies, property owners, environmental/citizens groups and interested individuals. The Interim Report presents the information developed to date. The preliminary design concepts discussed therein are based upon Alternative A which conforms to the Conservancy's Preferred Alternative. This alternative would result in the following habitat acreages: 220 acres of subtidal habitat (0.9 feet to -5.5 feet MLLW); 170 acres of intertidal (0.0 feet to + 5.0 feet MLLW); 139 acres of salt/brackish marsh (+5.0 feet MLLW or greater); 34 acres of California least tern nesting habitat; and 33 acres of freshwater marsh. The evaluation of this alternative establishes a baseline from which modifications and other design alternatives will be subsequently developed and analyzed. Based upon the engineer- ing and costs analysis to date, the feasibility of the Enhance- ment Project is still undetermined. The Interim Report is intended to provide an early review of the initial design concepts and evaluations based upon Alternative A, as well as a review of the overall direction of the project. The tasks and findings contained therein are not complete, as further study and analyses of alternatives have yet to be completed. The Interim Report will be followed by a Draft Predesign Report and subsequently a Final Predesign Report, both of which will reflect refinement and additional engineering analyses. The conclusions reached in the later reports will be the basis for the subsequent environmental documentation (EIR/EIS) phase of the Enhancement Project. This Interim Report reviews the present status of initial design concepts and preliminary evaluations of the following: o Existing lagoon sediment characteristics, qualities, and quantities o Preliminary dredging and excavation concepts of lagoon materials for Alternative A o Preliminary disposal evaluation concepts o Tidal inlet hydraulics and preliminary design concepts o Preliminary beach nourishment concepts within the City of Carlsbad o Preliminary results of the hydraulic modeling (circulation and flushing) and water quality analysis within the lagoon for Alternative A o Preliminary considerations of the existing bridges relative to the Lagoon Enhancement Project o Avifaunal surveys to date SUMMARY OF FINDINGS Lagoon Sediments The sediments proposed to be removed from the lagoon are not hazardous, containing trace or less amounts of pollutants and well below threshold limit concentrations as defined by the California Administrative Code, Title 22. Therefore, the sediments may be disposed of by conventional land disposal methods. Sediments in the western half of the lagoon are comprised predominantly of sands and are suitable for beach-front dis- posal, beach nourishment, and least tern nesting areas. Sediments in the eastern half of the lagoon are comprised of elastic silts, fat clays and sands. The elastic silts and fat clays are nonstructural in nature and present limitations to excavation, dredging, disposal, and ultimate uses of the material. Dredging/Excavation and Disposal Concepts for Alternative A Dredging options appear limited to hydraulic and/or mechanical equipment because of soil types and lagoon geography. For Alternative A, an estimated 1.3 million cubic yards of sandy material appear suitable for beach and least tern nesting area placement, and an estimated 2.0 million cubic yards would require upland (non-beach) disposal. Preliminary costs for dredging could range between $3.50/cy and $6.55/cy, based primarily on equipment and production rates. Hauling to off-site disposal sites of the dredged materials could add an additional $3.50/cy to $5.00/cy in the east basin. The majority of the materials west of the 1-5 bridge could be disposed on the beach, putting dredging and disposal into a single operation (currently estimated at $4.90/cy). Excavation methods in the dry will be investigated in detail as a cost-effective alternative which would not require the double handling of lagoon sediments. Consideration will be given to accommodate the endangered California least tern assuming construction during the dry spring/summer months. Tidal Inlet Preliminary Concepts Numerous tidal inlet design concepts to maintain a continuously tidal system were evaluated. It appears that a jetty system will be required. A preliminary concept for tidal inlet design includes an inlet channel protected by jetties, with lined and contoured side walls. Under this design alternative, the rubblemound jetties would be low in silhouette, constructed westward into the ocean about 170 feet from the west bridge. This design concept would result in structures significantly lower and shorter than the Aqua Hedionda jetties. Partial lining of the inlet's bottom channel, such as a concrete slab, will be investigated further to increase flushing and reduce the potential for natural closing of the entrance. This prelim- inary design emphasizes short, low profile jetties with a priority on minimizing disruption to longshore sediment trans- port. Several other concepts for inlet channel construction are still being evaluated. Beach Nourishment Concept Based upon Alternative A, approximately 1.3 million cubic yards of sand are available though dredging/excavation and may be placed on the beach. Over 60 percent is below a grain size that is practical to retain on the beach given local wave conditions. The beach immediately south of the Batiquitos inlet channel has been specifically evaluated for nourishment design. Based on current investigations, it is recommended that sand of suitable grain size be applied at a rate of 50 cubic yards/foot of the beach to maximize sand retention at placement locations. Sand application should occur after the benching of existing beach profiles to provide maximum sand retention time. Excess sand should be stockpiled of future nourishment. Down coast and up coast impacts to littoral sand transport would be minimal based upon preliminary evaluations. Alternatives are being analyzed further for both nourishment and stockpiling sites. Hydraulic Modeling and Water Quality Evaluation Current meters and tide gauges were placed at strategic loca- tions inside Batiquitos Lagoon prior to removal of the natural cobble bar at the mouth of the lagoon in May 1987. This current and tide information, combined with profile mapping of the ocean bottom conditions, enabled the calibration of hydrodynamic (circulation and flushing) and water quality models to actual conditions. Alternative A appears capable of achieving 85 to 90 percent of the potential tidal prism, indicating the preliminary design of the entrance channel is effective in allowing contin- uous tidal exchange. This estimate is consistent with previous tidal prism estimates including that computed by the Coastal Conservancy. Alternative A was further modeled for water quality impacts which whosed water quality improvements of lower nutrient levels, reduced algae and turbidity, increased dissolved oxygen and salinity over existing conditions. The tidal exchanges are estimated to be 1.4 days for the far west basin, 1.5 days for the "central" basin, and up to 5 to 10 days in the east basin. Existing Bridges Considerations Engineering drawings have been reviewed for four of the five bridges that cross the lagoon. The railroad bridge has no drawing of record. Each of the other four bridges appear likely to require some structural modification or foundation protection to allow for dredging/excavation and hydraulic alteration of the lagoon. Avifaunal Surveys Four avifaunal (bird) surveys have occurred (May, June, July, and August, 1987). Avifaunal use is seasonal. The Beldings savannah sparrow (state endangered species) and the California least tern (federal and state endangered species) have bee observed in sizable numbers at certain months. Monthly surveys are scheduled to continue through the contract period. FUTURE WORK TO BE UNDERTAKEN Work to date in the Interim Report focused upon Alternative A which establishes a baseline from which modifications and other design alternatives will be subsequently developed. Future work will emphasize additional analyses and evaluation to develop feasible and cost-effective alternatives. The Draft Preliminary Design Report will expand upon the informa- tion provided in the Interim Report and also include: o Volume of dredged/excavated material by type and location o Excavated/dredged material disposal methods o Excavated/dredged material disposal sites o Excavation/dredging depths and boundaries (detailed grading plans) o Tidal inlet design recommendation o Revisions to grading plan/tidal inlet design to improve habitats o Reach nourishment design recommendation o Lagoon circulation and flushing (PMA-2 modeling results) o Lagoon water quality (RMA-4 modeling results) o Utility relocation method o Bridge protection recommendations Lagoon sedimentation (SED-4 modeling results) o Sediment control plan o Engineering cost estimates of project components LAT1G/022 -DRAFT- CONTENTS Introduction 1-1 Topography and Bathymetry 2-1 Introduction/Objectives 2-1 Methodology 2-4 Findings and Conclusions 2-11 Summary 2-17 Instrumentation of Lagoon 3-1 Introduction/Objectives 3-1 Methodology 3-1 Findings and Conclusions 3-4 Summary 3-7 Lagoon Sediments 4-1 Introduction 4-1 Methodologies 4-7 Findings and Conclusions 4-26 Summary 4-50 References 4-51 Dredging/Excavation and Disposal Plan 5-1 Preface 5-1 Dredging/Excavation Introduction/Objectives 5-1 Dredging Evaluation Methodology 5-2 Dredging/Excavation Findings and Conclusions 5-6 Disposal Evaluation Introduction/Objectives 5-13 Disposal Evaluation Methodology 5-14 Disposal Evaluation Findings and Conclusions 5-14 Summary 5-18 Tidal Inlet Preliminary Concept 6-1 Introduction/Objectives 6-1 Methodology 6-1 Findings and Conclusions 6-2 Summary 6-32 References 6-33 Beach Nourishment Plan 7-1 Introduction/Objectives 7-1 Methodology 7-1 Findings and Conclusions 7-2 Summary 7-18 References 7-20 Hydraulic Modeling and Water Quality Evaluation 8-1 Introduction/Objectives 8-1 Methodology 8-1 Findings and Conclusions 8-16 References 8-29 -DRAFT- CONTENTS (Continued) 9 Existing Bridges Consideration 9-] Introduction/Objectives 9-] Methodology 9-] Findings and Conclusions 9-; Summary 9-( 10 Avifaunal Surveys 10-] Introduction/Objectives 10-] Methodology 10-] Findings and Conclusions 10-^ Summary 10-^ 11 Existing Data 11-] Introduction/Objectives 11-] Methodology 11-] Findings and Conclusions 11-] Summary 11-5 APPENDIX VOLUME Appendix A. Soil Boring Logs Appendix B. Grain Size and Hydrometer Analysis Laboratory Test Results Appendix C. Basic Input Data Requirements for Modeling Analysis of Batiquitos Lagoon Circulation, General Water Quality, and Sedimentation Appendix D. Chemical Laboratory Test Results LAT1H/022 ii -DRAFT- FIGURES 2-1 Range Lines for Bathymetric and Sub-Bottom Surveys Offshore of Batiquitos Lagoon 2-3 2-2 Batiquitos Lagoon Inlet Survey Range Lines 2-6 2-3 Nearshore Surveying Methods 2-8 2-4 Typical Record, 200 Joule Uniboom 2-16 2-5 Existing Topography 2-18 2-6 Grading Plan for Alternative A 2-19 3-1 Current Meter and Tide Gauge Locations in Batiquitos Lagoon 3-3 3-2 NOAA Measured Tides During Lagoon Opening 3-8 3-3 Tide Gauge Data—Station T-l 3-9 3-4 Tide Gauge Data—Station T-2 3-10 3-5 Tide Gauge Data—Station T-3 3-11 3-6 Tide Gauge Data—Station T-4 3-12 3-7 Data from Current Meter C-l 3-13 3-8 Data from Current Meter C-2 3-14 3-9 Data from Current Meter C-3 3-15 3-10 Data from Current Meter C-4 3-16 3-11 Lagoon Inlet—Transect No. 1 3-17 3-12 Lagoon Inlet—Transect No. 2 3-18 3-13 Lagoon Inlet—Transect No. 3 3-19 3-14 Lagoon Inlet—Transect No. 4 3-20 4-1 Test Holes at Batiquitos Lagoon 4-5 4-2 Vibracore Boring Location Map 4-10 4-3 Cross-Section Location Map 4-39 4-4 Region 1, Section A and B 4-40 4-5 Region 2, Sections C and D 4-41 4-6 Region 3, Sections E and F 4-42 4-7 Region 4, Sections G and H 4-43 4-8 Region 5, Section I 4-44 6-1 Old Topography at Batiquitos Lagoon 6-5 6-2 Tidal Prisms by Coastal Conservancy Preferred Alternatives Compared with the Closure Frequency Predicted by Scripps Institution of Oceanography 6-10 6-3 Derivation of Equilibrium Tidal Prism and Entrance Cross Section by the Coastal Conservancy Study 6-12 6-4 Entrance Dimensions at Agua Hedionda Lagoon 6-19 6-5 Tidal Prism vs Cross-Sectional Area 6-20 6-6 Talbert Channel Entrance Jetties Relative to Historical Shoreline Locations 6-21 6-7 Typical Dimensions of the Proposed Entrance Jetties for Batiquitos Lagoon 6-24 iii LAT1H/023-1 -DRAFT- IV FIGURES (Continued) 6-8 Side View of the Proposed Entrance Jetty Relative to Typical Beach Profiles 6-25 6-9 Layout of Entrance Jetties, Groins, and Sand Placement for Beach Nourishment 6-30 6-10 Side View of the Boundary Groin 6-31 7-1 Typical Cut and Fill to Form Benched Profile for the Cobble Underlayer 7-7 7-2 Typical Sand Fill Plan over the Prepared Cobble Underlayer 7-9 7-3 Two Proposed Beach Nourishment Locations: Encinas Creek and Batiquitos Lagoon 7-12 7-4 Expected Beach Profile after Sand Placement South of Batiquitos Entrance 7-16 8-1 Current Meter and Tide Gauge Locations in Batiquitos Lagoon 8-5 8-2 Batiquitos Lagoon Calibration Stage at Field Station T-2 8-13 8-3 Batiquitos Lagoon Calibration Stage at Field Station T-3 8-14 8-4 Batiquitos Lagoon - Alternative A 8-22a 8-5 Batiquitos Lagoon Stage Comparison Preferred Alternative 8-22b 9-1 Proposed Channel Deepening Under 1-5 Bridges 9-3 9-2 Proposed Channel Deepening Under Railroad Bridge 9-4 LAT1H/023-2 -DRAFT- This report has been prepared for the exclusive use of the City of Carlsbad and the Port of Los Angeles, for specific application to the subject site, in accordance with generally accepted engineering practices. No other warranty, expressed or implied, is made. The findings presented in the Sediment Analysis section of this report are based on data obtained from widely spaced, shallow vibracore borings. The vibracore soil boring logs indicate subsurface conditions only at specific locations and times and only to the depths penetrated. They do not necessarily reflect soil variations that may exist between vibracore boring locations. If variations in subsurface conditions are noted during dredging, reevaluation of the data may be necessary. CH2M HILL is not responsible for any claims, damages, or lia- bility associated with interpretation of any data presented or reuse of data without the expressed written authorization of CH2M HILL. LAT1G/023 -DRAFT- Section 1 INTRODUCTION The Batiquitos Lagoon Enhancement Project Predesign Report represents preliminary detailed engineering study and analysis undertaken to evaluate the feasibility of the engineering aspects and associated costs of the Enhancement Project. The Enhancement Project endeavors to fulfill the goals set forth in the California Coast Conservancy's Draft Batiquitos Lagoon Enhancement Plan: to restore tidal flushing by creating adequate tidal prism while conserving and enhancing existing wildlife habitat values. The Draft Enhancement Plan was developed over a period of more than two years through a public process involving state, federal and local public agencies, property owners, environmental/ citizens groups and interested individuals. The Interim Report presents the information developed to date. The preliminary design concepts discussed therein are based upon Alternative A which conforms to the Conservancy's Preferred Alternative. This alternative would result in the following habitat acreages: 220 acres of subtidal habitat (0.9 feet to -5.5 feet MLLW); 170 acres of intertidal (0.0 feet to + 5.0 feet MLLW); 139 acres of salt/brackish marsh (+5.0 feet MLLW or greater); 34 acres of California least tern nesting habitat; and 33 acres of freshwater marsh. The evaluation of this alternative establishes a baseline from which modifications and other design alternatives will be subsequently developed and analyzed. Based upon the engineer- ing and costs analysis to date, the feasibility of the Enhance- ment Project is still undetermined. The Interim Report is intended to provide an early review of the initial design concepts and evaluations based upon LAT1G/017 1-1 -DRAFT- Alternative A, as well as a review of the overall direction of the project. The tasks and findings contained therein are not complete, as further study and analyses of alternatives have yet to be completed. The Interim Report will be followed by a Draft Predesign Report and subsequently a Final Predesign Report, both of which will reflect refinement and additional engineering analyses. The conclusions reached in the later reports will be the basis for the subsequent environmental documentation (EIR/EIS) phase of the Enhancement Project. This Interim Report reviews the present status of initial design concepts and preliminary evaluations of the following: o Existing lagoon sediment characteristics, qualities, and quantities o Preliminary dredging and excavation concepts of lagoon materials for Alternative A o Preliminary disposal evaluation concepts o Tidal inlet hydraulics and preliminary design concepts o Preliminary beach nourishment concepts within the City of Carlsbad o Preliminary results of the hydraulic modeling (circulation and flushing) and water quality analysis within the lagoon for Alternative A o Preliminary considerations of the existing bridges relative to the Lagoon Enhancement Project o Avifaunal surveys to date LAT1G/017 1-2 -DRAFT- The Draft Preliminary Design Report will expand upon the information provided in the Interim Report and also include: o Volume of dredged/excavated material by type and location o Excavated/dredged material disposal methods o Excavated/dredged material disposal sites o Excavation/dredging depths and boundaries (detailed grading plans) o Tidal inlet design recommendation o Revisions to grading plan/tidal inlet design to improve habitats o Reach nourishment design recommendation o Lagoon circulation and flushing (PMA-2 modeling results) o Lagoon water quality (RMA-4 modeling results) o Utility relocation method o Bridge protection recommendations Lagoon sedimentation (SED-4 modeling results) o Sediment control plan o Engineering cost estimates of project components LAT1G/017 1-3 -DRAFT- TO facilitate review of this material, each section of the report has been divided into four principal categories: o Introduction/Objectives o Methodology o Findings and Conclusions o Summary LAT1G/017 LAT1G/017 1-4 -DRAFT- Section 2 TOPOGRAPHY AND BATHYMETRY INTRODUCTION/OBJECTIVES LAGOON TOPOGRAPHY The mapping of Batiquitos Lagoon was undertaken to produce contour maps of the existing topography of the lagoon, devel- op a grading plan based on the Batiquitos Lagoon Enhancement Plan Preferred Alternative (referred to throughout this report as Alternative A), and determine the volume of material to be dredged from the lagoon to create this alternative. The existing topography maps and the grading plan were digitized so they could be reproduced at any common scale and datum for visual and mathematical comparisons. For ease of comparison, the existing and proposed topography grading plans have been referenced to the same horizontal and vertical datums. The horizontal datum is the California State Plane Coordinate System, Zone 6. The vertical datum is mean lower low water (mllw) at the mouth of the lagoon as referenced to the tidal datums at the Scripps Institute of Oceanography pier (National Oceanic and Atmospheric Adminis- tration/National Ocean Service Station No. 9410230). The tidal datums for the mouth of Batiquitos Lagoon are pre- sented in Table 2-1. The selection of mllw as the vertical reference datum was made to accommodate the needs of poten- tial dredging contractors. 2-1 LAT1H/005 -DRAFT- Table 2-1 TIDAL DATUMS FOR BATIQUITOS LAGOON Elevation Datum (feet) Mean Higher High Water 5.34 Mean High Water 4.62 Mean Tide Level 2.77 Mean Sea Level 2.75 National Geodetic Vertical Datum 2.49 Mean Low Water 0.93 Mean Lower Low Water 0.00 Source: Based on data from Scripps Institute of Oceanography Pier (1960-1978) . LAGOON BATHYMETRY To supplement existing data, a bathymetric survey was con- ducted in the portion of Batiquitos Lagoon west of Inter- state 5. The purpose of the survey was twofold: (1) to provide data for a numerical model grid, and 2) to provide data for estimating required dredge volumes. Field activities were conducted May 4-9, 1987. INLET SURVEY Three lagoon inlet surveys were performed during the 10-day monitoring period following the breaching of the lagoon inlet on May 22, 1987. The purpose of the surveys was to provide data on the rate and progression of the inlet closure. Inlet surveys were conducted on May 23, May 26, and June 2, 1987. OFFSHORE SURVEY In support of the lagoon entrance design, nearshore bathymetric and subbottom profiles were obtained offshore of the lagoon inlet at seven shore-perpendicular range lines (see Figure 2-1), 2-2 LAT1H/005 UJz 1 O00 £ UJujz Zu oc<CD O S Q i•^ OC ^o 3+008 2 + OOS 1 +008 CENTER OP RANGE LINE 0+ 00 BRIDGE SPAN 1+ OON oo 2 +OON 3+OON Not to Scale N RANGE LINES FOR BATHYMETRIC AND SUB-BOTTOM SURVEYS OFFSHORE OF BATIQUITOS LAGOON FIGURE 2-1 -DRAFT- The range lines were centered on the southbound Carlsbad Boulevard bridge and spaced at 100-foot intervals. Field activities were conducted on July 13 and 14, 1987. GRADING PLAN - ALTERNATIVE A To create a baseline on which the project results can be compared and adjusted, a grading plan of the Coastal Conser- vancy's Batiquitos Lagoon Enhancement Plan Preferred Alternative was made. As mentioned, this report refers to that plan as Alternative A. It is used for the initial quantity takeoffs and computer modeling characteristics. All preliminary engi- neering references in this interim report refer to this plan. METHODOLOGY LAGOON TOPOGRAPHY The existing topography and grading plan were digitized using Intergraph digital terrain modeling software. Topography and grade plan were digitized at a horizontal scale 1"=100' and processed to produce 1-foot contours at least up to an elevation of +20.0 feet mllw. The horizontal scale of 1"=100' was selected for digitizing, because it was the scale at which the existing topography was available and it is believed to be the largest scale to which the mapping need be reproduced in the future. By digitizing the mapping, a record can be archived for future reference and the maps can be reproduced easily at any scale. It is recommended that future map re- productions be done at a scale of 1"=100' or smaller. LAGOON BATHYMETRY The mapping of Batiquitos Lagoon was done approximately 2 years ago, and there were gaps in the contours for that portion of 2-4 LAT1H/005 -DRAFT- the western basin that was continuously under water. To complete the topography in the western basin and fill in the data gaps, Tekmarine, Inc., performed a bathymetric survey in the basin west of 1-5. The survey was performed with a shore-based electronic dis- tance meter, and an inflatable raft that traversed range lines established at 100-foot intervals. Discrete points were surveyed at approximately 100-foot intervals along each range line as the rod man in the raft planted a range pole on the bottom of the lagoon. Because of the shallow-draft raft, it was possible to extend the range lines close to the prevailing water line (elevation 4.9 feet, msl). In areas restricted by heavy algae growth or freeway rights-of-way, randomly located survey points were used in lieu of range lines. Survey monuments, previously established by O'Day Consultants, were recovered and utilized for both horizontal and vertical survey control. INLET SURVEY The lagoon inlet surveys were performed utilizing an electronic distance meter (EDM) and conventional surveying techniques. The water depth at the time of the surveys was shallow enough to permit the rod man to wade across the inlet. Horizontal survey control was provided by temporary range line markers; vertical survey control was established by backsighting to a permanent benchmark on the Carlsbad Boulevard bridge. Prior to the first survey on May 23, 1987, four shore-parallel range lines were established at locations representative of the cross-sectional variations in the inlet (see Figure 2-2). Subsequent surveys were performed along the same range lines to permit a direct comparison of survey results. The range lines were extended up and downcoast until they were outside of the influence of the inlet. 2-5 LAT1H/005 Range Line Range Baseline 40.2 ft 24.2 37.0 ft 39.5 ft 39 ft Seaward Bridge Face Note: All range lines are bridge-parallel c3o JQ O(0 CD •o COA_to ^ CD O BATIQUITOS LAGOON INLET SURVEY RANGE LINES Center of Bridge Span Not to Scale FIGURE 2-2 -DRAFT- OFFSHORE SURVEY Bathymetric Surveys A conceptual representation of the nearshore bathymetric surveying methods is illustrated in Figure 2-3. The wading survey, which extended from the range line monument at the baseline to a depth of approximately 8 to 10 feet mllw, was accomplished using an EDM and conventional surveying techniques. Discrete points were surveyed at intervals of 30 to 40 feet and at all major breaks in the slope. Vertical control was established by backsighting to a permanent benchmark on the Carlsbad Boulevard bridge. The fathometer survey overlapped the wading survey and extended to a minimum depth of 30 feet mllw. As illustrated in Fig- ure 2-3, the survey was conducted with a shore-based EDM that tracked a boat equipped with a fathometer and an EDM reflector. As the boat transversed the range line, the shore crew recorded the horizontal position of the boat relative to the baseline at approximately 60-foot intervals, while simultaneously directing the boat crew to place an event mark on the fathogram. The fathogram was subsequently pro- cessed to a mllw datum by filtering wave contamination from the record, applying calibration constants determined at the time of the survey, and correcting for the water level at the time of the survey. Water level corrections were based on predicted tides published by NOAA. Subbottom Surveys Subbottom profiling was accomplished in a manner analogous to that described for the fathometer surveys. Two subbottom profiling instruments were utilized: (1) an Edo Western Model 248E High Resolution Subbottom Profiler (SBP), and (2) a 200 Joule Uniboom SBP system. Data from both instruments 2-7 LAT1H/005 o t—. O so *i LU _J |_ U_ UJzso X < S i CC LU 09 CM LUOC 3giT COQO CD ss CO UJcco5 COQc i -DRAFT- were recorded on an EPC Model 32005 graphic recorder at a 125 millisecond rep rate. Because a larger vessel was required to support the SBP instrumentation, subbottom profiling was limited to a minimum water depth of approximately 13 to 15 feet mllw. To facilitate data interpretation, range lines were extended offshore to depths of 40 to 50 feet mllw. GRADING PLAN - ALTERNATIVE A The grade plan for Alternative A was based on a set of criteria presented in the Draft Enhancement Plan. These criteria involved the creation of several habitat areas within the lagoon. These areas included a subtidal zone, an intertidal zone, a salt marsh, a brackish/freshwater marsh, and least tern nesting sites. The general layout of Alternative A is shown in Figure 2-6, a large foldout placed at the end of this section. Criteria for the subtidal zone included: o Two hundred and twenty acres below an elevation of 0.0 feet mllw o A floor elevation of the subtidal zone east of the 1-5 bridge at an elevation of -3.5 feet mllw o A subtidal floor elevation west of the 1-5 bridge of -5.5 feet mllw o Lagoon floor slopes in the subtidal zone of 6 percent (17:1) Criteria for the intertidal zone consisted of: o One hundred and seventy acres between the eleva- tion contours of 0.0 feet mllw and +5.0 feet mllw 2-9 LAT1H/005 -DRAFT- o A width of the intertidal zone of 50 feet in the basin west of 1-5 and along the north shore of the basin east of 1-5 o Lagoon floor slopes in the intertidal zone from 10 percent (10:1) to less than 1 percent (100:1) The criteria for the salt marsh areas were that they be maintained as undredged areas around the perimeter of the lagoon at an elevation above +5.0 feet mllw. The criteria for the brackish/freshwater marsh were as follows: o The brackish/freshwater marsh is to be located behind the level in the northeast corner of Bati- quitos Lagoon and encompass an area of 33 acres. o The brackish/freshwater marsh is to be separated from the rest of the lagoon by a levee. o The levee is to have a crest elevation of +10.5 feet mllw, with the side of the levee toward the lagoon having a slope of 8 to 1, the side of the levee toward the marsh having a slope of 3 to 1, and the crest of the levee to be 10 feet wide. (Due to the reduced scale of Figure 2-6, the contours in the levee area appear to be a vertical wall. o The floor of the brackish/freshwater marsh is to be at an approximate elevation of +5.5 feet mllw. The criteria for the least tern sites include the following: o Four least tern nesting sites along the perimeter of the lagoon 2-10 LAT1H/005 -DRAFT- o A least tern site just inside and south of the mouth of the lagoon consisting of 2 acres o A 16-acre least tern site near the park-and-ride south and east of the 1-5 bridge o A 12-acre least tern site just west of the brackish/ freshwater marsh on the north shore of the lagoon o A 4-acre least tern site in the northeast corner of the lagoon just behind the levee and contained within the brackish/freshwater marsh o A surface elevation at the least tern sites of approximately +10 to 11 feet mllw. FINDINGS AND CONCLUSIONS LAGOON TOPOGRAPHY Existing topography of the Batiquitos Lagoon was available from two sources: O'Day Consultants and VTN Southwest. Mapping for Batiquitos Lagoon west of 1-5 was obtained from O'Day Consultants, Carlsbad, California. Their mapping was available on mylar at a scale of 1"=100' with a 1-foot contour interval. Horizontal datum for their mapping was a local project datum skewed from north. The vertical datum was the National Geodetic Vertical Datum (NGVD). The map was produced by San-Lo Aerial Survey, San Diego, California, using photogrammetric survey techniques based on photography of July 11, 1984. 