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HomeMy WebLinkAbout91-403; Sewer Replacement; Sewer Replacement; 1998-01-03I •—1 a D 13 (73 00 CJ o o ON < V) O in ^ r ^ OO m m d o • o 6 ^ M-1 ^ ^ ^ o ^ U CM o 5 s o o o t < 00 o o •| o T3 >^ G i OO o ON o w w o ^ y ffi i H ?r" ^ c/3 U I J I J t J L. Jl L_JI l_JI l~J L-Ji m mi ^1 I 2 "I m m MS m Ml REPORT MH GEOTECHNICAL INVESTIGATION VISTA/CAPILSBAD INTERCEPTOR SEWER REPLACEMENT AND SOUTH CARLSBAD VILLAGE STORM DRAESf PROJECTS CARLSBAD, CALIFORNIA Prepared for Carlsbad Municipal Water District 5950 El Camino Real Carlsbad, CA 92008 CMWD Project No. 91-403 City of Carlsbad Project No. 3538 Woodward-Clyde Project No. 9751028A-0007 January 30, 1998 Woodward-Clyde Pacific Center II, Suite 1000 1615 Murray Canyon Road San Diego, CA 92108-4314 619-294-9400 Fax: 619-293-7920 m m m m m m m m m m w m m m m m m Woodward-Clyde Engineering & sciences applied to the earth s its environment January 30, 1998 ilHW m Ms.KeUyJ.EfimofF,P.E. Carlsbad Municipal Water District 5950 El Camino Real Carlsbad, CA 92008 Subject: Geotechnical Investigation Vista/Carlsbad Interceptor Sewer Replacement Project and South Carlsbad Village Storm Drain Project Carlsbad, Califomia (CMWD Project No. 91-403 and City Project No. 3538) Woodward-Clyde Project No. 9751028A-0007 Dear Ms. Efimoff: Woodward-Clyde Intemational-Americas is pleased to provide the Carlsbad Municipal Water District (CMWD) the attached report which presents our geotechnical engineering design recommendations for the subject project. Our work has been performed in general accordance with the CMWD's Agreement dated August 12, 1997. The attached report presents discussions, conclusions, and recommendations pertaining to the geotechnical aspects of the design of proposed sewer and storm drain pipelines and ancillary features. If the CMWD or their subconsultants have any questions, or if we can be of fiirther service, please feel free to give us a call. Very truly yours, WOODWARD-CLYDE INTERNATIONAL-AMERICAS Proiect Meager Limje/smj Enclosure David L. Schug, CE. Associate Woodward-Clyde Consultants • A subsidiary of Woodward-Clyde Group, Inc. Sunroad Plaza 3, Suite 1000 - 1615 Murray Canyon Road • San Diego, California 92108 619-294-9400 • Fax 619-293-7920 W:\9751028AVD007-B-LDOC\3aJar\-98\SDG Ml IP m TABIE OF CONTENTS Ml m Section 1 Introduction 1-1 1.1 Sewer Replacement Project Description 1-1 1.2 Storm Drain Project Description 1-1 1.3 Purpose and Scope of Work 1-1 Section 2 Field Explorations 2-1 2.1 Site Reconnaissance, Work Plan, and Permits 2-1 2.2 Subsurface Explorations 2-1 2.2.1 Hollow-Stem Auger Borings 2-1 2.2.2 Cone Penetrometer Test Soimdings 2-2 2.3 Groundwater Sampling 2-3 2.4 Groundwater Pump Tests 2-3 2.4.1 Well Installation 2-3 2.4.2 Well Development 2-3 2.4.3 Aquifier Testing 2-4 2.4.4 Aquifier Tests Data Evaluation 2-5 2.4.5 Aquifier Testing Results 2-7 2.4.6 Discussion of Aquifier Testing Results 2-7 Section 3 Laboratory Testing 3-1 3.1 Geotechnical Testing 3-1 3.2 Analytical Testing 3-1 3.2.1 Groundwater Sample Analytical Results 3-1 3.2.2 Soil Sample Analytical Results 3-2 Section 4 Site, Soil, and Geologic Conditions 4-1 4.1 Surface Conditions 4-1 4.2 Geologic and Subsurface Conditions 4-1 4.2.1 Fill Soils 4-2 4.2.2 Terrace Deposits 4-2 4.2.3 Santiago Formation 4-4 4.3 Groundwater Conditions 4-4 4.3.1 Jefferson Street 4-5 4.3.2 Oak Avenue 4-5 4.3.3 Chestnut Avenue 4-5 4.3.4 NCTD Right-of-Way 4-6 4.4 Seismicity 4-6 4.4.1 Tectonic Setting 4-6 4.4.2 Faulting 4-6 4.4.3 Historical Seismicity 4-6 WloodwardClyde 9 W:\9751028A\0007-B-R, D0C\3O-Jan-96\SDG IP m IK il IP m •9 Pk IP m m m m m TABLE OF CONTENTS Section 5 Pipeline Design and Construction Considerations 5-1 5.1 General 5-1 ^m, 5.2 Geologic Hazards 5-1 ^ 5.2.1 Fault Rupture 5-1 5.2.2 Ground Motion 5-1 w 5.2.3 Liquefaction 5-2 M 5.2.4 Landslides 5-3 5.3 Cut and Cover Construction 5-3 5.3.1 Excavation 5-3 m 5.3.2 Construction Slopes 5-4 5.3.3 Shoring 5-5 5.3.4 Dewatering 5-7 • 5.3.5 Trench Bedding and Backfill Materials 5-10 ^ 5.3.6 Backfill Compaction 5-10 5.3.7 Trench Cutoffs 5-11 " 5.3.8 Pipe Loads 5-11 ^ 5.3.9 Erosion, Sediment and Drainage Control 5-12 5.3.10 Pavement Restoration 5-12 5.4 Microtunnelling and Pipe Jacking 5-13 —( 5.4.1 Anticipated Microtunnelling and Pipe Jacking Areas 5-13 ^ 5.4.2 Anticipated Ground Conditions and Behavior 5-13 5.4.3 Applicable Tunnel Excavation Methods 5-14 5.4.4 Frictional Resistance 5-16 H 5.4.5 Tunnel Muck Disposal 5-16 5.4.6 Settlement Estimates 5-16 *" 5.4.7 Shaft Construction 5-17 5.4.8 Jacking Pipe Design Considerations 5-18 5.4.9 Instrumentation and Monitoring 5-18 5.5 Inlets and Access Holes 5-19 5.5.1 Foundation Preparation 5-19 ^ 5.5.2 Lateral Earth Pressures 5-20 5.5.3 Backfill Recommendations 5-20 5.5.4 Storm Drain Slope Anchors and Outlet Headwali 5-21 ^ Section 6 Uncertainty and Limitations 6-1 _ Section 7 References... 7-1 Wbodwwd-Ctydtt 9 W:\975102eA\0007-B-R DOC\30.Jan-98\SDG 11 m m m m m m m pr m m pp •i m ih List Of Tables, Figures and Appendices •m Tables Table 1 Table 2 Table 3 Summary of Groundwater Analytical Testing Summary of Construction Dewatering Estimates CarlsbadA^ista Sewer/Storm Drain Categories of Ground Conditions For Soft Ground Tunnels Figures Figure 1 Figure 2 Figure 3 Vicinity Map and Alignment Map Site Plan and Geologic Cross Section of Proposed Alignment Regional Fault and Epicenter Map Appendices Appendix A Appendix B Appendix C Appendix D Appendix E Soil Boring Logs CPT Soundings Geotechnical Laboratory Test Results Groundwater Dewatering Wells and Pump Test Results Analytical Groundwater and Soil Test Results Woodvrard-Clyde ^ W:\9751028A\0007-B-R.DOCV30-Jan-9B\SDG 111 m m m m m m PI ii PI V ML SECTIONONE IntroducUon This report presents the results of Woodward-Clyde International-Americas' (Woodward-Clyde) geotechnical investigation for the subject project located in Carlsbad, Califomia (Figure 1). This report has been prepared exclusively for Carlsbad Municipal Water District (CMWD), the City of Carlsbad (City), and their consultants for their use in evaluating the pipeline alignments and for project design. In addition, this report may be used by the contractor to develop a general understanding of the subsurface conditions that may affect construction but not a definitive representation of site conditions in areas not explored during our field investigations. For our study, we have discussed the project with Ms. Kelly Efimoff and Mr. Bill Plummer of the CMWD, Mr. Doug Helming of Helming Engineering, Inc., representing the City of Carlsbad engineering department. Mr. Terry Smith of Malcolm Pimie, Inc., Mr. Steve Smith of Earth Tech, Inc., and other members of the design team. We have also been provided with various project drawings and conceptual plans for our use. Woodward-Clyde has reviewed information including background data, geologic and topographic maps and reports, aerial photographs, geotechnical reports for nearby project sites, and pertinent Woodward-Clyde project files. 1.1 SEWER REPLACEMENT PROJECT DESCRIPTION The proposed sewer replacement pipeline will consist of approximately 2,700 lineal feet of 36-inch diameter pipeline along Jefferson Street, 3,500 lineal feet of 42-inch diameter pipeline along Jefferson Street and Oak Avenue, 5,700 lineal feet of 48-inch diameter pipeline along the North County Transit District (NCTD) right-of-way, and 1,750 lineal feet of 12-inch diameter pipeline along Chestnut Avenue (Figure 1). A total of 24 sewer access holes are planned. Sewer invert depths below grade will range from approximately 6 to 21 feet. We understand that there are not any pump stations planned and the sewer will connect to existing laterals and sewers. Specific components of the project may have changed since the issuance of this report. 1.2 STORM DRAIN PROJECT DESCRIPTION The proposed storm drain pipeline will consist of approximately 5,500 lineal feet of pipeline along the NCTD right-of-way, 700 lineal feet of pipeline along Oak Avenue and 1,750 lineal feet of pipeline along Chestnut Avenue (Figure 1). The storm drain may be constructed in the same trench as the sewer where the alignments are parallel. The storm drain pipe sizes are anticipated to range from 30 to 102 inches in diameter. Storm drain invert depths below grade will range from approximately 6 to 20 feet. The storm drain will ultimately flow into Agua Hedionda Lagoon. Specific components of the project may have changed since the issuance of this report. 1.3 PURPOSE AND SCOPE OF WORK The purpose of our geotechnical investigation is to provide geologic and geotechnical information pertaining to the design and construction of both proposed sewer and storm drain pipelines. WoOdwarcMIIydS ^ W:\9751028A\D007-B-R.DOC\30-Jarv98\SDG 1-1 ip m m m m IP w i n IP m m m m Mr )P SECTIONONE Introduction Our investigation addresses: Surface and subsurface conditions Groundwater conditions Geologic hazards Construction dewatering Preliminary groundwater contamination screening Soil corrosivity Remedial earthwork measures Excavation characteristics Temporary construction slopes Earthwork specifications Trench excavations and shoring Pipe loadings and settlements Pipe on slope stabilization measures Trenchless technology considerations Pavements m The discussions, conclusions and recommendations presented m this report are based on the information provided to us, results of our field explorations and laboratory testing, review of available information, geotechnical analyses, and professional judgment. WDodwanMSfyda ^ W.\9751028A\0007-B-R.DOC\30-Jan-96\SDG 1-2 HP Hi P IP MR m m m m m m m m HI m SECTIONTWO Field ExpleraUons 2.1 SITE RECONNAISSANCE, WORK PLAN, AND PERMITS Prior to the initiation of field activities, Woodward-Clyde personnel conducted a site reconnaissance of the proposed pipeline alignments to layout exploration locations and evaluate access. Woodward-Clyde prepared a work plan prior to the start of field activities for the project. The work plan described utility clearance measures, planned exploration locations, groundwater sampling, and other planning information. Traffic control plans, street encroachment permits, NCTD right-of-way access permission, and exploration permits were obtained prior to the start of the field activities. Field meetings were held with representatives of the City, NCTD, and local underground utility companies to discuss the areas to be investigated and to obtain clearance for the subsurface explorations. An undergroimd utility locating company was used to survey the exploration locations for the presence of underground utilities prior to performing field activities. In addition, a general geologic and geotechnical reconnaissance of the pipeline alignments and low elevation areas was performed from the southerly shores of Buena Vista Lagoon, around the coastal shoreline, and to the northerly shores of Agua Hedionda Lagoon. 2.2 SUBSURFACE EXPLORATIONS During the period fi-om August 18 to August 26, 1997, Woodward-Clyde conducted a subsurface investigation that included advancing 10 hollow-stem-auger soil borings, soil sampling, 23 cone penetrometer test (CPT) soundings, and in-situ groundwater sampling. All field activities were performed under the direction of a Woodward-Clyde engineer or geologist. Hollow-stem-auger soil borings and CPT soundings were advanced at approximately 300- to 500-foot intervals along the proposed pipeline alignments at the approximate locations indicated on Figure 2. To assess the presence of groundwater contamination along the proposed alignment, groundwater samples were collected from 6 of the 23 CPT soundings in areas of existing or potential groundwater contamination (e.g. service stations with documented hydrocarbon releases). Soil samples collected from the upper 6.5 feet of selected soil borings were also submitted for geochemical analysis to evaluate the presence of subsurface contaminants resulting from historical activities in the vicinity of the alignment. 2.2.1 Hoilow-Stem Auger Borings Ten hollow-stem auger borings (Borings B-2, -8, -11, -14, -17, -22, -24, -27, -30 and -33) were advanced at the approximate locations indicated on Figure 2. The borings are numbered sequentially with the CPTs. The borings were advanced between August 21 and 26, 1997, by Tri-County Drilling utilizing a CME-75HT drill rig equipped with 8'/2-inch diameter hollow- stem augers to depths ranging from 29.5 to 40.5 feet. Soil samples were collected from each boring. Drive samples were generally collected at about 5-foot intervals using a modified Califomia sampler with stainless-steel liner tubes. When very dense soils were encountered and collection of drive samples was not possible, soil samples were collected using a 5-foot-long NX coring system. In addition, bulk soil samples of representative materials were collected from WoCHlward-Ctyde 9 W:\9751028A\0007-B-R.DOC\30-Jan-9e\SDG 2-1 IP m m m m ?p pi IP pi Ml m m m m SECTIONTWO Field Explonuons selected soil borings. The soil borings were logged by a geologist in general accordance with ASTM D 2488. Soil samples were also monitored in the field for the presence of organic vapors using an organic vapor analyzer (OVA). All OVA readings were at a value of zero or one ppm. A descripfion of the soils encountered and specific sample intervals are presented on the boring logs in Appendix A. Relatively undisturbed soil samples retained for geochemical and geotechnical analysis were sealed by placing polyethylene caps over each end of the stainless-steel tube. Soil samples retained for geochemical analyses were placed in an insulated cooler with ice for transport to Pacific Treatment Analytical Services, Inc. in San Diego, California, for analyses. Woodward-Clyde chain-of-custody procedures were followed. Soil samples retained for geotechnical laboratory analyses were transported to the Woodward-Clyde Geotechnical Laboratory in San Diego. Soil samples will remain available for examination by the design teams and bidding contractors. Soil sampling equipment was decontaminated between uses by washing in an Alconox solution and rinsing twice with distilled water. Soil cuttings from the soil borings were placed into 55-gallon drums and transported to the CMWD Calaveras Treatment Plant in Carlsbad for temporary storage and disposal. Following the completion of drilling and sampling, the soil borings were backfilled with bentonite grout and/or hydrated bentonite chips. Soil borings advanced in the street were capped with asphalt to match the existing paving, and sealed with an asphaltic sealing compound. 2.2.2 Cone Penetrometer Test Soundings Twenty-tiiree CPT soundings (C-1, -3, -4, -6, -7, -9, -10, -12, -13, -15, -16, -18, -19, -20, -21, -23, -25, -26, -28, -29-31, -32 and -34) were advanced at the approximate locations indicated on Figure 2. The CPT soundings were advanced between August 18 and 21, 1997 by Gregg In Situ, Inc. utilizing a truck-mounted 20-ton capacity CPT rig. The CPT soundings were advanced to a predetermined target depth or to refusal conditions, whichever occurred first. The CPT soundings were advanced to depths ranging from 16 to 43 feet. Copies of the CPT soundings are provided in Appendix B. The CPT soundings provide a continuous record of in-situ resistance utilizing an electric piezocone. The piezocone measures soil bearing resistance at the cone tip, soil friction resistance along the cylindrical friction sleeve, and pore water pressure. These parameters can be used with empirical correlations to classify the soil types. However, the Soil Behavior Type (SBT) indicated in the right-hand column on the CPT soundings (Appendix B) has classified soils with cementation as slightly more fine-grained than what is indicated in grain size distribution tests performed on samples of soils from the borings. This condition may also be observed in overconsolidated soils. In this respect, information presented on the boring logs take precedence over the SBT descriptions on the CPT soundings. Holes below the ground surface created by the CPT soundings were backfilled by grouting from the bottom of the hole to the surface with a bentonite grout mix. CPT soundings advanced in the WaodWiamdyde © W;\9751028A\0007-B-R.DOC\30-Jan-9B\SDG 2-2 m m m m m m m m m m m m SECTIONTWO Held Explorations ^ Street were capped with asphalt to match the existing paving, and sealed with an asphaltic sealing compound. 2.3 GROUNDWATER SAMPLING In-situ groundwater samples were collected at 6 CPT soimding secondary locations (C-3, -6, -10, *. -16,-21 and -29) at depths approximately 2 to 3 feet below the estimated depth of groundwater. ^ Secondary locations are defined as immediately adjacent to the CPT location used for developing the stratagraphic subsurface profile. Upon reaching the desired groimdwater sampling depth, the outer sleeve of the unit was retracted to expose a PVC screen within the steel rods. When m sufficient groundwater had accumulated within the PVC screen, a water sample was collected using a teflon bailer (for filling sample containers for volatile organic compound analysis) or a peristaltic pump (for filling sample containers for non-volatile organic compound analysis). « Water samples were placed into laboratory supplied containers, labeled, and placed in an insulated cooler with ice for transport under chain-of-custody procedures. " 2.4 GROUNDWATER PUMP TESTS 2.4.1 Well Installation During the period from November 20 though November 24, 1997, eight groundwater monitoring « wells were installed in clusters of two (MW-llA/B, MW-18A/B, MW-22A/B, and MW-27A/B) w along the proposed alignment. Borings for the eight wells were drilled by West Hazmat Drilling using 10-inch-diameter hollow-stem-augers. In order to prevent soil from entering the augers during drilling, the lead auger was sealed with a wooden plug. Once the desired drilling depth m was achieved, the wooden plug was knocked out of the lead auger and the wells were installed inside the augers. ^ The wells were constructed of 4-inch diameter Schedule 40 PVC, slotted (0.010-inch) over the lower 20 feet in all eight wells, except well MW-27A which is slotted over the lower 25 feet. -m The annulus surrounding the well casing was backfilled with No. 2/16 Lonestar sand to a depth ^ approximately 1.5- to 2-feet above the top of the slotted section. Approximately 2.5 to 6.5 feet of medium-bentonite chips were placed above the sand filter pack. The bentonite was hydrated ^ with water after placement in the annulus of the borehole. The remainder of the borehole was mi filled with concrete, into which a traffic-rated well covers were set. Well construction details are provided on the boring logs and well construction diagrams included as Appendix D, and are summarized in Table D-1. m m 2.4.2 Well Development The eight wells were developed by West Hazmat Drilling by surging and bailing water from the screened interval of each well. The screened section of each well was surged for about 20 minutes, and then bailed for approximately 30 to 45 minutes when the water was relatively free of suspended sediment. Approximately 45 to 55 gallons of groundwater water was bailed from each well during development. WoodwarcLCIyde © W\975102eA\0007.B-R.DOC\30.Jan-9a«DG 2-3 PI IP m m P IK m m m m m m m m SECTIONTWO Held ExploraOons 2.4.3 Aquifier Testing 2.4.3.1 Step-Drawdown Tests Step drawdown tests were conducted in wells MW-1 lA, MW-18A, MW-22A and MW-27A on November 25 and 26, 1997. A Jacuzzi Sandhandler™ electric submersible pump was utilized for the tests and was set approximately one foot off the bottom of each well. The step-drawdown ^ tests were conducted to determine a sustainable discharge rate for the constant rate discharge tests. Well MW-llA was pumped at rates of 0.7 and 1.0 gallons per minute (gpm), MW-18A was pumped at rates of 1 and 2 gpm, MW-22A was pumped at rates of 3.1 and 5.5 gpm, and • MW-27 was pumped at rates of 1.1, 4.3, 7.0 and 10 gpm. Based on the results of the step • drawdown testing, a sustainable pumping rates of 0.70, 1.6, 5.1 and 7.1 gpm were selected for wells MW-1 lA, -18A, -22A and -27A, respectively. ^ Water levels were continuously monitored in the pumping well during pumping and recovery using an In-Situ^"^ 4-channel data logger connected to a pressure transducer placed above the pump inlet in each well. Manual measurements were also collected using an electronic water ^ level meter. Water discharge rates from the pimiping well were monitored using a flowmeter, bucket and a stopwatch. Water generated during each test was pumped into a temporary storage " tank located at each well cluster. m « 2.4.3.2 Constant Rate Discharge Tests •m Constant rate discharge tests were conducted during the period from December 1 to December 8, 1997 at each of the four well clusters to determine hydrogeologic characteristics along the • proposed pipeline alignment. The results of the tests were utilized to obtain preliminary • estimates of transmissivity, storativity and hydraulic conductivity for future pipeline construction purposes. Water generated during each test was pumped into a temporary storage tank located at each well cluster. Specific details of the testing conducted at each well cluster is discussed • below. ^ 2.4.3.2.1 Well Cluster MW-11A/B A submersible pump was placed approximately 1 foot off of the bottom of the well and the — constant rate test was started at 1015 hours on December 1, 1997. Pumping continued for 375 m minutes at an average rate of 0.70 gpm and concluded at 1630 hours when the pump was stopped. Recovery was monitored for 60 minutes, from 1630 to 1730 hours. During pumping ^ and recovery, water levels were monitored in the pumping well (MW-11 A) and an observation *• well (MW-1 IB) located 13.5 feet from the pumping well, using an In-Situ 4-channel data logger ^ connected to a pressure transducer placed in each well. *" 2.4.3.2.2 Well Cluster MW-18A/B A submersible pump was placed approximately 1 foot off of the bottom of the well and the m constant rate test was started at 0947 hours on December 4, 1997. Pumping continued for 403 minutes at an average rate of 1.63 gpm and concluded at 1630 hours when the pump was WtoodwardClyde © W;\9751028A\0007-B-R.DOC\30-Jan-98VSDG 2-4 PI 1* IR m m m m m m SECTIONTWO Field ExploraOons stopped. Recovery was monitored for 60 minutes, from 1630 to 1730 hours. During pumping and recovery, water levels were monitored in the pumping well (MW-18A) and an observation well (MW-18B) located 14 feet from the pumping well, using an In-Situ 4-channel data logger connected to a pressure transducer placed in each well. ma 2.4.3.2.3 Well Cluster MW-22A/B A submersible pump was placed approximately 1 foot off of the bottom of the well and the constant rate test was started at 0945 hours on December 2, 1997. Pumping continued for 405 minutes at an average rate of 5.16 gpm and concluded at 1630 hours when the pump was stopped. Recovery was monitored for 60 minutes, from 1630 to 1730 hours. During pumping and recovery, water levels were monitored in the pumping well (MW-22A) and an observation well (MW-22B) located 15.5 feet from the pumping well, using an In-Situ 4-channel data logger connected to a pressure transducer placed in each well. 2.4.3.2.4 Well Cluster MW-27A/B A submersible pump was placed approximately 1 foot off of the bottom of the well and the constant rate test was started at 0905 hours on December 8, 1997. Pimiping continued for 420 minutes at an average rate of 7.13 gpm and concluded at 1605 hours when the pump was stopped. Recovery was monitored for 60 minutes, from 1605 to 1705 hours. During pumping and recovery, water levels were monitored in the pumping well (MW-27A) and an observation well (MW-27B) located 15 feet from the pumping well, using an In-Situ 4-channel data logger connected to a pressure transducer placed in each well. m 2.4.4 Aquifier Tests Data Evaluation 2.4.4.1 Constant Rate Discharge Tests The constant rate discharge tests were analyzed using the AQTESOLV™ software package, Theis solution for the analysis of pumping tests conducted in an unconfined aquifer. The Theis equations are as follows: T = Q S = 4(71 )(s) 4(T)(t) uy K = 1 b Wbodward-Clyda 9 W:\975102eA\0007-B-R, DOC\30-Jan-98\SDG 2-5 m HI PI m m m m 90 m SECTIONTWO Field ExpleraUons where: T = Transmissivity (ft^/day) S = Storativity (unitiess) •* K = Hydraulic conductivity (ft/day) « b = saturated thickness of the aquifer (ft) •* r = distance from the observation well to the pumping well (ft) *- s = drawdown in the observation well (ft) *• t = time since pumping started (min) - Q = pumping rate in ft^/min « 7t = 3.14159... «• W(u) = Dimensionless drawdown from the Theis type curve *• 1/u = Dimensionless time from the Theis type curve A summary of the transmissivity, storativity and hydraulic conductivity values calculated are ^ presented in Table D-2. 