2-11 LAT1H/005 -DRAFT- Mapping for Batiquitos Lagoon east of 1-5 was obtained from VTN Southwest, Inc., Carlsbad, California. The firm's map- ping was on two mylar panels at a scale of 1"=100' with 1-foot contours. Horizontal datum for the VTN mapping was a local project datum aligned north and east. The vertical datum was the NGVD. The mapping was based on photogrammetric tech- niques done by Photo Geodetic Corporation, San Diego, California, from photographs taken on August 9, 1985. To produce topographic maps of the existing lagoon terrain at common reference datums, the existing topographic mapping was converted from the project datums to the mllw and State Plane Coordinate datums. The original maps were both produced with the NGVD reference datum. Conversion to mllw reference datum only required the addition of 2.49 feet to all NGVD elevations. VTN supplied CH2M HILL a map showing the conver- sion from project coordinates to the California State Plane Coordinates System, Zone 6. The O'Day mapping for the basin west of 1-5 required a control survey to translate the project coordinates to California State Plane Coordinates, Zone 6. This survey was conducted by Barry Rockwell Surveying, San Diego, California. The state plane coordinates for four of the photogrammetry survey control points used by O'Day are shown in Table 2-2. Table 2-2 CALIFORNIA STATE PLANE COORDINATES, ZONE 6, OF SURVEY CONTROL POINTS AT BATIQUITOS LAGOON Control Point Northing Easting HV-7 HV-8 HV-12 HV-20 337,668.611 337,390.101 335,277.789 335,372.312 1,677,965.460 1,676,656.510 1,676,023.984 1,677,385.862 2-12 LAT1H/005 -DPAFT- The existing topography from the photogrammetry mapping and the supplemental survey information were digitized on an Intergraph system by CH2M HILL. The digitizing process in- volved the following steps: o Survey mylars were taped to the Intergraph table. o A stylus was used to orient and scale each mylar panel by referencing the survey control points on the mylar. o Spot elevations along the mapped contours were digitized as a series of X, Y, Z points using the stylus. o To convert from NGVD to mllw, all digitized points were moved in a positive Z direction 2.49 feet. o Appropriate conversions were applied to the control survey points to convert from project coordinates to California State Plane Coordinates, Zone 6. o The program DGNXYZ was run to extract XY vertices from the design file elements and then to construct a standard digital terrain model point file. o Program TINGEN was run to convert the point file to a triangle file through the triangulation process, This defines a terrain surface from a set of non- uniformly spaced points by drawing lines between the points. The surface is modeled as a set of three dimensional planes. o Program TCON was run to produce contours from the triangle file at the mllw datum. 2-13 LAT1H/005 -DRAFT- o A new plot was created by calling up the contours on a graphics work station. Two computer files of the existing topography were retained within the computer system. The first file was the existing topography as a set of 1-foot contours referenced to Califor- nia State Plane Coordinate System and NGVD. The second file was the existing topography as a set of 1-foot contours referenced to the California State Plane Coordinate System and mllw. During the geotechnical investigation, depths were obtained at each of the test hole sites and were used to check the 1985 mapping information. The elevation of the lagoon floor at each test hole site was obtained by measuring downward from the water surface to the lagoon floor. Tekmarine mea- sured the water surface elevation on May 8 and May 22, 1987, and found it to be +7.5 feet mllw and +7.2 feet mllw, re- spectively. Interpolating for the dates of the vibracore test holes, the lagoon floor elevations were obtained by subtracting the water depth from the water surface eleva- tion. Comparing these new elevation measurements to the 1985 topographic drawings, a variance of up to 6 inches was noted. This variance was noramlly in the direction that showed the bottom elevation today is lower than the 1985 drawings indicated. The general elevation differences between the 1985 topogra- phy and the 1987 spot elevations contribute to a 10 to 20 percent estimating variance in dredging quantities. If this level of variance is not tolerable, the lagoon should be surveyed prior to final design. LAGOON BATHYMETRY The survey data was reduced to a mean sea level datum and plotted on a pre-existing base map at a scale of 1 inch = 2-14 LAT1H/005 -DRAFT- 1 foot. Subsequently, the data were digitized and stored in a computer file for input to a numerical model. OFFSHORE SURVEY Bathymetric Survey The profile at Range Line 0+00 (bridge centerline), presented in Figure 2-4, is representative of the nearshore profile at the other six range lines. Subbottom Surveys The information gleaned from subbottom profiling is contingent on the subbottom composition and other factors. It was ori- ginally hoped that Model 248E SBP would provide high-resolution data on the subbottom. Initial surveys with this instrument revealed minimum penetration of the subbottom, and, conse- quently, the more powerful 200 Joule Uniboom system was used exclusively for the survey. The profiles reveal a continuous, high amplitude reflector subparallel to the seafloor. The reflector appears to vary in depth below the seafloor from 4.5 to 7 milliseconds (10.8 to 16.8 feet), becoming shallower from east to west. This reflector may represent an unconformity that is overlain by a layer of unconsolidated sediment thinning to the west. Underlying the Horizon A is a sequence of discontinuous, variable amplitude, nearly flat-lying parallel reflectors and variable amplitude chaotic reflectors. There appears to be evidence of paleochannels in this sequence. Coring or jet probing is needed to substantiate and verify the composition and thickness of the unconsolidated sediments. The survey was not able to distinguish the presence or extent of an offshore cobble layer. 2-15 LAT1H/005 Voj',1'i'lllm II'" k N- MO! -yl i: I " t3 1y§ - si J; !»'Is 'a i'5 a oo UJ DC 1 o a. L_r^ ooCD -?. z o^ o o LU = zO ^~3 _l OoCvJ ro » 3 O> oTf A tf • V-•-v Vv X j .# V :••• 'V% >•'•'* Vt' . .: , 4Mfe^tf'•VlntefiM! f|^g :tpmv< f^-?'/! I CM LU OC 3 -DRAFT- GRADING PLAN - ALTERNATIVE A The grading plan is presented in plan view as a set of 1-foot contours referenced to mllw and the California State Plane Coordinate System, Zone 6. The grading plan contours were drawn and digitized at a scale of 1"=100" and checked at a scale of 1"=50'. As with the existing topography, the grading plan can be extracted from the computer at any desired scale. The amount of material to be dredged from the existing la- goon topography to create the grading plan was calculated using Intergraph digital terrain modeling software. The computer mathematically compared the terrain of the existing topography to the terrain of the grading plan. Cuts (nega- tive values) and fills (positive values) were computed. The dredge quantity for Alternative A is discussed in Section 5— Dredging and Disposal Plan. SUMMARY The existing topography and the grading plan for Alternative A are presented as a series of engineering drawings consisting of three sets of two sheets each. The series has been repro- duced at a scale of 1"=200'. The existing topography is shown on two sheets entitled "Pre-Dredge Topography." The grading plan topography is presented on two sheets entitled "Post-Dredge Topography." Two sheets entitled "Grading Plan" consist of the post-dredge topography superimposed on a screened pre-dredged topography. This report includes two drawings at a scale of 1"=500: Figure 2-5 is the existing topography, and Figure 2-6 is the grading plan for Alternative A, LAT1H/005 2-17 LAT1H/005 -DRAFT- Section 3 INSTRUMENTATION OF LAGOON INTRODUCTION/OBJECTIVES A primary goal of the Batiquitos Lagoon enhancement plan is to establish a stable estuarine environment maintained by the exchange of ocean water through tidal flushing. Evaluation of proposed lagoon enhancement alternatives can be determined by comparing the lagoon tidal hydrodynamics under the present configuration with the tidal hydrodynamics anticipated to exist following enhancement. Under the present configur- ation, the lagoon entrance is very unstable and frequently closed to tidal exchange by a cobble bar across the lagoon entrance. The instrumentation of the lagoon was undertaken to determine the water levels and current speeds and directions that might occur in each of the three basins under the influence of ocean tides. Subsequent analysis would determine the fric- tion factor at the three suspected choke points (the three bridges crossing the lagoon) to calibrate the hydrodynamics computer model and to observe the sediment transport processes at the lagoon entrance. METHODOLOGY Measurements of the tidal hydrodynamics within the lagoon were accomplished by mechanical removal of the entrance bar to allow tidal exchange. Earth-moving equipment was used to remove the entrance bar. It was expected that the entrance channel would remain open for only a short period of time and that the sequence of events leading to closure would provide guidance for designing a stable ocean entrance for the 3-1 LATlG/d.802 -DRAFT- enhancement plan. The measurements made during the period of entrance bar removal included tidal elevations, currents, and entrance channel profiles. Before the lagoon entrance was opened to ocean tidal flushing, four tide gauges and four current meters were placed at the locations shown in Figure 3-1. The instruments were placed prior to lagoon entrance opening to permit easier placement from a boat and to maximize data compilation during the period of the opening. The rationale for the instrument locations was as follows: o Both tide gauges and current meters were placed near the three bridge locations since the cross- sectional area is smallest at these locations, with a resultant increase in velocity. o Measurement of tidal amplitude within the interior of the eastern basin was considered critical to proper documentation of the tidal flushing. Current velocities in the east basin were expected to be minimal, because of the anticipated low volume of water passage, so no current meter was placed at that location. o The current meter placed between the 1-5 bridge and the railroad bridge was designed to measure typical currents within the middle of a basin. The current meters and tide gauges were installed on a ver- tical shaft mounted on cement slabs placed on the lagoon bottom. Inter-Ocean S-4 self-recording, electromagnetic cur- rent meters were used to measure the current. Sea Data self- recording, pressure-sensing tide gauges were used to measure the tide heights. During placement of the tide gauges, tide staffs were located near each tide gauge and subsequently 3-2 LATlG/d.802 « o e 55 o c £ O 2 2* « u ieo UJccz><D o §•n §• Ul111 U. U<n -DRAFT- surveyed to tie the tide gauge readings to common datum. In order to ensure that the continuously recording instruments were operating properly, all of the instruments were fully serviced prior to installation and serviced again after 3 days in the field. Field personnel were on hand in the immediate vicinity of Batiquitos Lagoon to quickly respond to any malfunctions or participating agency concerns. FINDINGS AND CONCLUSIONS The lagoon entrance was opened mid-day on May 22, 1987 by the use of a front-end loader. The natural berm was initially reduced to about the lagoon water level for a width of approximately 150 feet while the ocean tide was falling, during the morning of May 22. The entrance was totally breached at 12:45, near the time of low tide. Breaching the entrance bar near the time of low tide permitted the maximum head differential between the lagoon and the ocean, which created the maximum current velocity through the entrance channel. The water level within the lagoon was near +7.2 feet mllw prior to removal of the entrance bar, while the ocean tide level was +0.8 feet mllw. The resultant high current velocities that followed breaching of the entrance bar enlarged the breach by extensive scouring of the sand and cobble, thereby maximizing the size of the entrance channel with a minimal amount of mechanical removal. The general time frame of the field experiment was selected to be during a period of extreme tides in order to maximize the scour, thus maintaining the entrance opening as long as possible. The maximum tidal range was predicted to occur on May 26 with a high tide of +6.5 feet and a low tide of -1.0 mllw. The field experiment was designed to last 10 days. 3-4 LATlG/d.802 -DRAFT- During the period when the entrance channel was open to the ocean, surveys were conducted three times to determine the width and depth of the channel and the subsequent changes over time. The surveys were conducted on May 23, May 25, and June 2 and consisted of survey transect lines across the channel, as shown previously in Figure 2-2. The ocean tides during the field experiment, as measured by NOAA at Scripps Pier, are shown in Figure 3-2. The resultant tides within the lagoon for the four tide gauges are shown in Figures 3-3 through 3-6. The points marked by triangles on each of the tide plots represent visual readings of the tide level from the tide staffs installed near each of the tide gauges which were taken as a quality check of the field data. The time histories of the tide levels show that the water level within the lagoon was falling consistently for 1 day following removal of the entrance bar. After the first day, the tide elevations began reflecting natural tide propagation within the lagoon. It is readily apparent that tide amplitude within the lagoon is attenuated substantially when compared to the ocean tide. The tide at Station T-l on May 24, for example, ranged between +2.0 and +4.8 feet msl while the ocean tide ranged from +1.5 to +5.8 feet msl. At that time there was still evidence that the lagoon was continuing to drain since the lower low tide within the lagoon occurred during the higher low tide in the ocean. Following the higher high tide in the ocean on May 24, the lagoon began a more normal response to the ocean tide. The observed tides at Station T-4 indicate that the tide rarely exceeded +4.5 feet mllw. Visual observations of the tide gauge indicated that the instrument was out of the water much of the time, but that occasionally the tide did reach the instrument. 3-5 LATlG/d.802 -DRAFT- The currents as measured during the field experiment are shown in Figures 3-7 through 3-10. Information during the first part of the experiment was limited as a result of malfunctioning instruments. Current Meter C-3 was out of the water much of the time during the experiment due to lack of adequate water depth in that reach of the lagoon. The latter half of the experiment shows a good correlation of the maximum tidal currents with the tides. The high currents are typically experienced during the periods of rising tides with very little current during the falling tides. On May 26, the current at Station C-4 reached 65 cm/sec during the rising tide, which ranged from +3.1 to +4.8 feet msl (a difference of 1.7 feet). Results of the channel surveys during the field experiment are shown in Figures 3-11 through 3-14. The initial eleva- tions of the channel measured on May 23 ranged from -2.0 mllw near the bridge to -0.3 mllw at the transect nearest the ocean. The width of the entrance channel at +3 feet mllw ranged from 35 feet at the narrowest point to 75 feet near the ocean. As of June 2, the channel elevations were all in excess of 3.5 mllw, the channel being essentially closed from the ocean except during the highest tides. 3-6 LATlG/d.802 -DRAFT- SUMMARY The instrumentation of the lagoon provided valuable informa- tion for water quality and circulation calibration and model confirmation. Predictions of several physical conditions were confirmed, setting the stage for more reliable predic- tions for circulation, currents, tides, and water quality features of a post-construction lagoon. 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The field exploration and the chemical and physical labora- tory testing programs were conducted for the City of Carlsbad and the Port of Los Angeles as part of the Batiquitos Lagoon Enhancement Project. This section describes the work asso- ciated with Task P6—Soils and Laboratory Analysis, from CH2M HILL's Scope of Work for the Batiquitos Lagoon Enhance- ment Plan Predesign as revised February 22, 1987. PURPOSE AND SCOPE One of the objectives of the field exploration was to collect soil/sediment and surface-water samples for chemical testing. The analytical results of the chemical laboratory testing will provide information on whether the soils/sediments in the lagoon are contaminated with pesticide residues or other toxic materials resulting from agricultural and other upland uses. Another purpose of the geotechnical field exploration and physical laboratory testing program was to identify the physical characteristics of the subsurface soils/sediments within 10 feet of the mudline at 25 locations within Batiquitos Lagoon. This information will help determine the LAT1H/002 4-1 DRAFT suitability for dredging, the type and quantity of materials expected to be encountered during the dredging program, and options for suitable disposal. The scope of work included the following: o Reviewing available soil and geologic literature pertaining to the Batiquitos Lagoon area o Developing an analysis program with the Corps of Engineers and the San Diego Regional Water Quality Control Board o Conducting a field exploration program that con- sisted of collecting and visually classifying soil/sediment samples at 25 vibracore boring loca- tions to a maximum depth of 10 feet below the bottom (mudline) of the lagoon. o Collecting representative lagoon surface-water samples o Following the necessary decontamination, handling, packaging, and shipping procedures for soils/sediments samples and surface-water samples to be submitted for chemical testing o Transmitting samples for laboratory testing on selected soil/sediment samples to identify specific chemical and physical characteristics o Preparing this report summarizing the above efforts LAT1H/002 4-2 DRAFT SITE DESCRIPTION Batiquitos Lagoon is located in San Diego County at the southern edge of the City of Carlsbad, California. It is an elongated lagoon, which extends inland into a canyon for approximately 2-1/2 miles from its ocean mouth. The lagoon is approximately 1/4- to 1/2-mile wide with steep canyon slopes along the southern border and more gradually inclined slopes along the northern border. The San Marcos and Encinitas Creeks are the two primary tributaries that flow into the lagoon from the east and southeast, respectively. The western portion of Batiquitos Lagoon is traversed by the Pacific Coast Highway; the San Diego Freeway (1-5); and the Atchison, Topeka, and Santa Fe Railroad. SITE GEOLOGY Batiquitos Lagoon is located in the Peninsular Ranges province of coastal southern California. Approximately 18,000 years ago, during the Tiogan glacial stage when the sea level was lower, the San Marcos Creek gradually cut a deep valley in the marine coastal deposits. Between 18,000 and 6,000 years before present, the sea level rose as the ice melted and drowned the river valley. As the sea level rose, Batiquitos Lagoon gradually became filled with sedi- ments from the ocean and the surrounding creeks (CSCC, 1986). Four surficial geologic units are exposed in the immediate vicinity of Batiquitos Lagoon. The geologic units, from oldest to youngest, consist of Eocene and Pliocene age sand- stone deposits, older Pleistocene age terrace deposits, and Recent alluvial deposits (Weber, 1959). The majority of the canyon slopes surrounding Batiquitos Lagoon consist of marine and partly terrestrial Eocene age sandstone and Pliocene age biotite bearing sandstone deposits. LAT1H/002 4-3 DRAFT The marine and nonmarine terrace deposits are located gen- erally west of 1-5. These terrace deposits consist of uncon- solidated sand and gravel with minor amounts of cobbles and boulders. Recent alluvial deposits generally consisting of silt, sand, and gravel are located along the San Marcos and Encinitas Creeks and other drainages and have been deposited within Batiquitos Lagoon. PREVIOUS GEOTECHNICAL STUDIES Previous geotechnical investigations at Batiquitos Lagoon were performed by Woodward-Clyde Consultants in April 1985 and by Shepardson Engineering Associates in June 1985. Woodward-Clyde Consultants drilled 24 test borings to a maximum depth of 20 feet below the mudline in the lagoon along and west of the 1-5 bridge (Figure 4-1). The Woodward- Clyde report was prepared for Sammis Properties and their consultants, George S. Nolte and Associates, as an aid in evaluating soil characteristics in the area west of 1-5 that was proposed for lagoon enhancement. Woodward-Clyde Consultants' laboratory tests on selected samples included grain size analysis and plasticity index. The results of these tests are summarized in Table 4-1. Woodward-Clyde Consultants Investigation found that the top 20 feet of the lagoon deposits between the west end of the lagoon and 1-5 consist predominantly of fine sands containing approximately 2 to 10 percent fines (percent passing No. 200 sieve). Near 1-5, the sands are overlain by 1 to 4 feet of soft clays and silts. The entire lagoon bottom along and west of the 1-5 bridge is covered by 1/2 inch to 6 inches of black organic sludge. Most of these borings encountered scattered shell and shell fragments below an average depth of approximately LAT1H/002 4-4 o> So \~> ^ W Ei" • oo * >0!S5 0» X o -f- * 5 z * I ! - EH CJ•H -P •P -H CO 6(d & •Hi-q CN <N OPi CTi CN CN CN T) -rl .p 3 -Htr g •H -rf ro co roin m CN ro CN EH a u oK co in W co EH Cft rH CO EH CQ S3 U EH rtji-H1 a rH D 1 CO *•^ 2 S5 0 01— v Id dP rH ^->u 4J -^ rH <*P •H ~— CO •O -^ C OPid — CO idOJ .-^ rH ^ J3t ft Q) rH g iH rH3 w gco — vo m CN in rH inCN XIX) Xl XI X) XI X! X! Xt XI XI XI CN Xt X) XI XI Xt X) X! 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DRAFT 8 feet. Gravels were also encountered in several borings located on the western end of the lagoon at depths generally below 10 feet. Shepardson Engineering Associates performed a geotechnical investigation for HPI Development Company for the proposed Pacific Rim Country Club Development. The investigation was to provide preliminary information to aid in the determination of feasibility, design, and construction of a weir structure and siltation basin. Thirteen soil borings were drilled to a maximum depth of 21.5 feet below the mudline, just east of the 1-5 bridge (Figure 4-1). Twenty-two soil borings were drilled to a maximum depth of 5 feet, in the exposed soils just southwest of the San Marcos Creek bridge. Shepardson Engineering Associates performed grain size analysis on selected soil samples. The results of the analysis are sum- marized in Table 4-2. The soil encountered just east of 1-5 bridge consisted of poorly graded silty sand deposits con- taining approximately 10 to 25 percent fines. These soil borings encountered black organic silt and clay deposits within the upper 1 foot of the lagoon sediments. Generally, the sediments just southwest of the San Marcos Creek bridge consisted of clay and organic silt deposits with a 1-foot- thick sand deposit overlying the clays and silts over a limited area. METHODOLOGIES FIELD EXPLORATION A total of 25 vibracore borings were drilled between May 15 and May 22, 1987. The lagoon was divided into five regions with five vibracore borings located in each region. 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(0 CO Cfl 3 co Uco n) en •H H D gCU 4-1 CO en co •H >W -H • O. > £ Q)VO CO O O rH + + + O • -H CO -H 4-) CO 10 CO £ rd•H U •H iH O0} W o -dH Q)•HC 4-1 -PCO 0) EH O O CN CN CN •H fi II II 5 en H U •H CO CO (0 CU4-1 O 0) CD CU•H CO O O CN C •H CO CO Cu 4-1 C 0) U (U cu -~ G -H rH O r-i G (U O T3cu CO CO (0 •c CO (U I cu oy p, (0 CU CO CO it] CU (0 -O -H <l> U 4J O M CO O CO 4-1 CU e D to CU C7> w pa COcuG•Hfe CN•^^ron T>~^o rHEH< 09 I ICOuo £ CD ICO a III \Ji W* is I/ oz ococo LLI CMCC 0) < « .oo .i?=o« li. >_Jtt>O co(0 * J B iQ. & 0» CO ^ CD CD •O QC 8 =3 § « 1 5 2 i 2 (0 =8 's O O £ s J >. - o£ * aa g <o o o(0 _ . C 10 i * § T5,2^5 off 8 .E o>>_ r-o ^S «\i g «S 2 5 1 cvi co DRAFT The Port of Los Angeles and CH2M HILL worked with the Corps of Engineers and the San Diego Regional Water Quality Control Board (SDRWQCB) in developing the procedures to be followed during sample collection, selection of samples for compositing and chemical testing. The regions are consecutively numbered 1 through 5 from west to east. The vibracore borings were designated VC-1 through VC-25. Vibracore Borings VC-1 through VC-5 are located on the west side of the lagoon in Region 1, VC-6 through VC-10 are in Region 2, and so on, with VC-21 through VC-25 located on the east side of the lagoon in Region 5. The vibracore boring locations were selected on the basis of providing uniform coverage and locating many of the vibracore borings near creek mouths and drainage points around the lagoon where deposition of various types of soil/ sediments may occur. The soil/sediment samples were drilled by Ocean Surveys, Inc. (OSI), of Wilmington, California. The drilling was advanced using a Model 500 portable vibratory corer equipped with a combination 3-inch-diameter, 10-foot-long aluminum core barrel and removable lexan core barrel liner. The vi- bratory corer was operated from a shallow draft pontoon-type work vessel. OSI located each of the vibracore borings by employing a conventional navigational sextant to simultaneously measure horizontal angles between three features (i.e., telephone pole) that appeared on an arial photograph of Batiquitos Lagoon provided by CH2M HILL. Each vibracore boring consisted of coring up to a depth of 10 feet below the mudline or to the depth of refusal, which- ever came first. The vibracore boring depths ranged from approximately 6 to 10 feet of recovery except for VC-22 located in Region 5, which had approximately 4 feet of recovery. LAT1H/002 4-11 DRAFT The majority of the vibracore borings recovered between 8 to 10 feet of soil/sediment sample. No sample was recovered at Vibracore Boring VC-2 located in Region 1 due to diffi- culties encountered during several attempts to drill and recover sample core. A CH2M HILL geologist observed the drilling and sampling activities and visually classified the soil/sediment samples in the field. Surface-water samples were also collected for chemical labo- ratory testing on May 21 and 22, 1987. Select samples were submitted for physical laboratory tests as described in the Physical Laboratory Testing section. Decontamination Procedures Each aluminum vibratory core barrel was fitted with a lexan liner which was decontaminated prior to the start of the sampling activities. A decontamination (clean) area was established by placing visqueen sheeting on the ground. The decontamination process included scrubbing the lexan liners and plastic caps with a solution of liquinox (nonphosphate detergent) and clean tap water, then thoroughly rinsing with clean tap water. After the liners and caps were allowed to air dry, a decontaminated cap was placed on each end of each liner. This protected the decontaminated liners until they were ready to be used. Gloves, stainless steel utensils, and any miscellaneous items that came in contact with the sample were also decontaminated prior to and between each use. Soil/Sediment Sample Collection When sampling, the caps on the ends of the decontaminated liner were removed and the liner placed in the aluminum vibra- core barrel. After the sample was recovered, the lexan liner LAT1H/002 4-12 DRAFT was removed from the core barrel. The lexan core barrel was then carefully cut open longitudinally using a circular saw and a decontaminated utility blade. The soil/sediment sample was visually classified in approxi- mate accordance with ASTM D2488, Description and Identifica- tion of Soils, and ASTM D2487, Classification of Soils for Engineering Purposes. The vibracore soil boring logs are presented in Appendix A. A boring log legend is also inclu- ded in Appendix A for use in vibracore log interpretation. Representative samples of each soil type were placed in sterile 8- or 16-ounce-wide mouth glass jars with teflon- lined lids for chemical testing. Each sample jar was labeled using an indelible marker with the project name, project number, vibracore number, sample depth interval and the date. Samples for physical testing were placed in large ziplock baggies and were labeled similarly. Surface-Water Sample Collection Thirty-three gallons of surface water were collected generally in Region 2 in the middle of the lagoon, away from the shore. The surface water samples were collected by submerging the sterile amber glass gallon bottles into the lagoon and then closing the bottles using teflon-lined lids. One 1-liter poly sterile bottle of surface water was similarly collected. Sample Packaging and Shipping The soil/sediment samples and surface-water samples collected for chemical testing were handled as environmental samples. These samples were wrapped in bubble wrap and placed upright LAT1H/002 4-13 DRAFT in a cooler. The space between samples was also packed with bubble wrap to protect the samples during shipment. Frozen blue ice was placed in the cooler to preserve the samples at 4°C. A chain-of-custody record was filled out and accompanied every sample shipment for identification and tracking pur- poses. All coolers were taped closed and fitted with two chain-of-custody seals. The coolers were shipped daily by DHL to CH2M HILL's analytical laboratory in Redding, California. The samples collected for physical testing were sent to the CH2M HILL laboratory in Portland, Oregon. CHEMICAL LABORATORY TESTING The lagoon was divided into five regions with five vibracore borings located in each region. Soil samples from each of the five vibracores in a region were composited for chemical analysis. Soil samples were combined within a range of ele- vation within each region of the lagoon. This division takes into consideration the practical aspects of how the future dredging operation will physically remove the soil. Samples of similar soil types were combined horizontally where possible, though the heterogeneous nature of the soils prevented this for some of the composite samples. Up to four different soil types of material may have been combined to make up a composite sample. Basically, the soils encoun- tered in Regions 3, 4, and 5 were broken up into two hori- zontal layers for compositing. The soils encountered in Regions 1 and 2 had one layer composited. The lower soil types in Regions 1 and 2 consisted predominately of poorly graded sand and silty sand that contained less than 15 percent fines. Fines are defined as soil passing the No. 200 U.S. standard sieve. Using the above procedure, eight composite samples were prepared for analysis. LAT1H/002 4-14 DRAFT Table 4-3 summarizes the samples which were selected for each composite. BULK CHEMICAL ANALYSIS Composited soil/sediment samples from each region within the lagoon were analyzed for a variety of physical and chemical constituents. The Corps of Engineers required the following tests: o Trace metals—arsenic, cadmium, chromium, copper, lead, nickel, mercury, silver, zinc o Total petroleum hydrocarbons o Total chlorinated pesticides o Polychlorinated biphenyls (PCBs) o Total organic carbon o Polynuclear aromatic hydrocarbons (PAHs) o Particle size analysis to include the percentage of sand, silt, and clay o Organotins (particularly tributyltin) Tests required for the San Diego Regional Water Quality Control Board (SDRWQCB) as laid out in California Administrative Code (CAC) Title 22, Section 66699—Environmental Health include: LAT1H/002 4-15 DRAFT Table 4-3 COMPOSITED SAMPLES SELECTED FOR CHEMICAL ANALYSIS Composite Sample No. Region No. 1-1 1 2-1 3-1 3 (upper layer) 3-2 3 (lower layer) 4-1 4 (upper layer) 4-2 4 (lower layer) 5-1 5 (upper layer) 5-2 5 (lower layer) Vibracore Boring No. Sample No. VC-1 VC-3 VC-4 VC-5 VC-6 VC-7 VC-8 VC-9 VC-10 VC-11 VC-1 2 VC-1 3 VC-1 4 VC-1 5 VC-11 VC-12 VC-13 VC-14 VC-1 5 VC-1 6 VC-1 7 VC-18 VC-1 9 VC-20 VC-1 6 VC-1 7 VC-18 VC-19 VC-20 VC-21 VC-22 VC-23 VC-24 VC-25 VC-21 VC-22 VC-23 VC-24 VC-25 J-l J-l J-l J-l J-l J-l J-l J-l J-l J-l J-l J-l J-l J-l J-4 J-3 J-3 J-3 J-3 J-l J-l J-l J-l J-l J-5 J-3 J-3 J-3 J-3 J-l J-l J-l J-l J-l J-3 J-3 J-4 J-4 J-3 r r r t r t t r r t r r t , r r t 9 t r r r t r r r ' i i ii i J-2 J-2 J-2, J-3 J-2, J-3, J-4 J-2 J-2 J-2 J-2 J-2, J-3 J-2 J-2 J-2 J-2 J-5 J-4, J-5 J-4 J-4 J-4 J-2, J-3, J-4 J-2 J-2 J-2 J-2 J-6, J-7 J-4, J-5 J-4 J-4 J-4 J-2, J-2 J-2, J-3 J-2, J-3 J-2 Depth Interval (feet) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 2 1 2 2 0 0 0 0 0 3 1 1 1 2 0 0 0 0 0 2 1 3 5 2 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .7 .1 .0 .2 .1 .0 .0 .0 .0 .0 .2 .5 .9 .5 .2 .0 .0 .0 .0 .0 .8 .7 .0 .5 .6 — 2 - 3. - 0. — 3 - 3. - 0. - 0. - 1. - 1. - 5. - 2. - 1. - 2. - 2. - 7. - 7. - 6. - 6. - 6. - 3. - 1. - 1. - 1. - 2. - 9. - 10 - 8. - 6. - 10 - 2. - 1. - 3. - 5. - 2. - 6. - 4. - 9. - 8. - 10 4 9 5 8 0 9 9 7 4 7 1 9 2 1 2 1 9 5 1 2 5 9 5 2 1 .0 4 3 .1 8 7 0 5 6 7 2 3 6 .1 LAT1H/002 4-16 DRAFT o Inorganic persistent and bioaccumulative toxic substances—antimony, arsenic, asbestos, barium, beryllium, cadmium, chromium, cobalt, copper, flu- oride salts, lead, mercury, molybdenum, nickel, selenium, silver, thallium, vanadium, and zinc o Organic persistent and bioaccumulative toxics sub- stances—Aldrin, Chlordan, DDT, DDE, ODD, 2,4-dichlorophenoxyacetic acid, Dieldrin, dioxin, Endrin, Heptachlor, Kepone, organic lead compounds, Lindane, Methoxychlor, Mirex, pentachlorophenol, polychlorinated biphenols, Toxaphene, trichloro- ethylene, and 2,4,5-trichlorophenoxypropionic acid The Title 22 regulations specify that the waste material, i.e., the lagoon sediments, not exceed the STLC (soluble threshold limit concentration) and the TTLC (total threshold limit concentrations) of each of the 20 inorganic and 20 organic chemicals on the list of persistent and bioaccum- ulative toxic substances (Table 4-4). The TTLC concentrations (mg/kg) are obtained by a chemical digestion and analysis of the sediment sample. STLC values (mg/L) are obtained by analyzing the liquid obtained from an extract of the sediment sample prepared by the waste extraction test (WET), which is described in Title 22, Section 66700. The STLC values for the organic compounds are 1/10 of the respective TTLC values. The STLC values for the inorganics are 1/100 of the respective TTLC values, with the exception of antimony, chromium and/or chromium (III) compounds, lead, and zinc. The lagoon sediment samples were initially analyzed for the TTLC values. If any of the TTLC standards are exceeded, then the material is considered hazardous. If the TTLC values are less than 10 times the STLC standards, then the samples are considered nonhazardous. If the TTLC values are greater than 10 times the STLC standards, but less than the TTLC standards, LAT1H/002 4-17 DRAFT Table 4-4 LIST OF ORGANIC AND INORGANIC PERSISTENT AND BIOACOJMULATIVE TOXIC SUBSTANCES AND THEIR SOLUBLE THRESHOLD LIMIT CONCENTRATION (STLC) AND TOTAL THRESHOLD LIMIT CONCENTRATION (TTLC) VALUES Analyte Antimony Arsenic Barium Beryllium Cadmium Chromium VI Chromium III Cobalt Copper Fluoride Lead Mercury Molybdenum Nickel Selenium Silver Thallium Vanadium Zinc STLC (mg/1) 15 5.0 100 .75 1.0 5 560 80 25 180 5.0 .2 350 20 1.0 5 7.0 24 250 TTLC dug/kg) 500 500 10,000 (excluding Barium Sulfate) 75 100 500 2,500 8,000 2,500 18,000 1,000 20 3,500 2,000 100 500 700 2,400 5,000 Acceptable EPA Test Method 7040 or 7041 7060 or 7061 7080 or 7081 210.1 or 210.2 7131 7195, 7196, or 7197 Total chromium 7190 219.1 or 219.2 220.1 or 220.2 340.1, 340.2, or 340.3 7421 7470 or 7471 246.1 or 246.2 7520 or 7521 7740 or 7741 7760 or 7761 279.1 or 279.2 286.1 or 286.2 289.1 or 289.2 For metal elements and their compounds, waste shall be digested with Method 3050, hexavalent chromium, which will be digested with Method 3060. except Aldrin .14 1.4 Chlordane .25 2.5 DDT, DDE, DDD .1 1.0 2,4-Dichlorophenoxyacetic Acid 10 100 Dieldrin .8 8.0 Dioxin .001 .01 Endrin .02 .2 Heptachlor .47 4.7 Kepone 2.1 21 Lead Compounds, Organic — 13 Lindane .4 4.0 Methoxychlor 10 100 Mirex 2.1 21 Pentachlorophenol 1.7 17 PCB 5.0 50 Toxaphene .5 5 TCE 204 2,040 2,4,5-Trichloropbenoxy- 1.0 100 propionic acid Source: CAC, Title 22, Sections 66699 and 66700. 8080, 8250, or 8270 8080, 8250, or 8270 8080, 8250, or 8270 8150 8080, 8250, or 8270 Section 9,G 8080, 8250, or 8270 8080, 8250, or 8270 Section 5, A, (5), (a) DOHS HML Method 8080, 8250, or 8270 8080 or 8250 8080 8040, 8250, or 8270 8040, 8250, or 8270 8080, 8250, or 8270 8010 or 8240 8150 LAT1H/002 4-18 DRAFT then the STLC values for the samples must be determined in the laboratory. Analysis for the specific chemicals was by analytical methods specified in CAC Title 22, Section 66699 (Table 4-4) and by the Corps of Engineers. The analyses for Corps-required tests and for SDRWQCB-required tests were combined when possible. The analytical methods for analysis of sediment samples used in this investigation are listed in Table 4-5. MODIFIED ELUTRIATE TEST PROCEDURES This subsection describes the modified elutriate test procedure, which is used to predict both the dissolved and particle-associated concentrations of contaminants in confined disposal area effluents (water discharged during active disposal operations). The laboratory test simulates contaminant release under confined disposal conditions, reflecting the sedimentation behavior of dredged material, retention time of the containment, and the chemical environment in ponded water during active disposal. The modified elutriate tests were conducted and analyses of the elutriate samples were performed as soon as possible after sample collection. Only total concentrations of contaminants were determined for all elutriate tests per directions of the Port of Los Angeles. A 4-liter beaker was used for the test, since 4-liter graduate cylinders were not available in time for the tests. Prior to use, all glassware, filtration equipment, and fil- ters were thoroughly cleaned with detergent, rinsed with tap water, placed in a clean 10 percent (or stronger) HC1 acid bath, rinsed again with tap water, and finally rinsed five times with distilled or deionized water. Filters were soaked in a 5-M HC1 bath and then rinsed ten times with LAT1H/002 4-19 DRAFT Chemical Table 4-5 ANALYTICAL METHODS FOR ANALYSIS OF BATIQUITOS LAGOON SEDIMENT SAMPLES TO SATISFY TITLE 22 AND CORPS OF ENGINEERS REQUIREMENTS Analytical Method Reference I. TITLE 22 ANALYSIS A. Inorganics Metals Fluoride Asbestos B. Organics Organochlorine Pesticides and PCB'sa Phenols Polynuclear Aromatic Hydrocarbons Chlorinated Herbicides Volatile Organics Organic Lead Dioxin Kepone EPA Method 3050, AA Analysis 1, 2 EPA Method 340.1 3 Specified in reference 4 EPA Method 8080 1 EPA Method 8040 1 EPA Method 8100 1 EPA Method 8150 1 EPA Method 8010 1 DOHS HML Method Section 9,G 5 Section 5,A,(5),(a) 5 II. CORPS OF ENGINEERS REQUIREMENTS (Not covered by Title 22 analysis) Total Organic Carbon Total Petroleum Hydrocarbons Particle SizeeOrganotins Method 3-73 EPA Method 419.1 S ieve/Hydrome te r Ocean 86 Symposium Method 6 7 6 REFERENCES: 1 Test Methods for Evaluating Solid Waste, U.S. EPA 1982, SW-846 2 Methods for Chemical Analysis of Water and Wastes, U.S. EPA. EPA-600/4-79-020, March 1983 3 CAC, Title 22, Section 66699, (1-12-85) 4 Federal Register, Vol. 47, No. 103, Append. A, pp. 23376-23389 5 "Manual of Analytical Methods for the Analysis of Pesticides in Humans and Environmental Samples," EPA-600/8-80-038, U.S. EPA, 1980 6 Procedures for Handling and Chemical Analysis of Sediment and Water Samples, EPA/Corps of Engineers, 1981, EPA-4805572010 7 Methods for Chemical Analysis of Water and Wastes, U.S. EPA, 1983, EPA-600/4-79-020) Includes the following Title 22 organics: Aldrin, Chlordan, DDT, DDE, ODD, Dieldrin, Endrin, Heptachlor, Lindane, Methoxychlor, PCBs, Toxaphene, Mirex Includes Title 22 organic pentachlorophenol Includes the Title 22 organics 2,4-D and 2,4,5-TP dIncludes the Title 22 organic trichloroethylene Q Includes the quantification of mono-, di-, and tributly tin, and organic inorganic tin LAT1H/002 4-20 DRAFT distilled water. The glassware to be used in preparation and analysis of pesticide residues was washed using the eight-step procedure given by EPA (1974a). Test Procedure The step-by-step procedure for conducting the modified elutriate test is outlined below. An example calculation procedure is also given in the following pages. Step 1—Slurry Preparation. Estimates of the average field influent concentration could not be made based on past data; therefore, a slurry concentration of 150 g/L (dry-weight basis) was used. The concentration of the well-mixed sediment in grams per liter (dry-weight basis) was predetermined by oven drying a small subsample of known volume. Each 4-liter beaker was filled with a mixed slurry volume of 3-3/4 liter. The volumes of sediment and dredging site water to be mixed for a 3-3/4-liter slurry volume was calculated using the following expressions: Vsediment ~ 3'75 ^ sediment and water * ~ sediment where Vsediment = volume of sediment (liters) 3.75 = volume of slurry for 4-liter beaker (liters) P slurry = desired concentration of slurry (g/L dry-weight basis) csediment = predetermined concentration of sediment in g/L (dry-weight basis) water = volume of dredging site water (liters) LAT1H/002 4-21 DRAFT Step 2—Mixing. The 3-3/4 liters of slurry were mixed by placing appropriate volumes of sediment and dredging site water in a 1-gallon glass jar and mixing for 5 minutes with the laboratory mixer. The slurry was mixed to a uniform consistency with no unmixed agglomerations of sediment. Step 3—Aeration. The prepared slurry was aerated to ensure that oxidizing conditions would be present in the supernatant water during the subsequent settling phase. Bubble aeration was, therefore, used as a method of sample agitation. The mixed slurry was poured into a 4-liter beaker. Glass tubing was attached to the aeration source and the tubing was inserted to the bottom of the beaker. Compressed air was passed through a deionized water trap, through the tubing, and bubbled through the slurry. The flow rate was adjusted to agitate the mixture vigorously for one hour. Step 4—Settling. The tubing was removed and the aerated slurry was allowed to undergo quiescent settling for up to a maximum of 24 hours. Step 5—Sample extraction. After the period of quiescent settling, an interface will usually be evident between the supernatant water with a low concentration of suspended sol- ids and the more concentrated settled material. Samples of the supernatant water were extracted from the beaker at a point midway between the water surface and interface using a syringe and tubing. Care was taken not be resuspend the settled material. Step 6—Sample preservation and analyses. Total suspended solids in milligrams per liter, and total concentrations of desired analytes in milligrams per liter were determined for all elutriate samples. The analyte fraction of the total suspended solids in milligrams per kilogram of suspended solids (SS) can then be calculated for appropriate analytes. LAT1H/002 4-22 DRAFT Samples to be analyzed for dissolved pesticides or polychlori- nated biphenyls (PCBs) must be free of particles but not be filtered, because of the tendency for these materials to absorb on the filter. The total suspended solids concentra- tion was determined by filtration (0.45 ym). The analyte fraction of the total suspended solids may be calculated in terms of milligrams per kilogram of SS as follows: Fco = (1 x 106) Ctotal - Cdiss SS SS FSS = analyte fraction of the total suspended solids, mg analyte/kg of suspended solids (1 x 10 ) = conversion factor, milligram/milligram to milligram/kilogram total = total concentration, mg analyte/L of sample diss = dissolved concentration, mg analyte/L of sample SS = suspended solids concentration, mg solids/L of sample The samples for analyses of total concentrations were digested prior to analysis using accepted procedures (American Public Health Association (APHA) 1981; EPA 1974a, 1974b). Samples analyzed for pesticide or PCB materials immediately underwent solvent extraction. The extract may then be held in clean uncontaminating containers for periods up to 3 or 4 weeks at -15°C to -20°C before the analyses are performed. Samples for metals analysis were preserved immediately by lowering the pH to 2 with 3 to 5 ml of concentrated HNO^ per liter (EPA 1979) . The elutriate samples were analyzed separ- ately for the list of chemical and physical parameters listed in Table 4-6. Concentrations of contaminants discharged in the effluent (total concentrations) are the sum of the dissolved fraction and that fraction associated with suspended particulates LAT1H/002 4-23 DRAFT Chemical Table 4-6 BATIQUITOS LAGOON REQUIRED ANALYTICAL TESTS FOR ANALYSIS OF TOTAL CONCENTRATIONS OF ANALYTES IN ELUTRIATE Analytical Method Reference I. TITLE 22 ANALYSIS A. Inorganics Trace Metals Total Suspended Solids B. Organics Organochlorine Pesticides and PCBs3 Polynuclear Aromatic Hydrocarbons Dioxin EPA Method 3050, AA Analysis EPA Method 160.1 EPA Method 8080 1, 2 2 Section 9,G 1 3 3Kepone Section 5,A,(5) , (a) II. CORPS OF ENGINEERS REQUIREMENTS (Not covered by Title 22 analysis) Total Petroleum Hydrocarbons EPA Method 418.1 2 bOrganotins Ocean 86 Symposium Method REFERENCES: 1 Test Methods for Evaluating Solid Waste, U.S. EPA 1982, SW-846 2 Methods for Chemical Analysis of Water and Wastes, U.S. EPA. EPA-600/4-79-020, March 1983 3 "Manual of Analytical Methods for the Analysis of Pesticides in Humans and Environmental Samples," EPA-600/8-80-038, U.S. EPA, 1980 Includes the following Title 22 organics: Aldrin, Chlordan, DDT, DDE, ODD, Dieldrin, Endrin, Heptachlor, Lindane, Methoxychlor, PCBs, Toxaphene, Mirex Includes the quantification of mono-, di-, and tributly tin, and organic inorganic tin LAT1H/002 4-24 DRAFT which are discharged. Prediction of effluent quality in terms of total contaminant concentrations must, therefore, be based on both the modified elutriate test results and estimates of the total suspended solids concentration in the effluent. Procedures for confined disposal site design and operation must therefore be applied to evaluate sedimentation performance for the containment area. The acceptability of the proposed confined disposal operation can be evaluated by comparing the predicted total contaminant concentrations with applicable water quality standards, considering an appropriate mixing zone. PHYSICAL LABORATORY TESTING Selected soil/sediment samples were submitted to CH2M HILL's Geotechnical Engineering Laboratory in Portland, Oregon, for physical testing. The soil/sediment samples were shipped upon notification that all the samples chemically analyzed were nonhazardous as defined by Title 22 of the California Administrative Code Section 66699. The soil samples were visually classified in the laboratory in accordance with ASTM D2488, Description and Identification of Soils, and ASTM D2487, Classification of Soils for Engi- neering Purposes. Testing included assessment of classifica- tion properties of the soils. The following is a brief description of the laboratory tests performed. Grain Size and Hydrometer Analysis; The grain size distribu- tion of selected samples was determined in accordance with ASTM D422. The sieve and hydrometer analysis results are presented in Appendix B. LAT1H/002 4-25 DRAFT Moisture Content; Moisture content was determined in accor- dance with ASTM D2216. Moisture content is defined as the ratio of the weight of water to the weight of dry solids, and is expressed as a percentage. Atterberg Limits; Atterberg Limits, the plastic and liquid limits, of soil samples were determined in accordance with ASTM D4318. Atterberg Limits characterize the behavior of soil when mixed with water. Atterberg Limits are useful for classification of soils and determining the type of fine particles present. Minimum Dry Density; Average minimum dry density's were determined in approximate accordance with ASTM D4254. The results may be used to assess the relative density of cohesionless soils as a result of dredging. Specific Gravity; The specific gravity of soils was deter- mined in accordance with ASTM D854. It is the ratio of the weight in air of a given volume of soil particles to the weight in air of an equal volume of water at 4°C. FINDINGS AND CONCLUSIONS CHEMICAL ANALYTICAL RESULTS The results of the bulk chemical analysis of the sediment samples are summarized in Table 4-7. Based on a comparison of the bulk chemical analysis of the sediment samples with the state of California STLC and TTLC standards, all sediment samples are nonhazardous. All concentrations of the Title 22 Persistent and Bioaccumulative Toxic Substances are less than 10 times the STLC values. Total chromium was measured rather than Chromium (III) and Chromium (VI). 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All concentrations of volatile organics, semivolatile organics, organochlorine pesticides and PCBs, organic lead, Kepone, chlorinated herbicides, organotins, dioxin, and asbestos were below the detection limits. The concentration of Lindane is calculated from Table 4-7 as the sum of a-BHC, b-BHC, and g-BHC. The results of modified elutriate test is summarized in Table 4-8. The concentrations of semivolatile organics, organochlorine pesticides and PCBs, Kepone, and organotins were below the detection limits. Total petroleum hydrocarbons were found in detectable concentrations in samples 2-1, 3-1, 3-2, 4-1, 4-2, 5-1, and 5-2. Data will be compared with a background, or minimum acceptable condition that may be con- tingent on the disposal location. Because very few substances were detected or detection was low, it appears the results will be acceptable. However, the actual determination will be made by the Army Corps of Engineers. PHYSICAL TESTING RESULTS The soil descriptions on the soil boring logs presented in Appendix A, are a summary of the field and laboratory visual classifications and account for the laboratory testing results, The Unified Soil Classification System (USCS) classifications shown in capital letters represent those confirmed by physical testing whereas those in small letters are based solely on visual classifications. The results of the laboratory tests described in the physical laboratory testing section are shown in Table 4-9. SUBSURFACE CONDITIONS The subsurface conditions present at the site from the mud- line to a maximum depth of 10 feet are discussed below. A LAT1H/002 4-31 oor-ocooooooinoomooooooooooooooooo CN inO O H CN in in iO •OinVrOOOCNCNCNCNCNCNCNCNtNCNCNCNCNCNI rH CN NX NX NX O rH NX rH rH NX NX NX NX NX V NX NX NX NX NX NX NX NX *. 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CU > 0) ~ o •H -M4-> -H CO g PL, *>nro (N roCN •H -P m CO 3 C (T*1 ^CDi-H•aEH ,_, •0(U C•iH •P §O *— * 4Jco •rl Q JCJ rH(d3 CO.iH > ( !05 4_>co0)EH (1)4-1COo J^ rdHU 4-1 rH •HC/l T) SW COCO(d HU 4J (U rH H 0) rH tCO (U rH0 SB ^^OP *— f ^-^OP"•^ s*^ fjp •*—* 5?•— ^ ^^ COoCOp ^ rHi-H^g •oz • 02 ro oo cTi cjiin ^* in ^f T ro CNr^* 10 ^* \o 10 ^* CN ^ ^j1 rH (N ^J* V kJ D^ (£ ?n jc QC &C ^3 tC bCsuouuu u SO oi \\ \ \\ \ i \ \ usSSsossousowoscoua co oo r^* c^ co LO r** co ^^ oo o^ r^ ^o ^* P** vo ""sj* ^H ^* ^3 ro CN co *^* ^o CN ^3* CN co ^ft ^* CN co i^ ^* co CN CO ^* CN fO rH CN PO rH ^0 ^3* rH CN CO ^* rH CN rOi i i i i i i i i i i i i i i i i i o rH CN n «* in CN <N CN CN CN CN 1 1 1 1 1 1cj cj cj c_> O u^» > > £> f J> • 0)4Jrd 1 ^40) ^ ijgjn u rHi-HS • S(D 4JCO CO Co•H 4Jntu•H <4-l •rHU] V) rH•HoCO -oCD•rl 14-1•iH }"") II W O D •r^ co01rH ^ CNCN >1idS fe 01 C•H )HidA0) ripM •o0) ^4a0)M §•H 4Jcd>0) [V] <ti 4-> rH•HCO COid cu4J ^0)M ^ *— Scu>cu•HCO ooCN •02 CJ! •Hcoto a 4-1 (I) CJ M •w^ rHCO COcua fl| ro\ CN Oro tS DRAFT 1/2- to 1-foot-thick layer of black organic silt is generally present from the mudline to a depth of 1/2 to 1 foot. This black organic silt layer is thought to have been formed when sewage was being introduced into the lagoon from 1967 to 1974 (K. Bertine and D. Schug, 1978). Generally, the upper soil/sediments in the eastern half of Batiquitos Lagoon (Regions 3, 4, and 5) consist of 5 to 10 feet of elastic silts, fat clays, and silty clays with a few 1- to 2-foot-thick silty sand layers. Most of these fine-grained sediments were transported by the San Marcos and Encinitas creeks and other creeks that drain into the eastern portion of the lagoon. The upper 7 to 10 feet of soil/sediments in the western half of the lagoon (Regions 1 and 2) consist predominately of poorly graded sand and silty sand layers that contain a few layers of 1- to 4-foot-thick silty clay, fat clay, or elastic silt. The western half of the lagoon has likely been influ- enced in the past by ocean tidal fluctuations and wave action in the deposition of these sandy sediments. Cross sections depicting subsurface conditions in each region are presented in Figures 4-4, 4-5, 4-6, 4-7, and 4-8. Cross- section locations are shown in Figure 4-3. The elevation of the lagoon water level was measured by Tekmarine on May 22, 1987. The lagoon water level was approximately 4.5 feet mean sea level (msl). Water depths at each boring location are provided on the vibracore soil boring logs in Appendix A. The elevations shown on the cross sections and on the vibracore soil boring logs are based on these measured water depths and the lagoon water level measured by Tekmarine. Torvane tests, which determine the consistency and shear strength of cohesive soils, were performed on soil/sediment LAT1H/002 4-38 CO I 09 8 - * s <= *i % •m » —« «r f o 9 90 S S<0 Q. OJ 1 <$§ 1 III »it2 S|5 >I/CO QJ ^ CO 4«0go 0,^1-500 £cp<0w .r-o:o<< li-O-JfflO - <BOO i_Oa 0> "°® o« *r* .i S < fe S ^^ ga a 1 -* s5 *• •2 l« a .i ^« •£ 2is! If SB CO CO {p *• 5 "O » fc Ofi c2 2 5? |c, 2 S* C* C 5 (0 6 3 i f 2 o> | oo0) (0a»o S % w O 5 o,* £ 09 U) o> f •° • * 2 e*?? $ i-<•• CD <D WS •g S o £»«*.*•m « 2 o • *te •- 5 e « *n ^ 2 § CO CO W CITY OF CARLSBAD SEE 35MM JACKETS FOR MAP(S) ELEVATION. MLLW (FEET) *; < CO3)>O O U IN3 •CO > -I CO CO;o o I m c: — -H m o co>.r~ c _ -i co'm > 2 S«= ; 3> co * co >;i5 £ ° >o _1 2 > °s5Ji E CO2 > oo COoa> oo ni m O' z o •• . HI!«- z o Im co O i o m i ± ^ Si o> OP°o -comO OCO = co -o a>Tl -I 30 Om ' m coJD co co O 3D O CO CO COmo -1 u •nmm -H \ -4O-1>r- om-oH O COo 0) zra > COz\ -H COm o«F 5 -i £'HI CD > COmo Oz > CDOX •H0X< 1 sv s S \ 3 / - ij I i i. °f I •1 *^- / O CO <£ O £ JE P 3>m > Z -1 0 "3 S> m ^? HI "i Zj c o>?§ iNI z m O o -°> i— co £is I >2S^ CO Or ELEVATION. MLLW (FEET) Oj3-I X coO -£> Tir °i s > COin IJj ELEVATION. MLLW (FEET) 3D «DCO •o•om O 30 » CO > -I CO CO CO;<•> O I m c m» p -H m o co m m 3> ^ rt C Z! :Q "~ 2 z ? ° iz = O > o m " I- C O •" O ^ ~"zi o_: o J li 5 3 2 o> £••-: ooo> Sm 5 r1 =»o 5o ^ m m co zgz ? S" ^CO O z CO m3) T)o31 o JOoco CO com O b> cnm-i 1 -IO•H P" O TJ•H O IDo \ 1 07 \V -« CO ^m o S 3^S (,< - ^\•^ 1— m•y O CO <0 65r~ 3D 5 -t Z -H b ^ m > 00 ~ CO >m CO M o m — "c a CO c0 3co : 0 C ^ 3 1 ) 11 i 2 "L '- Z cZOii -H mO co £ S2 ni Oz " ELEVATION. MLLW (FEET) coO C J. O -Is 00 -J V T\ o CD x -n 3> > g £" oo ' •• „ ZoDO -n Ml ELEVATION. MLLW (FEET) >s>0> Co,0 z - oJD OJ O o 5 tn > -i co to o)o O I m c m= -i m O CD m e>c30m OCo O-ImCo c o "o COo o-n 00 O Zo P. — COiisS2o 5m5O CO oa z oo o5 zo zcz o oo oj -n55S f 12-> oIBII « ELEVATION. MLLW (FEET) COoo c » o O 33 ELEVATION. MLLW (FEET) io "~ - z2>= co s »; "0 I ° iS OJD i ni oX O 3?oo Oo ii-H X O -I30 m 0 >01 2 •^ T * O —S*33 So?32 o ll»S S 5?>S »mo-H o I-o 5"3§ gm m o> z31 CO CO /a €m CO TJ O 30 o31 O coO) co OIo o II OII -nmm-H I O•H r- Om -H OT| CD O2 zo r- \ < S VI S '. ° X / -H CO ^ CO <m o S 0 S"pip a z -" z -* oP3«3 °" "i > m * CD — c CD> i CO o CO ^ O 33m C co SON zs.sg » i- — CO £ SlS 1S2? 3 > H i-I m iO Co o3) Z o c " O 3J ELEVATION. MLLW (FE6T) £>in CO F CO > -I CO CO CO^ S o o x «« c m §!- liii i COo m m O 3D' zo 2ii?S ELEVATION. MLLW (FEET) m 5 — 5 m <">••; Q ^ A 2 o5-5 too'ix _m: ooco og c! —4 S< ' —is "* 2 x z oo! 1§?S 5SS 5"5o 5S _ m m« 5g> =0 »» g O31 ON" 23? O CO o *! Z o oXIow V) COmo C* O " <• o I 31 O 09 30 Tl> > C <5ra -H o ^ -S\ -i . CD ^ ™ "^> -i 01 TPO i o^S 2 • >111 DRAFT samples in the field. The torvane test results are shown on the vibracore soil boring logs in Appendix A. Soil/sediment conditions within each of the five regions are discussed below. Region 1 Vibracore soil borings VC-1 through VC-5 are located in Region 1 on the western end of the lagoon. Cross sections depicting subsurface soil/sediment conditions in Region 1 are presented in Figure 4-4. The vibracore soil boring depths range from 6.5 to 10.0 feet below mud line. No sample was recovered from VC-2 due to problems encountered during drilling. The lagoon water depth at the vibracore boring locations varied between 1.9 and 6.0 feet. Generally, the soil/sediments in Region 1 consist predomi- nately of poorly graded sand overlain by approximately 1/2 foot of black organic silt except for VC-3 which encountered 2-1/2 feet of organic silt and clay. The black organic silt has a medium plasticity, contains 0 to 15 percent very fine sand, and has a very soft sludge-like consistency. The poorly graded sand contains 0 to 5 percent fines (percent passing No. 200 sieve) is gray in color with abundant mica flecks and has a medium density. The poorly graded sand contains scattered gastropod and bivalve mollusk shells. In VC-1 and VC-3, a 1-1/2-foot thick silty clay layer was encoun- tered between elevations -4.0 and -5.5 feet msl. Well graded gravel was also encountered at the bottom of both of these borings. Refusal occurred upon contact with the gravel. In VC-1 and VC-5, a 1-foot-thick clayey sand layer was encoun- tered. The clayey sand layer consists of 25 to 40 percent medium plastic fines. A strong sulfur (organics) smell was detected in all soil types in Region 1. LAT1H/002 4-45 DRAFT Region 2 Vibracore soil borings VC-6 through VC-10 are located in Region 2. Cross sections depicting subsurface soil/sediment conditions in Region 2 are presented in Figure 4-5. The vibracore soil boring depths ranged from 7.2 to 10.0 feet. The lagoon water depth at the vibracore boring locations varied between 1.7 and 3.8 feet. Generally, the soil/sediments in Region 2 are similar to Region 1. Region 2 consists predominately of poorly graded sand and silty sand, overlain by approximately 1/2 to 1-1/2 feet of elastic silt and fat clay, which in turn are overlain by 1/2 foot of black organic silt. The black organic silt has a medium plasticity and has a very soft consistency. The organic silt has a very strong sulfur odor. The elastic silts and fat clays are dark brown in color and have a medium to high plasticity. They generally contain 5 to 20 percent fine sand and have a soft to stiff consistency. The poorly graded sand is blue-gray in color and generally contains less than 10 percent fines with abundant mica flecks. A 1- to 3-foot-thick silty sand layer was encountered in all of the vibracore borings between elevations -2.0 to -5.0 feet msl. The silty sand is gray in color contains 10 to 45 percent fines, and has a medium density. Occasional oyster, clam, and snail mollusk shells were encountered in the sand layers. Region 3 Vibracore soil borings VC-11 through VC-15 are located in Region 3. Cross sections depicting subsurface soil/sediment conditions in Region 3 are presented in Figure 4-6. The LAT1H/002 4-46 DRAFT vibracore boring depths range from 8.7 to 10.2 feet. The lagoon water depth at the boring locations varied between 1.9 and 3.6 feet. Generally, the soil/sediments in Region 3 consist predomi- nately of elastic silts and fat clays overlying poorly graded sands and silty sands. A 1/2- to 1-foot-thick black organic silt layer overlies these deposits. The black organic silt was encountered at the mudline of the lagoon except at VC-11 where approximately 2 feet of poorly graded sand overlies the black organic silt. The organic silt has a medium plasticity and has a very soft to soft consistency. The elastic silts and fat clays are brown to blue-gray in color and have a medium to high plasticity. Between eleva- tion -1.0 and -4.0 feet msl many thin 1/4-inch-thick layers containing opaque gypsum and other evaporite minerals were encountered. The elastic silts and fat clays generally have a medium stiff to stiff consistency, contain few shell frag- ments, and have a very strong sulfur smell. A 1- to 2-foot-thick silty sand layer was encountered below the elastic silts and fat clays in borings VC-11 and VC-13 located on the western portion of Region 3. The silty sand is gray in color, contains 35 to 45 percent low plastic fines and has a medium density. In borings VC-12, VC-14, and VC-15 located on the eastern portion of Region 3, a sandy silt layer between elevations -4.0 and -5.0 feet was encountered below the elastic silts and fat clay deposits. The sandy silt is blue-gray in color. The sandy silt contains 20 to 40 percent fine sand and is loose to medium dense. LAT1H/002 4-47 DRAFT Poorly graded sand with silt was encountered below approxi- mately elevation -5.5 feet msl. The poorly graded sand con- tains less than 10 percent fines, is blue-gray in color, and contains abundant mica flecks. The poorly graded sand is medium dense and contains a few gastropod and bivalve mollusk shells. Silty sand containing 15 to 20 percent fines, was encountered below the cohesive soils in boring VC-15. Region 4 Vibracore soil borings VC-16 through VC-20 are located in Region 4. Cross sections depicting subsurface soil/sediment conditions in Region 4 are presented in Figure 4-7. The vibracore soil boring depths ranged from 8.4 to 10.1 feet. The lagoon water depth at the vibracore boring locations varied between 1.7 to 3.2 feet. Generally, the soil/sediments in Region 4 are similar to Region 3. Region 4 consists predominately of elastic silts and fat clays. A 1/2-foot-thick black organic silt layer overlies these deposits. The black organic silt has a medium plasticity and has a very soft to soft, sludge-like consistency. The elastic silts and fat clays are brown to blue-gray in color and have a medium to high plasticity. Similar to Region 3, many thin 1/4-inch-thick layers containing gypsum and other opaque evaporite crystals were encountered. The elastic silts and fat clays have a medium stiff to stiff consistency, and have a strong sulfur smell. The elastic silts and fat clays also contain occasional shell fragments. Poorly graded sand with silt and silty sand were encountered below the elastic silts and fat clays on the western portion of Region 4. The poorly graded sand with silt contains less than 10 percent fines, is blue-gray in color, and contains LAT1H/002 4-48 DRAFT abundant mica flecks. The silty sand encountered in boring VC-19 contains 20 to 30 percent fines. Occasional concentrations of clam, oyster, and snail mollusk shells were found in these sand layers. Region 5 Vibracore soil borings VC-21 through VC-25 are located in Region 5 on the eastern end of the lagoon. A cross section depicting subsurface soil/sediment conditions in Region 5 is presented in Figure 4-8. The vibracore soil borings ranged in depth from 4.2 to 10.1 feet. The lagoon water depth at the vibracore boring locations varied between 0.9 and 2.6 feet. Region 5 consists predominately of elastic silts and fat clays. The elastic-silt and fat clays are overlain by 1/2- to 1-foot-thick black organic silt except in boring VC-25, which encountered 1-1/2 feet of silty sand, and boring VC-24, which encountered fat clay then poorly graded sand. The black organic silt has a medium plasticity, contains 5 to 30 percent fine sand and has a soft sludge-like consistency. The elastic silts and fat clays are brown to blue-gray in color and have a medium to high plasticity. Similar to Regions 3 and 4, the elastic silts and fat clays contain many thin, 1/4-inch-thick layers of gypsum and other opaque evaporite crystals. The elastic silts and fat clays have a medium stiff to stiff consistency and have a strong sulfur smell. In soil borings VC-23, VC-24, and VC-25 located on the southern portion of Region 5, a 1- to 3-foot-thick silty lean clay layer overlies the elastic silts and fat clays and in turn, a 1/2- to 1-1/2-foot-thick, poorly graded sand and silty sand layer overlies the silty lean clay layer. The brown to gray silty lean clay layer has a medium plasticity, LAT1H/002 4-49 DRAFT contains generally less than 5 percent fine sand has a medium stiff to stiff consistency. The poorly graded sand and silty sand is light brown and has a loose density. SUMMARY As defined by the California Administrative Code, Title 22 regulations, the sediments proposed to be dredged from Batiquitos Lagoon are not hazardous and may be disposed of by land disposal based on the data included in this report. The interpretation of the modified elutriate test data will be completed by the Army Corps of Engineers. The soil/sediments present in the lagoon from the mudline to a maximum depth of 10 feet consist generally of poorly graded sand, silty sand, elastic silts, and fat clays. A 1/2- to 1-foot-thick layer of black organic silt is generally present throughout the lagoon, from the mudline to a depth of 1/2 to 1 foot. Generally, the upper soil/sediments in the eastern half of Batiquitos Lagoon (Regions 3, 4, and 5) consist of 5 to 10 feet of elastic silts, fat clays, and silty clays with a few 1- to 2-foot-thick silty sand layers. Most of these fine-grained sediments were transported by the San Marcos and Encinitas creeks and other creeks that drain into the eastern portion of the lagoon. The upper 7 to 10 feet of soil/sediments in the western half of the lagoon (Regions 1 and 2) consist predominately of poorly graded sand and silty sand layers that contain a few layers of 1- to 4-foot-thick silty clay, fat clay, or elastic silt. The western half of the lagoon has likely been influenced in the past by ocean tidal fluctuations and wave action in the deposition of these sandy sediments. LATlH/002 4-50 DRAFT REFERENCES 1. American Public Health Association. Standard Methods for the Examination of Water and Wastewater, 15th ed., American Water Works Association, Water Pollution Control Federation. Washington, D.C. 1981. 