2.4.4.2 Recovery Tests Theis's method of analysis of aquifer recovery test data (Kruseman and De Ridder, 1979) was used to calculate aquifer transmissivities from the data collected during step-drawdown and constant rate discharge aquifer testing during November and December 1997. Theis's method involves plotting the residual drawdown (s') of the water level in a well, following cessation of pumping, versus time since pumping started over time since pumping stopped (t/t') on a semi-log scale. A straight line of best fit is then drawn through a section ofthe data deemed most likely to relate to recovery of water level in the well associated with groundwater flow from the aquifer. The equation used to calculate transmissivity (T) is as follows: ^ ^ 2.30(Q) 471(6 s) where: T = aquifer transmissivity (m^/d) Q = groundwater discharge from the well (m^/d) 6s = the change in residual drawdown over one log cycle of t/t' of the line of best fit through the recovery test data. Recovery test data for wells MW-11 A, -18A, -22A and -27A included in Appendix D. •m Woodward^lyde 9 W\9751028A\0007-B-R,DOC\30-Jan-98\SDG 2-6 m m m m m m •fe m pr IP PI PI IP IP ill' NH SECTIONTWO Field ExpleraUons The hydraulic conductivity of the aquifer surrounding the monitoring wells may be estimated by dividing the calculated transmissivity by the thickness of saturated material penetrated by the well. Based on the mterpretations of recovery data, the calculated aquifer transmissivities and hydraulic conductivities are shown on Table D-2. 2.4.5 Aquifier Testing Results 2.4.5.1 Constant Rate Discharge Test Resuits Drawdown data collected from the four observation wells (MW-1 IB, -18B, -22B and -27B) were utilized in calculating transmissivity, storativity and hydraulic conductivity. Evaluation of the constant rate discharge test results using AQTESOLV™ indicated that transmissivities along the proposed pipeline alignment range from 25.4 to 99 m^/day, and storativity values range from 3.2 X 10"^ to 7.8 X lO''^. Hydraulic conductivities were calculated by dividing the transmissivity by the saturated thickness of the aquifer. For the purposes of our calculations, the saturated interval of the aquifer penetrated by the screened portion of the pumping wells was utilized as the saturated thickness. The saturated thicknesses used in the hydraulic conductivity calculations ranged from 16.8 feet (5.1 m) in well MW-22B to 23.4 feet (7.1 m) in well MW-27B. Calculated hydraulic conductivities ranged from 1.14 x 10' to 6.95 x 10' cm/sec. It should be noted that these calculated values are average values based on the thickness of the saturated sediments penetrated by the wells. Due to the widely variable depositional sequences encountered along the alignment, the heterogeneity of both the saturated terrace deposits and underling Santiago Fonnation, and the variation in the thickness and presence of the coarse materials encountered at some locations, it is possible that thin layers or lenses of higher permeability soils are contributing most of the water encountered during our investigation. Therefore, the pipeline construction contractor should be prepared for the potential of significantly higher transmissivities and hydraulic conductivities than those measured during this investigation. 2.4.5.2 Recovery Test Resuits Evaluation of recovery test data from both the step-drawdown and constant rate discharge tests in the pumping wells at each of the four well clusters indicated that transmissivity values ranged from 0.22 m /day in well MW-11A to 3.55 m /day in well MW-27A, and hydraulic conductivity values ranged from 4.94 x 10'^ cm/sec in well MW-1 lA to 5.89 x 10'^ cm/sec in well MW-27A. In general, transmissivities and hydraulic conductivities measured during recovery testing were one to two orders of magnitude lower than those measured during the constant rate discharge tests. 2.4.6 Discussion of Aquifier Testing Results There are limitations to the aquifer tests which must be considered. These include the following: • Due to the geometry of the subsurface system (depth the pipeline invert, depths to groundwater and thicknesses of geologic units) in which the aquifer tests were conducted, it was not possible to avoid the effects of partially penetrating wells. WoOChManMityd^ ^ W;\975102aA\0007-B-R.DOC\30-Jan-98\SDG 2-7 IP' Ml PI PI PI m m m m IP m m m SECTIONTWO Held Explorations mt Ml Pi • Project constraints did not allow for long-term pumping tests (24 to 72 hours) to be conducted. Pumping duration ranged from seven to eight hours at each of the four selected locations. • It is assumed that the surrounding aquifer conditions where aquifer tests were conducted are representative of conditions likely to be encountered during construction. • The transmissivities, storitivities and hydraulic conductivities calculated from the test results are average values within a possible range of values for soils in the saturated thickness of the aquifer material penetrated. The calculated transmissivities for each of the four monitoring clusters are in the range expected for the materials in which they have been constructed. However, drawdowns observed in the monitoring wells were typically inconsistent with drawdowns observed in the pumping wells, which may be related to well construction. It is possible that fine sand and/or silt from the formation has clogged or fouled the filter pack, thereby reducing hydraulic communication with the surrounding formation. Additionally, the pumping duration, and casing and storage effects observed in the data plots may lead to the overestimation of transmissivity and, subsequently, hydraulic conductivity. A comparison of the boring logs and the pumping test results suggest that the material at the contact between the terrace deposits and the Santiago Formations and/or thin sand lenses within the screened interval may be contributing a significant amount of water to the wells. Again, it should be noted that these aquifer test results provide average transmissivity, hydraulic conductivity and storativity values for the entire screened interval. WtocKtwanl^lyde # W:\9751028A\0007-B-R DOC\30-Jan-98\SDG 2-8 IP m m m m m m m m m m m m m m m SECTIONTHREE Laboratory Testing 3.1 GEOTECHNICAL TESTING Samples of subsurface materials obtained during the field explorations were retumed to Woodward-Clyde's geotechnical laboratory for further examination and testing. Soil testing included moisture content, density, grain size distribution, compaction, direct shear and unconfined strength, permeability, and corrosion potential. Testing was performed in accordance with applicable ASTM or other testing methods and procedures. Soil corrosivity potential testing included pH, electrical resistivity, water soluble sulfate and water soluble chloride tests. The soil corrosivity tests were performed by Clarkson Laboratory and Supply, Inc., of Chula Vista. The results of laboratory testing indicate that subsurface materials are moderate to fairly corrosive to metals. However, these materials may have a negligible attack rating for concrete. The strength of the soils was evaluated by considering the density and moisture content of the relatively undisturbed samples, the penetration resistance of the drive sampler, strength testing, and other empirical correlations between soil characteristics, physical properties, and CPT soundings. The results of geotechnical testing of soil samples are presented on the boring logs (Appendix A) and in Appendix C. 3.2 ANALYTICAL TESTING Soil and groundwater samples collected during this investigation were submitted for analyses to Pacific Treatment Analytical Services, Inc., a state-certified laboratory located in San Diego, Caiifomia. Soil and groundwater samples were analyzed for volatile organic compounds (VOCs) by EPA Method 8260, semi-volatile organic compounds (SVOCs) by EPA Method 8270, polychlorinated biphenyls (PCBs) by EPA Method 8080, and EPA Priority Pollutant Metals by EPA Method 6010/7000. Soil samples were also analyzed for total petroleum hydrocarbons (TPH), extended range, quantified as gasoline, diesel fuel and motor oil, by the Department of Health Services (DHS) leaking underground fiiel tank (LUFT) Method. Groundwater samples were also analyzed for total recoverable petroleum hydrocarbons (TRPH) by EPA Method 418.1. 3.2.1 Groundwater Sample Analytical Results Groundwater sample analytical results are summarized in Table 1. Groundwater sample analytical results indicate that TRPH, VOCs and PCBs were not detected in samples collected from the six CPT sounding locations. With the exception of 9 micrograms per liter (fig/l) bis(2- ethylhexyl)phthalate (trace concentration of a common lab contaminant) detected in the groundwater sample collected from CPT sounding C-3, SVOCs were not detected. Groundwater samples collected from CPT sounding locations C-6, -10, -16 and -29 contained chromium at concentrations ranging from 0.3 to 0.7 milligrams per liter (mg/1). Copper was detected at a concentration of 0.1 mg/1 in the groundwater sample collected from CPT sounding C-29. Groundwater samples collected from CPT soundings C-6, -16 and -29 contained lead at concentrations ranging from 0.1 to 0.2 mg/l. Groundwater samples collected from CPT soundings C-6, -10 and -16 contained nickel at concentrations ranging from 0.1 to 0.2 mg/1. Woodvmrd-ClydA 0 W:\975102aA\0007-B-R,DOC\30-Jar>-98\SDG 3-1 m m m m m m m m m m im m pk SECTIONTHREE Laboratory TesUng Groundwater samples collected from CPT soundings C-6, -10, -16 and -29 contained zinc at concentrations ranging from 0.3 to 0.8 mg/1. Mercury was detected in groimdwater samples collected from CPT soundings C-3, -6, -10, -16 and -29 at concentrations ranging from 0.0001 to 0.0009 mg/1. Selenium was detected in groundwater samples collected from CPT soundings C-3 and -16 at concentrations of 0.004 and 0.04 mg/1, respectively. No other metals were detected at the detection limits specified on the laboratory data sheets included in Appendix D. 3.2.2 Soil Sample Analytical Results Laboratory analytical results indicated that VOCs, SVOCs, PCBs and TPH were not detected in soil samples collected from Borings B-l 1, -14, -17 and -24. Soil samples collected from Borings B-2, -8, -22, -27, -30 and -33 were only analyzed for TPH and did not contain detectable concentrations. Soil samples collected from Borings B-11, -14, -17 and -24 contained chromium at concentrations ranging from 14 to 16 mg/kg. In addition, the soil sample collected from boring B-24 contained 12 mg/kg zinc. No other metals were detected at the detection limits specified on the laboratory data sheets included in Appendix D. %VoodW9rdClyda 9 W:\975102eAV0007-B-R.DOC\30-Jan-98VSDG 3-2 m mi m m PH IP |g IP PI m m m m m 'IM SECTIONFOUR Site, Soli, and Geologic CondlUons Our knowledge of the site conditions has been developed from a review of available information, area geology, pervious investigations in the vicinity, and the field and laboratory programs undertaken for this investigation. 4.1 SURFACE CONDITIONS The coastal area of Carlsbad between Buena Vista Lagoon and Agua Hedionda Lagoon is characterized by narrow sand and cobble beaches backed by seacliffs and moderate to steeply sloping coastal bluffs. A narrow linear ridge parallels the coastline immediately east of the bluff top with elevations ranging from +50 to -1-6O feet MSL. The east facing slopes of this ridge extend down to the NCTD right-of-way. Elevations along the NCTD right-of-way in Carlsbad area range from about +30 to +45 feet MSL. East of the NCTD right-of-way, the topography rises in a series of stepped terraces for several miles. Surface elevations along Jefferson Street in the project area range from +55 to + 69 feet MSL from south to north, respectively. Along Oak Avenue the elevations range from +40 to +55 from west to east, respectively. Along Chestnut Avenue elevations range from +43 to +60 from west to east, respectively. Along the NCTD right-of-way the elevations range from +5 to +44; the low point is located adjacent to Agua Hedionda Lagoon and 2 high points are located near Tamarack Avenue and at the terminus of Acacia Avenue. The project segments along Jefferson Street, Oak Avenue, and Chestnut Avenue are adjacent to residential and commercial properties and have significant street improvements, sidewalks, driveway entrances, above and below ground utilities, trees, and other surface features. The project segment along the NCTD right-of-way is basically undeveloped with the exception of NCTD railroad tracks and utilities. The majority of the ground surface is covered with sparse vegetation and localized debris. However, a narrow unlined drainage ditch is present along the east side of the right-of-way between Juniper Avenue and Oak Avenue in the project area. The east side of the southem end of the NCTD right-of-way steeply descends toward Agua Hedionda Lagoon. A concrete-lined V-shaped drainage ditch about 200 feet long with about 30 feet of elevation change currently exists in this area. Vegetation along the shoreline of Agua Hedionda Lagoon is relatively heavy. 4.2 GEOLOGIC AND SUBSURFACE CONDITIONS The geology of the Carlsbad area is dominated by Quatemary-age terrace deposits that have been deposited on wavecut platforms cut into Tertiary-age sedimentary deposits of the Santiago Formation. These terraces were formed as step-like benches cut by ancient seas and subsequently elevated above sea level. Once elevated above sea level, the wave-cut bench (abrasion platform) and overlying thin marine deposits collect non-marine sedimentary cover consisting primarily of sandy deposits. There are a series of progressively older and higher terrace surfaces benched into the Tertiary sedimentary deposits in the Carlsbad area. The lithology of the underlying Tertiary sedimentary deposits include sandstones (predominantely cemented sand) and siltstones (predominantely cemented silt) of the Santiago Formation. WoodwardClyifo © W:\9751028A\0007-B-R,DOC\30-Jan-9e\SDG 4-1 m. m PI il m IP PI m m SECTIONFOUR Site, Soli, and Geologic CondlUons For the purpose of site characterization, the subsurface materials encountered at the exploratory locations are categorized (in the order of increasing age) into three geologic units consisting of man-placed fill soils. Pleistocene-age terrace deposits, and Tertiary-age Santiago Formation. Each geologic unit can be distinguished by its origin or depositional character and has somewhat different compositional characteristics. These geologic units are described in the following paragraphs with generalized discussions pertaining to the site geology. A generalized geologic and groundwater profile is shown on Figure 2. 4.2.1 Fill Soils Fill soil encountered during the investigation generally consisted of dry to moist, loose to medium dense sandy soils with trace amounts of gravel. Fill soils were encountered in explorations C-1, B-2, B-11, C-32, B-33 and C-34 at deptiis ranging from 1 to 14 feet. Although significant thicknesses of fill soil were not encountered in most explorations along the proposed alignment, shallow fill soils are expected to be present at other locations along the proposed alignment. Additionally, existing roadways, the NCTD right-of-way, and backfilled underground utility easements having variably thick fill soils will likely intersect or run parallel with the proposed pipeline alignments. The depth and consistency of the fill soils may be expected to vary significantly depending on the amount of development or other man-made disturbance that has occurred at a particular location. The results of this investigation and observations of existing surface conditions suggest that fill soils are likely to consist of a wide variety of sandy to fine-grained material. Fill soils may have varying amounts of gravel and cobbles. Fill soils may range from loose to dense depending original method of placement in either City streets or the NCTD right-of-way. CPT tip resistance values range from 10 to 150 tsf for fill soils. Trenches excavated vertically in these fill soils may be considered unstable below depths of 2 to 3 feet. 4.2.2 Terrace Deposits Normiarine Pleistocene-age terrace deposits are found locally throughout the proposed pipeline alignments. The moist to wet, medium dense to very dense terrace deposits encountered during our field explorations are characterized as yellowish to reddish brown to light gray and olive, weakly to moderately cemented, silty to poorly graded medium to very fine sands. Terrace deposits are anticipated to depths ranging from 15 to 30 feet along the entire proposed alignment with the exception of the area adjacent to Agua Hedionda Lagoon where the thickness reduces to less than 10 feet (Figure 2). In general, tested upper portions ofthe terrace deposits (0 to 10-foot depths) have fine-grained contents (percent passing the No. 200 sieve) on the order of 15 to 25 percent. Although not encountered in our borings, these upper terrace deposits may also have localized areas of clayey sand. The tested lower portions of the terrace deposits (depths greater than 10 feet) have fine- grained contents ranging from 1 to 11 percent with the exception of sample B-l4-3 (at a depth of 11 feet) which have a 17 percent fine-grained content. The terrace deposits are not considered cohesive or very expansive based on their low fine-grained content. WoodwardCtyde © W:\9751 D2eA\0007.B-R.DOC\30-Jan-98VSDG 4-2 Mi IP W IP PI IK PI IP P «P IP P» m SECTIONFOUR Site. Soil and BeologiG CondlUons Terrace deposits may also have gravels in localized areas as revealed in Borings B-2, B-8, and B-22. Terrace deposit gravels were not observed in any other borings. However, observations during the field recoimaissance around the local lagoons and shoreline areas indicated that exposed lower contacts of the terrace deposits may have some basal gravels. Cobbles were not encountered in our borings. Nevertheless, cobbles were observed in the exposed contact between the terrace deposits and Santiago Formation in the near vertical cut slope along the west side of the NCTD right-of-way near Agua Hedionda Lagoon. However, for the most part, significant gravels and cobbles are not likely to be present along the geologic contact but should be anticipated in localized areas. Blow counts in the terrace deposits typically ranged from 15 to 52 blows per foot and generally increased with depth. However, observed terrace deposits in Boring B-33 near Agua Hedionda Lagoon had equivalent blow counts on the order of 11 to 17 blows per inch (134 to 200 blows per foot). From a blow count perspective, the terrace deposits may be considered medium dense to very dense. As noted in Section 2.2.2 of this report, the CPT soundings may typically classify overconsolidated sandy soils with cementation as slightly more fine-grained than what is indicated in grain size analyses of the soil samples. As a result, the indicated SBTs presented on the CPTs at depths corresponding to the terrace deposits also include silts and sandy silts. However, high silt content materials were not directly observed in the borings. In this respect, CPT tip resistance results may be considered indicative of the dry strength of the terrace deposits only. CPT tip resistance in the terrace deposits generally ranged from 50 to 500 tsf The majority of CPT tip resistance values were in excess of 100 tsf Moisture content and dry densities of the upper terrace deposits ranged from 4 to 17 percent and 99 to 112 pcf, respectively. Moisture content and dry densities of the lower terrace deposits ranged from 5 to 26 percent and 94 to 107 pcf, respectively. The results of 3 laboratory compaction tests indicated maximum dry densities of 127.5 to 135 pcf and optimum moisture contents of 9.5 to 7.5 percent, respectively. Based on these results, it appears that terrace deposits may be considered to be at less than 90 percent relative compaction and could be subject to fast raveling upon wetting and 10 to 15 percent volume shrinkage if recompacted. The terrace deposits contain higher percentages of clay and iron weathering products that enhance the apparent dry strength ofthe material. Saturated direct shear strength tests indicated peak intemal friction angles of 39 to 42 degrees and saturated cohesion intercepts of 0 to 200 psf In our opinion, a friction angle of 38 degrees and no cohesion may be used to characterize the terrace deposits for long-term engineering design purposes. However, these materials do exhibit variable dry strength from weak to moderate cementation which may be lost upon wetting. Based on empirical correlations t)etween grain size distribution and density, it is anticipated that the upper terrace deposits may have permeability values on the order of 10"^ to 10"^ cm/sec. Lower terrace deposits may have permeability values on the order of 10'^ to 10"^ cm/sec. More and less permeable materials may exist in the terrace deposits in localized zones. WoodWard-Clydo 9 W:\975i 02eA«»07-B-R.DOC\30-Jan-98\SDG 4-3 m P iPi m m m m m m m m m m m SECTIONFOUR site, Soil, and Geologic Conditions The results of pH and resistivity testing of terrace deposits indicate that these soils are moderate to fairly corrosive to metals. However, based on water soluble chloride and sulfate testing, these soils may have a negligible degree of attack on concrete stmctures. In our opinion, the upper and lower portions of the terrace deposits may be considered as medium and high quality feeder-beach nourishment fill material. Due to the predominant oxidized brownish colors of the terrace deposits, these soils may be less suitable for conventional beach fill constmction and therefore could be placed directly into the surf zone if desired. 