2. Bertine, K. and D. Schug. Man and the Historical Sedi- mentary Record in Two Semi-arid Estuaries. Batiquitos and Penasquitos Lagoons. 1978. 3. California State Coastal Conservancy (CSCC). Draft Batiquitos Lagoon Enhancement Plan. October 1986. 4. Environmental Protection Agency. Methods for Chemical Analysis of Water and Wastes, EPA 600/4-79-020, Office of Technology Transfer, Washington, D.C. 1974a. 5. . Analysis of Pesticide Residues in Human and Environmental Samples, Environmental Toxicology Division, Research Triangle Park, N.C. 1974b. 6. . Methods for Chemical Analysis of Water and Wastes. EPA 600/4-79-020, Office of Technology Transfer, Washington, D.C. 1979. 7. Environmental Protection Agency/Corps of Engineers. Ecological Evaluation of Proposed Discharge of Dredged Material into Ocean Waters. Implementation Manual for Section 103 of Public Law 92-532 (Marine Protection, Research, and Sanctuaries Act of 1972). U.S. Army Engi- neer Waterways Experiment Station. Vicksburg, Mississippi. 1977. LAT1H/002 4-51 DRAFT 8. Phillips, R. P., J. S. Bradshaw, R. Byrne, W. Cayman, D. Scott, and E. G. Strickel. Tidal Aspects of Batiquitos Lagoon 1950 to Present. Final Report by the Environmental Studies Laboratory of the University of San Diego. 1978. 9. Plumb, R. H. Procedures for Handling and Chemical Analysis of Sediment and Water Samples. EPA/CE Technical Committee on Criteria for Dredged and Fill Material. U.S. Army Engineer Waterways Experiment Station. Vicksburg, Mississippi. 1981. 10. Port of Los Angeles. Procedures for Conducting Sampling, Bulk Chemical Analysis, etc. April 4, 1987. 11. Shepardson Engineering Associates, Inc. Investigations of Lagoon Sediment Characteristics, Proposed Weir Area and Sediment Basin, Batiquitos Lagoon, Pacific Rim Country Club Development. Carlsbad, California. Report prepared for HPI Development Company. June 20, 1985. 12. Weber, Harold F., Jr. Geology and Mineral Resources of San Diego County, California. Map scale 1:125,000. 1959. 13. Woodward-Clyde Consultants. Soil Test Boring Logs, Grain Size Distribution Data, Batiquitos Lagoon, Carlsbad, California. Report prepared for Sammis Properties. April 11, 1985. LAT1H/002 4-52 -DRAFT- Section 5 DREDGING/EXCAVATION AND DISPOSAL PLAN PREFACE The term "dredging" in this report is used in a loose defi- nition; as it refers to the removal of soil from the bottom of the lagoon, in either a wet or dry condition. The Dredging and Disposal Plan for the Batiquitos Lagoon Enhancement Project explores alternative dredging and exca- vation methods, contractors, equipment, material hauling, and disposal considerations and sites. Advantages and dis- advantages of the alternative methods investigated to date are discussed. Dredging and disposal schedules and preliminary cost estimates for those methods are discussed. Preliminary cost estimates assumed double handling of dredged/excavated material. More cost-effective methods are being evaluated. Dredging and disposal are presented separately below. Though the lagoon enhancement project can be envisioned as a single, integrated operation, dredging and disposal are sufficiently different to warrant separate discussions. DREDGING/EXCAVATION INTRODUCTION/OBJECTIVES The dredging plan for Batiquitos Lagoon as herein discussed conforms to the enhancement plan and preferred alternative proposed by the California State Coastal Conservancy. Design alternatives for lagoon enhancement have yet to be studied for dredging and disposal. 5-1 LAT1H/003 -DRAFT- Material quantities, equipment types, alternatives for soil handling, and other aspects are being studied. Dredging requirements will represent a significant part of the overall enhancement project and must be carefully reviewed. DREDGING EVALUATION METHODOLOGY Conceptual plans were coordinated with other engineering studies. Soils testing and analyses, described in Section 4— Lagoon Sediments, were used for the Alternative A grading plan and dredge material handling evaluations. Dredging contractors were interviewed concerning equipment options, costs, scheduling, etc. Potential cost ranges were prepared based upon materials, contractor opinions, and project com- parisons to other dredging projects. GRADING PLAN FOR ALTERNATIVE A The development of the grading plan to conform to the State Coastal Conservancy Preferred Alternative was discussed in Section 2—Topography and Bathymetry. The grading plan pro- duced is a set of two drawings with the contours superimposed upon the existing topographic contours. The central portions of the basins east and west of Interstate 5 (1-5) would be dredged to depths of -3.5 feet mllw and -5.5 feet mllw, respec- tively. Sideslopes under the 1-5 bridge and at the lagoon entrance would be 2 (horizontal):! (vertical). The sideslopes under the railroad bridge, along the north shore from the lagoon entrance to the railroad bridge, and along the channel from San Marcos Creek to the eastern basin would be 4:1. The freshwater marsh levee in the northeast corner of the lagoon would have an internal facing slope of 3:1 and an external facing slope of 8:1. All other slopes would be 10:1 or flatter. 5-2 LAT1H/003 -DRAFT- DREDGE MATERIAL The soil/sediment types to be dredged from Batiquitos Lagoon are discussed in Section 4—Lagoon Sediments. In summary, the main soil type west of 1-5 is primarily a fine sand with some silts and clays, the latter predominantly as a surface veneer. East of 1-5, the predominant soil type is wet muds composed of silts and clays with some admixture of fine sand. No contaminated soils were detected through the course of sampling and analysis. The soils vary in consistency from loose and soft, to medium dense. There are no apparent obstacles to dredging the material. DREDGING/EXCAVATION METHODS The available dredging techniques for Batiquitos Lagoon are directly tied to the type of equipment that can be used. The techniques can be broadly classified as mechanical dredging, hydraulic dredging, and mechanical scraping using land equipment. The equipment that could be used for mechanical dredging in Batiquitos Lagoon include clamshell, dipper, excavator, cutter chain, bucket ladder, bucket wheel, or dragline mounted on a shallow draft barge. The advantage of mechanical dredging is that clamshell, dragline, and excavator equipment are readily available and require less operational skill and coordination than some of the hydraulic equipment. The equip- ment is fairly easy to mobilize, and mechanical dredging would allow for a greater number of small contractors to bid on the project. Dipper, cutter chain, bucket ladder, and bucket wheel equipment are less common today. A major dis- advantage of this method is the small amount of material capable of being moved per machine per hour (compared to other methods) and the large number of support equipment 5-3 LAT1H/003 -DRAFT- typically required. To overcome this disadvantage, a large number of these machines might have to operate in Batiquitos Lagoon at the same time. The hydraulic dredging techniques would use the dustpan dredge, the cutterhead dredge, and/or the plain suction dredge. These types of dredges come in sizes ranging from the small "mudcat" dredge to very large cutterhead dredges. The small amount of water in Batiquitos Lagoon, constricted staging areas, limited access, and the relatively shallow depth of dredging will eliminate large hydraulic dredges from consid- eration. Hydraulic dredges have the advantage of being able to move large quantities of material per machine per unit time. The major disadvantage is that the soil material is removed in a 15 to 20 percent slurry (15 to 20 percent solids to 80 to 85 percent water). Unless the slurry can be dis- posed of directly, the slurry must be deposited and dewatered (water drained off) before the material can be transported for disposal. Mechanical land scraping equipment includes the backhoe, scraper, bulldozer, and dragline mounted on wide-tread tracks or low-pressure tires. The advantages of this equipment and technique is the ready availability of equipment and the potential of expanding the bidding to earthmoving contractors. The primary disadvantage of this equipment is that it oper- ates only in shallow water (less than a foot deep), or pref-» erably on bare ground, and needs relatively firm substrate upon which to operate. The latter condition does not readily exist at Batiquitos Lagoon. The soil characteristic is such that it retains water, and even when the lagoon bottom appears dry during certain seasons, it is actually in a saturated condition a few inches below the surface. With a consistency somewhat resembling that of an ice cream sandwich, the lagoon is unable to support even moderate loads. Dry condition 5-4 LAT1H/003 -DRAFT- excavation would most likely produce the most cost effective method of soil removal; however, techniques are being con- sidered that would enable the soil to be dried or stabilized in place permitting heavy equipment access onto it while also allowing the soils to be loaded directly for transport to the disposal site. If the soil cannot be dried, other unique methods are being researched. One method includes a system that vibrates a framework into the ground and through air pressure injection, lifts an entire truckload size encase- ment of undisturbed soil to surface level. This soil would then be winched on skids to shore, placed directly on a truck chassis, and taken immediately to a disposal site in the form of a "plug" extracted from the lagoon floor. With atypical methods not yet proven or disproven, the dis- cussion to follow will concentrate on the more established methods that have permitted proper research at this point in the study. It should be kept in mind that even though the following discussion is presented in detail, additional analysis will be conducted before a specific method is recommended. MATERIAL QUANTITIES Dredge quantities are being calculated by computer, using the digitized mapping discussed in Section 2. The elevation differences between the existing topography and the alternate dredging plans are calculated and a volume differential is computed. Calculations are performed on the VAX 785 Intergraph using DTM and DTMW software packages (Digital Terrain Modeling and Digital Terrain Modeling earthwork). The program within the software is GVOL, which uses the Open Newton-Cotes Formulas. Hand calculations using cross-sections through the lagoon are being performed as a check. Sand quantities are calculated by hand, using the sieve analy- sis values determined for each boring in the laboratory. 5-5 LAT1H/003 -DRAFT- Each boring's tributary area and average proposed dredging depths are determined, and percentage quantities for each soil size gradation are calculated. Areas are then propor- tionally added to attain an average percentage value over the area being analyzed. The computer calculates a total volume for the area. Multiplying the computer value by the appropriate percentage for the grain size desired produces a quantity for that particular grain size. Because the proce- dure contains methods of averaging, the solution must be viewed as a qualified estimate. DREDGING/EXCAVATION FINDINGS AND CONCLUSIONS QUANTITIES The material needed to be removed from Batiquitos Lagoon for Alternative A is anticipated to consist of approximately 1.3 million cubic yards of sands and about 2.0 million cubic yards of silts and clays for a total of approximately 3.3 million cubic yards. For determining the practicality of beach nourishment, a size distribution breakdown was performed at sand sizes 0.25 mm, 0.20 mm, and 0.15 mm. This information is summarized in Table 5-1. The material to be dredged west of the 1-5 bridge is expected to consist of sand, with 10 percent greater than 0.25 mm, 30 percent greater than 0.20 mm, and 70 percent greater than 0.15 mm. This amounts to approximately 110,000 cubic yards of retrievable sand greater than 0.25 mm in size, 220,000 cubic yards greater than 0.20 mm, and 450,000 cubic yards of sand greater than 0.15 mm. East of the 1-5 bridge there is less sand in general. It is calculated that the dredged material will contain about 30 percent greater than 0.15 mm, 10 percent greater than 0.20 mm, and 2 percent greater 5-6 LAT1H/003 Table 5-1 SAND SIZE DISTRIBUTION BASED ON RESULTS OF TEST BORINGS AT BATIQUITOS LAGOON Test Hole Sample Number Number Woodward-Clyde Test 1 4 3 1 3 3 3 5 5 1 5 5 7 2 9 2 11 1 14 1 15 1 21 1 22 1 23 1 Sample Elev. (mllw) Borings -1.9 +2.6 -1.9 -4.9 + 0.6 -4.9 -1.4 -1.4 +0.6 +0.6 + 0.6 + 0.6 -3.4 -3.9 Percent Greater 0.15 mm 0. (No. 100) (No 69 29 70 78 71 84 70 36 25 25 51 50 87 62 20 mm . 70)a 22 11 37 52 39 56 39 10 7 9 20 39 71 26 Than 0 .25 mm (No. 60)a 7 5 8 24 12 24 14 2 2 3 4 28 49 4 Shepardson Engineering Associates Borings: Weir Structure B5 B7 B8 B9 BIO Siltation Basin Bl B3 B4 B5 B7 B7 BIO B14 B16 B17 B18 B22 + 0.1 -2.9 -2.4 -2.9 + 0.6 + 2.7 +2.2 + 5.0 + 3.4 + 6.5 + 4.0 + 2.4 +5.4 + 2.8 + 4.8 + 3.5 +6.6 12 26 75 11 39 12 5 16 9 8 5 2 1 1 15 44 34 4 12 57 5 16 7 3 7 5 4 1 1 0 0 10 31 24 2 4 12 3 5 5 2 2 3 2 2 1 0 0 6 21 16 Table 5-1 (Continued) Test Hole Number Sample Number Sample Elev. (mllw) Percent Greater Than 0.15 mm 0.20 mm (No. 100)° (No. 70) CH2M HILL Vibracorer Borings VC-1 VC-5 VC-5 VC-8 VC-8 VC-10 VC-13 VC-13 VC-15 VC-17 VC-19 J-3 J-2 J-3 J-4 J-6 J-4 J-4 J-5 J-5 J-3 J-5 + 1.3 + 2.0 +0.5 -0.3 -4.3 -0.5 -2.4 -4.4 -3.7 + 2.6 -3.9 80 83 42 15 70 45 46 68 51 30 43 42 27 20 6 27 18 20 21 19 9 11 0.25 mm (No. 60)£ 12 3 13 2 2 3 6 1 1 2 1 LATlH/d.1001 -DRAFT- than 0.25 mm. In quantity terms, this amounts to about 320,000 cubic yards greater than 0.15 mm, 130,000 cubic yards greater than 0.20 mm, and about 30,000 cubic yards greater than 0.25 mm. Other sands east of 1-5 will be mixed fairly thoroughly with greater amounts of silt and clay and will be impractical to retrieve. CONTRACTORS Dredging contractors throughout the United States were called to ascertain their interest in the Batiquitos Lagoon enhance- ment project. The survey attempted to call all dredging contractors in the State of California, most of the dredging contractors on the United States West Coast, and large dredg- ing contractors in the Great Lakes, East Coast, and Gulf Coast regions. A list of the contractors called are shown in Table 5-2. The table also includes the name of the person contacted, the telephone number, the firm's interest in Batiquitos Lagoon, the equipment types, and an estimate of their dredging production rate. DREDGING SCHEDULE The construction schedule for dredging Batiquitos Lagoon cannot be determined accurately at this point, although the following items are being considered: o Construction shall not interfere with the endangered California least tern nesting in the area. Least tern nesting season is normally between the first of April and mid-September. Plans will be developed to accommodate the least tern assuming construction in the dry spring/summer months. 5-9 LAT1H/003 rl •os*.Ooo ro< -o Z >-, 8in •o>, 3coIHT3 COU IO 2 COu iH § •g S•a COo •o CO i-HO COiH U§ -3•g sm ej CO o a 1H U1-1 1-1a cto tos -g I COcu Itoa)Jx 8-S<!CO OSCM OI b.m CU CjJ rH > CO SH w CD 1 g U Z H§ t oZ cuco£ § in1 CMm mH 4-1uCO1 4-1 i•HZ 00 §oo 1 CM CN in1-1-t 0IorH•H U. eiH r-OvOCMi SSCO coHCM r<CUiH CU60rH i-H 1-4 IH in CMa>mi CMm mI—I •* cuiacu •Hi— 1 i-H CO CO vO1 fN, CO 7; 0 4-1 CO CU 4-1cn CO33 i-l coCM 1 <O ^01-1CN C001c=1 rH •-4 iH CQ mCMH COinin o cCU3 3 oo i-l ^^^i P^ m r^ vO C0CO CU1— 1 £I H OiniH co lO rHCT. <U4J <DrHi-H iH O iH4-1 4-1 (2 CO Q O1vOCO i/ii-H c CC S i-H •HPH CO•H g O 60 iH G i— ' "So o•o, C cCO CJ 60•acu S COiH g Om •H i-Hc3 o14H•HrH .3 «\ c •H4J true t ion CompanyiaCO C§ SO MH iH 0 COCO O C•H « 4J U< CO • 05 00u ^cCO cuoIH&. k •H co rl 4JG & O > 4-> O3 iHa os CO1-4 g OMH O T-l iH rH 14H COv4 CJ U rH CU rH PQ 1 _? OiH UH •H U COPH 4-1-H g CO•H g Califoo 57rH !-i encu4-t COiH OoCO CO uQ O•r- 1 « CJ os w 00c•H 60•ot) CO •H 1 ta "-J COiH liforn3 «s 8 6 •goO at •o Mcu ot, 14-1Q in S 3.Si £J 4J COCO I-HCU X& § HO •OO o8 ooo •o o ooo o•H,-43 •a ao •s I-l•a 8•o O CO •r4 Oi-l -H 3 BCO CO£ -5 >^ CO > CO (N -O 0) -Hf-H 4J •§ §H O IincoCM Oin -3-IenaoCM om oo-4-n oCM CMcoI VCOCM slO oi S 1-1cdcua. I.O B•H CO DO(U O•e I CU•o I flo- 00500•o1 U•H 14-1 U B cu4-1ca 2oJZM14-1UJ O r-H CU•o CU•H BO00 o •oc f-t 4-1 o §•H4-1COsCu1-1s BCU•a CO B 1 O n•aBCOi-l 4-> I*Oa. §l-t-U O3 4-1 CO 1 F-4 CO(-1 BCUU §4J 00B•H CO § Vr-44J 4-1 CO Services•aB rHCO •H I-l 4J CO3•o M BO4J00 B•H CO S CU 3OUBCO CO o4-1 O 24-1 CO I <u•H § I BCO00 •Hs:0 BO00CU i B CO 00Bt-i 00•acul<a BCOUt-lt-1 4 cuCD CU 1 •t B CU•o 0 §4JBcu> 4JB•HO•»— 1 CO •H •acu4-1COCUI-l CU4-1 B•H ' CO on of Dutra Dredging•H CO -H •H•a i CO | XI -DRAFT- o Excavation in the dry will be investigated in detail. o If small dredge/excavation equipment with slow production rates is used, the construction period may extent up to 2 years. o Projected start of construction is early 1990. A detailed construction schedule will be developed as appro- priate dreding/excavation methods are identified. DREDGING/EXCAVATION SCENARIOS Given the variety of dredging techniques, equipment, and interested contractors, several scenarios exist for dredging Batiquitos Lagoon. o Hydraulically dredge the entire lagoon o Mechanically dredge the entire lagoon o Hydraulically dredge the west basin and mechani- cally dredge the east basin o Earth moving using grading equipment (still being researched and data are not sufficient to discuss further at this time) PRELIMINARY COST ESTIMATES FOR SOLUTIONS CONSIDERING SATURATED SOILS Preliminary cost ranges were prepared for the dredging sce- narios. A unit price estimate for mechanical dredging could reach $6.55/yd . This cost assumes that all material would be double-handled. After removal from the lagoon substrate, 5-12 LAT1H/003 -DRAFT- the material would require temporary transport from the lagoon to the shoreline, reloaded from barge to truck or other equip- ment. Though some disposal cost may be included in the second handling stage, it may be insignificant. The cost of hydraulic dredging in the east basin could reach $3.50/yd , assuming some rehandling of the materials prior to permanent offsite disposal. If a permanent disposal site were located within pumping distance (12,000 to 15,000 feet), disposal costs of $2 to $3/yd could be added directly to the $3.50/yd dredging cost. Costs for disposal of material by truck to an offsite location is discussed in the disposal subsection. Hydraulic dredging of the west basin assumes beach disposal of the dredge materials for beach nourishment. Dredging and3disposal is estimated to cost $4.90/yd . Additional costs for dredging may include 3 percent for water- based mobilization and temporary facilities, 5 percent for mobilization and demobilization of shore-based equipment, 1 percent for bonds and insurance, 10 percent for bid con- tingency, and 15 percent for scope contingency. More cost- effective alternatives are being evaluated. DISPOSAL EVALUATION INTRODUCTION/OBJECTIVES The soil/sediment materials to be dredged from Batiquitos Lagoon must be conveyed to and deposited at a disposal site, This discussion reviews the ultimate fate of the dredged material and the means of getting it to its final disposal site. Beach nourishment is discussed in more detail in Sec- tion 7. The only reference to beach nourishment in this 5-13 LAT1H/003 -DRAFT- section will be conveyance equipment and methods for delivery and cost considerations. DISPOSAL EVALUATION METHODOLOGY The disposal plan reviews the nature of the dredged material to be conveyed to the disposal site, the disposal sites them- selves, the equipment and methods for transporting material from Batiquitos Lagoon to the ultimate disposal site, and potential contractors for hauling to the disposal site. Handling the material at the disposal site, the schedule for the conveyance to and depositing of the material at the dis- posal site, and the cost estimate for disposal are also reviewed. DISPOSAL EVALUATION FINDINGS AND CONCLUSIONS DISPOSAL MATERIAL The soil/sediment material to be dredged from Batiquitos Lagoon may become altered in the dredging process and may change to a slightly different textured material for the conveyance to and deposition at the disposal site. The pri- mary differences will involve density and moisture changes. The dredging process, irrespective of equipment used, in- volves the loosening and separation of individual sediment grains. This loosening and separation tends to decrease the density and therefore increase the overall volume of the material removed. Depending on the handling methods, this can also increase the moisture content of the dredged mate- rial. If hydraulic dredging is used, the material is re- moved as a 15 to 20 percent slurry. That is, 15 to 20 per- cent of the volume moved is soil particles; the rest is water. 5-14 LAT1H/003 -DRAFT- In addition, the clays may swell during dredging, thus in- creasing the volume of that soil fraction. DISPOSAL SITES Several reasonable sites were investigated for the ultimate fate of the material from Batiquitos Lagoon. These potential sites included landfill sites, beaches, "played-out" quarries, development properties adjacent to the lagoon, and Camp Pendleton, as well as the option of manufacturing masonry products with the materials at or near the lagoon. The only disposal site not investigated was ocean disposal. A telephone survey was conducted to locate potential dis- posal sites. A summary of this survey is presented in Table 5-3. Not all potential sites have been investigated at this date. Disposal of 2.0 million yd of a silt and clay material will be a major undertaking. DREDGE MATERIAL CONVEYANCE The conveyance of the dredged material from Batiquitos Lagoon to the ultimate disposal site was explored. The conveyance methods depend on the dredging methods used in the lagoon. 5-15 LAT1H/003 go rH<4H 0)oc 18-PW -H Q C 8en<8 ""* U)0 4-1•H0 O1 •H -P 18 P3 0)Q H CQ -H EH g in nv •rHE (1)•P -P •rl A W 0) U >. U -P <•H•P CC (8(8 Us Qa ooo o'oo ooo oo CM gEH CO H 8 a> .-H Oro pq O CMM EH EHCO <M ffl Ocno >£>n en oo CNI VO r~- co vD orHco Icr. CN •Pum•Pcou <ojj •rl CO rH (810 0 Oicn •H Q cnc CUg CU rH U ^1}_l M HfQ fLj J K 4J C 0) gCU rdO -H rH CCD m> 0<D M-l Q -H ^i f8(U CJrH rH ~ 18 T3^ nj X!G cn CD rH 0) rH>H n3 O O Co cucn -PCOMc(J O^ (Q S cu SCO -rlQ T3 0 -rt •H C rH rH (8 OW W CO m•H CrH in rH 0 •H MHm -H -O rH C 18(8 Uij <* cn en0 0U 0 rO <d 2 2] G C(8 f8 CO CO G Oin^i 0) 1 ^.4 cucn 0« (8 •H f£ W M 0) O•H 14H •P -HSH rH0) (8 ft U0)H - CM 'Ot8CO X! •rl W g rH5 ^| fo (8 CO U G •H•aGc8 O ^H 3(8 CU ••a0) Cn 'iHc € rH 0)3 4J-P cuU T3(8 >4H 0)3 X) (8 OS -P ^ IIU•H P M « PQ EH roO -DRAFT- Mechanical dredging would involve side casting to a dump barge or to trucks on a shallow draft barge. If the latter method is used, the barges can be brought ashore and the trucks driven to the disposal site. If the former method is used, the material will have to be double-handled. The barge will be brought to shore and dumped. Then the dumped mate- rial will have to be loaded onto trucks for hauling to the ultimate disposal site. If a hydraulic dredge is used, the material can be piped to the ultimate disposal site if that site is within 2 or 3 miles of the lagoon. If not, the slurry will have to be piped to predesignated dike areas around the lagoon, the material deposited, the water allowed to flow back into the lagoon, and the sediment then loaded aboard trucks for haulage to the disposal site. As stated previously, excavation is being considered if lagoon can be dried, in which case the material can be loaded directly for offsite disposal. DISPOSAL CONTRACTORS It may be necessary to hire separate contractors to haul and handle the dredged material from Batiquitos Lagoon to the disposal site. If hydraulically dredged, the material may have to sit along the lagoon perimeter to drain. The mate- rial may not be ready to move to a disposal site until after the dredging contractor has completed his work. Therefore, a hauling contract may need to be negotiated subsequent to the dredging. If mechanically dredged, the material will be moved in conjunction with the dredging. Even though a separ- ate contractor may do the hauling, the hauling will probably be included as a subcontract to the mechanical dredging. 5-17 LAT1H/003 -DRAFT- DISPOSAL SCHEDULE The schedule for handling, hauling, and disposing of the dredged material is dependent on the dredge methods, char- acteristics of the dredged material, and the number and loca- tion of disposal sites. A schedule can be developed once more sites have been identified. COST ESTIMATES Costs for disposal of the dredged material include hauling the material from the lagoon to the disposal site, depos- iting the material at the disposal site, and any final grad- ing and closeout of the disposal site itself. The cost of handling or rehandling the material at Batiquitos Lagoon was included in the preliminary dredging cost estimates. The cost estimates for disposal of the material are not yet avail- able and will be presented in the final report. The costs will be partly based on a haul rate of $3.50/yd for up to a 10-mile radius from Batiquitos Lagoon, and $5.00/yd for over a 10-mile radius. Other costs will include property costs, construction and closure requirements, etc. SUMMARY Several methods and scenarios for dredging and disposal of material from Batiquitos Lagoon have been described and others are currently being studied. Some of the methods are mutually exclusive whereas others can be used in combination. This summary discusses the most common combination of dredging and disposing of material for the "wet" methods investigated to date for the Batiquitos Lagoon Enhancement Project. 