4.2.3 Santiago Formation The Tertiary-age Santiago Formation was encountered to the maximum depth explored beneath the terrace deposits along the entire length of the proposed aligimient. The Santiago Formation encountered during our investigation generally consisted of interbedded, moist to wet, dense to very dense, weakly to moderately-cemented sandstone and hard siltstone. The observed Santiago Formation was predominately light gray and light brown in color with subtle shades of yellow and olive. Tested samples from the Santiago Formation have fine-grained contents on the order of 8 to 72 percent; typically, the formation has fine-grained contents of 15 to 50 percent which may be correlated silty to clayey sands. Our borings did not indicate the presence of gravel or cobbles in the Santiago Formation. Moisture contents and dry densities of the Santiago Formation ranged from 11 to 20 percent and 109 to 125 pcf, respectively, with the exception of sample B-30-9 (at a depth of 36 feet) which had a moisture content of 30 percent and dry density of 91 pcf In general, blow counts in the Santiago Formation were in excess of 100 blows per foot. However, the observed Santiago Formation in Boring B-2 had blow counts ranging from 71 to 87 blows per foot. Blow counts of 39 and 29 blows per foot were registered in Borings B-8 and B-30, respectively. From a blow count perspective, the Santiago Formation may be considered very dense. CPT soundings indicate stiff fine-grained materials and moderately to highly cemented sands in the Santiago Formation. Unconfined compressive strengths for 8 selected test samples ranged from 49 to 21,321 psf Only 2 of the tested samples had unconfined compressive strengths less than 5,000 psf. High strength concretions were not encountered on our borings, but may exist throughout the pipeline alignments in the Santiago Formation. Bcised on empirical correlations between grain size distribution and density, it is anticipated that the silty sands of the Santiago Formation have permeability values on the order of 10"^ to 7 6 8 10'cm/sec. Clayey sands have permeability values on the order of 10" to 10" cm/sec. More and less permeable materials may exist in localized zones. 4.3 GROUNDWATER CONDITIONS Groundwater was encountered at the time of drilling at depths ranging from 9 to 34 feet below ground surface in 9 of the 10 soil borings advanced along the proposed alignment. In general, groundwater was typically encountered within 10 to 15 feet of the ground surface and was encountered at greater depths approaching the northern (toward Buena Vista Lagoon) and southem (toward Agua Hedionda Lagoon) ends of the alignment. Groundwater conditions in the WoodMward^lyda # W:\9751028AV00O7-B-R. DOC\30-Jan-9e\SDG 4-4 m IP IP m m m m m m m m m m IP Iii IP SECTIONFOUR Site, Soli, and Geologic CondlUons coastal strip are characterized by frequent perched water zones just above and below the terrace contact with the Santiago Formation. Groundwater levels are thought to fluctuate significantly with seasonal rains, local irrigation practices, and site specific conditions. Based on our experience and on our review of previous borings and monitoring wells above the bluffs, we estimate groundwater levels typically to be within 5 to 10 feet above the terrace contact with the Santiago Formation. Groundwater conditions for specific segments of the alignment are summarized in the following paragraphs (also refer to Figure 2). We recommend that groundwater levels 5 feet higher than those shown in Figure 2 be used for design. 4.3.1 Jefferson Street Estimated groundwater depths along the Jefferson Street segment range from approximately 11.5 to 17.5 feet. Based on the surficial topography, groundwater is anticipated to flow to the northwest toward Buena Vista Lagoon between Station '90+00 (intersection of Laguna Drive and Jefferson Street) and 116+30 (northern end of the proposed alignment), and to the west-southwest toward the Pacific Ocean between Station 69+55 (intersection of Jefferson and Street and Oak Avenue) and Station 90+00. Estimated groundwater elevations over this segment ofthe aligmnent range from approximately +55 feet MSL at the northem end of the alignment to approximately +35 feet MSL near the intersection of Jefferson Street and Grand Avenue. 4.3.2 Oak Avenue Estimated groundwater depths along the Oak Avenue segment range from approximately 10.5 to 15.5 feet. Based on the surficial topography, groundwater flow is anticipated to the west-southwest toward the Pacific Ocean between Station 69+55 (intersection of Jefferson Street and Oak Avenue) and Station 56+00 (intersection of Oak Avenue and the NCTD right-of-way). Estimated groundwater elevations over this segment of the alignment range from approximately +40 feet MSL at the intersection of Jefferson Street and Oak Avenue to approximately +30 feet MSL at the intersection of Oak Avenue and the NCTD right-of-way. 4.3.3 Chestnut Avenue Estimated groundwater depths along the Chestnut Avenue segment range from approximately 5 to 13.5 feet. Based on the surficial topography, groundwater is anticipated to flow to the west toward the Pacific Ocean between Station 18+00 (intersection of Chestnut Avenue and Harding Street) and Station 0+00 (intersection of Chestnut Avenue and the NCTD right-of-way). Estimated groundwater elevations over this segment of the alignment range from approximately +46 feet MSL near the intersection of Chestnut Avenue and Harding Street to +33 feet MSL at the intersection of Chestnut Avenue and the NCTD right-of-way. ' Alignment stationing referenced in this report and Figure 2 are based on preliminary stationing presented on the plans entitled "Vista/Carlsbad Interceptor Phase III," prepared by Wilson Engineering, dated January 25, 1991. WOOdwardClyda ^ W.\975102BA\0007-B-R.DOC\30-Jan-9e\SDG 4-5 PI m m m P m m m m SECTIONFOUR site. Soil and Goologlc Conditions 4.3.4 NCTD Right-of-Way Estimated groundwater depths along the NCTD right-of-way segment range from approximately 9 to 30 feet. Based on the surficial topography, groundwater is anticipated to flow to the west-southwest toward the Pacific Ocean between Station 56+00 (intersection of Oak Avenue and the NCTD right-of-way Drive and Jefferson Street) and 15+75 (intersection of the NCTD right-of-way and Tamarack Avenue), and to the southwest-south toward Agua Hedionda Lagoon between Station 15+75 and Station 0+00 (southem end ofthe proposed alignment). Estimated groundwater elevations over this segment of the alignment range from +33 feet MSL at the intersection of Chestnut Avenue and the NCTD right-of-way to approximately +5 feet MSL at the southem end of the alignment. Tidal fluctuations will influence groundwater elevations at the proposed storm drain outlet headwali location. 4.4 SEISMICITY 4.4.1 Tectonic Setting The tectonic setting of the San Diego County area is influenced by cmstal plate boundary interaction between the Pacific and North American lithospheric plates. This cmstal interaction occurs along a broad zone of northwest-trending, predominantly right-slip faults that span the width of the Peninsular Ranges and extend offshore into the Califomia Continental Borderland Province west of Califomia and northem Baja Califomia. At the latitude of Carlsbad, this zone extends from the San Clemente fault zone, located approximately 60 miles southwest of Carlsbad to the San Andreas fault, located about 70 miles northeast of Carlsbad. 4.4.2 Faulting The nearest active fault to the project area is the Rose Canyon-Offshore Zone of Deformation (OZD)-Newport Inglewood fault zone which has been located offshore approximately 3 to 4 miles based on marine geophysical surveys. The active Coronado Bank and San Diego Trough faults are located fiirther offshore at distances of approximately 20 miles and 30 miles, respectively. Approximately 25 miles to the northeast is the active Elsinore fault zone. Other more distant active faults capable of generating strong ground motions in the Carlsbad area include the San Jacinto and San Andreas faults to the east, the San Miguel-Vallecitos and the Agua Blanca faults to the south. Figure 3 presents the major regional faults of tectonic significance and earthquake epicentral locations for southem Califomia. 4.4.3 Historical Seismicity Historical seismicity of the Carlsbad area has been relatively low compared to other areas of southem Califomia and northwestem Baja Califomia, Mexico (Figure 3). Only a limited number of small earthquake events have been reported in the area during the period of instrumental record (since the early 1900s). Local earthquake epicenters that have been interpreted to be associated with the Rose Canyon-OZD fault zone include a series of small-to-moderate Woodward-Clyde © W:\975102BA\0007-B-R,DOCV30-Jan-98\SDG 4-6 m w m m m SECTIONFOUR SIto. Soil and Geologic Conditions earthquakes in July of 1985. The largest event reported at that time was a Magnitude 4.2 and was generally centered within San Diego Bay. A similar series of earthquakes in coastal San Diego County occurred in 1964. In contrast, the surrounding region of southem Califomia and northwestem Baja Califomia, Mexico have had a higher rate and intensity of seismic activity. Many moderate-to-large earthquakes have occurred within the region during the last 50 to 100 years. Specifically, the San Jacinto and San Miguel faults have been the sources of significant historic earthquakes. Other major active faults that have produced recurring earthquakes having a magnitude greater than 4.0 are the Elsinore fault zone and the Coronado Bank fault zone, which are mapped approximately 25 miles northeast and 20 miles southwest (offshore), respectively. An earthquake with an estimated Magnitude 6.5 occurred several miles offshore of Carlsbad and Encinitas in 1800. However, the magnitude, location and source are uncertain. WfoodwanMlyda W:\975102aA\0007-B-R. DOC\3(KJan-98«DG 4-7 m m m m m m m li IP m m Mt ii m SECTIONSIX Uncertainty and Limitations m We have observed a limited portion of the subsurface and groundwater conditions in the proposed project areas. The recommendations made herein, except where specifically noted otherwise, are for design purposes and are based on the assumption that soil conditions do not deviate appreciably from those found during our field investigations. In particular, descriptions of subsurface materials and groundwater conditions are couched with emphasis on pertinent characterizations required for project analyses, design, and constmction. However, inherent variability of these conditions are possible. We recommend that our firm conduct a review of the project plans and specifications to verify that the intent of the design recommendations presented in this report have been properly interpreted and incorporated into the constmction documents. If variations or undesirable geotechnical conditions from these described in this report are encountered during constmction, we should be consulted for further recommendations. This report is intended for design purposes only and may not be sufficient to prepare an accurate bid. The contractor is encouraged to perform his own independent exploration and testing prior to the start of constmction. California, including Carlsbad, is an area of high seismic risk. It is generally considered economically unfeasible to design stmctures to resist earthquake loadings without damage. Proposed pipeline stmctures designed in accordance with our recommendations could experience limited distress/damage if subject to strong earthquake shaking. This firm does not practice or consult in the field of safety engineering. We do not direct the contractor's operations, and we cannot be responsible during constmction for the safety of personnel other than our own on the site; the safety of others is the responsibility ofthe contractor. The contractor should notify the owner if he considers any of the recommended actions presented herein to be unsafe. Professional judgments presented herein are based partly on our understanding of the proposed constmction, and partly on our general experience. Our engineering work and judgments rendered are consistent with current professional standards. We do not guarantee the performance of the project in any respect. Woodward-Clyde 0 W:\9751028A\0007-B-R,DOC\3O-Jan-98\SDG 6-1 MP m m m m m Mk IP HP m P m m m m IP m SECTIONFIVE Pipeline Design and Construction Considerations 5.1 GENERAL The following section provides discussions and recommendations regarding the design and constmction of the pipelines. We understand that conventional cut and cover constmction (trench constmction) may be used for much of the planned pipeline alignments. However, due to the presence of existing buried utilities, street and property improvements, vehicular and railroad traffic, noise, potential safety hazards, shallow groundwater conditions, potential subsurface contamination, public perceptions, social impacts, and other factors, pipeline constmction using trenchless technology may be considered wherever the conditions appear favorable. We anticipate that trenchless constmction will be utilized at crossings beneath Carlsbad Village Drive, Tamarack Avenue, and the railroad. Trenchless technology for pipeline installation includes microtimnelling, pipejacking, and conventional tunnelling. Each method of trenchless constmction has its own advantages and disadvantages. Trenchless methods can significantly reduce or eliminate the need for groundwater dewatering, soil stockpiling, shoring, trench backfill, pavement resurfacing, and dust control. Surface settlements and the effects of bad weather are also reduced. Use of trenchless technology also reduces the safety risk to the public by not having open trenches and by not having heavy equipment interfere with traffic flow. Pipeline installations greater than 3 feet in diameter or more than 10 feet deep using trenchless constmction methods are often very competitive with conventional cut and cover constmction. Installation of pipelines using trenchless methods typically can meet requirements for line and grade to within relatively tight tolerances. In any case, protection and restoration of existing improvements should be the responsibility ofthe contractor, in accordance with Section 7.9 of the Standard Specifications for Public Works Constmction (Green Book). We recommend that a contractor experienced in trenchless technology constmction be retained by the CMWD and the City during the final design process in order to evaluate the plans, specifications, and constmctibility prior to the project going out to bid. 5.2 GEOLOGIC HAZARDS 5.2.1 Fault Rupture Many northeast-trending faults are mapped along the north county coastal bluffs as described in Treiman (1993). Some of the more pronounced faults may extend inland some distance and potentially intersect the alignment. Our work has not included a site specific assessment of faulting inasmuch as none of these faults are reported to be "active." 5.2.2 Ground Motion The project area will likely be subject to moderate to severe ground shaking in response to a local or more distant large magnitude earthquake occurring during the life of the plarmed pipelines. Peak ground acceleration for pipeline design (if used) may be estimated from a deterministic assessment of probable ground motion generated from an earthquake occurring in the OZD. The maximum credible earthquake from the OZD has been estimated to be on the order W(MXlwnKM:iyd« 9 W:\975102SA\0007-B-R.DOC\30-Jan-9e\SDG 5-1 m m m m m m m m m UK m m m SECTIONFIVE Pipeline Design and Construction Considerations of Magnitude 7. This level of earthquake may generate a peak ground acceleration on the order of 0.5 to 0.6 g or greater. Similarly, the estimated maximum probable earthquake corresponding to a 10 percent chance of recurrence in 50 years has been estimated to generate a peak ground acceleration on the order of 0.3 to 0.4 g (Berger and Schug, 1991). The pipeline engineer should evaluate what seismic design procedures which are the most appropriate for the project. 5.2.3 Liquefaction Seismically induced soil liquefaction is a phenomenon in which loose to medium dense, saturated granular materials undergo matrix rearrangement, develop high pore water pressure, and lose shear strength due to cyclic ground vibrations induced by earthquakes or other means. This rearrangement and strength loss may be followed by a reduction in bulk volume. Manifestations of soil liquefaction can include loss of bearing capacity below foundations, surface settlements of level ground, and instability in areas of sloping ground. Soil liquefaction can also result in increased lateral and uplift pressures on buried stmctures. Light-weight or unrestrained buried stmctures may float upward to the ground surface if not properly restrained. Based on anticipated pipeline depths, groundwater elevations, and soil types and strength, ground motions, and other factors, we have made an evaluation of the soil liquefaction potential along the proposed pipeline alignments. The evaluation is based on empirical correlations with observations of liquefaction and non-liquefaction that have resulted from previous earthquakes. In our opinion, soils along the proposed pipeline alignments do not represent a significant liquefaction hazard. In our opinion, only one area within the project limits may be considered to have a liquefaction susceptibility potential. This area is at the southerly terminus of the proposed storm drain at Agua Hedionda Lagoon. Although no explorations were performed in this area due to physical access restrictions, it is our opinion that lagoon shoreline areas where the ground surface is below an elevation of about +5 feet MSL may be subject to soil liquefaction given the design ground motions. Soil liquefaction, if it were to occur, would likely manifest itself in localized ground subsidence and possible lateral spreading. We estimate that total surface settlements on the order of 1 to 2 inches may occur at the storm drain outfall end if the potentially liquefiable subsurface conditions are not mitigated. Displacements due to lateral spreading could be significantly greater but cannot be determined. These potential settlements may be reduced to a negligible amount if the subsurface conditions are improved. We recommend that the alluvial areas below the planned storm drain outfall be remediated with respect to soil liquefaction potential. Mitigation for these conditions should consist of overexcavation and recompaction of loose near surface sediments in this area. Conventional over excavation and recompaction consists of removing existing loose sediments and then placing these materials back as compacted fill or with gravel. The estimated depth of loose sediment removal is to an elevation of +0 feet MSL and 5 feet laterally away from the stmcture in all directions. The actual depth of soil removal should be determined in the field at the time of constmction. WoodwarcM^tydA 0 W:\9751038A\0007-B-R,DOC\3CWan-98\SDG 5-2 m m m m m m m m m SECTIONFIVE Pipeline Design and Construction Considerations Ml 5.2.4 Landslides Only one landslide has been identified near the proposed pipeline alignments. This landslide is located approximately 3,200 feet south of the sewer access hole at Station 0+00 along the east side of the access road embankment adjacent to the NCTD right-of-way. This landslide is approximately 50 feet long by 20 feet high. This landslide is not within the proposed pipeline alignments. The NCTD should be notified of this landslide condition prior to the start of constmction by either the City or CMWD. Repairs could be performed during constmction of the adjacent storm drain pipeline and outlet headwali. Recommendations for landslide repair are beyond the scope of this report, Woodward-Clyde can prepare a mitigation design, plans, and specifications for the landslide repair upon request. 5.3 CUT AND COVER CONSTRUCTION 5.3.1 Excavation Anticipated soil and excavation characteristics of materials along the proposed pipeline alignments are based on results from soil borings, CPT soundings, laboratory test data, and knowledge of the local soil conditions. These characteristics may vary somewhat within a given geologic unit. The majority of the excavations will be within the medium dense to very dense terrace deposits. Fill material was observed in some of the borings but were generally less than several feet in thickness except at the extreme northem and southem end of the project area. Excavated terrace deposit materials are likely to consist of silty to poorly graded sand with possibly some gravel and few cobbles. Materials excavated from the Santiago Formation are likely to be silty to clayey sands derived from the weakly to moderately cemented sandstone and siltstone. Localized zones of strong cementation and possible concretions can result in material which is more difficult to excavate. Occasional gravel and cobbles may be present in localized areas along the pipeline alignments, most likely just above the contact of the Santiago Formation. The handling of these materials typically depends upon the location and depth of excavation, in-situ subsurface conditions, and the type of excavation equipment chosen. The determination of the most appropriate method of handling such materials should be the sole responsibility of the contractor. Heavy duty excavators should be capable of excavating the fill, terrace deposits, and Santiago Formation soils along the alignment. Rock breakers or hoe rams may be required to excavate some localized zones. Anticipated ground conditions within the project area suggest that the excavations may stand without immediate support. Above the groundwater, these materials may stand for short to long periods of time. Excavations made in terrace deposits for the railroad adjacent to Buena Vista Lagoon and Agua Hedionda Lagoon indicate that nearly vertical slopes are possible. Excavations made below the groundwater (at or near the terrace deposits/Santiago Formation contact) may not stand without immediate support and there may be flowing sands into the excavation. To minimize extemal loads on a pipe installed in a trench or to provide uniform support, the width of trenches should be selected so that the minimum required clear space (at least 6 inches) VWoodward-Clydo 9 W:\9751028A\C»07-B-R,DOC\30-Jan-98\SDG 5-3 Pi mn m m •I m m m m tm m m Ik SECTIONFIVE PIpeHne Design and Construction Considerations is provided for on each side of the pipe. Greater lateral width may be required for access of manual compaction equipment. Since no changes to the existing ground surface along the pipeline alignments are plarmed, the net stress change in the underlying soils is considered negligible. Provided that temporary dewatering and excavation are properly performed during constmction, the majority of the native soils at the presently planned invert level along the pipeline alignments are expected capable of providing a stable trench bottom. However, loose materials of variable thickness may exist at the end of the storm drain outfall near Agua Hedionda Lagoon. Loose, soft, or disturbed soils exposed at the trench bottom should be removed and replaced with pipe bedding materials. The extent of these materials should be further evaluated, when and if exposed during constmction. The top of excavations shall be graded to prevent runoff from entering the excavation, wetting the soils, and eroding the excavated faces. Surcharge loads from vehicle parking and traffic or stockpile materials should be set back from the top of temporary excavation a horizontal distance equal to at least the depth of excavation. Even with the implementation of these recommendations, sloughing of the surface of temporary excavations may still occur, and workers should be adequately protected. 5.3.2 Construction Slopes We recommend that unbraced temporary constmction slopes along the NCTD right-of way be cut back at the following full height inclinations: Location Excavation Depth (feet) Slope inclination (liorizontai:vertical) South of Station 6+00 {Mostly Fill Soils) 0to5 1/2:1 South of Station 6+00 {Mostly Fill Soils) 5to10 3/4:1 South of Station 6+00 {Mostly Fill Soils) 10 to 15 1:1 South of Station 6+00 {Mostly Fill Soils) 15 to 20 1-1/2:1 South of Station 6+00 {Mostly Fill Soils) 20 to 25 2:1 North of Station 6+00 (Mostly Terrace Deposits) Oto 5 Vert cal North of Station 6+00 (Mostly Terrace Deposits) 5 to 10 1/2:1 North of Station 6+00 (Mostly Terrace Deposits) 10 to 15 3/4:1 North of Station 6+00 (Mostly Terrace Deposits) 15 to 20 1:1 North of Station 6+00 (Mostly Terrace Deposits) 20 to 25 1-1/2:1 In all cases, we recommend that top of slope for the trench excavation be located at least 20 feet away from the east rail ofthe railroad tracks. Temporary constmction slopes, as described above, are considered to have a factor of safety against failure in excess of 1.2 for dewatered static conditions. These slopes have not been analyzed for seismic conditions since they are only considered temporary. Woodward^lyda 9 W:\9751028A\OO07.B-R. DOC\30-Jan-9e\SDG 5-4 lil NH li m HP HI ii P m m m m SECTIONFIVE Pipeline Design and Construction Considerations We recommend that measures be taken during constmction of the storm drain outlet headwali adjacent to Agua Hedionda Lagoon to minimize any overexcavation of the embankment fill to the west (within the NCTD Right-of-Way). Constmction in this area should be as far away from the existing slope toe as possible. These recommendations are made with respect to avoid producing a pop-out landshde condition in this area as described in Section 5.2.4 of this report. The slope inclinations presented above are for planning and building purposes only. The contractor should perform his own evaluation of temporary constmction slope conditions which will provide safe working conditions. All temporary constmction slopes, including trenches for buried pipes and other utilities, should comply with local and Cal-OSHA safety guidelines. The top of all excavations shall be graded to prevent runoff from entering the excavation. It should be recognized that the safety of all temporary constmction slopes are the responsibility of the contractor. 5.3.3 Shoring We anticipate that nearly all excavations will require shoring. Limited constmction space and the need to avoid excessive community dismption dictate that a shored excavation would probably be required throughout the cut-and-cover alignments. Due to the presence of numerous existing buried pipes and underground conduits within the project area, interference with existing utilities may be encountered during shoring installation. Train loadings should be included in the lateral shoring pressures for areas within the NCTD right-of-way. While it may be possible to leave portions of the trench unshored for short time periods, the trenches will require shoring if persormel are to enter or work near them. Anticipated shoring systems include the following: • Trench boxes • Soldier piles with steel plate or wood lagging • Trench bracing (speed shoring) Tt should be considered that the ground may exhibit different behavior above and below the groundwater. In some conditions, trenches may be constmcted without shoring and without persormel entering or standing near the trench. This approach may be considered for very shallow excavations but is generally unsuitable for most of the proposed project situations. Trenches shallower than about 10 feet may be left unshored, at the contractor's accepted risk, provided that Cal-OSHA safety regulations are followed. However, unshored trenches may experience local instability due to adjacent fill soils within previously backfilled trenches. Lack of shoring support may also affect the adjacent buried utilities themselves. In this respect, existing adjacent buried utilities can be weakened or compromised by the slightest movements which can initiate cracking or other forms of distress which could accelerate long-term deterioration. Box shoring or trench shields may be suitable for some of the ground conditions anticipated within the project area, but these systems still require the ground to "stand up" prior to installing the shoring. Localized clean sand, loose zones or zones with groundwater seepage may not have WoodwardClyde © W:\9751028A\0007-B-R.DOC\30-Jan-98\SDG 5-5 m m m m m. W fa P SECTIONFIVE Pipeline Design and Construction Considerations sufficient stand up time. This would require that the trench shield be dropped as the excavations proceeds or that a shoring system such as soldier piles and lagging be installed as the excavation is made. We recommend that cantilever shoring systems which have suitable dewatered conditions be designed using a active equivalent fluid weight of 35 pcf We recommend that braced shoring systems which have suitable dewatered conditions be designed using a uniform lateral earth pressure of 20H psf where H is measured in feet. A passive equivalent fluid weight of 350 pcf and 150 pcf may be used for conditions above and below the groundwater table, respectively. A lateral loading of 400 psf for the first 10 feet below the level ground surface may be used to simulate heavy traffic (HS-20 tmck loading). All other surcharge loadings on the shoring system may be taken as an additional uniform lateral earth pressure of 0.4q where q if the vertical surcharge pressure. The upper 2 feet within the passive resistance zone should be neglected in the shoring system design calculations. We recommend that trenches and excavations be designed and constmcted in accordance with OSHA regulations. These regulations provide general trench sloping and shoring design parameters based on a description of the soil types encountered. Trenches should be designed by the contractor's engineer based on site-specific geotechnical analyses. We also recommend that if trenches are left unshored, persons be kept beyond a projection plane that the OSHA regulations establish as the safe slope angle. In addition, adjacent utility trenches can create instabilities if the natural soil between the trenches topples allowing the adjacent utility trench backfill to fail. These items should be considered for trench constmction. For planning purposes, we recommend that the following OSHA soil classifications be used: Soil Type OSHA Soil Classification im. Fill Soils TypeC im Terace Deposits Type B above groundwater Type C below groundwater mm Santiago Formation Type A above groundwater mm Type B below groundwater The classifications given above are for planning purposes only. The anticipated locations of these soil types may vary significantiy. Upon making the excavations, the soil classifications, influence of adjacent utilities, and excavation performance should be confirmed by the contractor's "Competent Person" in accordance with the OSHA regulations. Repair of damage caused by inadequate shoring should be the responsibility of the contractor. After pipeline constmction is complete, consideration should be given for removal of shoring without damaging the installed pipe or backfill. WoodwaKlClyde 0 W:\975102BA\0007-B-R.OOC\30-Jan-98\SDG 5-6 m m m W m Mk i i p 'il m m P m m m m m in SECTIONFIVE Pipeline Design and Construction Considerations 5.3.4 Dewatering 5.3.4.1 Genera/ Conditions Excavations are expected to require temporary dewatering during constmction. Groundwater levels should be drawn down by a dewatering system prior to excavation in order to mitigate the potential of soil piping, heaving or boiling at the bottom of trench excavation. Dewatering should be the sole responsibility of the contractor. The contractor should be responsible for designing and installing a system capable of lowering and maintaining depressed groundwater levels during constmction, and the overall monitoring of dewatering effects. Estimated dewatering rates, volumes, and equipment requirements should be determined by the contractor. Discharge of the pumped groundwater to Agua Hedionda Lagoon may require an NPDES permit; discharge to the existing sewer will require a permit from the Encina Wastewater Authority. If contaminated groimdwater is drawn into the dewatering system, other regulatory issues may be faced by the CMWD, City, and the contractor with respect to pre-treatment and discharge requirements. Depending upon the actual location and the time of year the constmction is taking place, shallow groundwater may be encountered above and below the currently planned invert along portions of the pipeline alignments. Areas requiring special dewatering consideration may be evaluated on a preliminary basis based on observed groundwater conditions indicated on Figure 2. In general, groundwater may be encountered as shallow perched water within about 5 to 10 feet above the contact between the terrace deposits and the Santiago Formation. Depending on the pipe invert elevation relative to the geologic contact, the quantity of groundwater to handle and the feasibility of aitemative methods of dewatering may vary significa^itly. The contractor will have several options for dewatering techniques, including the use of sumps, well points, and deep wells. Consideration should be made as to whether there are any nearby stmctures which may be subject to dewatering-induced settlement. For trenches where the pipe invert is less than about 2 to 3 feet below groundwater, or if the Santiago Formation is stable against the loss of fines, or if the soils encountered are of low permeability, sumping from within the trench (through a gravel bedding) may be a cost effective dewatering aitemative. Pumped wells or vacuum well points are suitable where larger quantities of groundwater must be dewatered (maximum drawdown of 5 to 15 feet). Widely spaced wells may not be effective in collecting shallow perched water above the Santiago Formation. Cutoff systems such as cement or chemical grout may inhibit the inflow of perched water into the excavation but may not be cost effective for the project. Use of vacuum and jet-eductor wellpoints may also be viable. The dewatering system will be the responsibility of the contractor and will require pipeline alignment specific information for proper design and constmction. Special consideration should be given to flowing ground conditions at the geologic contact. Based on observations of the presence of groundwater during our field investigation, it appears that dewatering may be necessary for significant portions of the proposed pipeline alignments. As a guideline, the pipelines should be designed to be above the geologic contact separating the terrace deposits from the Santiago Formation soils where ever possible. WtNMhwaitiChK'A © W:\9751028A\0O07-B-R,DOC\30-Jan-98\SDG 5-7 Ml MM w If ril HP li il m m m m m m m SECTIONFIVE Pipeline Design and Constmction Considerations It is anticipated that the terrace deposits and Santiago Formation will be sufficiently dense such that settlement due to dewatering should be minimal. In any event, the contractor should develop a settlement and crack monitoring plan for submittal and approval prior to dewatering. Measures to mitigate adverse effects resulting from settlement of soils should be the responsibility of the contractor. 5.3.4.2 Preliminary Dewatering Estimates The following preliminary dewatering estimates for the project are based on the results of our field explorations; groundwater monitoring well constmction and development, sampling and aquifer recovery tests; geotechnical laboratory testing; review of available site specific hydrogeologic information; and limited dewatering analyses. Although dewatering may be necessary over a significant portion of the alignment, our preliminary dewatering analyses were conducted for the 4 main areas along the proposed alignment where pumping tests were performed, and provide an overview of the conditions that may be encountered during constmction. These areas are as follows: • Intersection of Jefferson St. and Carlsbad Village Dr. (MW-11A/B) • Chestnut Avenue between Jefferson St. and Madison St. (MW-22A/B) • NCTD Right-of-Way at Walnut Ave. (MW-18A/B) • NCTD Right-of-Way at Hemlock Ave. (MW-27A/B) Excavations during constmction of these components of the project will extend below the groundwater table. It will be necessary to dewater these areas before excavations are made in order to reduce the possibility of soil instability and to provide a dry, firm working conditions. Following general constmction practice, we recommend depressing the groundwater to at least 5 feet below the lowest point of excavations. The groundwater must remain at such a level until adequate buiiding loads and integrated uplift resistance of the proposed stmctures to buoyant forces can be provided. There are two phases of site dewatering which control the regulated flow rates of pumping discharge. The first phase (Phase I) is to force a state of active groundwater table drawdown within the work area. The second phase (Phase II) is to maintain the level of drawdown during the required constmction period. Preliminary estimates of constmction dewatering discharge rates during Phase I for each of the 4 areas described above was performed. Phase II dewatering discharge rates for the project have been estimated using the closed-form Theis (Theim) equation for steady state flow to an equivalent single extraction well. In general, our modelling of Phase I dewatering involved making assumptions pertaining to: • Length and width of excavations • Amount of drawdown required WoodwardClyda © W:\975102eA«X)07-B-R.DOC\30-Jan-9e\SDG 5-8 m IM hi m m m m m ife SECTIONFIVE Pipeline Design and Constmction Considerations • Configuration of multiple extraction wells • Aquifer transmissivity variability • Storativity • Duration of active drawdown to required levels For our analyses, a duration of 5 days was assumed for the active drawdown period. However, depending on actual aquifer conditions and the number and efficiency of wells used by the dewatering contractor. Phase I dewatering may take 10 days or longer in some areas. If Phase 1 dewatering takes longer than 10 days, then the discharge rates may be significantly less than those estimated herein. The transmissivities calculated from the aquifer pumping and recovery were used in the dewatering analyses. The results of our preliminary dewatering estimates for daily Phase I and II discharges for the 4 project areas are presented in Table 2. The preliminary dewatering estimates for Phase I and II discharges are presented herein solely for the purpose of preparing an application for an NPDES constmction dewatering permit. Total daily discharges can be minimized by staggering dewatering activities, limiting the depths and areas of excavations, and use of relatively impermeable cutoffs such as driven sheet pile shoring or injection grouting. A detailed cost benefit analyses would be required to assess whether such measures are appropriate for the project. These estimates should not be used as the basis for designing a construction dewatering system since they are based on very limited data. Therefore, the selected dewatering contractor should be responsible for independently evaluating site conditions (including additional explorations); performing long-term pumping tests (i.e., longer than 48 hours) in each area that will require dewatering; designing and installing an operating system capable of lowering and maintaining depressed groundwater levels during constmction; and the overall monitoring of dewatering effects. Shop drawings and schedules of all of the dewatering contractor's proposed operating systems and activities should be submitted for review by Woodward-Clyde. 5.3.4.3 Radius of influence and Settlements Preliminary assessment of the potential radius of influence around extraction wells for constmction dewatering at the site was performed. In our opinion, the radius of influence due to the constmction dewatering would be on the order of 100 to 300 feet. However, depending on variation of the actual hydraulic characteristics and hydrogeology of the project areas from those measured in our recovery tests and observed in our borings, the extent of the groundwater lowering due to constmction dewatering could have a radius of influence up to 1,000 feet. Some minor settlement of the ground surface within the radius of influence should be expected in areas underlain by loose and soft materials. However, in most areas the settlement will be negligible. Site settlements due to groundwater dewatering activities will cause an increase in effective stresses at depth. Site settlements may be expected to be on the order of 1/4 inch for every 5 feet of groundwater drawdown. Ground subsidence due to groundwater drawdown should be WoodwardClyde © W;\9751028A«)007*B.R.DOC\3O-Jan-9a\SDG 5-9 m P m Ik m SECTIONFIVE Pipeline Design and Constmction Considerations monitored by the dewatering contractor. The contractor should be prepared to shore, underpin, or repair existing surface features that may be impacted by dewatering operations. Within the radius of influence of dewatering wells, crack surveys should be performed before, during, and after dewatering, and settlement monuments should be installed on settlement sensitive stmctures that are supported on shallow foundations or pavements. The crack and settlement monument surveys should be conducted on a regular basis (i.e., weekly) up to 2 months after dewatering has stopped. Groundwater levels should be monitored in at least two observation wells located at appropriate distances from each dewatering location. However, additional observation wells should also be installed further away from the dewatered areas and monitored regularly in order to completely evaluate the actual radius of influence of the lowered groundwater condition. 5.3.5 Trench Bedding and Backfill Materials Pipe bedding should consist of clean, free-draining granular material conforming to Section 306-1.2.1 of the Green Book. We recommend that bedding material at least 6 inches thick should be placed below pipes up to 36 inches in diameter in order to provide uniform support. Larger diameter pipes should have a minimum of 12 inches of bedding material. The bedding material should extend to 12 inches above the pipe crown. Based on the results of the investigation, the majority of the native soils along the pipeline alignments may not be suitable for pipe bedding. Consequently, import of pipe-bedding material will be necessary. Trench backfill may consist of native soils excavated from the trench which comply with Section 306-1.3.1 of the Green Book. The maximum size material of the backfill should not exceed 6 inches. The maximum size should be 2 inches for backfill in the pipe zone. Street-zone backfill is the upper 36 inches ofthe trench immediately below the street pavement. Native soils may be used to backfill the street-zone, but should not have material greater than 3 inches in size. JM 5.3.6 Backfill Compaction All backfill in the trench excavations should be compacted throughout to the specified requirements as described in Section 306-1.3.2 of the Green Book. Compaction of the backfill should be achieved by mechanical or vibratory compaction equipment in order to achieve the required compaction standard. Jetting or flooding should not be allowed to densify the trench backfill since their effectiveness is somewhat limited in acheiving dense backfill conditions. Pipe bedding material should be placed on each side of the pipe simultaneously to avoid unbalanced loads on the pipe. All backfill should be moisture conditioned to, or slightiy above, the optimum moisture content, placed in lifts not exceeding 6 inches in thickness. Except for the street-zone backfill, where a minimum relative compaction of 95 percent will be required, other trench backfill should be densified to at least 90 percent relative compaction. The maximum dry density and optimum moisture content for each material used should be determined in accordance with the current ASTM D 1557 test procedures. If cmshed rock greater than 3/8-inch in size is used as bedding material, it should be completely wrapped in a geotextile to prevent migration of native soils into the cmshed rock. The geotextile Woodward-Clyde W:\9751028A\0007-B-R.DOa30-Jan-9avSDG 5-10 m m V H in W li Mft P fa m m SECTIONFIVE Pipeline Design and Construction Considerations should be placed in accordance with the provisions of the Green Book Section 300-8.1.1. Crushed rock backfill should be placed in accordance with San Diego Regional Standard Drawing Number S-4. Type B. Mechanical compaction is generally preferred from a geotechnical perspective and should be used where dewatering is maintained within the trench. However, this may require that persormel enter the trench. Consideration may be given to the use of a 2-sack per cubic yard lean sand/cement slurry. The slurry could be used around the pipe to reduce both the need for compaction and the need for personnel to enter the trench. Only nominal compaction under direct observation is required for cmshed rock backfill. 