5-18 LAT1H/003 -DRAFT- DREDGING AND DISPOSAL PLAN FOR ALTERNATE A The central portions of the basins east and west of 1-5 would be dredged to -3.5 feet mllw and -5.5 feet mllw, respectively. Most slopes will be graded to 10:1 or flatter. Sediments appear to present no apparent obstacles to dredging. The dredging methodologies noted below were studied first because they represent the most widely used and available methods today. o Hydraulically dredge the entire lagoon o Hydraulically dredge the west basin and mechan- ically dredge the east basins For the methods noted above, costs could range between $3.50/yd and $6.55/yd for dredging. Mechanical or pipeline dredging of the east basin appears more expensive at this time, as double-handling of materials appears likely unless a local disposal site can be identified. Disposal of east basin material could add another $3.50 to $5.00/yd for hauling. All disposal costs will be developed after actual sites have been determined. For the areas west of 1-5 hydraulic dredging appears most feasible because it is basically sand and the material can be conveyed directly onto the beach for beach nourishment. The material would be deposited on the upper portion of the beach through a bleeder line. MAINTENANCE Once the lagoon has been dredged, soil will continue to be washed into the lagoon over time. Once the sediment control plan has been developed and the depositional patterns estab- lished, the maintenance dredging methods, the schedule, and 5-19 LAT1H/003 -DRAFT- the per annum costs for maintaining Batiquitos Lagoon will be determined. LAT1H/003 5-20 LAT1H/003 -DRAFT- Section 6 TIDAL INLET PRELIMINARY CONCEPT INTRODUCTION/OBJECTIVES The purpose of this task is to develop the preliminary design of a continually-open tidal entrance to the Batiquitos Lagoon. METHODOLOGY In the development of this task, historical data were col- lected on the lagoon and its adjacent coastal processes. Other relevant Southern California lagoons and coastal inlets were studied, particularly Aqua Hedionda. Written documentation was researched and personal contacts were made to ensure that all possible pertinent information was uncovered. In designing the inlet at Batiquitos Lagoon, this study adhers to the following approaches listed below: o Review the existing local conditions that would affect the design o Review the prior site-specific studies o Identify the inlet configuration that will satisfy the required tidal prism for the proposed lagoon enhancement o Determine the inlet design schemes that will ensure the stability of the constructed inlet LAT1H/020 6-1 -DRAFT- Fine-tune the inlet design with a view to (I) achieving cost-effectiveness, and (2) minimizing or totally eliminating interruption with longshore sediment transport Develop concepts and designs that would minimize the need for periodic dredging in the lagoon FINDINGS AND CONCLUSIONS OVERVIEW Although the physical principles governing self-maintaining tidal inlets have been investigated for over a century, our knowledge is still too limited to allow the design of a tidal inlet based on scientific rationale alone. The stable tidal inlet depends essentially on an equilibrium between the wave and wave-induced forces that tend to fill the inlet with lit- toral sediment and the tide-induced ebbing current which tends to flush the sediment out of the inlet channel. The inadequacy of our knowledge on the physics of a tidal inlet stems largely from the fact that neither of these counter- vailing forces can be quantified with sufficient accuracy. Thus, the task of designing a tidal inlet is only partly scientific; it is to a large measure an empirical art, sub- jected strongly to unique local conditions and constraints. In developing the tidal inlet preliminary concept for Bati- quitos Lagoon, the specific problems are twofold. First, whereas an empirical relationship between a tidal prism and its corresponding equilibrium cross-section of the inlet has been well established, this relationship has only been verified for lagoons with very large tidal prisms. Namely, LAT1H/020 6-2 -DRAFT- according to the recent study by the Corps of Engineers Waterways Experiment Station (Jarret, 1976), along the U.S. Pacific coast, the smallest tidal lagoon that has been found to conform with this relationship without entrance jetties 8 3was Bolinas Lagoon with a tidal prism of 1.31 x 10 ft ; the majority of the lagoons following this relationship had tidal 8 3prisms even larger than 3.0 x 10 ft . In comparison, the range of tidal prisms proposed for the enhanced Batiquitos 8 3Lagoon is between 0.99 x 10 ft (Coastal Conservancy's 8 3preferred alternative) and 1.11 x 10 ft (a tidal prism rated at 30-year closure frequency by Jenkins and Skelly, 1986a). The tidal prism computed for the study as discussed in Section 8 is also within this range. Batiquitos Lagoon thus falls either very near or beyond the limit of the established empirical relationship, raising a serious question as to whether or not its inlet can be designed as a natural entrance expected to remain open under the equilibrium tidal prism without the aid of jetties. This concern is particularly critical in light of the fact that the entrance and adjacent area of Batiquitos Lagoon consists predominantly of cobbles. Most of our experience with the behavior of a tidal inlet comes from sandy beaches, and vir- tually none from cobble beaches. In other words, in order to guarantee that the inlet stays open at Batiquitos Lagoon, the design may have to provide additional provisions beyond taking into consideration the standard empirical relationship between the inlet cross section and the equilibrium tidal prism. The second problem is the siltation that may occur within the lagoon as a result of the entry of littoral sediment with the flooding tide. The more stable the tidal inlet, the more efficient the tidal flow through it, and hence the LAT1H/020 6-3 -DRAFT- more likely the siltation in the lagoon. A special consider- ation is required to minimize or, if possible, eliminate the need for periodic dredging following the construction of the inlet. LOCAL CONDITIONS One of the earliest historical records of Batiquitos Lagoon is the 1881 map of the area prepared by California Southern Railroad indicating the planned railroad route across the lagoon (Jenkins and Skelly, 1986a). This map shows an open entrance to the lagoon, located nearly 1,000 feet south of the present inlet location. The construction of the railroad embankment during the 1880's essentially severed two princi- pal tidal channels within the lagoon that had been feeding into the entrance. The Coast and Geodetic Survey topographic chart of 1887 and 1888, titled San Marcos Valley (Register No. 1899), as shown in Figure 6-1, indicates that by this time, the lagoon had been separated from the ocean completely. This separation is evidenced by the presence of a road without a bridge along the entire length of the beach fronting the lagoon. The next available map, a U.S. Geological Survey topographical map of 1898, also depicts the enclosed lagoon separated from the ocean by a continuous beach and a road. In order to uncover more recent evidence of the behavior of the inlet at Batiquitos Lagoon, the air photo archive at the Corps of Engineers Los Angeles District was reviewed for the period between 1950 and 1980. The archive contained 20 sep- arate scenes of the lagoon. In every scene, the inlet to the lagoon appeared to be closed by the deposition of littoral sediment. The 20 different scenes represented each month of the year, indicating that the inlet closure at Batiquitos Lagoon has been frequent in the past 30 years. LAT1H/020 6-4 LU § O 00c•H•uV-iooo« cooecn) w •O 00 4J 001-1 ID r^cr oo •H 00 4J -Irtoa M-Io4J (0 >>id a, •a in)-i •60 Oo(X -5o • •a (/:t-< .o s -DRAFT- In May 1986, a ground and air reconnaissance was performed for a total of 12 inlets and river mouths in San Diego County between Dana Point and the U.S.-Mexican border. This recon- naissance revealed that the inlet at Batiquitos Lagoon was the only one which remained closed in San Diego County during this period. In addition to the high closure frequency, a unique condition characterizing the study site at Batiquitos Lagoon is the abundance of cobbles on the beach. The abundant cobbles in this area has been mentioned in the early scientific litera- ture. As early as 1919, a U.S. Geological Survey report mentions the abundance of cobbles on the beaches in this area and exhibited photos revealing a continuous line of cobble berm on the beach fronting Batiquitos Lagoon (Ellis and Lee, 1919). Emery (1955) calls the beach between Carlsbad and Encinitas the longest cobble beach in southern California, explaining that the cobbles were derived from the local sea cliffs of Eocene and Pleistocene conglomerates. Scientific literature also reveals that the movement of cobbles in the nearshore environment (up to about 12 m in depth) is much more energetic in the shore-normal than in the shore-parallel directions (Crickmore et al., 1972). The range of evidence reviewed seems to indicate that the cobbles currently present in the study area are the resident material dating back to a geological origin, which is expected to continue to remain within the area for the foreseeable future. REVIEW OF PRIOR STUDIES Two separate recent studies have been undertaken on the fea- sibility of a self-maintaining tidal inlet at Batiquitos Lagoon. One was a study by Jenkins and Skelly (1986a and b), oceanographers from the Center for Coastal Studies, LAT1H/020 6-6 -DRAFT- Scripps Institute of Oceanography. The other was a draft enhancement plan prepared by the California Coastal Conservancy (1986). In the Jenkins and Skelly studies, inlet closure frequencies under various tidal prisms were predicted and several alter- native concepts to maintain an open inlet were evaluated. In addition, a numerical analysis of tidal circulation in the lagoon was performed to evaluate whether or not a mini- mum required tidal prism for a self-maintaining inlet could be achieved under various dredging schemes. Table 6-1 summarizes the predicted tidal prisms corresponding to various inlet closure frequencies by Jenkins and Skelly (1986a). Table 6-1 PREDICTED RECURRENCE INTERVALS OF INLET CLOSURE FOR VARIOUS MINIMUM TIDAL PRISMS AT BATIQUITOS LAGOON (After Jenkins & Skelly 1986A) Recurrence Minimum Spring Intervals Tidal Prism (years) (10 m) 30 20 10 5 1 0.2 3.12 3.05 2.72 1.89 0.82 0.03 Note: Tidal prisms shown are spring or diurnal prisms. The prediction shows that in order to achieve a 30-year clo- sure interval a spring tidal prism of 3.12 million cubic meters (4.08 million cubic yards or 110 million cubic feet) LAT1H/020 6-7 -DRAFT- must be realized. Further, using the well-known empirical relationship between the tidal prism and the equilibrium entrance cross section (Inman and Frautschy, 1965; Jarret, 1976), these investigators deduced that the inlet in equi- librium with a tidal prism for a 30-year closure interval 2 2must have a minimum cross section of 215 m (2,300 ft ). Jenkins and Skelly (1986b) also discussed a range of schemes for inlet design. The schemes considered in this evaluation are: (1) an equilibrium inlet, which will be left to maintain itself naturally after the initial dredging and excavation; (2) bulldozer and pilot channel method, in which a standby bulldozer is used to excavate a pilot channel whenever the inlet is closed; (3) jetties with a fluidizer system, in which the inlet is stabilized with two jetties (140 feet long), equipped with a fluidizer system located on a shoal inside the jettied channel that functions to resuspend and flush the sediment entering and depositing in the lagoon; (4) drag bucket and pier method, in which a dragline is mounted on a pier astride the centerline of the inlet to clean out the material whenever there is an increased depo- sition in the inlet; and (5) syphon method, in which the tidal exchange between the ocean and the lagoon is accom- plished through a syphon system that crosses the shoreline underground. The Coastal Conservancy study (1986), using a different approach from the Jenkins and Skelly study, arrived at smaller required minimum tidal prisms and inlet cross sections, as shown in Table 6-2. These inlet cross-sections are deemed to belong to the category of "always open" inlet, hence having an infinite closure interval. The Coastal Conservancy study envisioned that the inlet channel will be lined with riprap to the mean LAT1H/020 6-8 -DRAFT- Table 6-2 MINIMUM TIDAL PRISMS FOR SELF-MAINTAINING INLET, PREDICTED BY COASTAL CONSERVANCY STUDY (1986) Alternative No. 1 2 3 Inlet Cross section (nT) 160 140 110 Tidal 1 1 1 ft2 ,700 ,500 ,200 10 2 2 1 6m3 .8 .5 .9 Prism 106 3 3 2 yd3 .7 .3 .5 106ft 99 89 68 3 lower low water (MLLW) line. Although the length of the riprap was not specified in the Coastal Conservancy study, the suggested riprap appears to be essentially equivalent to jetties. Figure 6-2 combines the tidal prisms predicted by both the Jenkins-Skelly (1986a) and Coastal Conservancy (1986) studies. The curve has been drawn connecting the predicted recurrence intervals according to Jenkins and Skelly. When the tidal prisms of the Coastal Conservancy's preferred alternatives were superimposed on this curve, their respec- tive closure intervals are approximately 5 years for Alter- native No. 1, 4 years for Alternative No. 2, and 3 years for Alternative No. 3. Thus, if the Jenkins and Skelly predic- tions are to be utilized, the inlet cross sections to be designed based on the Coastal Conservancy alternatives cannot be expected to be naturally self-maintaining dimensions. A careful inspection of Figure 6-2 reveals that the tidal prisms predicted for distinctly varying closure intervals of 10 to 30 years are extremely similar to each other. The prism for a 20-year closure interval is only about 2 percent less than that for a 30-year interval; in turn, the prism for a 10-year closure interval is only about 10 percent less LAT1H/020 6-9 PREDICTED NATURAL CLOSURE CRITERIA • SCRIPPS o COASTAL CONSERVANCY ^z_ ccQ. _J O p 71x10 8 6 4 2 1x10* 8 8 4 9 _ - - ^ . — • PREFERRED ^^* ' s / :*- - " , , , | , I , 1 10 20 CLOSURE RECURRENCE PERIOD (YEARS) 30 Tidal prisms by Coastal Conservancy perferred alternatives compared with the closure frequency predicted by Scripps Institution of Oceanography FIGURE 6-2 -DRAFT- than that for a 20-year interval. The predictions used by Jenkins and Skelly required complex numerical procedures of propagating deep-water wave statistics to shallow-water breaking points, which are prone to considerable errors. Furthermore, their deep-water wave statistics have not been fully verified. For these reasons, their predicted tidal prisms corresponding to closure intervals should be consid- ered to contain considerable errors, which will be in excess of the margins shown between the predicted prisms for the 10-, 20-, and 30-year closure intervals in Figure 6-2. A similar uncertainty also characterizes the derivation of equilibrium tidal prisms in the Coastal Conservancy study, as summarized in Figure 6-3. The dotted line in the upper figure was drawn to mark the division between the inlets which remained "never closed" and those that closed. However, the inlets of both "never closed" and "closed" categories are clustered densely near the line of division. Considering further the inherent inaccuracy in computing the wave power for each of the tidal inlet locations, the reliability of the proposed division between the "never closed" and "closed" inlets as proposed in Figure 6-3 should not be taken without due reservation. In Figure 6-3, two "never closed" inlets flanking the proposed tidal prism are for Agua Hedionda Lagoon, which has the jettied entrance, and for a historical San Dieguito Lagoon of 1889, whose entrance closes frequently today. The review of the prior studies just presented indicates that attempts to derive theoretical predictions of an equi- librium tidal prism could be subject to considerable error, that the accuracy of the proposed closure frequencies by Jenkins-Skelly is essentially suspect, and that the tidal prisms proposed by the Coastal Conservancy may not guarantee the existence of a "never closed" inlet. LAT1H/020 6-11 NEVER CLOSED O SOMETIMES CLOSED D CLOSED m & -10 -» 0ex. si ^f #* xxj.^ / / ^ JETTIED -101 SAN DIEGUITO 1 AGUA HEDIONDA 1889 ' Q 1 1 Ul 1 1 0 Q. 0et 5 '10 \ K iio< UJ O ^ 3Qr 10 ft § • " *J^ " 1 1 105 10 6 107 \. • ## •* • ' /-/:':' '. »Xx •X K . 1 1 108 109 TIDAL PRISM FT 3 Derivation of equilibrium tidal prism and entrance cross section by the Coastal Conservancy study FIGURE 6-3 -DRAFT- INLET DESIGN ALTERNATIVES Review of Alternatives Table 6-3 summarizes various alternative concepts for allowing tidal exchange between the ocean and Batiquitos Lagoon. The first four concepts in the list have been mentioned first by Jenkins and Skelly (1986a). The Coastal Conservancy study (1986) suggested a riprapped tidal inlet, which is deemed to be equivalent to a jettied inlet. The alternative concepts may be evaluated on the basis of five criteria: 1. Would the inlet cross-sectional area remain stable? 2. Would the tidal inlet meander? 3. Is the idea technically feasible, or has it been tried before? 4. Would it entrain sediments? 5. Are the costs reasonable? The bulldozer concept is a stop-gap measure that is feasible only in the case of a minor tidal prism. The Jenkins and Skelly study suggests resorting to this concept in the case where the design tidal prism corresponds to a once-a-year closure frequency. However, as already discussed, it is impractical to predict such a closure frequency reliably. For a small tidal prism, the closure frequency is high, requiring frequent use of bulldozers and raising the costs for the maintenance operations. The Tekmarine inlet exca- vation experiment proved that the size of an entrance cross LAT1H/020 6-13 Z IU32OO CO OZCC Z£C« J<r zzz o co o 0) OO O Q CO H- •K co cc QL co O O 2tr zcc << iz o oz (O QL 0 201 oUJ 0.z COI CO UJ-J CO Q CO QmI- •K o CO O po >< UJ UJ xt- UJ UJI a. zz ODO a o • co> D I- aooh-* IUuc cooac 2 Z Z UJ UJ -Ia. < X I- UJ I OZ 3D Ou.g CD ztu>Occa. ocuiaz< UJ UJ CQ Ss I-a_O cc UJoz<UJ UJ_lCD COz UJ-ICO coz UJ_l CD < COz.Z) cc UJ NoQ CO QC i 2§ QCUJN a UJ o o2 2o °xw Q. x> CO QL CO UJ CD <Hco UJ_J CD <Hco enoi-im41TJ 41 -s 08 Z4-1 —o. 5 S K C UJo h-« UJ « Q « ™ £ ov |— •3 CO by °I- ^~ •~ xUJ x ~» C\J -DRAFT- section which can be excavated by a bulldozer is extremely limited, and that such a small entrance is essentially short-lived. The dragline concept aims to keep a dragline on continuous standby at the site, mounted on a pier astride the tidal inlet. The Jenkins and Skelly study envisions a 400-foot- long pier capable of accommodating a dragline. The course of the dragline is fixed along the alignment of the pier, which will make it necessary to operate the dragline almost continuously across the beach because the unjettied inlet will meander either upcoast or downcoast, rarely running straight out along the pier. The dragline lacks lateral movement, so that it can excavate only a narrow channel which is readily silted. The system discards the dredged material directly off and not far from the inlet, lacking the ability to separate the source of silting material from the inlet. The pier that is capable of serving as a plat- form for the required heavy equipment must be substantially constructed, and it will be costly. Finally, this concept has never been tested and could run into unexpected difficulties. The concept of 400-foot jetties with combined use of a fluid- izer envisions "two 400-foot long jetties which span the beach berm and protect the system from ingesting cobbles" (Jenkins and Skelly, 1986a). These long jetties, proposed to be placed 160 feet apart, are considered to generate suf- ficient currents to prevent shoaling of longshore transport in the channel. The fluidizer system is installed perma- nently inside the lagoon where a flood-tide delta will form from the sediment entrained in the flood current. The pro- posed 400-foot jetties are distinctly longer than the 300-foot jetties at Agua Hedionda Lagoon, which are considered exces- sively long by some. In light of the considerable alteration LAT1H/020 6-15 -DRAFT- of the shoreline that has resulted from the construction of the jetties at the entrance to Aqua Hedionda, there is no doubt that the proposed 400-foot jetties will cause an even greater disruption to the longshore transport processes. The suggested fluidizer system is essentially an untried concept; prototype tests in the past have not necessarily yielded encouraging evidence as to its viability as an operational system. The concept of a syphon is interesting because it does away with any structure crossing the beach and thus with any inter- ference with the longshore sediment transport. The buried syphon will connect the lagoon with the ocean, allowing a flow through it due to the tide-induced head difference between the two separate bodies of water. The obvious prac- tical concern about this system is the inevitable biofouling, which is expensive to control. The pipe may also clog during low-flow conditions, which occur regularly during times of flow reversal and necessitates pumping assistance to sustain the minimum flushing velocities through the pipe at all time. The size of the syphon necessary to allow adequate tidal exchange for water quality reasons is very large and conse- quently quite expensive. Though not listed in Table 6-3, several innovative concepts have been advanced in the past intended to create a trouble- free tidal exchange between the lagoon and the ocean. While interesting conceptually, none of these concepts have been tested as a working system. However, for the purpose of searching for an innovative solution for the design of the Batiquitos Lagoon entrance, as many of these untried concepts as possible will be reviewed. One particularly interesting concept, originated by Prof. John D. Isaacs and Dr. S. L. Costa (Scripps Institute of Oceanography, 1975, 1977) LAT1H/020 6-16 -DRAFT- involves the use of a second entrance, that will be closed during the ebb tide to enhance the flushing action through the main entrance. The scheme may be improved by substi- tuting a syphon system for the second inlet. A detailed evaluation of this and additional concepts shall be described further in the final report. Rationale for Jettied Inlet The ambiguity of the scientific rationale governing the physics of a self-sustaining tidal inlet on a cobbled beach and the lack of evidence for technical viability of various new concepts indicates that the design of a tidal inlet at Batiquitos Lagoon must be approached from the point of view of employing a scheme with proven practical performance. Taking this point of view, the inlet at Agua Hedionda offers an example of special interest. This inlet is located 4 miles upcoast of Batiquitos Lagoon. This proximity, plus similar shoreline orientations, suggests that both locations are subject to essentially the same wave climate and sediment transport regimes. Furthermore, the beaches at both locations are dominated by cobbles. The most interesting aspect of the Agua Hedionda inlet is that it has never been closed by littoral material since its construction in 1957. Review of historical air photos in the Corps of Engineers archives reveals that the entrance channel at Agua Hedionda Lagoon remained open at the same time that the inlet at Batiquitos Lagoon was closed. The tidal prism at Agua Hedionda Lagoon is about 80 x 10 ft (diurnal), which is slightly larger than, but essentially comparable to, the tidal prisms proposed by the Coastal Conservancy study Batiquitos Lagoon: 67 x 10 , 60 x 10 , and 46 x 10 ft for the first, -second, and third preferred alternatives, respectively. LAT1H/020 6-17 -DRAFT- Figure 6-4 shows the cross section of the Agua Hedionda inlet. It is about 100 feet wide at the mean lower low water (MLLW) and approximately 50 feet wide at -8.5 feet (MLLW). The maximum water depth beneath the Highway 101 bridge is fixed by a 2-foot thick, reinforced concrete slab spanning the width of the channel, which functions to prevent scour of the channel floor. The presence of this slab helps maintain sufficient current velocities in the channel by preserving a relatively small cross-sectional area at the choke point. The increased velocities are necessary in order to flush the cobbles that line the channel bed. The cross-sectional area 2below mean sea level in this inlet is thus only about 900 ft , which is far smaller than the equilibrium cross section of 22,700 ft according to the Jarret relationship based on the Pacific coast tidal inlets on sandy beaches with two jetties (see Figure 6-5). Another interesting example is a jettied inlet at Talbert Channel in Orange County, a flood control channel located north of the Santa Ana River mouth about one mile north of Newport Beach (Figure 6-6). The tidal prism here is only 4.3 x 10 ft , but the entrance channel which is riprapped with two jetties has seldom been closed. The tip of the jetties have always remained inshore of the MLLW shoreline, and the channel cross section between the jetties is only about 100 square feet below +2.5 MLLW (100 feet wide at +2.5 MLLW, 60 feet wide at the bottom, and only about +1.0 feet above MLLW). The beach profiles at this location contain thick veneers of sand, with estimated littoral transports of about 500,000 yd /year toward north, about 600,000 yd /year toward south, and a net southerly transport rate of about 100,000 yd . The small tidal prism at this location places this inlet well outside the range of data used in the Jarret relationship between tidal prisms and equilibrium inlet cross sections for the Pacific coast inlets LAT1H/020 6-18 I (O Uloc (9 UJo Z<QC I-z UJ < Q Zo Q UJ X < M <VJ H.fr.2---^-' *w L ^ —.~,_-\.te?^ V Ul Ulu. o 10 o00 o 1(0 UJ_l< O oCM U)mO ooc 01 cCOCO en 0) 3 OCJ coooo(Bi-J co •H•o 01SB Sti:-!^ to .4! V) JO o o •<» K(T) (T) o- COco•H « ^-vc .<u oE u•H•a y •H CU (-. U 4-1 C Ucd u W MINIMUM CROSS SECTIONAL AREA OF INLET (FT1) BCLOW MSL (A) NOTE REGRESSION CURVE WITH »S PERCENT CONFIDENCE LIMITS TIDAL PRISM VS CROSS-SECTIONAL AREA INLETS ON PACIFIC COAST WITH TWO JETTIES Relationship between tidal prism and inlet entrance cross-section area for the Pacific Coast tidal inlets with two jetties. (Jarret, 1976) FIGURE 6-5 COI CO UJtrD O o M U•H M O 4J05•HJ3 O 111l-i 4)U 01 C<u u oaC•u oM -H 01 4Jjz n iH O 01 O H .H -DRAFT- with two jetties (see Figure 6-5). However, applying this relationship to the Talbert channel, the minimum equilibrium cross section predicted from the Jarret curve will be approx- oimately 230 ft . The existing inlet is distinctly smaller than this equilibrium value, indicating that the inlet enjoys a considerable margin of safety in terms of enhanced flushing capability through the constricted inlet dimensions. Although the channel is used as a flood control channel, it does not behave substantially differently than Batiquitos Lagoon, particularly during the dry summer season. The examples just reviewed attest to the efficient function of jetties in keeping the tidal entrance open across the beach with heavy littoral transport and even a massive pres- ence of cobbles. Both examples are characterized by the smaller cross-sectional dimensions for the inlet channel than the so-called equilibrium cross sections to be predicted by the Jarret curve, and both have tidal prisms much less than the lower limit of the Jarret data. The jettied inlet with its riprapped side walls will also prevent bank scour, with a consequent reduction in channel silting, and will in turn also prevent lateral migration of the entrance channel, which could cause safety problems to the bathers on the beach. The outlet at Batiquitos Lagoon has tended to meander as much as 250 feet both north and south of the Highway 101 bridge. Additionally, the flow through a jettied inlet is hydraulically efficient owing to the short channel length, smooth side-wall configuration, and large depth. Design of Equilibrium Inlet The preliminary design for the entrance to Batiquitos Lagoon is a jettied inlet with special considerations to minimize the jetty dimensions for the purposes of (1) rendering them least conspicuous to visual perception, and (2) reducing LAT1H/020 6-22 -DRAFT- obstruction to longshore sediment transport processes. Figure 6-7 shows the preliminary dimensions of the jetties. The jetties of rubblemound construction would stand ^10 feet above msl (as compared to 12 feet at Agua Hedionda). The crest of the jetty would be as much as 4 to 5 feet below the road surface on the Highway 101 bridge. As shown in Figure 6-8, the jetties would be built out 170 feet from the bridge, placing its tips at the MSL shoreline of a typical winter (lean) profile. The proposed short length of the jetties, only 170 feet, as well as its low silhouette (12.5 feet MLLW), will make them much less conspicuous visually than the Agua Hedionda jetties, which measure +14.5 feet MLLW in height and 300 feet in length from the bridge. The proposed jetty length is also considerably shorter than the 400 feet proposed in the Jenkins and Skelly study (1986a) . The cross-sectional shape of the jetty has a benched profile on the exterior side that may potentially be subjected to wave runup from the adjacent shoreline. The benched profile is an effective dissipator of the runup energy, thus allowing a reduced crest elevation for the jetty against wave over- topping. The side slope is at 1:1 along the length of the jetty, but at 1:2 at the offshore tip where the structure is subjected to stronger wave actions. The proposed short length of the jetty, 170 feet, is also intended to minimize interference with the local longshore transport processes while effectively shunting direct inflow of littoral drift into the channel from the adjacent beaches. On the o*-h^-3S hand, a shorter jetty would interfere less with the longshore transport processes, but only at the expense of letting an increased amount of littoral drift into the lagoon entrance channel. On the other hand, a longer jetty LAT1H/020 6-23 aQpug uiojj jj oUJ CO Ill o CO o U) 4-1o V) o•Hcaca6 cc C O O •H O(X &0 N. I(O UJac 3a il co liiilillliliilllltilliiliiliiillltiniiiiiilif f ' COO (1)> COiH ID)-i >-. 