5.3.7 Trench Cutoffs Should areas of possible groundwater contamination be found within the alignment, trench cutoffs may be needed to reduce the potential for migration of contaminated groundwater. Since trench backfill is anticipated to be select material or cmshed rock, these materials may tend to be more permeable than the surrounding native soils. As a result, the backfilled trench may become a conduit for groundwater flows. Problems that may arise include erosion of supporting soils around the pipe or transport of contaminants along the aligimient. Trench cutoffs should be spaced at intervals of approximately 400 feet to create a low permeability barrier across the width of the trench to inhibit the migration of groundwater and soil piping. The cutoffs may coincide with planned manhole locations in order to simplify design and constmction. Options for trench cutoffs may include the following: • Low strength concrete • Compacted clay • Sand/cement slurry • Soil-bentonite The cutoffs should be at least 12 inches wide, embedded 12 inches into the sides of the trench and extend at least to the top of the bedding material. 5.3.8 Pipe Loads Pipes should be designed for all applied loads including dead load from overburden soils, loads applied at the ground surface, uplift loads, earthquake loads, and thmst loadings. Soil loading may be estimated assuming a total density of 130 pcf for fill and backfill. Vertical and horizontal loads on a pipe caused by surface and near-surface loads may be estimated by means of elasticity solutions. Wheel loads may be represented as concentrated point loads; railroad loading may be represented as line loads; and surcharges may be represented as area loads. Estimated pipe loads caused by vehicular or railroad traffic should be increased by an appropriate impact factor. Impact factors typically depend on conditions at the ground surface and the depth to the pipe crown beneath the soil subgrade. Pipes located below the design WoodwardClyda # W:\9751028A\0007-B-R.DOC\3O-Jan-98\SDG 5-11 m m HP HI W m w m P m P P SECTIONFIVE Pipeline Design and Constmction Considerations groundwater elevations may be subject to buoyant uplift forces. However, the buoyant uplift force acting on a pipe will not likely exceed the dead weight of the soil over the pipe. Where a pipe changes direction abmptly, resistance to thmst forces can be provided by means of thmst blocks. For design purposes, the allowable passive resistance against thmst blocks may be estimated using an equivalent fluid density of 350 pcf Thmst blocks should be embedded at least 3 feet beneath the finished ground surface and poured neatly against undisturbed formational materials. Simplified analysis methods for estimation of the additional soil pressure that will act on pipes during earthquake loading are not available. To reduce the risk of pipe damage that could occur as a result of earthquake loading, it is recommended that design vertical and horizontal loads on pipes that result from soil dead loads be appropriately increased by the pipeline designer. m 5.3.9 Erosion, Sediment and Drainage Control The potential for soil erosion is largely impacted by local soil characteristics, vegetative cover, topographic relief, and the frequency and intensity of rainfall and wind. Removal of vegetation and disturbance to surficial soils by constmction activities may result in local increases of erosion rates in improtected areas such as open trenches and stockpiled soil. As a result, sedimentation may increase in local drainages, at site perimeters, and slope intersections. Uncontrolled diversion of storm water along the NCTD right-of-way could result in surface erosion due to concentrated flow. This can result in increased turbidity of runoff to the downstream area. We recommend that a Storm Water Pollution Prevention Plan (SWPPP) be prepared for the project prior to constmction. Woodward-Clyde can assist in the preparation of the SWPPP upon request. To reduce soil erosion and sediment transport, protective material such as gravel, cmshed stone, pavement, and other effective erosion control materials should be used to stabilize exposed soils. Storm water runoff from constmction areas should be conveyed to temporary diked detention areas for sediment deposition, then discharged to the existing natural drainage courses at with velocities slow enough to prevent fiirther erosion in the drainage courses. Control of erosion and sedimentation on recentiy graded constmction sites require both vegetative and stmctural measures. Vegetative species used to control erosion should be selected to accommodate the soil characteristics and climate at the site. Storm runoff control should be provided during and after completion of site grading by using diversion dikes and permanent drainage facilities. Sediment retention stmctures such as sediment basins, sediment traps or sih fences should be used to keep eroded material on the site. Straw bales used alone, or in combination with geotextiles, can be effective sediment retention stmctures when properly installed and maintained. 5.3.10 Pavement Restoration Repaving should be based on local standards, performance evaluation, and methods used regionally to match the existing pavement. Pavements to be removed should be saw cut prior to WoodwardClyde W:\9751028A\0O07-B.R. DOC\30.Jan-98\SDG 5-12 m m m Mft 9 "m w m p p P P SECTIONFIVE Pipeline Design and Constmction Considerations trench excavation. Repaved sections may be prepared in accordance with the Standard Plans for Public Works Construction Plan No. 133-0, Asphalt Concrete Repavement Section. Three cases are illustrated on this drawing: • Full asphalt section on prepared subgrade (no aggregate base) • Aggregate base with asphalt section on prepared subgrade • Concrete cap with asphalt overlay Historically, it has been our experience that restored asphalt concrete (AC) pavements over backfilled trenches have not performed as well as pavements over continuous subgrades. We therefore recommend increasing the thicknesses of the restored pavement sections over that of the existing sections. We recommend that restored pavement thicknesses be increased by 50 percent over the existing inplace sections. 5.4 MICROTUNNELLING AND PIPE JACKING 5.4.1 Anticipated Microtunnelling and Pipe Jacking Areas We understand that microtunnelling and pipe jacking are being considered for the following areas: • Below Carlsbad Village Drive • Below Tamarack Avenue • Areas within close proximity to the NCTD railroad tracks • Areas of congested existing utilities However, it is our opinion that microtunnelling and pipe jacking may also be used in nearly all areas of the proposed pipeline alignments. 5.4.2 Anticipated Ground Conditions and Behavior An assessment of the ground conditions likely to be encountered along the various timnel alignments was carried out to evaluate the stability of the excavations and to identify appropriate tunnel constmction methods. Ground behavior for soft ground tunnelling can be generally described according to six categories, as summarized in Table 3. Based upon a review of the range of soil conditions to be encountered, of greatest concem is the saturated basal sands ofthe terrace deposits which may contain some gravel and cobbles. These materials are considered cohesionless sandy soils when saturated. These materials may exhibit flowing ground conditions if not adequately dewatered or controlled with special tunnelling equipment during excavation. These materials can also be expected to exhibit mnning or fast raveling behavior even if dewatered. Flowing, raveling behavior, if allowed to occur at the tunnel heading, can lead to significant loss of ground, and subsequent ground deformations and surface settlement. Positive constmction measures would be needed to improve the behavior of the ground and to control face stability such as groundwater control or grouting. Further WaodMon^Clyde ^ W.\9751028A«D007.B-R,DOC\30-Jan-98\SDG 5-13 p p p HI w w p P P p Ik m m P m SECTIONFIVE Pipeline Design and Constraction Considerations discussion on ground conditions and behavior are presented in the following sections. Tunneling is not anticipated through fill soils. 5.4.Z1 Terrace Deposits The terrace deposits are considered soft ground and generally consist of friable to moderately cemented, medium dense to very dense sandy materials. Some localized gravel and cobbles may be present within the terrace deposits; especially along the contact between the terrace deposits and the underlying Santiago Formation. Under most conditions, these materials are expected to behave as slow raveling to firm ground. Where less cemented they are expected to behave as fast raveling to running ground. If shallow or perched groundwater conditions are present within the sandy terrace deposits then fast raveling to flowing ground conditions may occur. Excavations are not anticipated to require immediate support unless running or flowing ground conditions are encountered. In general, the terrace deposits above the groundwater table should be favorable material for all types of tunnelling including microtunnelling. 5.4.2.2 Terrace Deposits/Santiago Formation Contact The contact between the terrace deposits and the Santiago Formation materials is included herein as a ground type as it has a unique bearing on the project. The contact, as revealed in our borings, observations of the coastal bluffs from Buena Vista Lagoon to Agua Hedionda Lagoon, and Our experience, is expected to contain relatively clean poorly graded sand (with and without silt) with groundwater perched on top of this contact. The underlying Santiago Formation is described below. These soils are expected to behave as flowing ground conditions. The contact has the potential to contain gravel and cobbles. In general, pipeline profiles along this contact should be avoided, if possible, due to the mixed-face conditions. 5.4.2.3 Santiago Formation The Santiago Formation is primarily a sandstone and siltstone unit characterized by moderately to highly cemented zones. This formation is expected to be saturated. As such, the formation is expected to behave as firm to raveling ground. In the unlikely event that uncemented zones are encountered, flowing ground could occur. If more cemented zones are encountered, it is expected to behave as slow raveling to firm ground. Although not encountered in the borings, nor observed in the adjacent sea cliff, there exists a potential for lenticular-shaped concretions with strengths ranging from 1,000 to 10,000 pounds per square inch (psi). 5.4.3 Applicable Tunnel Excavation Methods The terrace deposits and Santiago Formation encountered in the borings indicate anticipated ground conditions ranging primarily from firm to raveling ground with the potential for mrming or flowing ground along with the possibility of gravel and cobbles, concretions along the contact as discussed above. These ground types may require different tunnel excavation methods as discussed below. Mixed-face conditions in which different ground types are encountered at the WoodwaraKStyde ^ W:\9751028A\0007-B-R,DOC\30-Jan.98\SDG 5-14 m m m m P m P mt P m P SECTIONFIVE Pipeline Design and Constmction Considerations same time are possible, especially along the contact between the terrace deposits and Tertiary formational materials. All tunnelling should be done with a tunnel shield using pipe jacking techniques. Pipe jacking is a technique which includes a method of excavation at the front of the pipeline with subsequent pieces of pipe installed by jacking them into the ground from an access shaft. No trenching is required other than to install the shafts (where needed). Larger diameter pipes (i.e., greater than 48 inches) may allow work to be done from within the pipe, if desired. Smaller diameters could require a remotely controlled microtimnelling machine. MM « 5.4.3.1 Rotary Cutterhead Shieid ^ A rotary cutterhead tunnelling machine could be used for all ofthe larger pipelines planned. This type of tunnelling is accomplished using a rotating cutterhead which cuts the ground at the front ** of the machine. An open face cutterhead may be suitable in both the terrace deposits and the ^ Santiago Formation. However, in miming or flowing ground conditions, it should have the capability to control ground loss. This could be accomplished by doors on the cutterhead that "* are opened just enough to allow a controlled amount of soil in. In flowing ground conditions, it „ may also be desirable to have a chamber behind the cutterhead, which adds to the ability to control the ground in an Earth Pressure Balance (EPB) mode. Groundwater inflows at the face of the machine may require use of pumps to remove the water if the tunnels are constmcted down- gradient. This type of machine is considered suitable for all of the tunnels where the pipe is large ^ enough for persormel entry. Consideration may be given to the use of shallow wellpoints or a grout cutoff wall for goumdwater control. Grouting may be accomplished using a chemical — grout system. ^ 5.4.3-2 Microtunnelling Microtunnelling is a specialized form of pipe jacking which uses a remotely controlled, closed face, turmel boring machine to excavate at the heading while a lining is installed behind the — machine by pipe jacking from an access shaft. Although there is no diameter standard for ^ microtunnelling, the diameters typically range from about 12 inches up to about 72 inches. The microtunnelling system has five major components: a remote control system; a microtunnel boring machine and cutterhead; an automated spoils transportation system; a guidance system; ^ and a steering system. The selection of the microtunnelling system depends on the anticipated ground conditions, equipment availability, and costs. The stability of the face is maintained by the EPB method. This method generally maintains the pressure on the soil at the face between the active earth pressure to prevent settlement and the ^ passive earth pressure to prevent heave. Pressure should be slightly above the piezometric groundwater pressure to prevent dewatering. Slurry could be lost in high permeability soils but upon growth of a bentonite filter cake the overall permeability would be less. The system should mi be capable of handling moderate to highly cemented sandstone, siltstone, and isolated gravels, cobbles, and concretion zones. Woodward-Clyde 9 W.\975102BA\0007-B-R.DOC\30-Jan-98\SDG 5-15 p in P ii ff m m m W m m m p p m P lm P m SECTIONFIVE Pipeline DOSIUD and Construction Considerations 5.4.4 Frictional Resistance Evaluation of the frictional resistance along the pipe and need for bentonite lubrication around the pipe is dependent on the strength of the ground at the shaft and soil type along the alignment. For the most part, the Santiago Formation soils are very dense and cemented and not likely to experience excessively high friction unless they collapse around the pipe. The sandy soils in the terrace deposits may collapse around the pipe and lead toward higher frictional resistance. Dry friction of these soils may range from 0.5 to 0.8 depending on material type and strength. However, the contractor should perform his own independent assessment of frictional resistance based on description of soils presented here as well as equipment, lubrication, and installation methods used. We recommend that reaction walls for installing pipe segments be designed using an equivalent fluid weight of 350 pcf for soils that are properly dewatered. 5.4.5 Tunnel Muck Disposal Muck resulting from tunnel and shaft excavations should be removed from the site and properly disposed of at an acceptable location. Muck from the shaft may be suitable for reuse as compacted shaft backfill. Slurry from microtunnelling systems should be disposed of in accordance with local and state regulations. It may be desirable to use processed muck which meets the requirements for select fill to raise low areas along the alignment and as backfill for retaining stmctures. We anticipate that the granular terrace deposits and Santiago Formation will be suitable for processing and reuse. It should be the contractor's responsibility to properly dispose ofthe muck and slurry. 5.4.6 Settlement Estimates Settlement is the primary source of potential damage to adjacent streets, railroad tracks, utilities, and buildings during tunnel constmction. Settlement as a resuh of the tunnelling operations can develop due to the following possible causes: • Ground loss at the heading • Soils collapsing in the annular space around the pipe prior to grouting • Consolidation due to dewatering Empirical methods have been developed for estimation of surface settlement magnitudes due to soft ground tunnelling by the study of observed settlement on past projects. Typically, the settlement pattern that develops above a soft ground tunnel is a trough-shaped depression resembling an inverted normal probability (bell shaped) curve, with the maximum settlement occurring above the turmel centerline (Peck, 1969). Our estimate of surface settlements based on this empirical method for a range of depths is as follows: Depth of Cover Estimated Settlement 10 feet of cover 'A to 1 inch 1 20 feet of cover to % inch Woodward^lydo © W:\975102aA\0007-B-R,DOC\30-Jan-9e\SDG 5-16 p w p p an P p m SECTIONFIVE Pipeline Design and Constraction Considerations The above settlement estimates assume that the proper tunnelling methods are applied to prevent rurming or flowing ground conditions or uneven excavation rates in mixed face conditions with a stabilized heading. Depending on the actual constmction procedures and workmanship of the contractor, greater surface settlement may result, if ground loss occurs and it is not monitored and controlled. Compression of the soils as a result of dewatering is not anticipated to produce measurable settlement. The ground is variably overconsolidated but is not expected to adversely compress due to increased loads as a result of dewatering. 5.4.7 Shaft Construction 5.4.7.1 Shaft Geometry For constmction access during timnel excavation and during installation of pipe, two vertical shafts will be required, one at each end of the timnel reaches. Shafts are usually placed 500 to 1,000 feet apart (or less) and are usually located at manholes or inlet stmctures. The shape and dimensions of the shafts selected by the contractor should be compatible with the selected constmction methods and equipment and subject to review by the design engineer. Utility plans should be reviewed for possible interference. 5.4.7.2 Excavation Stability Shaft shoring, excavation, and dewatering considerations would be similar to those presented previously for open-trench constmction. We anticipate that the access shafts would most likely be constmcted using soldier piles and lagging with exit shafts constmcted using the same method or a trench shield. Other possible methods include liner plates and cormgated pipe. The access shaft should be large enough to accommodate insertion of the turmelling machine followed by the pipe, with sufficient room for the hydraulic jacks. Shaft excavations on the order of 15 feet by 25 feet in plan dimensions would probably be required for the pipe sizes being considered. For stability and safety purposes, the contractor should provide and maintain during constmction, a full-perimeter shaft support system, to be installed as excavation progresses or prior to excavation. Design of the support system will be the responsibility of the contractor, and should be based upon the design criteria as described below. The system should be designed to penetrate a sufficient depth to prevent bottom heave (if applicable). 5.4.7.3 Shaft Support Systems For temporary shoring excavations in areas of level ground surface and with a maximum depth of 30 feet, the shoring system should be designed for the earth pressures presented in Section 5.3.3 for braced or cantilevered conditions. The pressures are based on the assumption that the shoring system is constmcted without raising the backfill area behind the walls, and that there are no surcharge loads acting above a 1:1 plane extending up and back from the base of the wall. Driven steel sheet pile shoring may be possible through the terrace deposits; vibratory methods may not be possible. However, driven steel sheet piles may only be able to penetrate a few feet VybodwaKtClyde 9 W.\9751028A\0007-B-R.DOC\30-Jari-98\SDG 5-17 m P m P P m P an P m m Ik P SECTIONFIVE Pipeline Design and Construction Considerations into the Santiago Formation. Another option is to use stacked trench boxes backfilled with gravel on a slurry mix. The contractor should be responsible for the design of short support systems. 5.4.7.4 Shaft Groundwater Control Groundwater control will be required to constmct the shaft excavations for the access and exit shafts. Combinations of dewatering (predrainage), sumps within the excavation, and groundwater cutoffs may need to be utilized. Dewatering well options to be considered include deep wells and wellpoints in the more pervious soil strata. Appropriate filters and screen sizes should be provided to prevent the removal of fines from the silty deposits that will otherwise occur during pumping. The design of dewatering systems and the performance of field pumping tests to support those designs should be the responsibility of the contractor. 5.4.8 Jacking Pipe Design Considerations Pipe selection for use with microtunnelling/pipe jacking depends on the requirements for intemal pressure, jacking forces, and corrosion resistance. The approach allows for directly jacking the pipe, which is the most cost effective method. Based on anticipated conditions and conceptual project alternatives, direct jacking is the preferred method of constmction. These pipes have uniform outside diameters with no protmding bells and must be capable of resisting jacking loads as well as ground loads. The annular space between the pipe and ground should be lubricated with bentonite or polymers, and the pipe installation completed by contact grouting around the pipe. Concrete pipes to be installed using pipejacking methods must satisfy several important criteria including those presented in Section 300-2 of the Green Book. The jacking pipe should be designed for the maximum axial compressive stresses to be exerted on the pipe during jacking, stress concentrations, earth loads due to the full overburden pressure, and groundwater pressure. The contractor is responsible for final design of the jacking pipes, taking into account the stresses that the pipe will be subjected to during installation. We recommend that reaction walls for installing pipe segments be designed using an equivalent fluid weight of 350 pcf for soils that are properly dewatered. Fabrication of the pipe to stricter tolerances than is normally required will be warranted to avoid stress concentrations at the pipe ends. The contractor should coordinate with the pipe manufacturer to establish tolerance requirements and any special tolerances required to avoid damaging the pipe during installation. The pipes should be provided with threaded grout fittings for contact grouting the armular void space between the pipe and the surrounding ground. 5.4.9 Instrumentation and Monitoring Existing conditions should be documented prior to constmction and should consist of a recormaissance and survey of all pavements, sidewalks, stmctures, and any other improvements Woodward-Clyde W:\9751028A\0007-B-R.DOC\30-Jan-98\SDG 5-18 P P P w p p IP p p p p IP m P SECTIONFIVE PipeUne Design and Construction Considerations within 100 feet of the pipeline centerline. Photo documentation and the survey will serve as an aid in evaluating possible damage due to settlement resulting from the tunnelling operations. To monitor surface settlement during constmction, a survey system of vertical control points should be established prior to constmction, and elevations should be surveyed periodically during constmction in accordance with specified intervals. Five survey points should be spaced every 25 feet along the tunnel alignment, at the tunnel centerline and offset 20 and 40 feet on either side where possible. Modified survey point locations and any additional required control points should be determined during constmction in accordance with the specifications. Monitoring should consist of measuring the elevation of each of the survey points with respect to a benchmark to an accuracy of ±0.01 foot. Groundwater observation wells should be installed to monitor groundwater levels if dewatering methods are used for groundwater control during constmction. 5.5 INLETS AND ACCESS HOLES Inlet stmctures and access holes will be incorporated into the project along the pipelines. Constmction of the these stmctures may be done from within an open excavation. Anticipated soil and excavation characteristics for these locations are as discussed for the timnel shafts or the open trench constmction sections of this report. In general, the soil conditions are anticipated to include shallow fills running a sequence of upper terrace deposits overlying the Santiago Formation. It should be noted that borings and CPTs performed for this investigation may not be located adjacent to proposed inlets and access holes. Therefore, additional explorations may be warranted in the locations of the these special stmctures. 5.5.1 Foundation Preparation All of the inlet and access hole stmctures are anticipated to be underlain by competent soils. The primary consideration for design and constmction of these stmctures will include the following: • Preparation of a uniform surface to place the stmcture on. • Prep£uing the surface where groundwater is seeping into the excavation. 5.5.1.1 Structures Above Groundwater Where the stmcture is underlain by terrace deposits above the groundwater, the stmcture may be placed on dense undisturbed formational soils or a 12-inch thick mat of recompacted select fill if loose or disturbed materials are encountered. Terrace deposit soils are anticipated to meet the requirement of select fill and thus can likely be reused. Select fill should be compacted to a minimum relative compaction of 90 percent when tested in accordance with ASTM D1557. Foundations supported on prepared subgrade, as described above, may be designed using a maximum allowable soil bearing pressure of 3,000 psf for dead plus live loads. Estimated total settlement for mat foundations described above may be expected to be on the order of 1/2 inch or less. WoodwarcKilyde © W:\9751028A\0007-B-RDOC\30-Jan-98\SDG 5-19 P m P P p P p P p P P P m P m SECTIONFIVE Plpenne Design and Construction Considerations 5.5.12 Structures Below Groundwater For the condition where the bottom of the stmcture is located below groundwater level, it may be advantageous to prepare the foundation using an aitemative approach. We anticipate that excavations made below groundwater will have seepage entering the excavation even if the contractor installs a dewatering system. The critical consideration will be to prepare a stable mat of soil at the same time that groundwater is seeping into the excavation. Under this condition, we recommend that a 12-inch thick mat of cmshed rock wrapped in filter fabric be used as it does not require compaction and facilitates removal of groundwater. The bottom of the excavation should be prepared by excavating to firm material. Groundwater seeping into the excavation should be allowed to flow into a gravel filled sump located at least 3 feet from the footprint of the access hole. The seepage should be removed from the sump with pumps and either directed down the trench away from the work area or removed from the trench and routed extemally as allowed by water discharge regulations. If groundwater is heaving the bottom of the excavation, then dewatering wells will likely be needed to control the heave. Foundations supported on prepared subgrade, as described above, may be designed using a maximum allowable soil bearing pressure of 2,000 pounds per square foot (psf) for dead plus live loads. Estimated total settiement for mat foundations described above may be expected to be on the order of 1/2 inch or less. 5.5.2 Lateral Earth Pressures We have assumed that the walls for the access holes are considered restrained from lateral movement and that they will not be drained such that groundwater can build up behind the wall if it is below the groundwater level. For static loading conditions above the groundwater level, we recommend that an equivalent fluid pressure of 3 5 pcf plus a uniform pressure of 1 OH psf (where H is the height of the stmcture in feet) be used for the lateral earth pressures on the wall. Below the static groundwater level, we recommend an equivalent fluid pressure of 20 pcf plus a uniform lateral earth pressure of 5H psf A groundwater pressure of 62.4 pcf should also be added to the lateral earth pressures. An additional uniform lateral pressure of 400 psf should be used in design to account for an HS20 tmck loading. Where the stmcture is located below the groundwater level, it should be analyzed for hydrostatic uplift. For earthquake shaking considerations, we do not recommend any increase in the lateral earth pressures as it is anticipated that the stmcture will move with the ground. We do not anticipate the need for passive earth pressures or coefficients of friction along the bottom of the stmcture as their are no unbalanced lateral loads to resist. 5.5.3 Backfill Recommendations Stmctures should be backfilled with compacted native soils or with 3/8-inch cmshed rock. Soils should be placed in 12-inch maximum loose lifts and compacted to 90 percent relative compaction in accordance with ASTM D1557. At the contractor's option, backfilling may be WoodwanMSIyde W W\975102BA\0007-B-R.DOC\30-Jan-9e\SDG 5-20 m m m m m P m p m m p m m P m 9m SECTIONFIVE Pipeline Design and Constraction Considerations done with cmshed rock larger than 3/8-inch but with a geotextile placed between the cmshed rock and the ground. Shoring should be removed as the backfill is brought up. 5.54 storm Drain Slope Anchors and Outlet Headwali Reinforced concrete slope anchors should be used to mitigate the potential axial creep of the storm drain pipeline in the steeply descending slope area adjacent to Agua Hedionda Lagoon. In general, concrete slope anchors may be similar to what is shown in the San Diego Regional Standard Drawings Drawing No. S-9. However, we recommend that minimum extended penetrations beyond the trench depths and widths be 24 inches. A positive armular connection between the pipe and the concrete anchor should be provided. Minimum spacing of the concrete anchors should be on the order of 50 to 100 feet down the slope. Recommendation for preparation of the foundation zone for the storm drain outlet headwali is presented in Section 5.2.3 of this report. The storm drain outlet headwali footing should be at least 12 inches wide and 18 inches deep into properly compacted fill or undisturbed dense formational soils. The footing should be designed for a maximum allowable bearing pressure of 3,000 psf. This pressure may be increased by one-third for loads that include earthquake forces. Settlements are expected to be on the order of less than V* inch. Lateral earth pressures for headwalls should be based on active earth pressures due to compacted select fill soils behind a cantilever retaining wall system. Select backfill should be sandy soil and should have 100 percent passing the 3/4-inch screen, no less than 60 percent passing the No. 4 sieve, and no more than 10 percent passing the No. 200 sieve. The following equivalent fluid weights may be used to estimate the lateral earth pressures exerted against a cantilever retaining wall for static load conditions: 1» Backfill Slope Equivalent Fluid Weight IH (H:V) (pcf) mm Level 35 2:1 45 1%:1 50 mm VAA 70 The earth pressures presented above assume that select soil will be used as backfill, that there will not be surcharge loads acting on the wall, and the wall will be provided with backfill drains to prevent the buildup of excess hydrostatic pressures. To include the effect of additional lateral pressure caused by temporary loads placed behind the wall, we recommend that the wall be designed for an additional lateral pressure equal to 0.3q where q is the intensity ofthe surcharge loading. We recommend that the outlet headwali for the storm drain be fronted with a rip-rap energy dissipator in accordance with San Diego Regional Standard Drawing D-40 and the Standard Specifications for Public Works Constmction Standard Special Provisions Section 200-1.6. Woodward-Clydo # WA9751028A\O007-B-R,DOC\3O-Jar-96\SDG 5-21 m p m m p m p m P III to IP SECTIONFIVE PIpeHne Design and Constmction Considerations Tidal variations within Agua Hedionda Lagoon may be expected to be on the order of -3 to +3 feet MSL. Exceedance of this range may occur on rare occasions. It is not anticipated that the tidal effects will significantiy impact the stability of the base of bluff near the location of the outlet headwali. However, proper constmction techniques in this area will lessen potential impacts, if any. ml WDOdvwardClyde # W:\B75102BA\0aO7-B-RDOC\3O-Jan-9B\SDG 5-22 p p in p p lb •» m Mb Mb IP m mt SEGTIONSEVEN References Berger, V. and Schug, D., Probabilities Evaluation of Seismic Hazard in the San Diego-Tijuana Metropolitan Region in Environmental Perils, San Diego Region, Abbo H, P.L. and Elliott, W.J., editors. Eisenberg, L.I. 1983. Pleistocene marine terrace and Eocene geology, Encinitas and Rancho Santa Fe quadrangles, San Diego County, Califomia: San Diego State University Master's Thesis (unpublished), 386 p. Eisenberg, L.I. 1992. "Pleistocene Faults and Marine Terraces, Northem San Diego County" in The Regressive Pleistocene Shoreline, Annual Field Trip Guide Book No. 20; South Coast Geological Society, Inc. Hannan, D.L. 1975. "Faulting in the Oceanside, Carlsbad, and Vista Areas, Northem San Diego County, California," in Studies on the Geologv of Camp Pendleton, and Western San Diego County. Califomia. San Diego Association of Geologists, pp. 56-59. Heuer, R.E. 1974. "Important Ground Parameters in Soft Ground Timneling," in Subsurface Exploration for Underground Excavation and Heaw Constmction. ASCE, New York, NY, pp. 41-55. Kem, P.J. 1977. Origin and history of upper Pleistocene marine terraces, San Diego, Califomia. Geol. Soc. Amer. Bull. 88, pp. 1533-1566. Peck, R.B. 1969. "Deep Excavations and Timneling in Soft Ground," Proceedings, 7th Intemational Conference on Soil Mechanics and Foundation Engineering, State of the Art Volume, pp. 225-290. Peck, R.B., Hendron, A.J., and Mohraz, B. 1972. "State of tiie Art of Soft Ground Tunneling," 1st Rapid Excavation and Tunneling Conference, Vol. 1, American Society of Civil Engineers; American Society of Mining, Metallurgical and Petroleum Engineers, pp. 259- 286. Terzaghi, K. 1950. "Geologic Aspects of Soft Ground Timneling," Chapter 11 in Applied Sedimentation, ed. P. Trask, John Wiley and Sons, New York, NY, pp. 193-209. Treiman, J.A., 1993. The Rose Canyon Fault Zone, Southem Califomia, Califomia Division of Mines and Geology, Open Fire Report 93-02. Weber Jr., F.H., 1982. "Recent Slope Failures, Ancient Landslides, and Related Geology of the North-Central Coastal Area, San Diego County, Califomia," Califomia Department of Mines and Geology, Open-File Report 82-12 LA, 76 pp. WoodwarcKSiyd* ^ W;\975102BA\O007-B-R.DOC\3O-Jan-98\SDG 7-1 Ml m m p ii m m m •fe m m to m •G •til I s 9\ III S3 1 m m m m P P P P P m p m IK P s OJ H Estimated Range of Dafly Discharge Rates- Phase 2 (GPM) o O S 2 o CO h- ^ o o o A CM in CM g Estimated Range of Daily Discharge Rates- Phase 1 (GPM) 30-50 90-120 240-300 150-190 Estimated Time to Initially Dewater (days) in in in in Calculated Storitlvity (unitiess) 3.2 E-02 7.8 E-02 6.9 E-02 4.6 E-02 Range of Calculated Transmissivities (m*/day) C» CO d in ffl ^^i in CM Q a s p S 0 0*^0 Assumed Width of Dewatering Area^(feet) r- r»- r--Assumed Length of Dewatering Area\feet) OOOO OOOO Assumed Drawdown Required (feet) OO o 9 ri Approximate Location (Station) 75+15 to 75+30 44+20 to 44+35 13+40 to 13+55 21+70 to 21+85 Dewatering [Area MW-11 A/B MW-18A/B MW-22A/B MW-27A/B « 0) c o TJ £ (I) I X3 0) % is a c o S J2 J= ® JZ ^ u & c O 4) E E =1 3 (O V) VI in IA la .ti ±; (A tf) « 0) IA (A O O e-e- o. a. E £ £ E IA 9> „ o o H ^ CM m m P P P Hi P m W P P p p p P ii p m Table 3 CATEGORIES OF GROUND CONDITIONS FOR SOFT GROUND TUNNELS (After Terzaghi, 1950 as Modifled by Heuer, 1974) Firm Ground - A heading may be advanced several feet or more without immediate support. Hard clays and cemented sand or gravel generally fall into this category. Squeezing Ground - Squeezing ground conditions are analogous to plastic flow, and the soil is observed to advance slowly into the tunnel excavation without any signs of fracturing. Squeezing occurs without an increase in the water content or a volume change in the soil and is governed by the soil strength in comparison to the overburden pressure. Squeezing ground may include soft to medium stiff or stiff clays depending on the overburden pressure at the tunnel depth. Swelling Ground - A condition where the ground absorbs water, increases in volume and expands slowly into the tunnel. This may occur in highly overconsolidated clays that exhibit high volume change characteristics upon wetting. Raveling Ground - After excavation, material above the tunnel or in the upper part of the working face tends to flake off and fall into the heading. In fast raveling ground, the process starts within a few minutes, otherwise the ground is slow raveling. Slightly cohesive sands, silts, and find sands gaining their strength from apparent cohesion typically exhibit this type of behavior. Very stiff fissured clays may be raveling materials also. Running Ground - Cohesionless, diy soils mn from any unsupported vertical face until a stable slope forms at the natural angle of repose (i.e., approximately 30 degrees to 35 degrees). Running ground consists of dry, cohesionless materials, such as clean loose sand or gravel. Flowing Ground - If seepage develops at the working face, raveling or mnning ground is transfomied to flowing ground, which advances like a viscous fluid into the heading. Silt, sand, or gravel below the water table without a high enough clay content to develop significant cohesion will be flowing-type soils. mt IP p IP an p li IP Mk P HP ^ CARLSBAD 2000 4000 Substa LEGEND APPROXIMATE GRAPHIC SCALE (FEET) BASE MAP: USGS 7.5 MINUTE SAN LUIS REY QUADRANGLE INDICATES APPROXIMATE LOCATION OF PROPOSED SEWER AND STORM DRAIN AUGNMENTS VICINITY AND AUGNMENT MAP VISTA/CARLSBAD SEWER/STORM DRAIN FN: DRAWN BY: CM CHECKED BY:rt^ PROJECT NO: 9751028A-0007 DATE: 10-22-97 FK5URE NOt 1 woonwAPn-ri Ynr MM P P m m m p M HI m m i • PI i m m m i m APPENDIXA Soil Boring Logs ^ Woodward-Clyde © WV975102BA\0007-A-RDOC\31-Oct-9ASDG m H •I m m m ma m m m m m p p m p 1 p DATE STARTED DATE FINISHED TOTAL DEPTH DRILLED (feet) DIAMETER OF BORING (inches) HAMMER WEIGHT (lbs) HAMMER DROP (inches) DRILLING COMPANY GROUNDWATER DEPTH (feet) DATE MEASURED DRILLING EQUIPMENT DRILLING METHOD BOREHOLE BACKFILL LOGGED BY APPROXIMATE SURFACE ELEVATION (feet. MSL) BORING LOCATION •Ml CO LU —I a. < c/3 3 CO DESCRIPTION UU, - Oo So > OCCflO UJ G OTHER TESTS/ NOTES 10 15 • 20- 25 30 35 40 DISTURBED SAMPLE Sample was obtained by collecting cuttings in a bag or sack DRIVE SAMPLE LOCATION San^le with recorded blows per foot was obtained by using a Modified Califomia drive sandier (2" inside diameter, 2-1/2" outside diameter). The sampler was driven into the soil with a 14Q pound hammer falling 30 inches. STANDARD PENETRATION SAMPLER Sample with recorded blows per foot was obtained by using a standard split spoon sandier (1-3/8" inside diameter, 2" outside diameter). The sanqiler was driven into die soil with a 140 pound hammer falling 30 inches. NX CORE SAMPLER Sanqile was obtained by using a tr^Ie-tube core barrel (2-1/8' inside diameter, 3" outside diameter) equipped with a diamond-inqiregnated coring bit. Fill Sand Sand/Silt Silt ABBREVIATIONS SA() - Sieve Analysis (% passing #200 sieve) LC( ) - Laboratory Compaction (MDD in pcf/OMC in %) DS() - Slow Direct Shear test ^hi, C in psO UNC( ) - Unconfined Compression test (psf) pH() - pH result Perm( ) - Permeability test (range of permeabiUty, cm/s) Res() - Resistivity test (ohm-cm) SS( ) - Water Soluble Sulfates (%) SC( ) - Water Soluble Chloride (%) OVA( ) - Organic Vapor Analyzer (ppm) ATD - At time of drilling Project: Vista/Carlsbad Sewer/Storm Drain Project Number: 9751028A-0002 LOG OF BORING KEY Figure A-1 1 of 1 11/4/97 BGUOG 1028A Woodward-Clyde p jMi P P p • P DATE STARTED 8/25/97 DATE FINISHED 8/25/97 TOTAL DEPTH DRILLED (feet) 34.5 DIAMETER OF BORING (inches) HAMMER WEIGHT (lbs) 140 HAMMER DROP (inches) 30 GROUNDWATER DEPTH (feet) None encountered DATE MEASURED ATD DRILLING COMPANY Tri-County Drilling DRILLING EQUIPMENT CME 75 DRILLING METHOD Hollow stem auger BA^KPILL^ Bentonite grout LOGGED BY V. Wittig APPROXIMATE SURFACE ELEVATION (feet, MSL) 65.5 BORING LOCATION Sta. 113+50 Jefferson Street 03 Is CD DESCRIPTION LU ' tn 5u flCCOO LU Q OTHER TESTS/ NOTES 10- 15 20- 25 30- 35 40 H 2-4 2-7 2-8 2-9 2-3 29 71 73 79 85 87 , FILL \4" asphalt concrete over moist, brown sand with fine gravel Moiiist, brown, silty fine sand TERRACE DEPOSITS Medium dense, moist, yellowish red, silty fine SAND (SM) to very fine poorly graded SAND with silt (SP-SM) and trace clay and fine gravel I " Becomes light yellowish brown, poorly graded medium to fine SAND with silt (SP-SM); slightly more moisture (not \ wet) , SANTIAGO FORMATION Medium dense, moist, light gray, silty medium to very fine SAND (SM) to very stiff, fine sandy SILT (ML); weakly cemented, trace ~v medium to coarse sand Very dense to hard, moist, hght gray, silty me<Uum to fiiie SAND (SM) to fine sandy SILT (ML) Very dense, moist, light gray, silty medium to fine SAND (SM) widi trace clay Very dense, moist, light gray, silty medium to fine SAND (SM) with trace coarse sand With trace clay; faint Ught brown and ohve zones Very dense, moist, hght yellowish brown, silty medium to fine SAND (SM) Bottom of boring at 34.5 feet 13 II n 11 106 107 120 SA(16) LC(127.5/9.5) pH(6.9) Res(1136),SS(0.0I4) SC(0.0O4),OVA(0) SA(ll) OVA(0) SA(23) OVA(0) 125 123 SA(27) OVA(0) SA(20) OVA(0) OVA(O) OVA(O) Project: Vista/Cartsbad Sewer/Storm Drain Project Number: 9751028A-0002 LOG OF BORING B-2 Figure A-2 1 of 1 1 1/4/37 BQLOG 102SA Woodward-Clyde m •ML m m m P m P m •P mt m DATE STARTED 8/25/97 DATE FINISHED 8/25/97 TOTAL DEPTH DRILLED (feet) 34.0 DIAMETER OF BORING (inches) HAMMER WEIGHT (lbs) 140 HAMMER DROP (inches) 30 GROUNDWATER DEPTH (feet) 16 DATE MEASURED ATD DRILLING COMPANY Tri-County Drilling DRILLING EQUIPMENT CME 75 DRILLING METHOD Hollow stem auger IAC^?LL Bentonite grout LOGGED y ^.