4J 4-1 01 0)o rt CCU 10OO.Ol-i O. 01-C • 4-1 CO 4-l rH O -H M-l» oV M •H O. j:UJ o T3 CO •H 41 CO 43 00 CD 1UOC3 O iZ -DPAFT- disrupt the longshore sediment processes, although it would help reduce the silting potential in the inlet channel and in the lagoon. For instance, the jetties at Talbert Channel extend out to a MLLW shoreline, which is further out than the MSL shoreline (by about 30 feet), without apparent signs of significant adverse effects on the local longshore transport regime. There is, therefore, a temptation to propose a slightly longer jetty at Batiquitos, as it will obviously diminish the silting potential in the interior of the lagoon as well as within the inlet channel itself. A final decision on the optimum jetty length may require a hydraulic scale-model experiment in which the conflicting functions of the jetties can be investigated under various combinations of tide, wave and jetty dimensions. The hydrau- lic model testing would include creating a scaled version of the beach and using tide and wave generators to simulate the actual tide and wave condition on the beach and entrance channel. Sand placed on the model shoreline would be allowed to move along the shoreline and into the entrance channel through the energy provided by the tides and waves. Several alternative channel designs could be evaluated as necessary in order to optimize the design. The jetty would have its base at -9.5 feet MLLW, which is sufficiently deep to withstand local scour. This is 2 feet deeper than the base elevation of the Agua Hedionda jetties. Preliminarily, it is proposed to excavate the channel to -7.5 feet MLLW during the construction, giving an initial cross-sectional area of 1,300 feet at MSL. This channel depth cannot be maintained naturally because the ebb current contained in this large cross section is too weak to flush the cobbles moving into the channel from the adjacent seabed. Numerical model analysis shows that a maximum ebb current LAT1H/020 6-26 -DRAFT- velocity through this initial channel cross section will be about 4.3 feet/sec, which is not capable of moving cobbles larger than about 1.3 inches in diameter. The inlet will silt, as the majority of the cobbles present in this vicinity are larger than this size. As the inlet silts to a depth of -3.5 feet MLLW, the maximum ebb current velocity will increase to about 5.5 ft/sec, which is enough to move cobbles up to 2 inches in diameter. A further silting of the inlet to, say, -1.5 feet MLLW will result in the maximum ebb current velocity of about 7 feet/sec, which is capable of moving cobbles up to 4 inches in diameter. Maximum cobbles present in the vicinity of the Batiquitos entrance appear to range up to about 4 to 5 inches. It is thus likely that the inlet may attain an equilibrium depth between -1.5 and -3.5 feet MLLW in the long term. The feasibility of the inlet cross-sectional area should also be tested from the point of view of its hydraulic effi- ciency, with special emphasis on whether the equilibrium inlet channel can admit the design tidal prism. Using the Fisher-Dykstra model (Fisher and Dykstra, 1977) , the analysis shows that even if the channel has silted to -1.5 feet MLLW, the loss in tidal amplitude will be about 0.4 feet for the ebbing range at the innermost end of the lagoon, which corresponds to about 1.5 x 10 , 1 x 10 , and 0.5 x 10 cubic feet in lost tidal prism for the Coastal Conservancy alter- natives No. 1, No. 2, and No. 3, respectively. This loss is a trivial amount. One useful concept that may be exploited to ensure strong flushing action in the inlet channel for Batiquitos Lagoon is a partial lining of the channel bed. This concept, illustrated in Figure 6-4, is in actual use at Agua Hedionda. A concrete slab, 2 feet thick, has been placed underneath the bridge to prevent deep scour at this location. This LAT1H/020 6-27 -DRAFT- device serves to maintain good flushing action for the adjacent bed by arresting the increase in channel cross section due to scour. Maintenance Dredging The expected tidal currents in the proposed inlet are strong enough to flush all the sand-size material out of the inlet channel. However, the sediment entering the channel with the flood current will be carried into the lagoon and deposited into a flood-tide delta (or shoal). At Agua Hedionda, for instance, periodic dredging has been necessary to remove the shoal which has accumulated at an average rate of about 140,000 yd /year (Shaw, 1980). The investigation of the sediment budget for the adjacent shoreline (Tekmarine, 1987) revealed that the dredging volumes were highly dependent on the distance of the spoil disposal locations relative to the inlet. For instance, between 1957 through 1969, the spoil was placed on the beach south of the jettied effluent discharge channel located 2,800 feet south of Agua Hedionda entrance jetties. Dredging in the lagoon during this period averaged 136,000 yd /year. Between 1971 through 1979, however, the spoil placement was split between the north and south of the channel, with a consequent jump of the annual dredging need to 164,000 yd /year, an increase of 20 percent. On another instance, the dredging performed in 1985 required removal of approximately half a million cubic yards from the shoal, the largest ever in 25 years of periodic dredging at this location (Dyson, 1987) . This abrupt increase in dredge volume may be associated with the disappearance of some 750,000 yd of beach nourishment placed on the Oceanside beach and lost from that region during the winter storms of 1983. LAT1H/020 6-28 -DRAFT- In both of these instances, the amount of littoral drift obviously increased as the availability of sediment in the adjacent shoreline increased. Based on this and other evidence, a recent sediment budget review study performed for the Corps of Engineers Los Angeles District (Tekmarine, 1987) concluded that the actual longshore transport rate may be less than the potential rate when cobbles are present on the beach. The potential transport rate is the rate that would occur if sediment were available on the beach for ambient wave action to move. The potential rate is estimated solely based on the local wave climate. The corollary to this conclusion is that the more sand is placed on adjacent beaches and the closer the location of this placement, the greater will be the littoral transport rate. Taking advantage of these insights into the unique behavior of littoral drift in the study area, the preliminary inlet design proposes placement of a buffer zone between the entrance and the adjacent beaches created by beach nourish- ment. The concept is illustrated in Figure 6-9. The buffer zone extends approximately 300 feet both north and south of the entrance jetties, encompassing a total alongshore dis- tance of about 800 feet containing the inlet at the center. The buffer zone is bounded by a rubblemound groin at each end. The groins extend out to the MSL shoreline to segregate the buffer zone from the adjacent beaches likely to be nourished. The segments between the groin and the jetty will remain as a cobble beach, where no artificial addition of sand will be made. The length of the buffer zone and the off- shore extension of the boundary groins must be finessed in consideration of the acceptable dredging requirements and the potential adverse effect of the jetties and groins on the downcoast shoreline as well, probably requiring a further de- tailed evaluation using a hydraulic scale model. Figure 6-10 shows a tentative proposed profile of the boundary groins. LAT1H/020 6-29 9 r o LU O DC UJ LU UJ (II,0 c 0)6<uUcd T3 etw T3C OM00 a)o ctjt-l 4-1 C • (U 4->CM-l (U O S 4-1 CD 3 -H O M>» 3CO O hJ C a>i (O UJacD O iU Oo E CO oo HILU <o aiocDgu. ooCO e •t-i O 60 T3 C 3 Ooo CVJ 01•H > 01 T3 OO J O -DRAFT- SUMMARY A comprehensive study has been made of various alternatives for a tidal inlet design. Particular attention was paid to the: o History of Batiquitos Lagoon and the surrounding area o Longshore sediment transport o Characteristics of other Southern California coastal inlets o Function o Constructability o Maintenance With respect to all these considerations, the preferred concept to date is a small jettied channel configuration. The preliminary design emphasizes short, low profile jetties with a priority on minimal disruption to sediment transport. LAT1G/020 LAT1H/020 6-32 -DRAFT- REFERENCES California State Coastal Conservancy, 1986: "Batiquitos Lagoon Enhancement Plan," Preliminary Draft and Draft Reports. Costa, S.L. and J.D. Isaacs, 1975: "An Isotropic Sand Transport in Tidal Inlets," Proc. Symposium on Modeling Techniques, an ASCE Specialty Conference. Costa, S.L. and J.D. Isaacs, 1977: "The Modification of Sand Transport in Tidal Inlets," Proc. Coastal Sediments "77, an ASCE Speciality Conference. Crickmore, M.J., C.B. Waters, and W.A. Price, 1972: "The Measurement of Offshore Shingle Movement," Proc. 13th Coastal Engineering Conf., 1005-1025. Dyson, W.G., 1987: "Personal Communication." Ellis, A.J. and C.H. Lee, 1919: "Geology and Ground Waters of the Western Part of San Diego County, California," U.S. Geological Survey Water Supply Paper No. 446. Emery, K.O., 1955: "Grain Size of Marine Beach Gravels," Journ. of Geology, Vol.63, 39-49. Fisher, H.B. and D.H. Dykstra, 1977: "Suisun Marsh Salinity Model," prepared for U.S. Bureau of Reclamation, Contract #14-06-200-8471A. Hales, L.Z., 1978: "Coastal Processes Study of the Oceanside, California Littoral Cell," U.S. Army Engineers Waterways Experiment Station, Vicksburg, Mississippi, Misc. Paper H-78-8. LAT1H/020 6-33 -DRAFT- Inman, D.L. and J.D. Frautschy, 1965: "Littoral Processes and the Development of the Shoreline," in Coastal Engineering, an ASCE Specialty Conference at Santa Barbara, California, 511-536. Jarret, J.T., 1976: "Tidal Prism - Inlet Area Relationships," GITI Report No. 3, Department of the Army, Corps of Engineers. Jenkins, S.A. and D.W. Skelly, 1986a: "Alternatives for Maintaining Tidal Circulation in the Batiquitos Lagoon, California," Univ. of California, Scripps Institution of Oceanography, SIO Reference Series 85-16. Jenkins, S.A. and D.W. Skelly, 1986b: "Balanced Equilibrium Tidal Plan for Batiquitos Lagoon," Univ. of California, Scripps Institution of Oceanography. Kuhn, G.G. and F.P. Shepard, 1984: "Sea-Cliffs, Beaches, and Coastal Valleys of San Diego County," Univ. of California Press, Berkeley, Los Angeles, and London, 193 pp. Tekmarine, Inc., 1987: "Oceanside Littoral Cell Preliminary Sediment Budget," Tekmarine TCN-106, a report prepared for U.S. Army Corps of Engineers Los Angeles District on Contract DACW09-86-D-0004. U.S. Army Corps of Engineers, Los Angeles District (USACE/LD), 1983: "Experimental Sand Bypass System at Oceanside Harbor, California, Phase 1 Report: Data Collection and Analysis." LAT1H/020 6-34 -DRAFT- Woodward-Clyde Consultants, 1985: "Soil Test Boring Logs Grain Size Distribution Data, Batiquitos Lagoon, Carlsbad, California," prepared for Sammis Properties, San Diego, California. LAT1H/020 LAT1H/020 6-35 -DRAFT- Section 7 BEACH NOURISHMENT PLAN INTRODUCTION/OBJECTIVES The objectives of this task were to prepare preliminary design information for Alternative A as follows: o Review background information on coastal processes to support the evaluation of beach nourishment options o Develop options for beach nourishment and compare their advantages and disadvantages o Assess the possible adverse impacts of beach nourishment on adjacent shorelines o Determine a feasible beach nourishment scheme METHODOLOGY Evaluation of sediment sizes in the lagoon was undertaken as a part of the lagoon sediments study (described in Section 4). Literature reviews were undertaken, as well as interviews with Encino Generating Station engineers and local residents. Sand placement alternatives were identified through literature and project reviews, and were evaluated according to stability/ duration potential. LAT1G/019 7-1 -DRAFT- FINDINGS AND CONCLUSIONS SAND QUANTITY Sediment sizes of the lagoon dredge material were analyzed as part of the ongoing preliminary feasibility study. Based on this analysis, the sandy material that may be available from lagoon dredging has been quantified and is summarized in Table 7-1. Table 7-1 SIZE CHARACTERISTICS OF SANDY MATERIAL TO BE DREDGED FROM THE LAGOON Size Sand Sources , Categories West Basin East Basin Subtotal Larger than 0.25 mm 110 30 140 0.25 to 0.20 mm 220 130 350 0.20 to 0.15 mm 450 320 770 Total 780 480 1,260 Sizes indicated are median diameters. Unit: 1,000 cubic yards. QLagoon areas west of 1-5. As Table 7-1 shows, the sand sizes that are greater than 0.20 mm total about 0.49 million cubic yards (yd ), of which 330,000 yd come from the west basin (lagoon areas west of 1-5) and 160,000 yd from the east basin. Sand sizes less than 0.20 mm but larger than .0.15 mm amount to almost 0.8 million yd , available from the west and east basins in LAT1G/019 7-2 -DRAFT- similar quantities. For beach nourishment purposes, only sand greater than 0.20 mm is considered adequate. It should be pointed out that sand smaller than this will not be ex- tracted but will be placed on the beach and removed quickly by wave action. Therefore, during placement, extra quantities will be placed on the beach to account for the loss. Further evaluation focused on determining how much of the sand available from the lagoon dredging is compatible with beach materials in this region. Small sand sizes will be readily removed from the beach by wave and current actions, dispersing toward offshore, or will be entrained into the lagoon as suspended load. Two sand samples taken from the beach in front of Batiquitos Lagoon and analyzed in a pre- vious study (Woodward-Clyde Consultants, 1985) indicated median diameters of 0.245 and 0.250 mm. These sizes corres- pond to the lower limit of the so-called "medium" sand (or the upper limit of the "fine" sand). Extensive bore-hole analyses conducted around Oceanside Harbor during preparation of the bypassing system design (ACE/LAD, 1983) showed that material in the upper 5 feet of the north fillet (which represents the recently active littoral material) averaged 0.21 mm in median diameter, while the material that had shoaled in the harbor entrance channel was finer, measuring 0.12 mm in median diameter. A minimum median diameter for sand expected to be compatible with the beaches in this region appears to be about 0.20 mm. Sand sizes less than 0.20 mm appear too small to be compatible, and they would likely increase the shoaling rate in the lagoon when placed on the nearby beaches, as happened at Oceanside Harbor. Based on this assumption, the quantity of lagoon- dredged material available for beach nourishment is estimated to be approximately 0.49 million yd . A previous estimate of LAT1G/019 7-3 -DRAFT- the beach-compatible sand available from lagoon dredging (Jenkins and Skelly, 1986b) was about 1.8 million yd , assuming that all sizes larger than 0.125 mm could be used for nourishment. The median size of 0.125 mm represents the lower limit of the "fine" sand category (or the upper limit of the "very fine" sand category). PLACEMENT CONCEPTS Because of unique local conditions existing at Carlsbad, the following considerations are made in planning the nourishment strategy. 1. Natural sources of sand available for beach nourishment for the City of Carlsbad shoreline are extremely scarce. For this reason, the availability of three-quarter million cubic yards of beach- compatible sand from Batiquitos Lagoon should be considered valuable and should be utilized to maximize the benefit. 2. Cobbles are the dominant mode of beach material at Carlsbad. It would be extremely costly to create a fully sandy profile in this environment. The recommended strategy is to add a sandy segment to the basically cobble profile. More specifically, the nourishment design will aim to place the sand in a storage mode, in a manner useful to beach users, by establishing a sand-covered upper berm and a partially sandy beach face. By such place- ment, the bulk of the beach fill will remain away from the erosional effect of swash actions, with a resulting longer residence time at the location of placement. LAT1G/019 7-4 -DRAFT- The amount of available beach-compatible material is relatively limited. To use this sand for a one-time nourishment for the entire City of Carlsbad shoreline would require a sand volume of about 0.8 yd for each foot of shoreline. Experience suggests that, to be effective, the beach nourish- ment rate should be at least 50 yd per foot of shoreline (or about 1,500 ft /ft) in this area. According to Jenkins and Skelly (1986) , the sediment loss from the profiles in the North Carlsbad beach during the El Nino summer of 1982 was about 35 yd3/ft (950 ft3/ft). Based on this3 experience, a placement rate of 50 yd /ft should withstand the impact of worst-case historical devastation, at least for one season. At a placement rate of over 50 yd /ft, the length of the shoreline that can be nourished will be limited to 10,000 feet, if the entire 0.49 million yd is to be used. Because some amount of sand may be set aside for future renourishment, the shoreline that can be nourished could be less than that amount. It is therefore recommended that the nourishment plan focus on a few concentrated sites, rather than provide citywide protection. 4. A 2.5-mile stretch of the North Carlsbad beaches, between Buena Vista Lagoon and a point about 1 mile south of the Agua Hedionda inlet, may be excluded from consideration for nourishment. The southern- most discharge point for the Oceanside bypass plan, off Wisconsin Avenue, is less than 2 miles from North Carlsbad, and the bypass operations are expected to impact some portion of the beaches in this area. The San Diego Gas & Electric Company has been discharging dredged spoils from Agua LAT1G/019 7-5 -DRAFT- Hedionda Lagoon on the beaches south of its Encino Power Plant effluent discharge channel, the effect of which is expected to reach some distance to the south. Excluding this 2.5-mile shoreline in North Carlsbad, the nourishment design would focus on the remaining shoreline to the south (approximately 3.5 miles in length). This shoreline is character- ized by the presence of abundant cobbles, a narrow beach width (averaging about 100 to 150 feet to the base of the bluff), and difficult access to the beach because of high bluffs except at Encinas Creek and Batiquitos Lagoon. NOURISHED PROFILE It is recommended that the sand be placed as far away from the reach of wave forces as possible. Specifically, the design should aim not to create a fully sandy profile, but to cover only part of the profile with sand (i.e., to estab- lish a sandy upper berm). Furthermore, to maximize the resi- dence time of the sand on the profile, the abundant cobbles along the Carlsbad shoreline may be beneficially utilized. Figure 7-1 illustrates this concept. As shown in Figure 7-1, the upper portion of the existing cobble berm will be cut to create a cobble bench on the lower face of the beach, pushing the shoreline seaward. In Figure 7-1 (based on the beach profile located about 900 feet south of the Highway 101 bridge), the shoreline advancement resulting from this cut and fill operation will be approxi- mately 150 feet. The cobble bench resulting from the regrading will be approximately 100 feet wide if performed during the time of winter profile, but will be much wider (up to 200 feet) if performed on a summer profile. The cobble bench, owing to its large interstitial voids, will LAT1G/019 7-6 Ill OC3 O XIoo o H-l -iTH <U (X T3 tS CH 3 -DRAFT- serve as an effective underlayer stabilizing the sand overburden against erosion by wave action, since wave swashes will tend to exert greater traction on the sand landward than seaward. Figure 7-2 illustrates the concept for sand placement on the prepared cobble underlayer. The amount of sand to be placed on the frontal slope of the cobble berm is minimized by placing the bulk of the beach fill over the bench and further landward. The sand on the frontal slope of the cobble berm is the most likely to erode first. However, the erosion at this location will expose the underlying cobbles, which will then dissipate the wave swash before it reaches the higher elevations of the beach, thereby providing protection to the sand in the landward portion of the profile. The conventional practice of beach nourishment has been to place a veneer of sand on the existing beach face, in an attempt to enhance the beach width. Such sand placement would be left to the waves and currents, to be dissipated freely into the offshore slope and into adjacent coastlines. Tekmarine's recent study (1987) of sediment budget in the Oceanside littoral cell demonstrates that the active part of beach profiles in this region may extend to approximately 30 feet in depth, which suggests that the offshore excursion of the beach fill may extend this far. The intensity of alongshore dissipation affecting the placed fill material will be equivalent to the sum of both northward and southward gross transport rates. According to a Corps of Engineers study (Hales, 1978), the predicted gross transport rates at the study site are about 700,000 yd /yr toward north and 800,000 yd /yr toward south, with a total gross of as much as 1.5 million yd /yr. This means that the 0.74 million yd LAT1G/019 7-8 oo zD CM UJDC oul oo PI Oo Oo M9) 01"Oa3 Ou T)*»1-1cdo.0)t-iex 01 01 c .Ha •H 4-1 T3g 00 <8 U •H P. -DRAFT- of available sand for nourishment, if left fully exposed to the natural dissipating forces, would vanish quickly. Other schemes to further improve the local residence time of the sand fill could be further explored. Namely, the cobble underlayer may be constructed with layers of cobble bags made with geotextile fabric to retard the regrading process of the underlayer by wave action. This so-called soft armor concept has been used extensively in recent years for protecting the artificial slope exposed to wave action. Typical bag sizes are 2 to 4 yd , and typical bag material is the polypropylene fabric incorporating ultraviolet protection. The major draw- back of the cobble bags is their unaesthetic appearance when they become exposed to view, and especially after the bags have become threadbare with age. The exposed bags are also vulnerable to vandalism and other human activities. A more durable device may be the gabion using reinforced synthetic mesh for the cage, although it, too, lacks an aesthetic appearance. SITE CRITERIA FOR BEACH NOURISHMENT It has been discussed that sites for beach nourishment should be selected within a stretch of about 4 miles along the south- ern half of the Carlsbad shoreline. Much of this coastline is backed by high bluffs, making access to the beach diffi- cult. Since the nourished beach is expected to attract a crowd, a reasonable backshore space may be required for parking. The placement of sand at these bluffs is also undesirable due to the limited storage capacity between the bluff and the wave swash zone. As previously stated, any sand placed within the swash zone will be quickly eroded and lost. There are two locations in this area that may par- tially qualify as good bathing beaches if developed: a shoreline fronting Batiquitos Lagoon and the oceanfront of LAT1G/019 7-10 -DRAFT- Encinas Canyon (near the west end of Palomar Airport Road). Vicinity maps for these locations are displayed in Figure 7-3. The ground level at these locations drops to less than 12 feet above MLLW. At Batiquitos, part of the vacant space south of the southbound lane of Highway 101 may be develop- able for a parking lot, as is now being studied by the State. At Encinas Creek, where the southbound lane of Highway 101 is separated from the beach by a narrow shoulder, an adequate parking space might be created if the nourished beach required better access. The realignment of Highway 101 at Encinas Creek is currently being studied by a joint City and State committee. The recommendations of this review commit- tee will be investigated further in the upcoming work for this project. Both locations are characterized by heavily cobbled beaches. The CCSTWS beach profiles for April and October 1986 and April 1987 showed that the subaerial profiles underwent seasonal changes up to about 10 feet above mllw at these locations, whereas elsewhere along the high-bluff areas the seasonal changes were only up to about 5 feet above MLLW. The abundant cobbles at these locations can be utilized as the underlayer to support and hold the placed sand. An additional interesting aspect of both locations is that the offshore bottom topography is depressed as these areas represent the remnants of ancient valleys. The depressed bottom is indicated by the prominently indented bottom contours fronting these locations. Because of these uniquely curved contours, the wave energy incident at these locations will be diverged (or deflected) away into neighboring beaches, resulting in relatively reduced local wave actions. The less energetic wave action is a favorable condition to prolong the residence time of beach material, particularly the sand. LAT1G/019 7-11 Two proposed beach nourishment locations: Encinas Creek and Batiquitos Lagoon. FIGURE 7-3 -DRAFT- BEACH NOURISHMENT CONCEPTS AT BATIQUITOS LAGOON OCEANFRONT Figure 6-9 (in the preceding section) includes the sand placement concept for the Batiquitos area. An 800-foot buffer zone centered at the entrance channel is excluded from beach nourishment. This buffer zone could be bounded at both ends by a groin. Sand would be placed to the north and south of these boundary groins. To the south, the sand volume would be gradually increased for the initial 300 feet south of the groin (i.e., transition zone). The next 900-foot segment would be an area of full nourishment where the sand volume placed in each profile would be as much as 80 yd /ft. The nourishment concept envisions extending sand placement for about 1000 feet farther to the south (penetrating into the Leucadia area) to allow continuous transition between the nourished and unnourished shorelines. This extra placement, expected to amount to about 30,000 yd , is not necessarily a loss to local beaches, because it will interact with the Carlsbad sand during the frequent drift reversals, contributing to the establishment of "alongshore equilibrium" in the Batiquitos area. The amount of sand needed to accomplish the nourishment for the total distance of about 2,200 feet south of the entrance3channel will amount to 115,000 yd , providing an average fill density of about 77 yd /ft. This amount is placed up to an inland boundary coinciding approximately with the edge of the Highway 101 bridge, which corresponds to the 10-foot contour on the rear face of the existing beach berm. The California State Department of Parks and Recreation is currently studying a plan to develop a vacant lot between this boundary and the edge of the southbound Carlsbad Boulevard (possible Wetland/Parking lot). Another use of this backshore space would be to convert it to a storage space for the sand to be used to meet future renourishment LAT1G/019 7-13 -DRAFT- needs. According to this plan, approximately 41,000 yd of sand would be placed in a storage mode in the form of a simulated dune field with suitable vegetal covers to arrest wind erosion. A typical profile combining the nourished beach and the simulated backshore dune field is shown in Figure 7-4. The dune field concept could set aside a swath about 50 feet wide and 1,500 feet long on the south side of Carlsbad Boulevard as a parking space for approximately 100 cars. To the north of the Batiquitos entrance, sand placement would occur beyond the boundary groin over a distance of approxi- mately 1,500 feet, requiring a total amount of approximately 75,000 yd (i.e., at 50 yd /ft). Because the net transport of littoral sediment in this region is southward, sand placed north of the Batiquitos entrance could cause siltation in the lagoon. For this reason, the length of the shoreline to be nourished north of Batiquitos Lagoon will be limited to a maximum of 1,500 feet, compared to the nourished shoreline extending as much as 2,200 feet south of Batiquitos Lagoon. The total amount of sand for the initial nourishment in the Batiquitos area is about 190,000 yd (without including the dune storage), which represents about a third of the sand coarser than 0.20 mm available from the lagoon. The total shoreline length nourished is 3,700 feet, and the average density of placed sand per unit foot of shoreline is approxi- mately 50 yd /ft. Estimates of specific renourishment requirements are being developed now. It should also be pointed out that all of the available sand is not to be used for beach nourishment since the least tern's nesting sanctuary will require some of the sand. LAT1G/019 7-14 oo + <M UJ ODCQ. oCO o CO CM Oo aoaiue — aAie avasiHvo oo ooCO oo oo oo 3Oto c<ueVo T3C,a 01 4J (0 _ .C 4J 0 Ccfl 0101,£ (AOt: <-i01 -H*-> 30 cr 01 T-la. t-> X (8W cc UJCC3 O -DRAFT- NOURISHMENT AT ENCINAS CREEK The plan for nourishment at Encinas Creek is being developed and will be presented in the final report. PRELIMINARY EVALUATION OF DOWNCOAST EFFECTS Factors that require special attention in terms of their potential downcoast shoreline impacts include: o Jetties at the entrance to Batiquitos Lagoon o Groins o Beach nourishment o Maintenance dredging The extent of interferences which might be imposed on the downcoast shoreline depends partly upon the existing sediment transport processes and partly upon the degree and nature of the alteration. While the term "downcoast" is generally used to designate the direction for which the "net" annual sediment transport is headed, it must be realized that real sediment transport processes are bidirectional. The net transport in the study area is a relatively small difference between the two trans- port volumes moving in opposite directions (called the north- ward and southward "gross" transports). Though the estimates by different investigators vary widely, the computations presented by the Corps of Engineers Waterways Experiment Station (Hales, 1978) indicate a northward gross transport of approximately 700,000 yd /yr and a southward gross of approximately 800,000 yd /yr. A net transport is thus LAT1G/019 7-16 -DRAFT- directed to the south, but it amounts to only about 100,000 yd /yr (7 percent of the total gross transport of 1.5 million yd /yr). The relatively small net transport as compared to the gross transport suggests that the downcoast effects could apply to the shoreline to the north almost as much as to the shoreline to the south. Some investigators (Kuhn and Shepard, 1984) have alleged that the net transport direction has reversed to the north in recent years. Measurements supporting this view do exist. The wave slope array meter which has been maintained off Oceanside by the Scripps Institute of Oceanography in 1979, 1980, 1984, and 1985 revealed that the net annual transport predicted from the data was to the south by a small margin in 1979, 1980, and 1985, but was to the north by a large margin in 1984 (Tekmarine, 1987). Implications are that the localities south of Carlsbad, such as Leucadia, Encinitas, and Del Mar, are not always on the downcoast shore. The transport rates discussed are "potential" rates, i.e., the rates which can be realized under ideal conditions, when there is abundant sand in the local littoral zone. The ideal conditions are not met in this area where the littoral material is composed predominantly of cobbles instead of sand (Tekmarine, 1987), so that the actual transport rates are less than the predicted potential rates. Under this condition, the degree of disruption a structure may impose on the littoral processes will be limited, probably in general proportion to the ratio between the actual and potential transports. On the other hand, placement of sand in the littoral zone will have an effect of "boosting" the real transport rate more closely toward the potential limit, with a consequent increase in the amount of sand available to the downcoast beaches. LAT1G/019 7-17 -DRAFT- The jetties and the groins that may be considered for the Batiquitos area are designed for the shortest possible length, i.e., to terminate at the msl shoreline. Jetties extending farther out, (such as to the mllw shoreline and located on a sandy beach) appear unable to cause discernible disruption to the