^^ APPROXIMATE SURFACE ELEVATION (feet. MSL) 55,5 LOCAHON Sta. 88 -t- 44 Jefferson Street CO u DC-" DESCRIPTION OO 5u >• QZ°. OTHER TESTS/ NOTES 10 15 20 25 30- 35 40 19 36 39 i-5 39 i-6 50/4" FILL 4" asphalt concrete over moist, brown, sand and gravel base TERRACE DEPOSITS Medium dense, moist, reddish brown, silty medium to very fine ^>^ND (SM) Becomes yellowish brown Dark brown layer with trace fine gravel Becomes dense, moist, brown to olive brown, poorly graded fine to very fine SAND with silt (SP-SM) Becomes dense, wet, poorly graded medium to fine SAND (SP) with trace silt and coarse sand 10 10 18 SANTIAGO FORMATION \Dense, wet, gray, silty fine SAND (SM) Hard, moist, hght yellowish brown, sandy SILT (ML) moderately cemented siltstone Silty fine SAND (SM) interbeds Less consolidated (weakly cemented) SILT (ML) Very dense, moist to wet, hght yellowish brown, silty medium to fine SAND (SM) witti trace clay and coarse sand 20 109 107 107 109 SA(25) OVA(O) SA(ll) OVA(0) SA(3) DS(45/350) SA(70) UNC(7574) 15 13 Bottom of boring at 34 feet lis 118 SA(55) SA(19) UNC(49) Project: Vista/Carlsbad Sewer/Storm Drain Project Number: d751028A-0002 LOG OF BORING B-8 Figure A-3 1 of 1 T1/4/97BGL0G lOZBA Woodward-Clyde m Ni m m Hm m 1^ m W Hi W m DATE STARTED 8/26/97 DATE FINISHED 8/26/97 TOTAL DEPTH DRILLED (feet) 35.5 DIAMETER OF BORING (inches) HAMMER WEIGHT (lbs) 150 HAMMER DROP (inches) 30 GROUNDWATER DEPTH (feet) 14 DATE MEASURED ATD DRILLING COMPANY Tri-County Drilling DRILLING EQUIPMENT CME 75 DRILLING METHOD Hollow stem auger BSOTSIX Bentonite grout LOGGED BY V. Wittig APPROXIMATE SURFACE ELEVATION (feet, MSL) 56.5 BORING LOCATION Sta. 75-1-85 Jefferson Street Q_ <u LLI'»- Q UJ < to 05 o DESCRIPTION UJ - 5u ccwo UJ Q OTHER TESTS/ NOTES 10- 15 ii-i 11-2 U-3 11-4 11-5 45 34 20-11-6 25-11-7 30- 35 40 n-8 11-9 50/3' 120/6' 50/4" B 69/6" 52/6' , FILL 4" asphalt concrete over moist, grayish brown, sand and gravel .base \Moi^ r^dirii brown, firo sand with sUt TERRACE DEPOSITS Dense, moist, yellowish red, silty fine to very fine SAND (SM) to poorly graded medium to very fine SAND wilh with silt (SP-SM) With some brownish gray interbeds wilh less silt and faint orange staining 2 SANTIAGO FORMATION Very dense, wet, hght oUve gray, silty medium to fine SAND (SM); trace fine rounded gravel in cuttings Very dense, wet, hght gray, poorly graded medium to fine SAND with silt (SP-SM) Veiy dense to hard, moist, light grayish brown, clayey fine to very fine SAND (SC) to sandy SILT (ML), moderately cemented siltstone with fine sand Very dense, light grayish brown, silty medium to very fine SAND (SM), weakly to moderately cementwi sandstone Hard, moist, light grayish brown SILT with fine sand (ML) Bottom of boring at 35.5 feet 17 15 14 13 105 103 114 109 116 118 SA(15) OVA(O) DS(42/120) SA(7) LC(134.O/8.0) OVA(O) SA(14) OVA(0) SA(IO) Perm(1.3xE-5 to 4.9nE-5) SA(40) UNC(7670) SA(17) Project: Vista/Carlsbad Sewer/Storm Drain Project Number: 9751028A-0002 LOG OF BORING B-11 Figure A'4 1 of 1 11M/97BGLOG 1028A Woodward-Clyde UH m m. m mt m m m w m m «* IK Ik m STAKim 8/25/97 FINISHED 8/25/97 TOTAL DEPTH DRILLED (feet) 34.0 DL^METER OF BORING (inches) HAMMER WEIGHT (lbs) 150 HAMMER DROP (inches) 30 GROUNDWATER DEPTH (feet) 10.5 DATE MEASURED ATD DRILLING TV. r'«..nf« r\^iii:«A COMPANY Tri-County Drilluig DRILLING EQUIPMENT CME 75 DRILLING METHOD Hollow stem auger BS^SX Bentonite grout LOGGED y ^.^^ APPROXIMATE SURFACE ELEVATION (feet, MSL) 47.5 LOCATION ^ Avenue G cn UJ a. < 05 o CO DESCRIPTION UJ - Oo 5o CCI/) " QZ UJ O OTHER TESTS/ NOTES 14-1 14-2 10-14-3 a 21 30 15 20 14-4 14-5 25 30- 35 40 14-6 14-7 14-8 50/5- 50/3' 107/6' 50/ 4.5" 50/3- FILL \4" asphalt concrete over 3" sand and gravel base TERRACE DEPOSITS ~ Medium dense, moist, reddish brown, silty fine to very fine SAND (SM) Becomes yellowish red Becomes dense, wet, hght ohve gray 17 104 21 106 SANTIAGO FORMATION Very dense, moist, h^t yellowish brown, clayey fine to very fine SAND (SC); weakly cemented 14 118 Hard, moist, light yellowish brown, sandy SILT (ML) to very dense, moist, sUty medium to very fine SAND (SM) Becomes poorly graded medium to fine SAND witti silt (SP-SM) 11 125 12 119 SA(25) OVA(O) SA(17) OVA(0) SA(46) OVA(O) SA(17) UNC(2132I) OVA(0) SA{11) OVA(0) Hard, moist, hght yellowish brown SILT with fine sand (ML) Bottom of boring at 34 feet Project: Vista/Carlsbad Sewer/Storm Drain Project Number; 9751028A-0002 LOG OF BORING B-14 Figure A-5 1 of 1 1 W4/97 BGLOG 1028A Woodward-Clyde l< » m m mm •» » mi DATE STARTED 8/22/97 DATE FINISHED 8/22/97 TOTAL DEPTH DRILLED (feet) 34.5 DIAMETER OF BORING (inches) HAMMER WEIGHT (lbs) 150 HAMMER DROP (inches) 30 GROUNDWATER DEPTH (feet) 10.5 DATE MEASURED ATD DRILLING COMPANY Tri-County Drilling DRILLING EQUIPMENT CME 75 DRILLING METHOD Hollow stem auger BASL^ g^*-"' LOGGED BY V. Wittig APPROXIMATE SURFACE ELEVATION (feet, MSL) 41,5 BORING LOCATION Sta. 47-1-30 NCTD R.O.W. Q t/3 t/1 O -J CO o Is DESCRIPTION OO 5cj (TWO UJ a OTHER TESTS/ NOTES 5- 10- 17-1 17-2 25 15 20 23 17-i 17-6 S 50/5' 25-17-7 30- 35 40 17-8 17-9 157/6' 130/6' 200/2' 240/6' FILL \Dry to moist, brown, silty sand TERRACE DEPOSITS Medium dense, dry to moist, yellowish red, silty fine SAND (SM) Ul Becomes brown to ohve gray, wet, poorly graded fine to very fine SAND witii silt (SP-SM) 19 101 SANTIAGO FORMATION Very dense, moist, hght yellowish brown, silty medium to very fine SAND (SM) 20 no 19 LC( 135.0/7.5) SA(23) OVA(0) SA(I2) DS(39/200) pH(7.3),Res(1470) SS{0.015) SC(0.014) 0VA(1) SA(18) PeTm(1.2xE-5 to 1.7xE-5) OVA(0) SA(18) Very dense, moist to wet, Ught yellowish brown, silty medium to very fine SAND (SM) witfi interbeds of hard SILT (ML) and trace clay Interbedded silts and sands 12 123 SA(17) UNC(I547) Bottom of boring at 34.5 feet Project: Vista/Carlsbad Sewer/Storm Drain Project Number: 9751028A-0002 LOG OF BORING B-17 Figure A-6 1 of 1 t1/4/97 BGLOG 1028* Woodward-Clyde m m 1* MW Mi m m m M HI m DATE STARTED 8/26/97 DATE FINISHED 8/26/97 TOTAL DEPTH DRILLED (feet) 29.5 DIAMETER OF BORING (inches) HAMMER WEIGHT (lbs) 140 HAMMER DROP (inches) 30 GROUNDWATER DEPTH (feet) DATE MEASURED ATD DRILLING COMPANY Tri-County Drilling DRILLING EQUIPMENT CME 75 DRILLING METHOD Hollow stem auger/NX coring BA^KFILL^ Bentonite grout LOGGED BY V. Wittig APPROXIMATE SURFACE ELEVATION (feet, MSL) 54.0 BORING LOCATION Sta. 13-t-20 Chestnut Avenue CL 0) CD y C3 DESCRIPTION 5o > QZ °- Ui G OTHER TESTS/ NOTES 10- 15 20 25- 22-3 ki 27 22-4 S 78/6 Run 1 22-5 ^ 57/6- 30 35 40 22-6 22-7 ^ 50/3' 159/6" FILL 4" asphalt concrete over sand and gravel base TERRACE DEPOSITS Medium dense, moist, yellowish red, silty medium to very fine SAND (SM) to poorly graded fine to very fine SAND with silt ^TfSP-SM) Becomes brown with faint orange staining xz Medium dense, w^ dark ohve gray, poorly graded medium to fine SAND (SP) witii mica 23 Very dense, wet, hght olive gray, poorly graded coarse to fine SAND (SP) with trace silt and fine rounded gravel SANTIAGO FORMATION ^ ~ Hard, dry to moist, grayish brown, SILT with fine sand (ML), moderate cementation 12 17 Very dense, moist, grayish brown, clayey fine to very fine SAND (SC) 15 ^^Ve^y dense, moist, grayish brown, silty fine SAND (SM) Bottom of boring at 29.5 feet 106 101 119 115 116 SA(17) LC(133.0/8.5) OVA(0) SA(2> Perm(2.1xE-3 to 2.5xE-3) OVA(0) SA(1) OVA(0) SA(72) SA(42) UNC(5975) Project: Vista/Carlsbad Sewer/Storm Drain Project Number: 9751028A-0002 LOG OF BORING B-22 Figure A-7 1 of 1 11/4/97 BGLOG 1038A Woodward-Clyde in Ml m Ml i DATE STARTED 8/22/07 DATE FINISHED 8/22/97 TOTAL DEPTH DRILLED (feet) 38.5 DIAMETER OF BORING (inches) HAMMER WEIGHT (lbs) 140 HAMMER DROP (inches) 30 GROUNDWATER DEPTH (feet) 10 DATE MEASURED ATD DRILLING COMPANY Tri-County Drilling DRILLING EQUIPMENT CME 75 DRILLING METHOD Hollow stem auger/NX coring BOREHOLE o - •* BACKFILL Bentonite grout LOGGED y ^ijjjg APPROXIMATE SURFACE ELEVATION (feet. MSL) 42.5 BORING LOCATION Sta, 34+82 NCTD R,O.W. a. 0) LU _l CL < CO o m DESCRIPTION LU - So >- LU D OTHER TESTS/ NOTES 24-1 g 26 10 15 24-2 24-3 R M 29 31 20 25- 30 24-4 100/6" 35 24-5 g 50/5" 24-6 S Run 1 rl NR Run 2 40 TERRACE DEPOSITS Medium dense, dry to moist, yellowish red, silty fine SAND (SM) XZ Becomes wet with dark gray discolored zones 14 Dense, wet, hght brown, poorly graded medium to fine SAND (SM) to micaceous, ohve brown, poorly graded fine to very fine SAND with silt (SP-SM) 26 SANTIAGO FORMATION Very dense, moist to wet, hght grayish brown, silty fine to very fine SAND (SM) 16 Very dense to hard, moist, Ught grayish brown, clayey fine to very fine SAND (SC) to sandy SILT (ML), moderately cemented 16 Very dense, wet, Ught gray, silty fine SAND (SM) Hard, w^ Ught gray SILT (ML) Very dense, wet, light gray, silty fine SAND (SM) Hard, wet, hght gray, SILT (ML) with greenish discoloration and red staining at 35'; siltstone contains trace fine to medium sand Bottom of boring at 38.5 feet 112 105 96 111 116 SA(25) OVA{0) SA(16) OVA(0) SA(7) OVA(0) SA(26) OVA(O) SA(39) UNC(6797) Project: Vista/Carlsbad Sewer/Storm Drain Project Number: 9751028A-0002 LOG OF BORING B-24 Figure A-8 1 of 1 1 W4/97 BGLOG 10Z8A Woodward-Clyde m. m im m Mt •I Ml II IM STARTED 8/21/97 RNTSHED 8/21/97 TOTAL DEPTH DRILLED (feet) 40.5 DIAMETER OF BORING (inches) HAMMER WEIGHT (lbs) 140 HAMMER DROP (inches) 30 GROUNDWATER DEPTH (feet) 11 DATE MEASURED ATD DRILLING COMPANY Tri-County Drilling DRILLING EQUIPMENT CME 75 DRILLING METHOD Hollow stem auger/NX coring BACKFILL^ Bentonite grout LOGGED y ^ijjjg APPROXIMATE SURFACE ELEVATION (feet, MSL) 42.5 BORING LOCATION Sta. 23-t-OO NCTD R.O.W. cn LU O-5 < c/3 o -J CQ CJ DESCRIPTION OO so OTHER TESTS/ NOTES 27-1 12 10 15 20- 25 27-2 27-3 R 19 50/4" 27-4 27-5 30 35 40 27-6 27-7 27-8 Run 1 50/3' 113/6" 136/6- 143/6' 127/3' TERRACE DEPOSITS Medium dense, dry to moist, yellowish red, silty medium to fine SAND (SM) Becomes brown SA(22) OVA(0) Gray cuttings Becomes wet with reddkh orange staining 18 113 SANTIAGO FORMATION Very dense, wet, gray, poorly graded medium to very fine SAND with silt (SP-SM) with orange red staining Very dense, moist to wet, hght gray, silty medium to fine ^AND (SM) with trace of coarse sand and fine graded gravel Very dense, wet, gray, well graded ttiedium to fine SAND with silt (SW-SM); weak cementiuion, Uttle cohesion 13 122 Very dense to hard, wet, Ught gray, silty medium to fine SAND (SM) to sandy SILT (ML) Very dense, wet, gray, moderately cemented clayey medium to fine SAND (SC) Softer clayey zone Bottom of boring at 40.5 feet 15 17 16 115 OVA(0) SA(IO) Perm(1.5xE-S to 3.4xE-5) OVA(I) SA(32) UNC( 10594) OVA(l) SA(8) SA(16) SA(43) Project: Vista/Carlsbad Sewer/Storm Drain Project Number: 9751028A-0002 LOG OF BORING B-27 Figure A-9 1 of 1 n/4/97 BGLOG 10I3A Woodward-Clyde ii Mt •I m m m m m m m I i DATE STARTED 8/21/97 DATE FINISHED 8/21/97 TOTAL DEPTH DRILLED (feel) 36.5 DIAMETER OF BORING (inches) HAMMER WEIGHT (lbs) 140 HAMMER DROP (inches) 30 GROUNDWATER DEPTH (feet) 34.5 DATE MEASURED ATD DRILLING COMPANY Tri-County Drilling DRILLING EQUIPMENT CME 75 DRILLING METHOD Hollow stem auger BA^ui^ Bentonite grout LOGGED BY V. Wittig APPROXIMATE SURFACE ELEVATION (feet, MSL) 39.5 BORING LOCATION Sta. 11+20 NCTD R.O.W. is cc-' o DESCRIPTION Oo 50 OTHER TESTS/ NOTES 15 10 30-3 15 20 30-^ 33 25 30-7 Q 52 30- 35 30-8 42 40 30-9 n 29 TERRACE DEPOSITS Medium dense, dry to moist, reddish brown, silty medium to fine SAND (SM) Becomes yeUowish red Becomes hght brown with reddish orange staining, poorly graded fine to very fine SAND with silt (SP-SM) I Dense to very dense, moist, light yellowish brown, silty fine to very fine SAND (SM) Thin, hght grayish brown, sandy SILT (ML) lens Becomes poorly graded fine SAND (SP) Thm ohve brown SILT (ML) lenses Faint orange staining SANTIAGO FORMATION Medium to very dense, moist, Ught gray to Ught ohve gray, poorly graded fine to very fine SAND witfi silt (SP-SM) Becomes wet, micaceous ohve, poorly graded fine to very fine SAND wifli silt (SP-SM) Bottom of boring at 36.5 feet 30 109 99 SA(21),OVA(0) pH(7.5) Res(3474) SS(0.011) SC{0.002) SA(ll) OVA(O) SA(22) DS(44/0) OVA(0) 94 100 94 91 SA(3) OVA(0) SA(3) OVA(O) SA(7) OVA(O) SA(8) _QVA(Q1 Project: Vista/Cartsbad Sewer/Storm Drain Project Number; 9751028A-0002 LOG OF BORING B-30 Figure A-10 1 of 1 n;4«T BGLOG 1028A Woodward-Clyde m m IH mt m m m m n m i m DATE STARTED 8/22/97 DATE FINISHED 8/22/97 TOTAL DEPTH DRILLED (feet) 34.5 DIAMETER OF BORING (inches) HAMMER WEIGHT (lbs) 140 HAMMER DROP (inches) 30 GROUNDWATER DEPTH (feet) 33 DATE MEASURED ATD DRILLING COMPANY Tri-County Drilling DRILLING EQUIPMENT CME 75 DRILLING METHOD Hollow stem auger BSLL^ Bentonite grout LOGGED BY V. Wittig APPROXIMATE SURFACE ELEVATION (feet, MSL) 36.5 BORING LOCATION Sta. 0-H30 NCTD R.O.W. ifi LU _l CL < (fi Cfi O -J DESCRIPTION Oo So tttfiu OTHER TESTS/ NOTES 5- 10 33-1 51 33-2 15 33-3 M 50/4 20H 25 33-4 33-5 B 30 35 33-6 33-7 S 19 50/3* 67/6" 40 72/6- FILL \Dry, hght brown to brown, silty and Dry to moist, reddish brown, fine sand wiA silt Moist, brown to dark brown, weakly to moderately cemented, silly fine sand, possibly some perched-water I—^ Becomes yellow^h brown Clay "balls" within sand matrix TERRACE DEPOSITS Medium dense, moist, Ught brownish gray, silty fine to very fine SAND (SM) weakly to moderately cemented, witfi reddish orange staining (localized) Becomes very dense, clayey fine to very fine SAND (SC) Very dense, moist, hght yellowish brown, silty fine to very fine SAND (SM) Very dense, moist, U^t brownish gray, clayey medium to very fine SAND (SC) Very dense, moist to wet, Ught brownish gray, silty fine to very fine SAND (SM) witfi trace clay XZ SANTIAGO FORMATION Very dense to hard, wet, hght gray, moderately cemented clayey \&ne to very fine SAND (SM) to sandy SILT (ML) Bottom of boring at 34.5 feet 13 14 14 OVA(0) 104 112 103 106 SA(35) OVA(0) SA(45) OVA(O) SA(32) OVA(O) SA(48) OVA(0) SA(31) Project: Vista/Carlsbad Sewer/Storm Drain Project Number: 9751028A-0002 LOG OF BORING B-33 Figure A-11 1 of 1 11/4/97 BGLOG 102BA Woodward-Clyde mt mt m IP m m MB' IP HI Ml APPENDIXB CPT Soundings <<ia Ufoodward-Clyde # WA9751028A\0007-A-R.DOCV31-Oct-97\SDG m mt m m m m m m m m^ •» Ml m m m kl - u ct a [\ cn if> o 1^ C C Q \ if) CO o OJ m tn a o Date : .0 5. 1 1 — A Date : .0 5. 1 1 — / Tl / « OJ o « :;3 o a. Figure B-1 m m m m Ml <m m H W •5- u u 1—1 a a CO e CO o ro 1^ o Qj Qj ,„ C OJ c fn Ld Q Q \ 0) a —7 _1 L±J CO Q <L —• CD 1 CO u _l CL CP <L U c 0 r-H •t— u 0 CO _) CJ 1 1 m CD !^ K ,9 i3 J ia ^ 2 M U M Ul _2 3 3 a I <4- O o O O CL 1 1 fl 01 p. OJ o « 0) CQ :S O CO O. Q Figure B-2 m urn m Mt m m m rv LO LJ u ^ 5 a i\ ui 6 CN CO o Qj c CP c IT] LJ Q a \ CO UJ Ld LT) O <L CO m I (/) u cr c CJ CO CQ cn OJ o in 3^ C4- 0^ O O O o CO in l-l- : 1 u o J3 : 1 IIII -—— ^ 1 — S _ 13. 1 t 1 1 Haridai \ p. Figure B-3 m m. m LO u u ^ I I l-f a a rv CO 6 OJ 1^ C rH c CO D Ld Q Q \ U) a LJ • <L n CD I if) u a <£ u CO OJ CO CO o 14- o o o o •H a LO OJ OJ I OJ I OJ CO I CO I OJ I CO CO *^ D. ft) Q I a Q Figure B-4 •Ft MM IV- im m m m m LJ U Ct •_ (J) CO OJ OJ Cb L r-H C Ld Q \ 01 OD O <J) OJ CD LD O a o I a 3 a a VI in m Vi Vi O LO 11 O o I o in I o OJ Date : Rf (%) .0 5. = I : 1 .. Date : Rf (%) .0 5. - Tl Cl o u D ft) B u o ••> CQ o Ul : 1 JJ — fl • 1 1 1 1 igered : 1 [Igered •X. CD ro a-ftl P Figure B-5 mi m mt m m cn o u o> u 1—1 CO cr a rv CD CD CO C^ CO a o OJ o Cb . C LD rH dl cn C LJ Q Q \ CO a LJ :J LJ U) • <r <c 1- CD I CD U _l Q: <L U C 0 i 3 M 0 CO _J 5 a ail u u cn 0^ O d O O a o LO U- iCCIII Mill lOgered — ^ .aq , —- - -Mill jigered M ^ Handai fl I a o V) 0) ft) B O fl CQ CD 0! Figure B-6 m. m m m CT) O Ld " a rv CD CO ^ o CD L cn 4- LJ Q Q V CO a Ld Ld CO • <r <E ^ CD I c/3 CJ £ c 0 CO o LD C4- (Y. O O O o a o C4- CD O o Cemented Sand i OJ OJ OJ I OJ CO I 0:1 OJ I XI ft) u o •5 fl ID m o Ul Ui CM to CJ ftl a a 0) Q Figure B-7 m 0m mt m m •ft mi MM Wt. «•>!• ID IT) Ld " u rv o cr a i\ CO CO ^ o Cb Cb „ C (b cn ^ LJ Q • V CO ff Ld 3. 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Oi Q a a Figure B-9 mt •m m Mr n* M m iV o Ld U ff ff IV CD CO 0.1 O CO ^ o Cb O HI B D C LO 1—1 Cb cn C IQ u Q •—• Q \ U) ff U Ld CO o <E K CD I CO CJ _l ff <E CJ C 0 rt 0 CO _\ OJ CQ cn C4- o o o a •H a o UO UJ (D ^ CD u in [fi c/3 •ZTj - T! t _ a; g J3 B u o •p A XI V m o Ul CQ Ul - Tl — ffl _ TI -~—— •— , • _^—. — •3 - M' a ft) Q Figure B-10 m m III - m. m m m MK IB Ml » m LJ - O ^ 1—I ^ ff ff rv cn CO ^ OM CO O (b QJ C rt CL cn ^ C IQ Ld Q Q V CO a Ld n Ld CO Q C CD m I CD CJ _J ff c u c 0 OJ CD CO o UO C4- o o o o •H CL o CO UO co +-> Mill jgered Li_ fl (li) mdaa CJ ii a ft) Figure B-11 MP m m m m m m m •m. m M in m m LJ U 1—1 ff a i\ CD co° CM W :^ O Cb (b >g C rt Cb CP c D Id Q Q \ CD ff LJ 3. Ld CO Q <L CD cn 1 CO 1 U J Q: • > <L U c 0 ao +^ Cb (Q Cb u I-H 0 CD _l O'J CO cn o UO C4- CY. 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Ld CD • lO <C — ffi I ro CJ _i ff - <L U c 0 J 3 rt o ro _i OJ CQ CJO vi VI u: VI V] Ui O UO Q- [Y d O Q Cfl CL UO 14- Cfl -as- 2 § 3 3 ^ M W Vi Vi VI -M \ j = 1 / \ /\ — u ^^^^^^^^^ Mill Igered ffl — Tl 3 B o •p fl J3 tu CQ o Ul CQ Ul CD ii ft) Q a a (li) M^dBQ Figure B-18 rv ro u " u ^ I—I ff a rv CD Cfj CD 03 ^ O C cn c fD U • • \ ro ff Ld Ld ro Q ^ C -I CQ 1 ro u ff u QJ fD u rt 0 ro J 14-Cfl CO CJ Cl ii .b> a ft) Q (li) MldBQ Figure B-19 m IH a ft) Q (li) M'^dBQ Figure B-20 m CM Ld U CD 1—H ff ff rv ro CD CD i. O Cb QJ L l-H Cb [? C IQ Ld Q Q \ ro ff Ld Ld ro • ro CD 1 ro U -J ff <L CJ c 0 rt Cb -I-J IQ Cb U l-H 0 ro _l •H Cfl CL O UO a p. ft) cs (li) M;dBQ Figure B-21 Ml IP kit m m m m I X! a 0) Q (li) MldBQ Figure B-22 MP o III. Ld U Ill II 1 1 -rt ff a rv J'HHI (D CD CD i«M CD :^ O Q) QJ ID C rt Qj cn Ml C LJ a - m O \ ro m ff m UJ ~~? i LJ ro m • -rt CM CD 1 ro 1 CJ a „, m u c 0 »• rH •K Cb IQ <M U 0 ro UO t4- M -fJ II I I SICHED W Li_ Mill PREPUl o —' CM CD —I ii ft) a a ft) Q (li) MldBQ Figure B-23 •t mm MP mm m m «r Ml IH to m m m m Ml CO lO LJ " U ^ a a fv CD ro° CD ro :^ O Cb QJ „ C <Q Ld Q Q \ ro ff LJ Ld ro • ro <L CM m I ro u _) ff <r u c o !! S rt 0 ro J OJ CQ UO O UO 14- Cfl Cfl a o o in tfl 4-j a UO 0 IIIII NCHED AM"V UO 0 Mill PREPLi] 0 0 U (psi) IIIII IHED U (psi) -PH U -Q: —a b ^^^^^ t ' IIIII NCHED Mill PREPU! T) c fl Q o 0) t 0) o s ft) o ft) CQ ra o Ul CQ C/l ft) O (li) MldBQ Figure B-24 M CO lO Ld CJ O'J ff TH a rv 1— ro CO CO CO CD O CD O Q; a Q) C UO l-H Qj cn c IQ u • ir ir V - c fl a. s 6 1 fl o ft) o ft) B o « x: ft) CQ O o OJ OJ rv. OJ I 0\1 CO I CO OJ (li) MldBQ q O) w ii -p a ft) Q •i s a. Q Figure B-25 mi m my m> m m m LJ L) CM L) .rt OJ a a rv 1— m CQ c/i 11 CJO c/i ro CJO —1 O ro o Cb o Cb B a • r UO r-* Cb CT +• C IQ Ld • <4- CY (li) M^dBQ Figure B-26 IM IM m m m m I p. ID a (li) M^dBQ 4 Figure B-27 m M» •I* MP m C^J o u -CJ o I 1 "rt ff a K CO CO CO ^ o Cb C fD Ld • Q \ ro a u Ld ro • CO C CN CD I ro u _i ff <E U O o •r-i Cfl CL O -A I CJ CJ ii 0. ft) I X! a ft) Q (li) MldBQ Figure B-28 04 CM Ld O MD OJ O CJ OJ a CJ a rv cn 1— CQ (Si CO (Si m CO c» O «l V OJ Cb C t-1 CT o & *-• O 4\ M C U Da 14- ZY •m • O ro a O Ld 3. Ld O O ro D CD •H Cfl CL c CM •H Cfl CL CD 1 •H Cfl CL RLS U ZD O 1 - S c — £0 Tr- m—-i m ro IIII Igered / lr ffi — ffi o o ..JS.. « TJ c ffi U^ I o o o UO I o OJ (li) MldBQ a 0) CJ Figure B-29 NI Mf m CM O'i UJ " o ^ _H O a a rv m C/i CD OJ m o crt u M u CD CO ,1 o ro o dj o QJ oo C UO Cb fU LJ D 0^ on CJ CO r^ 00 OJ (li) MldBQ B n 05 01 ji tx 01 Q >i (6 a a Figure B-30 m rv o u oo u ff ff m' ro CO CD nil >rt CD •III' 1^ CD Cb Cb II tiiii C rt OJ cn «il|i L Ld • "HI i«W • V ro ff « LJ —7 —i Ui ifl m Q <C CO ffi 1 •m ro 1 CJ 1 a m <L CJ L 0 rt Cb •m Cb u rt 0 ro _] CCS CO o o UO I- <4-CY O O •H Cfl a o (li) MldBQ Figure B-31 m m t/) CD Cemented Sand Sandy SUt Cemented Sand Sandy SUt Cemented Sand 1 1 III =3 01 fl « a. s fl 1 fl o m LJ a Xl 01 B rt J3 91 CQ Cfi i oj OJ* rv CJ OJ OJ CO 00 d m ii a xi *j a ft) Q (li) MldBQ Figure B-32 iM! IMI (M IM IM IM m m m m m —1 o u u CO \—1 o ff a r^ ro CO CD CD o Cb QJ C rt Cb c fC u Q Q \ ro a LJJ 3 Ld ro Q O'J ro CD ro o _j ff I. <i: u c 0 (li) MldBQ Figure B-33 IM m m mt < '* o Ld u ro ' 'K .-, o a a rv m ro im CD cji (D m ^ O Cb Cb mm c rt QJ C? ^ tM C 1» Ld Q M D V IBI ro a ^IV Ld —7 -A Ld <•> ro <MI • ON <E CO CD 1 -Ml ro CJ „l a " MP <L CJ c 0 II QJ ^ Mr ^ u rt 0 ro J CQ in 0\1 o o UO C4- iY O O O O •rH tfl a o UO c rt a a « u fl « C o o V rt Xi 0) CQ c8 CQ Cfl OJ I rv OJ I CJ rv CO I og I (li) MldBQ ii ~> a 0) Q I a 0) a Figure B-34 MK a o (li) MldBQ Figure B-35 m o U CO a a rv CD ro CM CD V O Q; QJ C rt Cb CP ^ C fU u n o ro a Ld Zl Ld ro CD D <L ro cn 1 ro u _i a -<L u c 0 ^ 3 rt o ro -J OJ CQ CO o •a i — VI Vi in a vi Vi u >, u Cla o o o •H Cfl a o LD C4- [fl Cfl Li_ • I I (li) MldBQ m bi <4-CY o .— ft- — <L M^IA m bi <4-CY o C rv ft) o Q) o ht) fl — T c - « X a 4) Ct Figure B-36 IIM IP m mt m m APPENDIXC Geotechnical laboratory Test Results <M WoodwarcKiryda % W:\975102aA\0007-A-R, D0C\31 -Ocl-97\SOG BP m mt m m mt m m W m m m mt m •I mt m COBBLES GRAVEL SAND SILT OR CLAY COBBLES coarse fine coarse medium fine SILT OR CLAY 100 75 w < 0-50 LU u cc LU QL 25 100 10 1 0.1 PARTICLE SIZE (mm) 0.01 -8 -7 -6-5 -4 -3-2 -1 0 1 2 3 4 5 PHI SIZE (0) U.S. STANDARD SIEVE OPENING IN INCHES 6 4 3 2 1.5 1 3/4 3/8 U.S. STANDARD SIEVE NUMBERS 4 10 20 40 60^0,Q1*02( 30 HYDROMETER 1 1 1 1 [ 1 r L 1 1 II 1 1 v 1 V \ 3 I. ^ 1 ^ , \ \ \ * s \ 1 _ J I V-\ T \ * \ \ i i— M I \ > lr T ^— X • — • 1 • 10 20 30 40 SO O LU < LU OC z LU 60 (J (£ LU Q. 70 80 90 100 0.001 10 Boring Number Sample Number Depth (feet) Symbol d50 (mm) Cu Classification B- 2 B2-1 -4 6.0 • 0.19 Silty SAND (SM) B- 2 B2-3-4 n.o 0.19 Poorly graded SAND with silt (SP-SM) B- 2 B2-4-4 16.0 A 0.41 Silty SAND (SM) B- 2 B2-5-4 21.0 * 0.40 Silty SAND (SM) B- 2 B2-7-4 26.0 X 0.59 Silty SAND (SM) Project: Vista/Carlsbad Sewer/Storm Drain Project Number: 9751028A-0002 SNA 10/7/97 2SIVPHI 1028A Woodward-Clyde GRAIN SIZE DISTRIBUTION CURVES Figure C-1 m M m Ml m m mt m m m m COBBLES GRAVEL SAND SILT OR CLAY COBBLES coarse fine coarse medium fine SILT OR CLAY SlEVE^'oreMNG ININCHES "S- STANDARD SIEVE NUMBERS 6 4 3 2 1.5 1 3/4 3/8 4 10 20 40 ^O^^Q^^^^OO HYDROMETER 100 75 Z Vi < 50 LU <J QC LU Q. 25 100 10 1 0.1 PARTICLE SIZE (mm) 0.01 1 1 1 1 1 1 -1 r —1 i; 1 1 II 1 1 \ k \ It -1\ X , ^ \\ \ \ \\ v\ •S \\^ \ r\ 1 a. t •A. k 10 20 30 Q LU 40^ I-lU LU 60 U CC LU Q. 70 80 90 100 0.001 -9-8 -7-6 -5 -4-3 -2 -1 0 1 2 3 4 5 6 7 8 9 10 PHI SIZE «D) Boring Number Sample Number Depth (feet) Symbol d50 (mm) Cu Classification B- 8 B8-1-4 6.0 • 0.24 Silty SAND (SM) B- 8 B8-2-4 11.0 0.24 Poorly graded SAND with silt (SP-SM) B- 8 B8-4-4 16.0 0.46 5.00 Poorly graded SAND (SP) B-8 B8-5-4 21.0 Sandy SILT (ML) B-8 B8-6-4 27.0 X Sandy SILT (ML) Project: Vista/Carlsbad Sewer/Storm Drain Project Number: 9751028A-0002 SNA 10/7/97 2SIVPMI 1028A Woodward-Clyde GRAIN SIZE DISTRIBUTION CURVES Figure C-2 Mi iP m a* H m m mt COBBLES GRAVEL SAND SILT OR CLAY COBBLES coarse fine coarse medium fine SILT OR CLAY TOO 75 o z w V) < 50 LU o OC Hi Q_ 25 U.S. STANDARD SIEVE OPENING IN INCHES 6 4 3 2 1.5 1 3/4 3/8 U.S. STANDARD SIEVE NUMBERS 4 10 20 40 6o80jo'40^oo 100 10 0.1 PARTICLE SIZE (mm) HYDROMETER 0.01 -9 -8 -7 -6 -6 -4 -3 -2-10 1 2 PHI SIZE (0) 1 1 1 1 1 1 r —1 1 1 II 1 1 ^ y '\ I \ y-, \ \ V U > , X '\ \ \'\ \ 'V \ 1 I \ ,\ \\ 1 'A 10 20 30 40 50 LU 60 U Q: LU Q. 70 SO 90 100 0.001 10 Boring Number Sample Number Depth (feet) Symbol d50 (mm) Cu Classification 8- 8 B8-7-4 31.0 • 0.52 Sitty SAND (SM) BIT 811 -1 -4 8.0 0.28 Silty SAND (SM) B-11 Bl 1-3-4 11.0 A 0.29 2.80 Poorly graded SAND with silt (SP-SM) B-11 Bl 1-5-4 16.0 • 0.30 Silty SAND (SM) B-n BU-6-4 20.0 X 0.34 5.70 Poorly graded SAND with silt (SP-SM) Project: Vista/Carlsbad Sewer/Storm Drain Project Number: 9751028A-0002 SNA 10/7/97 ZSIVPHI 1028A Woodward-Clyde GRAIN SIZE DISTRIBUTION CURVES Figure C-3 m mt mt Hp W m m m m m 'm m mt m mi m i i COBBLES GRAVEL SAND SILT OR CLAY COBBLES coarse fine coarse medium fine SILT OR CLAY 100 75 Z tf) tf) < 50 u QC LU 0. 