adjacent shorelines (namely, at Talbert Channel; refer to Figure 6-6 in the preceding section). As a consequence, the shorter entrance jetties and boundary groins in the Batiquitos area may exert little, if any, downcoast effects. Beach nourishment being proposed in the Batiquitos shoreline will become a source of littoral material, from which the beach-compatible sand will propagate both to the north and the south. Consequently, the nourishment plan should have a beneficial effect on the shorelines of the adjacent cities. In order to ensure that such a downcoast benefit would accrue, the nourishment plan included a 1,000-foot transitional nourishment zone extending some distance beyond the southern boundary of Carlbad. To the extent that the placed sand continues to exist on the nourished beach in Carlsbad, the benefit to the adjacent coastline beyond the city boundary would continue. Material that may be transported into the lagoon will have to be removed by maintenance dredging in order to sustain acceptable tidal circulation. The dredged material can be used to replenish the loss to local nourished beaches. SUMMARY The minimum median diameter of sand that will be compatible on the beaches in this region appears to be 0.20 mm. Based on this criterion, approximately 0.49 million yd appear to LAT1G/019 7-18 -DRAFT- be available from the lagoon. Placement of nourishment sands should be placed in quantities of approximately 50 yd /ft of beach to maximize residence time, and therefore should only occur in selected areas. A 2-mile stretch of North Carlsbad beaches should not be considered for nourishment. Two speci- fic areas have been evaluated for beach nourishment. Sand placement should be designed utilizing beach benches and cobble underlayers. Artificial means of sand retention (cobble bags, gabions, etc.) present potential aesthetic impacts along the beach. Downcoast impacts appear to be little, if at all. LAT1G/019 LAT1G/019 7-19 -DRAFT- REFERENCES California State Coastal Conservancy, 1986: "Batiquitos Lagoon Enhancement Plan," Preliminary Draft and Draft Reports. Costa, S.L. and J.D. Isaacs, 1975: "An Isotropic Sand Transport in Tidal Inlets," Proc. Symposium on Modeling Techniques, an ASCE Specialty Conference. Costa, S.L. and J.D. Isaacs, 1977: "The Modification of Sand Transport in Tidal Inlets," Proc. Coastal Sediments '77, an ASCE Speciality Conference. Crickmore, M.J., C.B. Waters, and W.A. Price, 1972: "The Measurement of Offshore Shingle Movement," Proc. 13th Coastal Engineering Conf., 1005-1025. Dyson, W.G., 1987: "Personal Communication." Ellis, A.J. and C.H. Lee, 1919: "Geology and Ground Waters of the Western Part of San Diego County, California," U.S. Geological Survey Water Supply Paper No. 446. Emery, K.O., 1955: "Grain Size of Marine Beach Gravels," Journ. of Geology, Vol.63, 39-49. Hales, L.Z., 1978: "Coastal Processes Study of the Oceanside, California Littoral Cell," U.S. Army Engineers Waterways Experiment Station, Vicksburg, Mississippi, Misc. Paper H-78-8. Inman, D.L. and J.D. Frautschy, 1965: "Littoral Processes and the Development of the Shoreline," in Coastal Engineering, an ASCE Specialty Conference at Santa Barbara, California, 511-536. LAT1G/019 7-20 -DRAFT- Jarret, J.T., 1976: "Tidal Prism - Inlet Area Relationships," GITI Report No. 3, Department of the Army, Corps of Engineers. Jenkins, S.A. and D.W. Skelly, 1986a: "Alternatives for Maintaining Tidal Circulation in the Batiquitos Lagoon, California," Univ. of California, Scripps Institution of Oceanography, SIO Reference Series 85-16. Jenkins, S.A. and D.W. Skelly, 1986b: "Balanced Equilibrium Tidal Plan for Batiquitos Lagoon," Univ. of California, Scripps Institution of Oceanography. Kuhn, G.G. and F.P. Shepard, 1984: "Sea-Cliffs, Beaches, and Coastal Valleys of San Diego County," Univ. of California Press, Berkeley, Los Angeles, and London, 193 pp. Tekmarine, Inc., 1987: "Oceanside Littoral Cell Preliminary Sediment Budget," Tekmarine TCN-106, a report prepared for U.S. Army Corps of Engineers Los Angeles District on Contract DACW09-86-D-0004. U.S. Army Corps of Engineers, Los Angeles District (USACE/LD), 1983: "Experimental Sand Bypass System at Oceanside Harbor, California, Phase 1 Report: Data Collection and Analysis." Woodward-Clyde Consultants, 1985: "Soil Test Boring Logs Grain Size Distribution Data, Batiquitos Lagoon, Carlsbad, California," prepared for Sammis Properties, San Diego, California. LATlG/019 LAT1G/019 7-21 SECTION 8 HYDRAULIC MODELING AND WATER QUALITY EVALUATION INTRODUCTION/OBJECTIVES The purpose of this section is to discuss the numerical cir- culation model calibration and to outline the preliminary results of the hydraulic and water quality analysis of Alternative A. The following subsection on methodology describes the computer modeling approach used to approximate the hydraulic conditions for Alternative A. The data sources and input assumptions that influence the numerical model calibrations are also discussed. The subsection on findings and conclusions addresses the issues of lagoon-ocean exchange (tidal prism and flushing), circulation, expected water quality, and the ocean entrance channel performance. It is emphasized that this assessment is based on preliminary data for dry season hydrologic conditions. METHODOLOGY The overall approach to numerically simulating the Batiquitos Lagoon hydraulics and water quality consists of two distinct phases. The first phase is to ensure that the numerical model accurately predicts the hydraulics of the lagoon under known conditions. Adequate representation of the known conditions typically requires the adjustment of such parameters as bed roughness and viscosity coefficients. These coefficients are calibrated by comparison of model prediction with field measurements of tide stage and current velocity with repeated adjustments to the coefficients until a reasonable match is achieved. Once the model is calibrated, the second phase of 8-1 the modeling approach is to adjust the geometry of the lagoon to represent the future design, which in this case calls for deepening the lagoon and creating the designed entrance chan- nel. The coefficients calibrated in phase 1 of the modeling approach are typically assumed to be the same for the future design geometry. The methods used in the analysis of Alternative A are presented by describing the computer modeling approach and the circula- tion model calibration. Information influencing model calibration includes bathymetric data, field measurements of tide stage and currents, model boundary conditions, bridge con- strictions, and model coefficients. A complete discussion of model calibration tests is included in this subsection along with comments on the modeling approach. Results of model simulation of Alternative A are presented in the Conclusions and Findings subsection. COMPUTER MODELING APPROACH The main conditions governing the hydraulic and water quality properties of the lagoon are the ocean tides, lagoon geometry (particularly channel constraints under the bridges), and stream inflows. The dynamic variation of the ocean water level due to tidal fluctuation sets forth a complex condition of mul- tidirectional flow patterns within the lagoon precluding use of a typical one-dimensional, steady-state model for the analysis of the lagoon. Due to the shallow depths within the lagoon, typically less than 3 to 4 feet, a depth averaged model was judged to be an adequate representation of the hydraulics and water quality as opposed to a three-dimensional formulation. Three computer models - RMAl, RMA2, and RMA4 - were selected to describe the lagoon system's circulation characteristics and 8-2 flushing rates as a function of seasonal boundary conditions . These models are based on the finite element approach and solve the two-dimensional turbulent Navier-Stokes equations (Reynold- 's Equations) and the two-dimensional mass transport equations (Advective-Dispersion Equations) (Ref. 1 and 2). RMAl, the first model implemented in the system, is used to convert the topographic data derived from the field mapping into a finite element network structure for streamlined input into RMA2. This structure is composed of a system of inter- connected nodes that form a finite element grid with variable- sized grid spacing and curvilinear boundaries. RMA2 is the two-dimensional, depth-integrated model that com- putes current velocities and water levels throughout the grid network. Elements and nodes are allowed to go in and out of the system to represent the actual wetting and drying of the intertidal environments during a tidal cycle. The computed velocity vectors represent the water movement through the study area, and therefore are the key to the conditions of water quality, circulation, and flushing as well as a major factor controlling sediment transport, erosion, and deposition. The currents computed by RMA2 are used as input to the water quality model, RMA4. This model simulates the mass transport process within a water body, and is used to track water quality constituents throughout the study area. A first-order decay option is available, enabling such parameters as biochemical oxygen demand to be simulated. For this study, RMA4 was used to estimate salinities within the lagoon for the purpose of developing flushing rates for a variety of hydrologic condi- tions. Salinity was chosen as the substance to model due to 1. The three computer models are described in greater detail in Appendix C. 8-3 the conservative nature of the parameter thus approximating an arbitrary tracer such as dye. The computed flushing rates are a measure of the exchange and mixing of water between the ocean and the lagoon and are indicators of the resultant water quality with respect to nutrients, oxygen, temperature, and biological activity. This set of three models provides the basis for a comprehensive analysis of the lagoon hydraulics and water quality under both present and future lagoon configurations. CIRCULATION MODEL CALIBRATION To ensure accurate model representation of the Batiquitos Lagoon system, the bed roughness and viscosity coefficients in the hydrodynamic model RMA2 were calibrated against field measurement of existing bathymetry, currents, and tide stages as the lagoon interacted with the ocean. The input bathymetric data is discussed fully in Section 2. The field monitoring program for currents and tide stages is discussed fully in Section 3. Bathymetric Data The foundation of the circulation model was the proper physical representation of the lagoon bottom elevations, edge of water boundaries, and flow constriction areas. Model bathymetric data were taken from two existing contour maps, which were joined into a composite map during the mapping and digitizing task discussed in Section 2. The existing mapping was per- formed in 1985 during studies conducted by others on the lagoon. The common datum for the mapping and the model development was set at mean lower low water (MLLW). Nodes in the model's finite element grid were assigned bottom elevations referenced to the MLLW datum to provide appropriate depth rep- resentation of the lagoon in the model network. Spatial 8-4 coordinates were determined for each node to give the model the necessary references. These depth and coordinate data provide the model with the appropriate geometric representation of the lagoon system in its present configuration. Field Sampling Program The 1987 field sampling program determined water levels and current speeds and directions at four locations in the lagoon, as shown in Figure 8-1. These measurements were taken throughout a 12-day sampling period from May 22 through June 2. During this time, the lagoon entrance channel was artificially breached, thus allowing interaction between the ocean and the lagoon. The field data were used to calibrate the computer model RMA2 and demonstrate its ability to simulate the lagoon system in its present configuration. Water-surface elevation was used as the major calibration parameter. Recorded field stages are typically more reliable field measurements of hydraulic characteristics compared with point values of currents. The reproduction of the tidal phase and amplitude throughout the lagoon is a good confirmation of the model's ability to estimate the tidal prism. Twelve o- 'clock noon on May 23 through midmorning on May 25 was chosen as the calibration period for the model. This period covered strong ocean tides at a time when all four stage recorders were operating. When available, field current meter data were also checked against model results for the chosen calibration period. In addition to currents and stages, the field sampling program supplied supplemental bathymetry information for the lagoon entrance area, the 1-5 bridge area, and 1-5 bridge area, and the eastern basin area around Stage Station T-4. 8-5 o 5* 00 Uloc => O u. « C « - a oo o n o8- o03 Cross-section data for the lagoon entrance channel were avail- able for May 23, May 26, and June 2 during the field sampling survey. These transects, which were taken west of the Carlsbad Boulevard Bridge, demonstrate that the lagoon entrance was con- stantly changing in cross-section depth and width (filling with sediment). According to the transect nearest the western side of the bridge, the bottom elevation of the entrance rose nearly 6 feet between May 23 and June 2, which indicates the dynamic nature of the entrance geometry. Tekmarine field notes during the field measurement program sup- plied additional information about the 1-5 bridge sill area. Low areas or depressions in the lagoon on both sides of the bridge were noted by field inspection but were not indicated in the mapping. The effects of these local depressions on the model were assumed to be slight; therefore, these depressions were not integrated in the model. A rough, concrete rubble sill area under the bridge was reported by Jenkins and Skelly (ref. 3) and also verified by field inspection. This sill rep- resents a significant restriction of the flow between the central and eastern basins (ref. 8). Both Tekmarine and Jenkins and Skelly estimate the sill elevation to be about +1.5 to +2.0 feet above MLLW. The field surveys that fixed the tide gage elevations indicated that the actual bottom elevations in the area of Stage Station T-4 are approximately 0.5 foot lower than the existing mapping shows. Initial model results indicated the mapping elevations in this area may be too high; for example, the model showed no water reaching Station T-4, but field data documented water there at certain times in the tidal cycle. To simulate water reaching the T-4 gauge, the model's bottom elevations were lowered 0.5 foot at Station T-4. The bottom elevations between Station T-4 and 1-5 bridge were then lowered through interpola- tion to smooth in the changes in bottom elevation. 8-7 Model Boundary Conditions To simulate the lagoon circulation, the appropriate boundaries had to be identified and boundary conditions provided where the lagoon model was connected to the ocean. The first of two locations examined for the connection point was on the western end of the entrance channel near the ocean. The second loca- tion, which was ultimately chosen as the optimal boundary location, was on the eastern end of the channel just inside the lagoon at Stage Station T-l. The difficulty encountered with using the western end of the entrance channel as the ocean boundary resulted from the rela- tively small size of the entrance channel during the field experiment. The tidal currents generated through the entrance channel, observed to be in excess of 6 feet per second, were within the super-critical flow range. The theoretical limita- tion of the numerical model preclude application within this flow regime, thereby eliminating the possibility of adequately simulating the channel configuration existing during the field monitoring program. The changing bathymetry of the entrance channel during the field monitoring program, which could not be accounted for during the model simulation, also presented a poorly controlled boundary. As a result of these difficulties with the entrance channel during the field experiment, it was necessary to use the tides measured at Station T-l as the boundary conditions for the model. Use of actual tide measurements eliminated any ques- tionable approximation that would have been necessary if the entrance channel was included within the model. For evaluation of lagoon enhancement alternatives, it is criti- cal that the entrance channel be incorporated within the model to aid in addressing the problem of entrance closure. For the entrance channel design described in Section 6, it is possible 8-8 to include the channel within the model since flows are no longer expected to be above critical. Therefore, for evalua- tion of Alternative A, the entrance channel was included within the boundary of the model. The tide stage used as the boundary condition in this case is taken as that measured at SIO Tide Station (ref. 13). Bridge Constrictions Three bridges - Carlsbad Boulevard, the railroad, and Interstate 5 - cross the lagoon in a north-south direction. The bridge approaches are on causeways that cut the lagoon into distinct basins joined by narrow throat sections. The sole hydraulic connection between these subbasins is through the bridge openings. The widths of these openings or channels were taken from the mapping of existing conditions during the calibration process, as identified below. The channel widths chosen were based on the mapping at the specified elevation. The values used were: o Carlsbad Boulevard 70 feet at +5.0 ft MLLW* o Railroad 190 feet at + 5.0 ft MLLW o Interstate 5 140 feet at +5.0 ft MLLW The width of 70 feet was chosen because it approximated the measured entrance channel width. The widths of the channels under the bridges decrease in the model as the tidal elevation decreases. At low water eleva- tions (0.0 to 2.0 ft MLLW) in the lagoon, the flow widths at the bridges are reduced to a center channel of approximately 30 feet. The 1-5 bridge opening was found to include a stationary sill of concrete rubble at about +2.0 ft MLLW. This restriction and the associated roughness served to separate the tidal response 8-9 between the eastern basin and the central and western basins during the calibration process. This phenomenon was observed in the field by Tekmarine when the tide levels in the eastern basin were noticed to be lagging behind those of the western basin by 2 to 3 hours. The channel throats through the bridge openings will be modified during the analysis of alternatives according to structural constraints and the proposed dredging plans. Model Coefficients The calibration process was needed to develop the model coeffi- cients of bottom roughness in the lagoon represented by Manning's friction factor and the eddy viscosity. The model allows these coefficients to vary throughout the system on an element-by-element basis. Table 8-1 shows the distribution of friction factors used on the hydraulic model to accomplish the best fit between field measurements and model prediction. These coefficients agree with the range of 0.020 to 0.060 from previous model studies and from information found in the literature (ref. 3, 4, 5, 6, 7, and 8). Several researchers (ref. 4) suggest a depth- dependent friction coefficient where the roughness in shallow waters tends to be greater. Since Batiquitos Lagoon is generally less than 6 feet deep under existing conditions, the roughness should generally tend toward higher values within the range of 0.020 to 0.060. The relatively high value of "n" at the 1-5 bridge was necessary to account for the sill restric- tion and should be considered to include a "loss coefficient", such as that typical of a weir, as well as a bottom friction factor. 8-10 Table 8-1 CALIBRATION PERIOD FRICTION FACTORS, "n" Western Basin 0.035 to 0.040 Central Basin 0.035 to 0.040 Eastern Basin 0.035 to 0.037 1-5 Bridge 0.120 Railroad Bridge 0.040 The eddy viscosity coefficients used for Batiquitos Lagoon are between 10 and 50 Ib-sec/sq ft, which is toward the low side of the expected range as described in recent applications of RMA2 (ref. 8) where viscosity values range from 50-500 for a similar length scale. The range of eddy viscosity coefficients used allows reasonable eddy formation near the bridge entrances and exits while maintaining numerical stability. During the evaluation of alternatives, the model eddy viscosity coefficents will remain at the 10 to 50 Ib-sec/sq ft level. The channel roughness factor will be lowered throughout the lagoon to account for the removal of rough bottoms, constricted bridge sections, and a generally deeper flow regime. Evaluation of proper roughness factor adjustments will be ac- complished by sensitivity analyses. Model Calibration tests The results of RMA2 predictions were compared to the field data at Stage Stations T-2 and T-3 during the period from noon on May 23 through the morning of May 25. This period was chosen for the calibration because it was the first 48-hour sequence of data representing a normal tidal response following the 8-11 initial draining of the lagoon which took approximately 24 hours. The measured and computed water surface elevations are shown in Figures 8-2 and 8-3. Model estimates of the amplitude and phase show reasonably good agreement throughout the 48-hour period. Field data after this time were not available at Station T-3; therefore, further model prediction was not use- ful. Statistical analysis of the water surface elevations at both stations was used to assess the level of correlation between the observed data and the model predictions. In addition, the standard error of estimate as a fraction of the mean observed value, called a calibration coefficient, was computed for each calibration station. The correlation coefficient and the calibration coefficient statistics help provide a comparative measure of the model's ability, using the set of coefficients described, to simulate the lagoon hydraulics during the field studies. The calibration coefficient should normally be less than 0.10 for most model applications except where field data are sparse and the study characteristics are abnormally complex. The results of the statistical evaluation of the model predictions are as shown in Table 8-2. Table 8-2 CALIBRATION STATISTICS AT STATIONS T-2 AND T-3 Correlation Coefficient, R Calibration Coefficient, C Station T-2 0.98 0.061 Station T-3 0.93 0.046 8-12 BRTIQUITOS LRGOON CRLIBRRTIONSTRGE RT FIELD STHTION T2/.- I " 1\ Jt < }:. S ^— ^r + y; X i f t LO CO O CO LO LO O LO LO O LO CO Oro LOf\J o CM LO O LO I CO UJ DC O <- O LU O — o COh- Hen CCLU O_J _JUJ LUO LOh-CCLDLLl COI00 Ulcc D OH Information measured at Station T-4 was not used because of the recorder's location. Bottom elevations were 3.7 to 4.0 feet above MLLW in the vicinity of this station. Once the lagoon had drained, the gauge was observed to be dry most of the time and showed little response to the tide. The maximum observed water surface elevation at the T-4 site, after initial drain- ing, was 4.6 feet MLLW. Fluctuations were found to be less than 0.2 foot. The model showed water surface elevations up to 4.2 feet MLLW only during the highest tide periods. During the balance of the 70 hours of simulation, the model showed the area as dry, which tended to correspond with field observa- tions. Comments on Modeling Methodology The RMA2 circulation model appears to be predicting the field stage observations appropriately in both phase and amplitude over the 48-hour period following draining of the lagoon. The tidal prism during the 1987 field studies was determined by the model to be in reasonable agreement with previous studies. The analysis of alternatives should introduce modifications of the roughness coefficients to represent the effects of dredging operations. In addition, each alternative will incorporate the design entrance channel configuration. Information from the circulation model in the form of water elevations, currents, and tidal prism estimates will be provided to other aspects of the environmental review and analysis. The areas of investigation using these lagoon cir- culation results are sedimentation, water quality, and entrance channel design. 8-15 CONCLUSIONS AND FINDINGS CIRCULATION MODEL CONFIGURATION AND CONDITIONS Alternative A as described in Section I consists of a recon- figuration of the lagoon through dredging. This design provides the following acreages within the appropriate tidal range represented by the circulation model: No. of Acres Subtidal (-5.0 feet to 0.0 foot MLLW) 220 Intertidal (0.0 foot to 5.0 feet MLLW) 170 Total 390 The circulation model network of Alternative A (Figure 8-4) was laid out to the approximate boundaries prescribed by the dredg- ing plan. The total model acreage at +5.0 feet MLLW was computed to be 387+ acres (99.2 percent), compared with the actual 390 acres of the dredging plan. The intertidal and sub- tidal areas in the elevation ranges of the model were apportioned according to the above distribution. Through the accurate representation of the proposed lagoon configuration, the estimates of circulation and flushing provide valuable in- formation for assessing entrance closure problems, water quality concerns, sedimentation potential, and future main- tenance plans. The model boundary conditions for Alternative A at the ocean and for the lagoon tributary inflows consist of both flow/tide data and salinity/TDS (total dissolved solids) data. The es- timates for these data have not been fully developed; however, the preliminary conditions included in the analysis for this interim report are provided in Table 8-3. 8-16 The three bridge openings were modified according to the dredg- ing plan and the entrance channel design discussed in Section 6. Table 8-4 shows the Alternative A bridge opening widths at elevation +5.0 MLLW. Table 8-3 PRELIMINARY BOUNDARY CONDITIONS FOR ALTERNATIVES Wet Season Dry Season Ocean Tide Same as in May 23, 1987 Undetermined Ocean Salinity, ppta 37 37 Runoff Peak, cfs 420 Runoff Volume (24 hr), ac-ftc 120 Runoff TDS, mg/Ld 400 appt - parts per thousand. cfs - cubic feet per second cac-ft - acre feet mg/L = milligrams per liter Table 8-4 MODIFIED BRIDGE OPENING WIDTHS (at +5.0 feet MLLW) Feet Carlsbad Boulevard 150 Railroad 200 Interstate 5 150 8-18 The most significant change occurs at the entrance channel to the lagoon where the Carlsbad Boulevard inlet width increases from the calibration period opening width of about 70 feet to 150 feet for Alternative A. The bottom elevation of the entrance channel was also set at -3.5 feet MLLW, or about 2 feet lower than during the field studies in May 1987. Thus, for this preliminary investigation, a rectangular channel with an area of 595 square feet below MLLW (900 square feet below MSL) was used. The inlet channel was approximated in the circulation model with an equivalent rectangular channel to avoid numerical problems in the program caused by the wetting and drying along the sideslopes of the channel where rapid changes in channel width caused numerical instabilities in the model. This com- promise is not expected to cause problems with the solution nor with the estimates of stage or velocity because the hydraulic properties of the two types of channel are similar. The estimate of winter season runoff into the lagoon was based on data developed in the Enhancement Plan for the 2-year event for San Marcos Creek supplied by the U. S. Army Corps of Engineers. Other tributary inflows are minor at this frequency and were not included. Except for large storms with return periods greater than 10 years, the total volume of runoff will be a small fraction of the expected tidal prism. The larger storms may increase the tidal prism as much as 50 percent during the day of the storm. Although more sediment may be carried by these larger events, the capacity for increased flow and velocities required to move the material through the lagoon will also be increased. Additional consideration must be given to the type of wet season hydrologic events most important to sediment movement and entrance closure problems. The develop- ment of runoff conditions will continue during analysis of alternatives as lagoon performance is assessed under varying hydrologic environments. 8-19 CIRCULATION MODEL RESULTS FOR ALTERNATIVE A The hydraulic conditions examined thus far for Alternative A reflect dry season conditions without upland runoff. The tide condition representative of this period was assumed (temporarily) to be the May, 1987 tides at the SIO pier. These data were supplied by the National Oceanic and Atmospheric Administration (NOAA) (ref. 13) for the month of May and are representative of the ocean tides outside the mouth of Batiquitos Lagoon. The resultant analysis of the lagoon showed substantially greater reaction to ocean tides throughout the lagoon when com- pared to the conditions existing during model calibration. The results of an evaluation of the tidal prism using May 23 and 24, 1987 ocean tides are presented in Table 8-5. The percent of potential tidal range achieved as given in Table 8-5 is the ratio of the tidal range in the eastern basin to the tidal range in the ocean. A potential of 100% will not be realized due to frictional losses throughout the lagoon. It is also noted in Table 8-5 that the tidal prism estimates for the Post-Dredging Plan developed as part of this interim report are consistently higher than the estimates generated by the Coastal Convervancy Enhancement Plan storage curve, by about 4 to 7%. The discrepancy between these two curves will be evaluated fur- ther as the dredging plan develops. There are several differences between the tidal prism estimates given in Table 8-5 when compared to previous studies of Batiquitos Lagoon. The tidal prism estimate given by the Coastal Convervancy for their preferred alternative is 3.67 x 10 cubic yards for a spring tide range in the ocean of -1.6 to +7.4 feet MLLW, or 9.0 feet. The largest tidal prism predicted in the present study for a similar dredging plan is 2.45 x 10 cubic yards corresponding to an ocean tide range of 5.34 feet. 8-20 The difference in the tide ranges used in the two calculations clearly explains the different results. This discrepancy will be clarified with further computations using a tide range directly comparable to that used by the Coastal Conservancy. The results of Jenkins and Skelly (ref. 3) indicate a spring tidal prism of 4.09 x 10 cubic yards which, again, is based on the 9.0 feet tide range used by the Coastal Conservancy. Their increased tidal prism resulted from additional dredging in the western basin in order to permit additional tidal prism to meet their criteria for a stable entrance channel. The present study has not yet optimized the dredging plan to that degree. The discussion presented in Section 6 indicates that a spring tidal prism of 4.09 x 10 cubic yards, although desirable, may not be necessary with the present design concept. Table 8-5 PRELIMINARY TIDAL PRISM ESTIMATES - ALTERNATIVE A (May 23 and 24, 1987) Ocean Tide (SIO) Range (ft) Percent of Potential Tidal Type Range Achieved Predicted Tidal Prism (million cubic yards) CCC PDP 3.02 2.80 4.50 5.34 3.52 2.26 4.30 Flood Ebb Flood Ebb Flood Ebb Flood 89 93 94 91 87 89 94 1 1 21 18 2.13 2.38 1.38 0.94 2.11 1 1 28 26 2.22 2.45 1.41 1.04 2.18 Eastern Basin Tide. CCC: Based on California Coastal Conservancy Enhancement Plan storage curve. * 'PDP: Based on estimated storage curve from Post-Dredging Plan. 8-21 WATER QUALITY EVALUATION The existing water quality conditions of the lagoon are greatly influenced by the opening frequency of the mouth. The natural runoff into the lagoon from nearby urbanized areas is high in nutrient concentrations. The characteristics of natural runoff represented by San Marcos Creek are identified in Table 8-6 (ref. 11, 12). Table 8-6 WATER QUALITY CHARACTERISTICS OF AVERAGE TRIBUTARY INFLOW Dry Season Wet Season Streamflow, cfs 1.5 4.0 Total Phosphates, mg/L 0.41 0.57 Total Organic Nitrogen, mg/L 1.44 1.23 Total Inorganic Nitrogen, mg/L 0.91 2.74 Chlorophyll-a, g/L 6.5 2.0 TDS, mg/L 2,525 3,092 Turbidity, NTUs 9 36 April through September. October through March Review of data supplied by the Regional Water Quality Control Board indicates that the existing water quality characteristics of the Batiquitos Lagoon over the 1979-83 period indicate an environment that has a high nutrient content, is biologically active, and is highly saline. The average summer and winter nitrogen: phosphorus ratios (greater than 10) indicate a pos- sible phosphorus-limited water body; however, the high average turbidity values (25 to 60 NTUs) also suggest possible light limitation. The chlorophyll-a and phaeophyton levels in the 8-22 lagoon are consistent with the high nutrient levels, the or- ganic nitrogen content, and the high turbidities. The hydraulic separation between the east and west basins created by the bridges is reflected in the water quality conditions of each basin. The east basin is much less saline because of in- flows from San Marcos Creek and suppressed mixing with west basin and ocean water. Table 8-7 shows the existing seasonal baseline conditions of the lagoon water quality using the 1979- 83 period. Table 8-7 EXISTING LAGOON WATER QUALITY CONDITIONS Eastern Basin Western Basin Total Phosphates, mg/L Total Inorganic Nitrogen, mg/L Total Organic Nitrogen, mg/L Chlorophyll-a, g/L Salinity, ppt Turbidity, NTUs Summer 0.50 1.58 4.22 12.0 18.6 26 Winter 0.36 3.99 2.01 4.3 15.8 60 Summer 0.34 0.85 2.42 5.3 31.8 14 Winter 0.23 1.47 2.00 5.1 24.8 29 The inflows from San Marcos Creek and the lagoon itself appear to have high values of inorganic nitrogen, primarily in the form of nitrate. As a result, the dissolved oxygen (DO) deple- tion during the nitrification process will not be as significant to the DO content of the lagoon. The high organic nitrogen content suggests an active substrate and substantial decayed matter. The ongoing decomposition of the organic sub- layer will use oxygen and may tend to deplete the water column supply of oxygen in the absence of adequate surface exchange or mixing. Typically, DO levels in the lagoon have not been measured in the past. The existence of organic matter and high levels of nutrients, chlorophyll-a, and phaeophyton suggest 8-23 that the oxygen budget could be very dynamic and could approach anoxic conditions in certain stagnant areas of the lagoon, especially during evening hours (the low-growth period of the daily cycle) . The water quality conditions of the ocean near the lagoon are important in evaluating the potential future water quality con- ditions within the lagoon under Alternative A. The Agua Hedionda site was sampled during the 1979-83 period, and be- cause of the high exchange with the ocean via the circulation facility at the San Diego Gas and Electric Power Plant, it serves as a reasonable baseline water quality station for the ocean. However, there is upland input to this lagoon, par- ticularly during the wet season. The baseline seasonal data for the Agua Hedionda location are shown in Table 8-8. Table 8-8 OCEAN BASELINE WATER QUALITY CONDITIONS Summer Winter Total Phosphates, mg/L Total Inorganic Nitrogen, mg/L Total Organic Nitrogen, mg/L Chlorophyll-a, g/L Salinity, ppt Turbidity, NTUs 0.04 0.35 1.23 1.9 36.9 5 0.06 0.57 0.52 1.0 34.1 13.6 According to these data, if proper mixing occurs, the lagoon's water quality will likely have lower levels of nutrients, less algae growth, less turbid water, and substantially more saline conditions. The lagoon should be more of a marine habitat and should consist of adequate amounts of dissolved oxygen in the water. Data from the Regional Water Quality Control Board per- taining to the ocean near the Batiquitos site (ref. 14) 8-24 indicate that DO concentrations are near the saturation level in the upper 75 feet. This same level would be expected to greatly influence the lagoon water if exchange with the ocean is adequate. The modeling analysis of the lagoon's exchange with the ocean is a valuable index of the expected water quality conditions for each alternative. The exchange rates with the ocean will be estimated using the water quality model called RMA4. Design criteria at this point in the environmental studies are intended to achieve as large an exchange rate as possible throughout each basin. The design tidal prism for inlet closure may be sufficient to ensure open entrance conditions while not necessarily guaranteeing the desired amount of mixing. This is more fully determined in the flushing analysis using RMA4 with salinity as an index. Salinity was chosen as the parameter of interest because it is conservative, acting similar to an arbitrary passive tracer such as dye. Areas of poor water exchange will be depicted by low concentrations of salinity in the analysis of mixing over one or more tidal cycles. The preliminary analysis of exchange rates using the RMA4 model provides predictions of concentrations of salinity throughout the lagoon. Over the course of a tidal cycle, these concentra- tions are related to the ability of lagoon water to mix with ocean water, thereby providing an estimate of the local ex- change rate. Examination of these concentrations for various tidal conditions, inlet configurations, and dredging plans (i- ,e., lagoon sizes) provides the information required to select the appropriate inlet size and dredging plan that will achieve both water quality and entrance closure objectives. Table 8-9 summarizes the results of the preliminary analysis of Alternative A exchange rates using the tidal conditions for the 8-25 May, 1987 field studies without tributary inflow (i.e., dry season) conditions. Without upstream inflows and different ocean tide conditions, the exchange of lagoon waters with the ocean will be similar to that shown in Table 8-9 for the specified hydrologic conditions. For other conditions, such as the wet season or other inlet configurations, these rates will change. The east basin will take considerably longer than the west basin to exchange water with the ocean. Until further analysis is performed, the east basin exchange rate can only be described as much longer than 1 or 2 days. The best estimate at this time is approximately 5 to 10 days. Table 8-9 PRELIMINARY AVERAGE DAILY EXCHANGE RATES Average Salinity (ppt) Days Western Basin 27 1.4 Central Basin 25 1.5 Eastern Basin near 1-5 Bridge 8 4.6 Increased exchange in the eastern basin requires substantially greater transfer of ocean water into the lagoon. Future evaluations of Alternative A will determine potential areas of low exchange rates and indicate approaches to address such problems. The results of the water quality studies using RMA4 will guide the design toward the selection of the optimum lagoon size and entrance channel. Future analysis will incorporate a variety 8-26 of conditions to evaluate the constraints affecting the en- vironmental aspects of tides, runoff, sedimentation, water quality, and habitat preservation. 8-27 REFERENCES 1. Water Resources Engineers. A Finite Element Model for the Lower Granite Reservoir. March 1973. 2. Resources Management Associates. A Finite Element Model for Two-Dimensional Depth Averaged Flow, November 1985. 3. Jenkins, S.A., and D. W. Skelly. Balanced Equilibrium Tidal Plan for Batiquitos Lagoon. April 1986. 4. ASCe. Modeling Techniques, Symposium, Vol. I and II. Harbors and Coastal Engineering. 1975. 5. Water Resources Engineers. Validation and Sensitivity Analyses of Stream and Estuary Models Applied to Pearl Harbor, Hawaii. May 1974. 6. Water Resources Engineers. Ecologic Simulation for Aquatic Environments. 1972. 7. Hydraulic Engineering Laboratory, University of California at Berkeley. Hydraulics of Tidal Inlets on Sandy Coasts. 1973. 8. CH2M HILL. Marina at Freeport, Sacramento County. 1986. 9. Jenkins, S.A., D. W. Skelly, and J. Wasyl. Batiquitos Lagoon Tidal Dynamics Study. 1985. 10. California Coastal Conservancy. Batiquitos Lagoon Enhancement Plan (Draft). 1986. 8-28 11. Water Quality and Streamflow Estimates from the STORET Data Base for Batiquitos Lagoon, Agua Hedionda, and San Marcos Creek, 1979-83. 12. San Diego County Flood Control Office. Streamflow Estimates into Batiquitos Lagoon. 1987. 13. National Oceanic and Atmospheric Administration tide data at Station No. 9410230. May 1987. 14. Regional Water Quality Control Board Data - Encino Outfall. April 1987. 8-29 -DRAFT- Section 9 EXISTING BRIDGES CONSIDERATION INTRODUCTION/OBJECTIVES The three narrow sections in the western one-third of the lagoon were created by transportation corridors. Each corridor contains one or two bridges for five structures over the lagoon. Two identical adjacent bridges cross the lagoon as part of the Interstate 5 freeway system. A timber trestle provides the railroad crossing, and two distinctively different structures carry opposing lanes of traffic on Carlsbad Boulevard (the Old Highway 101). Since each corridor creates a "choke" point for circulation within the lagoon, analysis of those areas is critical due to localized rapid flow of water that will be created. Data on their sizes, and details of their construction are necessary to determine the hydraulic coefficients during modeling, and to analyze how their foundation and superstructure will be affected by the proposed dredging. The westerly Carlsbad Boulevard bridge is additionally of interest because it will provide the pedestrian access between the north and south beaches after the entry channel divides the beach. Currently the bridge has an inadequate width sidewalk with traffic lanes preventing its expansion. METHODOLOGY Contacts were made with Caltrans, Sante Fe Railroad, County of San Diego Bridge Division, and City of Carlsbad Engineering Department to obtain plans and/or information on the existing bridges. LAT1G/016 9-1 -DRAFT- FINDINGS AND CONCLUSIONS INTERSTATE 5 BRIDGES Construction drawings depicting the spans and foundation details were obtained from Caltrans, showing a concrete pile foundation. Field investigations showed a rubble sill exists under both bridges that is approximately 3 feet above the surrounding lagoon bottom. Drawings do not show its existence, but Caltrans personnel speculate the bridge contractor placed it there as a foundation for their false work. It is recom- mended that probing or coring be performed to determine the depth of the rubble. A sketch of the cross section of the bridge showing proposed dredging depths was presented to Caltrans for their comments (Figure 9-1). Their reply implies our proposal, which removes the rubble sill, appears to be satisfactory. A structural wall, slab and riprap will be necessary under the bridge to provide a maximum width, flat-bottomed channel that will protect the existing structure. Approximate construc- tion cost, including removal of the rubble sill, is $900,000. RAILROAD BRIDGE The trestle was originally constructed from standard detail plans. Therefore, construction drawings exist; but Santa Fe Railroad believes there may be a record of the pile lengths, however, and is currently attempting to search them down. A conceptual cross section of the bridge and the proposed dredging was presented to engineers at Santa Fe Railroad for their comments as to its feasibility (Figure 9-2). No con- , elusion has been drawn to date. LAT1G/016 9-2 r-n\ o •J>Ina 0> 6} 3 •o30 OT> Owmo HI 01 mx T OB m O •o3DO•oO(I)m> o o 2 o 22O -DRAFT- CARLSBAD BOULEVARD BRIDGES (Old Highway 101) Construction drawings on both bridges were obtained from the County of San Diego. They were tattered and hard to read, but most information pertinent to the needs of this project was retrievable. The East bridge is on a pile foundation with pile lengths seemingly acceptable for bearing loads after dredging. A supplemental lateral bracing system may be necessary, however. The approximate cost would be $60,000. The West Bridge has spread footings that appear inadequate in depth for the proposed dredging. The drawings suggest, however, that footings could be deeper, dependent upon the quality of soil that was encountered during construction. In addition, the concrete in the footing below -2.5 mllw is susceptable to being of marginal quality and may deteriorate rapidly if exposed to the proposed flow of sediment laden water around them. It is recommended vertical concrete cores be taken in each of the three footings to test for footing thickness and con- crete quality. Three cores per footing would be necessary to adequately analyze the condition of each footing. One core per footing, however, would provide information to deter- mine if further consideration was justified. The estimated costs for the coring would be: 3 cores per footing: $3,100 plus $30/foot over 8-foot-deep cores 1 core per footing: $1,400 plus $30/foot over 8-foot-deep cores LAT1G/016 -DRAFT- If the determination is the existing footings inadequate, then a supplemental pile foundation and load transfer beam system would have to be designed and constructed. Costs for this type of system would be approximately of $400,000. Further studies would be required to determine if there may be a less expensive alternative to this method. The Caltrans inspection of June 12, 1986, scores this bridge low, in essence suggesting its replacement in the near future This is an important consideration before making the decision to upgrade its foundation. SUMMARY Documentation on four of the five bridges crossing the lagoon have been obtained. The railroad bridge has no drawing of record, but an attempt to recover pile driving records is currently being performed. Excluding the railroad bridge, due to lack of current knowledge, it appears all other bridges will require some form of struc- tural modification or foundation protection to dredge below them. The total costs for these modifications could approach $1.5 million, although further studies and preliminary design work are required that may cause a fluctuation to that figure. LAT1G/016 9- -DRAFT- Section 10 AVIFAUNAL SURVEYS INTRODUCTION/OBJECTIVES Avifaunal surveys are being conducted to document bird use in the vicinity of Batiquitos Lagoon between May and December 1987. This baseline information will provide data on bird abundance, distribution, and activity under existing condi- tions within the lagoon. This data will be used in support of the environmental documents. The changes measured in bird abundance, distribution, and activity will reflect the success of avifaunal habitat improvements in Batiquitos Lagoon. Since the avifaunal surveys will continue to the end of this study, analysis of data at this time is necessarily incomplete. The information presented in this section summarizes only the bird species abundance observations through August. METHODOLOGY Four avifaunal surveys have been conducted at 5- to 6-week intervals (i.e., on May 1, June 5, July 17, and August 28, 1987) within and immediately adjacent to Batiquitos Lagoon. Each survey was performed by at least two observers and con- sisted of saturation coverage of the project area for one day from dawn to dusk. Weather, tide conditions, and water levels within the lagoon were noted on field data sheets. Bird species abundance and activity were recorded by habitat type. Avifaunal habitats within the project area include peripheral uplands, willow riparian woodland, coyotebush 10-1 LATlH/d.501 -DRAFT- scrub, cattail/tule marsh, brackish marsh, pickleweed marsh, mudflats, shallow water, and deep water. During a portion of the initial survey, California Department of Fish and Game (CDFG) biologist, Denise Racine, accompanied the observers. FINDINGS AND CONCLUSIONS Bird species abundance for the four surveys are summarized in Table 10-1. During the period of the observations, 142 species representing 35 families of birds were noted. This includes 17 species of waterfowl and 36 species of shore- birds. Approximately 50 species (35 percent) were observed during all four surveys, indicating a significant avifaunal component present during the breeding season. Some species, such as the mallard and red-winged blackbird, were abundant throughout the study period. Other species were signifi- cantly more abundant during one or more surveys. For example, the gadwall, American coot, and cliff swallow were abundant during the May survey. The black-necked stilt, American avocet, and western sandpiper were abundant during the July survey. Western sandpiper was the most common spe- cies during August with 2,018 individuals recorded. One federally-designated Endangered species, the California least tern, was noted during all four surveys. Although none of the 49 individuals observed during the May survey exhibited signs of nesting activity, juvenile least terns were noted with adults during the July survey. In general, the number of breeding pairs initially appears to be lower than in past years. The state-designated endangered species, Belding's savannah sparrow, was also noted during all four surveys. The number of individuals was initially high, i.e., 83 birds during the 10-2 LATlH/d.501 -DRAFT- first survey. During the second through fourth surveys, the individuals observed varied between 33 and 23 birds. Twenty breeding pairs were recorded during the 1977 survey of Batiquitos Lagoon conducted by the CDFG. SUMMARY The avifaunal surveys have encompassed only 4 months to date, Additional data will be required before appropriate analyses can occur. Bird use fluctuates with seasonality. The California least tern and the Belding's savannah sparrow have been observed utilizing lagoon habitats. LATlH/d.501 10-3LATlH/d.501 Table 10-1 BATIQUITOS LAGOON BIRD SURVEYS 1987-1988 Abundance 5/1/87 6/5/87 7/17/87 8/28/87 PODICIPEDIDAE - GREBES Podilymbus podiceps pied-billed grebe Podiceps nigricollis eared grebe Aechmophorus occidentalis western grebe Aechmophorus clarkii Clark's grebe Aechmophorus sp. Clark's or western grebe PELECANIDAE- PELICANS Pelecanus occidentalis brown pelican PHALACROCORACIDAE - CORMORANTS Phalacrocorax auritus double-crested cormorant ARDEIDAE - HERONS Botaurus lentiginosus American bittern Ixobrychus exilis least bittern Ardea herodias great blue heron Casmerodius albus great egret Egretta thula snowy egret Butorides striatus green-backed heron Nycticorax nycticorax black-crowned night-heron THRESKIORNlTfflDAE - IBISES Plegadis ehihi white-faced ibis 51 71 8 5 4 8 6 4 3 3 1 14 1 1 2 3 31 109 4 6 1 6 3 32 2 3 — 3 2 21 1 » — 3 2 48 2 _ 32 25 07870BOH 10-4 Abundance 5/1/87 6/5/87 7/17/87 8/28/87 ANATIDAE - WATERFOWL Branta bernicla brant Anas crecca green-winged teal Anas platyrhynchos mallard Anas acuta northern pintail Anas discors blue-winged teal Anas oyanoptera cinnamon teal Anas clypeata northern shoveler Anas strepera gadwall Anas strepera x A. platyrhynchos gad wall/ mallard hybrid Anas americana American wigeon Aythya americana redhead Aythya collaris ring-necked duck Aythya affinis lesser scaup Melanitta perspicillata surf scoter Bucephala albeola bufflehead Mergus serrator red-breasted merganser Oxyura jamaicensis ruddy duck ACCIPITRIDAE - HAWKS Elanus caeruleus black-shouldered kite Circus cyaneus northern harrier Buteo lineatus red-shouldered hawk Buteo jamaicensis red-tailed hawk 1 12 252 3 5 219 3 426 1 7 75 2 7 8 11 682 107 2 47 43 125 17 1 155 32 65 10 18 10 11 28 3 21 17 4 3 1 2 1 2 2 3 2 07870B01f 10-5 Abundance 5/1/87 6/5/87 7/17/87 8/28/27 FALCONIDAE - FALCONS Falco sparverius American kestrel 1111 PHASIANIDAE - PHEASANTS & QUAILS Callipepla californica California quail 2 20 55 20 RALLIDAE - RAILS & GALLINULES Rallus limicola Virginia rail 5223 Porzana Carolina sora 4 - - 1 Gallinula chloropus common moorhen 2 5 2 Fulica americana American coot 901 125 49 58 CHARADRHDAE - PLOVERS Pluvialis squatarola black-bellied plover - 4 1 7 Charadrius alexandrinus snowy plover - 10 47 43 Charadrius semipalmatus semipalmated plover 3 26 90 52 Charadrius vociferus killdeer 30 40 36 22 RECURVIROSTRIDAE - STILTS & AVOCETS Himantopus mexicanus black-necked stilt 62 103 338 153 Recurvirostra americana American avocet 14 113 485 22 SCOLOPACIDAE - SANDPIPERS Tringa melanoleuca greater yellowlegs 2 7 14 6 Tringa flavipes lesser yellowlegs 1 - 6 13 07870B01f 10~6 Abundance 5/1/87 6/5/87 7/17/87 8/28/27 SCOLOPACIDAE - SANDPIPERS (continued) Catoptrophorus semipalmatus willet 1 - 6 17 Actitis macularia spotted sandpiper 3133 Numenius phaeopus whimbrel 1 10 Numenius americanus long-billed curlew 1 Litnosa fedoa marbled godwit 3 20 16 17 Arenaria interpres ruddy turnstone 2 1 Calidris canutus red knot 16 Calidris alba sanderling 6 - - 120 Calidris mauri western sandpiper 4 - 1,751 2,018 Calidris minutilla least sandpiper 2 - 107 339 Calidris bairdii Baird's sandpiper 1 Limnodromus griseus short-billed dowitcher 1 - 145 23 Limnodromus scolopaceus long-billed dowitcher 69 - 6 1 Limnodromus sp. dowitcher 12 Phalaropus tricolor Wilson's phalarope 1 2 63 66 Phalaropus lobatus red-necked phalarope 45 LARIDAE - GULLS, TERNS & SKIMMERS Larus Philadelphia Bonaparte's gull 3 Larus delawarensis ring-billed gull 21 6 81 7 Larus californicus California gull 19 27 4 5 Larus occidentalis western gull 4 41 6 Sterna caspia Caspian tern 4 7 11 8 Sterna maxima royal tern 1 07870B01f 10~7 Abundance 5/1/87 6/5/87 7/17/87 8/28/27 LARIDAE - GULLS, TERNS & SKIMMERS (continued) Sterna elegans elegant tern 1 Sterna hirundo common tern 1 Sterna forsteri Forster's tern 59 27 7 23 Sterna antillarum least tern 49 17 29 24 Chlidonias niger black tern 1 Rynchops niger black skimmer 2 1 COLDMBIDAE - PIGEONS & DOVES Columba livia rock dove 1 9 7 55 Streptopelia chinensis spotted dove - - 2 . - Zenaida macroura mourning dove 17 14 19 37 TYTONIDAE - BARN-OWLS Tyto alba common barn-owl 1 CUCULIDAE - CUCKOOS & ROADRUNNERS Geococcyx californianus greater roadrunner 1 APODIDAE - SWIFTS Chaetura vauxi Vaux's swift 57 Aeronautes saxatalis white-throated swift 1 TROCfflLIDAE - HUMMINGBIRDS Archilochus alexandri black-chinned hummingbird 1 - 4 Calypte anna Anna's hummingbird 9 13 19 15 Calypte costae Costa's hummingbird 2 07870B01f 10~8 Abundance 5/1/87 6/5/87 7/17/87 8/28/27 TROCfflLIDAE - HUMMINGBIRDS (continued) Selasphorus, sp. rufous/Allen's hummingbird 4 ALCEDINIDAE - KINGFISHERS Ceryle ale yon belted kingfisher 2 - - 2 PICIDAE - WOODPECKERS Picoides nuttallii Nuttall's woodpecker 3 3 2 Picoides pubescens downy woodpecker - 1 1 1 Colaptes auratus northern flicker - - 2 TYRANNIDAE - TYRANT FLYCATCHERS Contopus sordidulus western wood-pewee 1 Empidonax difficilis western flycatcher 2 Sayornis nigricans black phoebe 8 30 17 24 Myiarchus cinerascens ash-throated flycatcher 1 1 Tyrannus vociferans Cassin's kingbird 1332 Tyrannus verticalis western kingbird 10 Tyrannus sp. kingbird - 1 - - fflRUNDINlDAE - SWALLOWS Tachyeineta bicolor tree swallow 1-52 Tachycineta thalassina violet-green swallow 1 Stelgidopteryx serripennis northern rough-winged swallow 856- Riparia riparia bank swallow - - 1 - Hirundo pyrrhonota cliff swallow 400 219 98 2 Hirundo rustica barn swallow 12 - - 3 07870B01f 10~9 Abundance 5/1/87 6/5/87 7/17/87 8/28/27 CORVIDAE - JAYS & CROWS Aphelocoma coerulescens scrub jay Corvus brachyrhynchos American crow Corvus corax common raven AEGITHALIDAE - BUSHTITS Psaltriparus minimus bushtit TROGLODYTIDAE - WRENS Troglodytes aedon house wren Thryomanes bewickii Bewick's wren Cistothorus palustris marsh wren 1 3 1 64 1 47 4 6 3 112 53 14 7 2 176 37 40 5 3 47 MUSCICAPIDAE - KINGLETS, GNATCATCHERS, THRUSHES & BABBLERS Polioptila melanura black-tailed gnatcatcher Chamaea fasciata wrentit MIMIDAE - THRASHERS Mimus polyglottos northern mockingbird Toxostoma redivivum California thrasher PTILOGONATIDAE - SILKY-FLYCATCHERS Phainopepla nitens phainopepla LANHDAE - SHRIKES Lanius ludovie i anus loggerhead shrike 3 2 2 7 6 6 5 5 07870B01f 10-10 Abundance 5/1/87 6/5/87 7/17/87 8/28/27 STURNIDAE - STARLINGS Sturnus vulgaris European starling 18 VIREONIDAE - V1REOS warbling vireo 1 EMBERIZIDAE - WOOD WARBLERS, TANAGERS, BUNTINGS & BLACKBIRDS Vermivora celata orange-crowned warbler Geothlypis trichas common yellowthroat Wilsonia pusilla Wilson's warbler Pheucticus melanocephalus black-headed grosbeak Guiraca caerulea blue grosbeak Pipilo erythrophthalmus rufous-sided towhee Pipilo fuscus brown towhee Passerella breweri Brewer's sparrow Passerculus sandwichensis savannah sparrow Passerculus sandwichensis beldingi Belding's savannah sparrow Melospiza melodia song sparrow Agelaius phoeniceus red-winged blackbird Agelaius tricolor tricolored blackbird Sturnella neglecta western meadowlark Euphagus cyanocephalus Brewer's blackbird Molothrus ater brown-headed cowbird Icterus cucullatus hooded oriole Icterus galbula northern oriole 1 37 2 1 1 6 83 121 210 6 1 2 89 10 3 6 15 33 114 94 25 8 3 24 66 2 1 10 26 124 232 10 2 50 3 2 4 1 11 29 180 103 07870B01f 10-11 Abundance 5/1/87 6/5/87 7/17/87 8/28/27 FRINGILLIDAE - FINCHES Carpodacus mexicanus house finch Carduelis psaltria lesser goldfinch Carduelis tristis American goldfinch 67 8 14 113 31 15 116 19 2 158 11 _ TOTALS (species/individuals):97/4539 89/2044 87/4511 95/4531 07870B01f 10-12 -DRAFT- Section 11 EXISTING DATA INTRODUCTION/OBJECTIVE There has been a wealth of information written over the years on Batiquitos Lagoon in the form of studies, investigations, documentation, analysis and opinions. The objective of this task is to compile and use as much of that information as possible in the preparation of the Batiquitos Lagoon Enhancement Project. METHODOLOGY Information has been received through contacting a variety of sources, including: City of Carlsbad, County of San Diego, Port of Los Angeles, regulatory agencies, property owners around the lagoon, Scripps Institute and libraries. FINDINGS AND CONCLUSIONS Following is a list of existing information obtained specific to the Batiquitos Lagoon area. Other information used, of a general nature, is referenced in the particular task sections. o "Batiquitos Lagoon Enhancement Plan Draft," by the California State Coastal Conservancy, 1986. o "Balanced Equilibrium Tidal Plan for Batiquitos Lagoon," by Scott Jenkins and David Skelly, 1986. LAT1F/045 11-1 -DRAFT- o "Review of Coastal and Hydrodynamic Analysis of the Batiquitos Lagoon Enhancement Plan," prepared by Lyndell Hales, U.S. Army Engineering Waterways Experiment Station, 1986. o "Beach Sand Level Measurements, Oceanside and Carlsbad, CA," by Waldorf, Flick and Hicks, 1983. o "Flood Plain Information, San Marcos Creek," prepared for San Diego County by Corps of Engineers, Los Angeles District. o "Standard Design Criteria for the Design of Public Works Improvements in the City of Carlsbad," 1984. o Water Quality Information during the years 1979 through 1983 from 3 stations in Batiquitos Lagoon and one station in Aqua Hedionda. Information includes Total Nitrogen, Total Inorganic Nitrogen, Total Phosphates, Chlorophyll, Total Dissolved Solids, Turbidity and Algae. Data was obtained from the San Diego Regional Water Quality Control Board. o "Batiquitos Lagoon Tidal Dynamics Study," by Jenkins, Skelly and Wasyl, 1985. o Streamflow Estimates into Batiquitos Lagoon from the San Diego County Flood Control Office, 1987. o Regional Water Quality Control Board data for the Encino Outfall, 1987. o Plan of 12,000 volt, 3 phase line across Batiquitos Lagoon from San Diego Gas & Electric. LAT1F/045 11-2 -DRAFT- o Verbal information on high perssure gas line from Southern California Gas Company. o Interstate 5 bridge drawings 57459-1 through -5, -8, and -12, dated 1963, from Caltrans San Diego Office. o "A Citywide Traffic Impact Mitigation Fee Study for the City of Carlsbad," by Barton-Aschman Associates, Inc., May 1987. o Old Highway 101 Bridge Drawings #114 and #115, from San Diego County Bridge Division (formerly Caltrans drawings). o Topographic map of Batiquitos Lagoon west of 1-5 by O'Day Consultants, 1984. o Topographic maps of Batiquitos Lagoon east of 1-5 by VTN Consultants, 1985. o "Investigation of Lagoon Sediment Characteristics, Proposed Weir Area and Sediment Basin, Batiquitos Lagoon," prepared for HPI Development Company by Shepardson Engineering Associates, 1985. o "Soil Test Boring Logs, Grain Size Distribution Data, Batiquitos Lagoon," prepared for Sammis Properties by Woodward-Clyde Consultants, 1985. o Record of Survey Map: 10774 1 of 8 10774 4 of 8 10774 5 of 8 RS 1796-65 10 of 11 RS 1800-1 17 of 128 RS 1800-1 18 of 128 LAT1F/045 11-3 -DRAFT- CD Storm Drain Plans - Batiquitos Drive, Drawing #227-2 (6 sheets) from City of Carlsbad. o Master Drainage Plan, Drawing #200-10, Sheets 14-17, from City of Carlsbad. o Rancho La Costa Sewer Drawing #181-5 (12 sheets) from City of Carlsbad. o Sewer Facilities - City of Carlsbad, Drawing #163-4 (10 sheets) from the City of Carlsbad. o Plans for Construction on La Costa Avenue, Drawing #132-2 (11 sheets) from City of Carlsbad. o Survey monument data surrounding the lagoon from San Diego County Survey records. o Survey benchmark locations and elevations (for Tekmarine) from O'Day Consultants and National Ocean Survey, Tidal Datum Station. o "Oceanside Littoral Cell Preliminary Sediment Budget," prepared for U.S. Army Corps of Engineers, Los Angeles District by Tekmarine, 1987. o "Coastal Processes Study of the Oceanside, California Littoral Cell," by Lyndell Hales, U.S. Army WES, Misc. Paper H-78-8, 1978. o "Santa Ana River Study," Simons Li Technical Report to U.S. Army Corps of Engineers, Los Angeles District, 1986. o Tide and current data from National Ocean Survey Tidal Datum Stations and NOAA Tide Tables, 1987. LAT1F/045 11-4 -D. .FT- SUMMARY The process of researching available existing information has turned up many documents and drawings that have provided valuable input to the project. LAT1F/045 LAT1F/045 11-5