25 U.S. STANDARD SIEVE OPENING IN INCHES 4 3 T 2 1.5 1 3/4 r 3/8 TI U.S. STANDARD SIEVE NUMBERS 4 10 20 fl 1 f'-gttisii mil HYDROMETER 40 60 80 140 100 200 100 -V 10 1 0.1 PARTICLE SIZE (mm) D.Ol 10 20 30 40^ H LU 50*^ LU SOU QC LU O- 70 80 90 llOO 0.001 -9 -8-7-6-5 -4 -3-2-1 0 1 2 3 4 5 6 7 8 9 10 PHI SIZE «t» Boring Number Sample Number Depth (feet) Symbol d50 (mm) Cu Classification B-n 811-7-4 26.0 • 0.12 Clayey SAND (SO B-11 81 1-8 4 30.0 0.28 Silty SAND (SM) B-14 Bl 4-2-4 6.0 0.1 1 Silty SAND (SM) B-14 B14-3-4 11.0 • 0.11 Silty SAND (SM) B-14 814-4-4 16.0 X 0.08 Clayey SAND (SC) Project: Vista/Carlsbad Sewer/Storm Drain Project Number: 9751028A-0002 SNA 10/7/37 2SIVPHI 10Z8A Woodward-Clyde GRAIN SIZE DISTRIBUTION CURVES Figure C-4 in- IP Hi IM Ml m m mt m m m m IP mt m m mt m m COBBLES GRAVEL SAND SILT OR CLAY COBBLES coarse fine coarse medium fine SILT OR CLAY U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS HYDROMETER 6 4 3 2 1.5 1 3/4 3/8 4 10 20 40 60 80 140 100 200 100 75 tf) tf) < 0. LU u cc LU a. 50 25 100 10 1 0.1 PARTICLE SIZE (mm) 0.01 -9 -8 -7 -6 -5 -4 -3 -2-10 1 2 PHI SIZE (0) 1 1 1 1 1 r K 1 1 II 1 . \ h y •. \ k \ I V •1 X -.' , ". V A •\ \* „ 1 \ \ \ \ \\ \ ' ^ Aa k „^ fm 1 t — 10 20 Ui 1- UJ 50": LU 60 U QC LU Q. 70 80 90 100 0.001 10 Boring Number Sample Number Depth (feet) Symbol d50 (mm) Cu Classification B-14 814-5-4 20.0 • 0.25 Silty SAND (SM) 8-14 Bl 4-6-4 25.0 0.32 Poorly graded SAND with silt (SP-SM) B-1 7 817-2-4 6.0 A 0.24 Silty SAND (SM) B-1 7 Bl 7-3-4 1 1.0 •k 0.24 Poorly graded SAND with silt (SP-SM) 8-17 81 7-5-4 16.0 X 0.15 Silty SAND (SM) Project: Vista/Carlsbad Sewer/Stornn Drain Project Number: 9751028A-0002 SNA 10/7/37 2SIVPHI 1 028A Woodward-Clyde GRAIN SIZE DISTRIBUTION CURVES Figure C-5 m m HP 1 ft Mt COBBLES GRAVEL SAND SILT OR CLAY COBBLES coarse fine coarse medium fine SILT OR CLAY U.S. STANDARD SIEVE OPENING IN INCHES 6 4 3 2 1.5 1 3/4 3/8 4 U.S. STANDARD SIEVE NUMBERS 10 20 40 SoSO^J^O^oo HYDROMETER 100 75 o z tf) tf) < 0. 50 UJ U tr LU Q. 25 100 10 0.1 0.01 PARTICLE SIZE (mm) -9 -8 -7 -6 -4 -3 -2-1 0 1 2 3 4 5 6 PHI SIZE (0) 1 1 1 1 1 r V r 1 1 II 1 \ •V v \ \ \ A L— \ ' ( It \ — T \ —' \ •.\| • > > III '• V \ \ \ -k \ \ i \ \ - V V \ \ \ \ • \. \ \ \ \ i "a' rv 1 • » *. • < 10 20 30 O LU 40^ H lu 50 LU 60 U QC LU •. 70 80 90 100 0.001 10 Boring Number Sample Number Depth (feet) Symbol dSO (mm) Cu Classification 8-17 817-6-4 20.0 • 0.20 Silty SAND (SM) 8-17 Bl 7-7-4 25.0 IS 0.32 Silty SAND (SM) B-22 822-1-4 6.0 A 0.26 Silty SAND (SM) 8-22 822-3-4 11.0 * 0.40 1.90 Poorly graded SAND (SP) B-22 822-4-4 16.0 X 1.30 9.00 Poorly graded SAND (SP) Project: Vista/Carlsbad Sewer/Storm Drain Project Number: 9751028A-0002 SNA 10/7/97 2SIVPHI t028A Woodward-Clyde GRAIN SIZE DISTRIBUTION CURVES Figure C-6 mt m m m m mt m mt W m mt mt mt m m m Mi Ml •i m nil,. m mt m m m COBBLES GRAVEL SAND SILT OR CLAY COBBLES coarse fine coarse medium fine SILT OR CLAY 100 75 z tf) tf) < 0. u QC Ul 0. 50 25 U.S. STANDARD SIEVE OPENING IN INCHES 6 4 3 2 1.5 1 3/4 3/8 4 III I I 11 1 I II U.S. STANDARD SIEVE NUMBERS 10 20 40 60 80 140 100 200 ^I'r'hf^^^-iI'l I' I" 'IIF 100 a 10 1 PARTICLE SIZE (mm) 0.1 HYDROMETER 0.01 -9 -8 -7 -6 -6 -4 -3-2-1012 PHI SIZE (0) 10 20 30 40 50 O LU LU CC )- LU 60 O QC tu 0- 70 80 90 llOO 0.001 10 Boring Number Sample Number Depth (feet) Symbol d50 (mm) Cu Classification B-22 822-6-4 20.0 • SILT with ear\d (MU B-22 822-6-4 25.0 IX 0.09 Clayey SAND (SC) B-24 B24-1-4 6.0 A 0.21 Silty SAND (SM) B-24 B24-2-4 11.0 * 0.30 Silty SAND (SM) 8-24 B24-3-4 16.0 X 0.21 2.20 Poorly graded SAND with silt (SP-SM) Project: Vista/Carlsbad Sewer/Storm Drain Project Number: 9751028A-0002 SNA 10/7/97 2SIVPHI lOJBA Woodward-Clyde GRAIN SIZE DISTRIBUTION CURVES ^ Figure C-7 M m m n •i mt MU •I m m m w m m M w m m mt at COBBLES GRAVEL SAND SILT OR CLAY COBBLES coarse fine coarse medium fine SILT OR CLAY 100 75 z tf) tf) < 50 LU u QC LU QL 25 100 10 1 0.1 PARTICLE SIZE (mm) 0.01 -9 -8 -7 -6 -5 -4 -3 -2 -1 0 1 2 3 4 5 6 PHI SIZE (0) U.S. STANDARD SIEVE OPENING IN INCHES 6 4 3 2 1.5 1 3/4 3/8 |u.s 4 STANDARD SIEVE NUMBERS | 10 20 40 6o80^o'«00 HYDROMETER 1 1 1 1 1 P s 1 1 S> 1 II 1 1 •• \ i \ \ \ \\ V U \ \\ \ m * \ \ •• ^\ 1 \: \ •. 1 \ 'i • — 1 T •» 10 20 30 40 50 o LU z < H LU o: H 60 (J QC LU O. 70 80 90 100 0.001 10 Boring Number Sample Number Depth (feet) Symbol d50 (mm) Cu Classification B-24 B24-4-4 20.0 • 0.12 Silty SAND (SM) 8-24 824-5-4 26.0 0.10 Clayey SAND (SC) 8-27 B27-1-4 6.0 A 0.24 Silty SAND (SM) 8-27 827-3-4 16.0 * 0.30 6.90 Poorly graded SAND with silt (SP-SM) 8-27 B27-4-4 20.0 X 0.20 Silty SAND (SM) Proiect: Vista/Carlsbad Sewer/Storm Drain Project Number: 9751028A-0002 SMA 10/7/97 2SIVPHI I028A Woodward-Clyde GRAIN SIZE DISTRIBUTION CURVES Figure C-8 n •Kl mt m HI m mt m mt, mt m m wt Mt li mt W. m COBBLES GRAVEL SAND SILT OR CLAY COBBLES coarse fine coarse medium fine SILT OR CLAY 100 75 Z tf) tf) < a. h-z UJ u QC LU O. 50 25 U.S. STANDARD SIEVE OPENING IN INCHES 6 4 3 2 1.5 1 3/4 3/8 4 U.S. STANDARD SIEVE NUMBERS 10 20 40 6o80oJ«oo HYDROMETER 100 10 1 0.1 PARTICLE SIZE (mm) 0.01 -9 -8 -7 -6 -3 -2 -1 0 1 2 3 4 5 PHI SIZE (0) 1 1 1 1 1 1 tl . 1 1 II 1 1 \ • rt~ .1 \ I 1 n — 1 - _ _ ^ \ \ \ V 'i ^ 1 \ • ft \ ) \ \ 1 » . \ t t «. 1 1 1 i 10 20 LU z 40^ I-LU 50°^ 60 U QC LU 70 80 90 100 0.001 10 Boring Number Sample Number Depth (feet) Symbol d50 (mm) Cu Classification B-27 B27-5-4 25.0 • 0.50 6.80 Well graded SAND with silt (SW-SM) B-27 B27-7 31.0 IX 0.33 Silty SAND (SM) B-27 B27-8 35.0 A 0.12 Clayey SAND (SC) B-30 830-1 -4 6.0 • 0.23 Silty SAND (SM) B-30 830-3-4 11.0 X 0.22 Poorly graded SAND with sitt (SP-SM) Project: Vista/Carlsbad Sewer/Storm Drain Project Number: 9751028A-0002 SNA 10/7/97 aSIVPHI 10jaA Woodward-Clyde GRAIN SIZE DISTRIBUTION CURVES Figure C-9 m •mi mt mt mt m mt m m m m m mt m m COBBLES GRAVEL SAND SILT OR CLAY COBBLES coarse fine coarse medium fine SILT OR CLAY 100 75 z tf) tf) < CL 50 LU U CC LU •L 25 100 10 0.1 PARTICLE SIZE (mm) 0.01 -9 -8 -7 -6 -5 -4 -3-2-10 1 2 PHI SIZE (0) U.S. STANDARD SIEVE OPENING IN INCHES 6 4 3 2 1.5 1 3/4 3/8 U.S. ST 4 1 A • ANDARD SIEVE NUMBERS 0 20 40 eo 80,0^*0^ I m H HYDROMETER 00 1 1 1 \ 1 1 r 1 I II 1 1 '4 % \\ \' \ ) \ \\ 1 ^ I i 1—»f 1 \\ \ • I : Mi 1 - _ I -.Ml • 1 i ' 7 m a ^ 10 20 30 Q 111 LU H 2 LU 60 U QC LU Q. 70 80 90 100 0.001 10 Boring Number Sample Number Depth (feet) Symbol d50 (mm) Cu Classification 8-30 830-4-4 16.0 • 0.09 Silty SAND (SM) 8-30 830-5-4 21.0 0.16 1.60 Poorly graded SAND (SP) B-30 B30-7-4 26.0 A 0.23 2.30 Poorly graded SAND (SP) 8-30 830-8-4 31.0 * 0.14 1.80 Poorly graded SAND with silt (SP-SM) B-30 830-9-3 36.0 X 0.14 2.00 Poorly graded SAND with silt (SP-SM) Project: Vista/Carlsbad Sewer/Stornri Drain Project Number: 9751028A-0002 SNA 10/7/97 2SIVPHI 103aA Woodward-Clyde GRAIN SIZE DISTRIBUTION CURVES Figure C-10 m m Ml mt m m mt m i COBBLES GRAVEL SAND SILT OR CLAY COBBLES coarse fine coarse medium fine SILT OR CLAY 100 75 z tf) tf) < Q. 50 LU U QC UJ 25 U.S. STANDARD SIEVE OPENING IN INCHES 6 4 3 2 1.5 1 3/4 3/8 II t I II U.S. ST/\NDARD SIEVE NUMBERS 4 10 20 40 60S0JQ1*' I in ittii 100 10 0.1 PARTICLE SIZE (mm) HYDROMETER 0.01 10 20 30 40 50 60 70 O LU z < H LU QC H Z LU U QC UJ Q- 80 90 llOO 0.001 -9 -8-7-6 -5-4-3 -2-1 0 1 2 3 4 5 6 7 8 9 10 PHI SIZE (0) Boring Number Sample Number Depth (feet) Symbol d50 (mm) Cu Classification B-33 B33-2-4 1 1.0 • 0.13 Silty SAND (SM) B-33 B33-3-4 16.0 0.08 Clayey SAND (SC) B-33 833-4-4 20.0 A 0.10 Silty SAND (SM) B-33 B33-6-4 26.0 * 0.09 Clayey SAND (SC) B-33 B33-6-4 30.0 X 0.11 Silty SAND (SM) Project: Vista/Carlsbad Sewer/Storm Drain Project Number: 9751028A-0002 SNA 10/7/97 2S1VPHI 1028A Woodward-Clyde GRAIN SIZE DISTRIBUTION CURVES Figure C-11 mt {*' mh m m mt m m wm m m 1^^ mt Ml M Ml m i 140 Zero Air Voids Curves for Specific Gravity of 2.80 2.70 2.60 15 20 MOISTURE CONTENT (%) 30 Sample No. B-2-2 Maximum Dry Density 127.5 pcf Test Method ASTM-D 1557-91A Optimum Moisture Content 9.S % Sample Description Silty SAND (SM) Liquid Limit Plasticity Index Specific Gravity Project: Vista/Carlsbad Sewer/Storm Drain Project Number: 9751028A-0002 COMPACTrON TEST Figure C-12 10/7/97 2C0MPT 102BA Woodward-Clyde WW •am nil P m m mt m m m m m m 140 Zero Air Voids Curves for Specific Gravity of 2.80 2.70 2.60 15 20 MOISTURE CONTENT (%) 25 30 Sample No. B-l 1-2 Maximum Dry Density 134.0 pcf Test Method ASTM-D 1557-91 Optimum Moisture Content 8.0 % Sample Description Silty SAND (SM) Liquid Limit Plasticity Index Speciflc Gravity Project: Vista/Carlsbad Sewer/Storm Drain Project Number: 9751028A-0002 COMPACTION TEST Figure C-13 10/7/97 SCOMFT 102BA Woodward-Clyde in 'm m lb m m mt mt mt m 140 135 130 125 120 > « 115 z UJ Q >~ tr Q 110 105 100 95 90 \ \ 7orrk Air \/rtirlc f^iirifoc \ \ for Specific Gravity of • \ for Specific Gravity of \ ^ 2.80 m \ V ^2.70 \ .^2.60 N \ \ \ \ V \ \ s 10 " 15 20 MOISTURE CONTENT (%) 25 30 Sample No. B-17-1 Maximum Dry Density 135.0 pcf Test Method ASTM-D 1557-91A Optimum Moisture Content 7.5 % Sample Description Silty SAND (SM) Liquid Limit Plasticity Index Speciflc Gravity Project: VIsta/Carlsbad Sewer/Stonn Drain Project Number: 9751028A-0002 COMPACTION TEST Figure C-14 10/7/97 2C0MPT 1028A Woodward-Clyde 'HI <afet mt m m mt mn mt 140 135 130 125 120 o a « 115 z LU O > CC Q no 105 100 95 90 —\ \ 7orrt Air \/niHc f^iiri/oc \ 7orrt Air \/niHc f^iiri/oc \ for Specific Gravity of for Specific Gravity of for Specific Gravity of ^^2.80 • ^^2.80 ^^2.80 ^2.70 ^2.70 .^2.60 • \ \ \ \ ^—• — N \ TO ^15 W MOISTURE CONTENT (%) 25 30 Sample No. B-22-2 Maximum Dry Density 133.0 pcf Test Method ASTM-D 1557-91A Optimum Moisture Content 8.5 % Sample Description Silty SAND (SM) Liqiud Limit Plasticity Index Speciflc Gravity Project: Vista/Carlsbad Sewer/Storm Drain Project Number: 9751028A-0002 COMPACTION TEST Figure C-15 10/7/97 JCOMPT 102BA Woodward-Clyde m lag/ m m mt mt mt m mt m mt m m mt in in in w vc in CC < in c^ in in w < OT 10.0 -0 5.0 10.0 15.0 NORMAL STRESS IN KSF 20.0 25.0 10.0 5.0 A ^ A A A A ^ A A OCCO( ^ o o ^ • • O O n • 0 o c • • ) oo ,00 .06 .12 ,18 ,24 HORIZONTAL DEFORMATION IN INCH .30 BORING/SAMPLE : B8-4-4 DEPTH (ft) 16.0 DESCRIPTION : POORLY GRADED SAND (SP) STRENGTH INTERCEPT (C) .354 KSF FRICTION ANGLE (PHI) 45.1 DEG (PEAK STRENGTH; SYMBOL O n A MOISTURE DRY DENSITY VOID CONTENT {%) (pcf) RATIO 19.5 20 2 21.5 108,5 107.7 106.4 524 535 554 NORMAL PEAK STRESS (ksf) SHEAR (ksf) .96 4.02 1.27 2.40 4,37 RESIDUAL SHEAR (ksf) .83 1 59 3 30 Remark : AVERAGE INITIAL MC:17,9%;AVERAGE INITIAL DD:106.5 9751028A 0003 VIST/CARLSBAD SEWER/ STORM DRAIN WOODWARD-CLYDE CONSULTANTS SAN DIEGO DIRECT SHEAR TEST Figure No c-16 m mt tm m m m 4.0 fc. OT m in tj ct: OT < in 2.0 ,0 2.0 4.0 6.0 NORMAL STRESS IN KSF 8.0 10.0 10.0 OT OT OT OT < fc3 OT 5.0 ,0, / A ^ A A J \ A A ^ A A A A A ^ 3 • • XX© C X] n c :> o 0 ] • • o o • • I O 0 ] •• o .00 BORING/SAMPLE DESCRIPTION ,06 .12 .18 .24 HORIZONTAL DEFORMATION IN INCH : Bl 1-3-4 DEPTH (ft) 11.0 POORLY GRADED SAND WITH SILT (SP-SM) .30 m m STRENGTH INTERCEPT (C) FRICTION ANGLE (PHI) .120 42. 1 KSF (PEAK STRENGTH) DEG •m. MOISTURE DRY DENSITY VOID NORMAL PEAK RESIDUAL mt SYMBOL CONTENT {%) (pcf) RATIO STRESS (ksf) SHEAR (ksf) SHEAR (ksf) /urn O 21.3 102,5 .613 ,96 .95 84 m • 20,7 103.4 ,599 1.99 1,97 1,46 m A 20.2 104.6 .581 4.03 3,74 3,03 Remark : AVERAGE INITIAL MC:5,3%;AVERAGE INITIAL DD: 102.5 9751028A 0003 VISTA/CARLSBAD SEWER/ STORM DRAIN WOODWARD-CLYDE CONSULTANTS SAN DIEGO DIRECT SHEAR TEST Figure NO c-17 m m m tm m m mt m mt II 4.0 fcn OT OT OT Ct: OT Ct; < fcj OT in I—I in in fc] K ^ OT Ct: < OT 2.0 10.0 5.0 2.0 4.0 6.0 NORMAL STRESS IN KSF 8.0 10.0 A^ ^ A A A AA A A A AZ^ . ^58' [ DOOC :]•• c O O c • C ) O 0 0 • o o • [ o o ] .00 .06 .12 .18 -24 HORIZONTAL DEFORMATION IN INCH .30 BORING/SAMPLE :Bl7-3-4 DEPTH (ft) 11.0 DESCRIPTION POORLY GRADED SAND WITH SILT (SP-SM) STRENGTH INTERCEPT (C) .206 KSF FRICTION ANGLE (PHI) : 39,6 DEG (PEAK STRENGTH) SYMBOL O • A MOISTURE CONTENT i%\ 21,9 21.6 23 0 DRY DENSITY VOID (pcf) RATIO 101.4 ,631 102.1 .619 102.4 .614 NORMAL PEAK STRESS (ksf) SHEAR (ksf) .97 1,97 4,05 1.02 1,83 3,57 RESIDUAL SHEAR (ksf) .72 1 .43 3,33 Remark : AVERAGE INITIAL MC: 19.2;«;AVERAGE INITIAL DD:I01.1 9751028A 0003 VISTA/CARLSBAD SEWER/ STORM DRAIN WOODWARD-CLYDE CONSULTANTS SAN DIEGO DIRECT SHEAR TEST Figure No C-18 nut m mt m m mt mt mt mt m to i li 4.0 fc. OT OT OT ci: OT Ct: < fcj OT 2.0 .0 2.0 4.0 6.0 NORMAL STRESS IN KSF 8.0 10.0 10.0 fc, OT in in fc5 CC OT Ct: OT 5.0 A A ^ A A ' i A^ A A A A A Z ^O' • •m b0CD( • • • ) o O • • c ooo i • o o ID 0 OC 00 .06 .12 .18 .24 HORIZONTAL DEFORMATION IN INCH .30 BORING/SAMPLE : B30-4-4 DEPTH (fl) 16.0 DESCRIPTION : SILTY SAND (SM) STRENGTH INTERCEPT (C) .003 KSF FRICTION ANGLE (PHI) 44.5 DEG (PEAK STRENGTH; mm SYMBOL MOISTURE CONTENT {%) DRY DENSITY (pcf) VOID RATIO NORMAL STRESS (ksf) PEAK SHEAR (ksf) RESIDUAL SHEAR (ksf) O 29.8 90.8 ,821 ,96 ,95 ,86 rim • 30.5 89,8 .841 1,97 1.93 1,83 A 26,3 96.0 723 , 4.01 3.94 3 49 Remark ; AVERAGE INITIAL MC:15.55?AVERAGE INITIAL DD:91 2 9751028A 0003 WOODWARD-CLYDE CONSULTANTS SAN DIEGO VISTA/ CARLSBAD SEWER/ STORM DRAIN DIRECT SHEAR TEST Figure No C-19 m mt mt mt mt m m m LABORATORY REPORT Telephone (619) 425-1993 Fax 425-7917 Established 1928 • CLARKSON LABORATORY AND SUPPLY INC. „^ 350 Trousdale Dr. Chula Vista, Ca. 91910 ANALYTICAL AND CONSULTING CHEMISTS Date: September 15, 1997 Purchase Order Number: 9751028A 003 Sales Order Number: 48316 Account Number: WOO mm To: mm * * ^ Woodward-Clyde Consultants 1615 Murray Canyon Road, Suite 1000 ^ San Diego, CA 92108 Attention: Moi Arzaunendi m Laboratory Number: SO4016 Customers Phone: 294-9400 Fax: 293-7920 ^ Sample Designation: * * M. One soil sample received on 9/9/97, marked as B2-2 @ 6 1/2-10. m Analysis By California Test 643, 1993, Department of Transportation ^ Division of Construction, Method for Estimating the Service Life of mt Steel Culverts. mi pH 6.9 mt Water Added (ml) Resistivity (ohm mm 100 4075 50 2472 50 1536 50 1336 m 50 1136 50 1069 ••M 50 1069 50 1136 Mi 50 1136 20 years to perforation for a 16 gauge metal culvert. m 26 years to perforation for a 14 gauge metal culvert. 36 years to perforation for a 12 gauge metal culvert. •mt 47 years to perforation for a 10 gauge metal culvert. mm 57 years to perforation for a 8 gauge metal culvert. Water Soluble Sulfate Calif. Test 417 0.014% ^ Water Soluble Chloride Calif. Test 422 0.004% Figure C-20 •I m mt m m mt m m m a mt LABORATORY Telephone (619) 425-1993 Fax 425-7917 REPORT Established 1928 CLARKSON LABORATORY AND SUPPLY INC, 350 Trousdale Dr. Chula Vista, Ca. 91910 ANALYTICAL AND CONSULTING CHEMISTS Date: September 26, 1997 Purchase Order Number: 9751028A Sales Order Number: 48479 Account Number: WOO To: * * woodward-Clyde Consultants 1615 Murray Canyon Road, Suite 1000 San Diego, CA 92108 Attention: Moi Arzamendi Laboratory Number: SO4029 Sample Designation: * . Customers Phone: 294-9400 Fax: 293-7920 Ml One soil sample received on 9/25/97, marked as B11-4 dated 9/25/97, m ^ Analysis By California Test 643, 1993, Department of Transportation Division of Construction, Method for Estimating the Service Life of mt steel Culverts. pH 7.3 * Water Added (ml) mm 100 * 50 50 ^ 50 mm 50 50 - 50 50 50 Resistivity (ohm-cm) 3741 3874 3674 3741 3874 44 years to perforation for a 16 gauge metal culvert. 57 years to perforation for a 14 gauge metal culvert. 79 years to perforation for a 12 gauge metal culvert. 101 years to perforation for a 10 gauge metal culvert. 123 years to perforation for a 8 gauge metal culvert. Water Soluble Sulfate Calif. Test 417 Water Soluble Chloride Calif. Test 422 Michael Shannon 0.003% 0.001% Figure C-21 fi mt m 90 mt mt mt m ff mt m i i m LABORATORY Telephone (619) 425-1993 Fax 425-7917 REPORT Established 1928 - CLARKSON LABORATORY AND SUPPLY INC. ^ 350 Trousdale Dr. Chula Vista, Ca. 91910 ANALYTICAL AND CONSULTING CHEMISTS Date: September 15, 1997 Purchase Order Number: 9751028A 003 Sales Order Number: 48316 Account Number: WOO To: * ^ Woodward-Clyde Consultants 1615 Murray Canyon Road, Suite 1000 ^ San Diego, CA 92108 Attention: Moi Arzamendi Laboratory Number: SO4018 mm ^ Sample Designation: * Customers Phone: 294-9400 Fax: 293-7920 mm One soil sample received on 9/9/97, marked as Bl7-4@ 11 1/2-13 1/2. m Analysis By California Test 643, 1993, Department of Transportation Division of Construction, Method for Estimating the Service Life of m Steel Culverts. pH 7.3 Water Added (ml) Resistivity (ohm-cm) 200 2204 50 2004 50 1670 50 1536 50 1470 50 1470 50 1403 50 1403 50 1470 37 years to perforation for a 16 gauge metal culvert. 48 years to perforation for a 14 gauge metal culvert, 66 years to perforation for a 12 gauge metal culvert. 85 years to perforation for a 10 gauge metal culvert. 103 years to perforation for a 8 gauge metal culvert. Water Soluble Sulfate Calif. Test 417 Water Soluble Chloride Calif. Test 422 0.015% 0,014% Torres Figure C-22 I* Ilk m m m ff ff m m m m m LABORATORY REPORT Telephone (619) 425-1993 Fax 425-7917 Established 1928 CLARKSON LABORATORY AND SUPPLY INC, 350 Trousdale Dr. Chula Vista, Ca. 91910 ANALYTICAL AND CONSULTING CHEMISTS Date: September 15, 1997 Purchase Order Number: 9751028A 003 Sales Order Number: 48316 Account Number: WOO To: mm -k^ . * ^ Woodward-Clyde Consultants 1615 Murray Canyon Road, Suite 1000 ^ San Dlego, CA 92108 Attention: Moi Arzamendi Laboratory Number: SO4017 Customers Phone; 294-9400 Fax: 293-7920 m Sample Designation: *w * wm One soil sample received on 9/9/97, marked as B30-2 @ 6 1/2-8 1/2. m ^ Analysis By California Test 643, 1993, Department of Transportation Division of Construction, Method for Estimating the Service Life of •I Steel Culverts. mm PH 7.5 mt Water Added (ml) Resistivity (ohm mm 200 3808 m 50 3741 50 3540 mm 50 3407 mt 50 3407 50 3407 mm 50 3474 mt 50 3474 mm 51 years to perforation for a 16 gauge metal culvert. mi 66 years to perforation for a 14 gauge metal culvert. 91 years to perforation for a 12 gauge metal culvert. Ml 116 1 years to perforation for a 10 gauge metal culvert. m 141 years to perforation for a 8 gauge metal culvert. Water Soluble Sulfate Calif. Test 417 Water Soluble Chloride Calif. Test 422 0.011% 0.002% Figure C-23 mi m m m mt mt m m m m « m APPENDIXD Groundwatsr Dewatering Wells and Pomp Test Results Woodward Clyda # W:\g751028AV0007.B-R.DOC\3(KJan-98^DG m mt d a w m w to Ik m - ci H 9 t ill Si E| § X o ^ Q. = (/) Q. • <s m in C3 o CN CN o o cri CO o o CO to in in CO n m in in in CD 06 CO r-Oi CN CN t— CM CN o 0 0 0 0 0 *•> in in in m cb CO* CO CO CO (D CO CN CN (D CD (D CO CN eg O 06 CO CN cn 06 CN CN iri CN CM CD (O in in CN CN in in o in eo ^ + + in in r- o in CN m + + in o in ^ + + cn CO 00 CO CN CN (O CO o o CO CO cn CN °? CM CO 00 CN o> CN flO CN CN in CN CO oi (N 0 s 0 0 •*-< 0 0 *-> 0 00 o> 00 in CD o> CO CO CO CN CN o in h- CO + + CN « CN CM CN ii < m CN CN m m m m m m mt ff IP ff it 3 m H > M 2 a (0 ^ 5" > 1^ 5| .H 5 -j — S >> X w c u 0 s (0 > ^ '5 >» SI & to > CO c < CN O < LU CN CO CN O 111 O CO CN O m CO CO IO in c>j ooo LU Lil III UO O) o> t~ ^' CD ^ Tf- CO o o LU LU lU Tf in o CM CO in t-^ fo" i/i Tf CM o o LU LU 00 Tf CD CM Tf CN . « o o o tn in lO •t- CM o CN a> Hi f i^< 8 88 £ £ LU « to K J: < > 8 <n 0) I- i 1 Q 0) 0) c c CD CO (OOO % <D o ° CD CO I (t a: O 0) 00 OD Od Od _ c c Q CO CD Q.^ ? 2 o o woo e c £= Q CO CO tig woo < m < oo CD CO CM Tf Tf CO O O C=l LU LU LU o CD in CM 1^ O) in cd mcDCD comm CNCM r-coeo 1— T- ^ pcoco I'T^ ^•^•^ ininin mm'in mm cDh-r^ CM in 00 d m CN CO Tf £ UJ •Q) "CD O > 8 <i> 1 a: a: "go: S -ss t£ ta Q CO to c c _ o o woo a. o ffl < ffl CN OJ CN 5 m mt m mt m m mt m n mt BP Project: Vista/Carlsbad Sewer/Storm Drain Project Location: Carisbad, Califomia Project Number: 9751028A-0005 Key to Log of Boring Sheet 1 of 2 m C3>1 O OH 5~- 10- SAMPLES E li is > 8 « OC IVIATERIAL DESCRIPTION and other remarks Loosa to medium dense, moist, brown, silty fine SAND (SM) Modified Califomia sampler Split spoon sampler NOTE: SOIL AND ROCK SYMBOLS USED IN GRAPHIC LOG ARE PRESENTED ON SHEET 2 OF KEY. NOTE: WELL COMPIETION SYMBOLS ARE PRESENTED ON SHEET 2 OF KEY. % E o -fi ? Remarks/ Other Tests 1 ABBREVIATIONS FOR "OTHER TESTS/REMARKS" COLUMN GENERAL NOTES 1. Classifications are based on the Unified Soil Classification System and include range of consistency, moisture, and color. Due to the method of drilling and sampling, relative dens Ity/consistency assessments are based solely on rate of penetration and ASTM D2488 visual/manual correlations. 2. Surface elevation is based on topographic maps and estimated locations. 3. Descriptions on this boring log applies only at the specific boring location and at the time the boring was made. They are not warranted to be representative of subsurface conditions at other locations or times. M30I9B 1GLG12K KEY KEYGLG1 2 Woodward-Clyde Figure D-1 m m mt m mt m mt m m wt • 1^ W m Project: Vista/Carlsbad Sewer/Storm Drain Project Location: Carisbad, Califomia Project Number: 9751028A-0005 Key to Log of Boring Sheet 2 of 2 15 20-- 25 30-- 35-- SAMPLES .a 3 il CflCC IT cr S 8 « cc JZ a. a 01 MATERIAL DESCRIPTION and other remarks UNIFIED SOIL CLASSIHCAT10N SYSTEM SYMBOL AND ROCK TYPE NAME VERSUS CORRESPONDMG GRAPHIC LOG Fill Silt Cby Sand Silt/Sand Gravel SYMBOLS USED M WELL COMPLETION LOG PROTECTIVE CASING IN CEMENT GROUT CASING IN BENTONITE CHIPS CASING IN BENTONITE PELLETS CASING IN SAND FILTER PACK SLOTTED CASING IN SAND FILTER PACK CASING END CAP SLOUGH Remarks/ Other Tests ^ 13019a 1GLG12K KEY KEVGLG12 Woodward-Clyde Figure D-1 m mt tm mt m mt m P Wt W m m p Project: Vista/Carlsbad Sewer/Storm Drain Project Location: Carisbad, California Project Number: 9751028A-0002 Log of Boring MW-11A Sheet 1 of 1 Date(s) Drilled 11/21/97 Logged By V. WHtig Checked „ Arzamendi Iltf Drilling Method Hollow-stem auger Drill Bit Size/Type Total Depth oi c Drilled (feet) ^ ' Drill Rig Type CME 76 Drilled By Hazmat Hammer Weight/ Drop (lbs/in.) M Apparent Downhole 4 g Groundwater Depth (feet) Surface EA e Elevation (feat) M Location Stm. 76 + 30 Elevation u cj Datum II c o 10- 15- 20- 25- 30- 35-" 55 50 45 40 35 30 25 SAMPLES li a « (na: 1/30/98 1GLG12 102BA IT > 8 e QC a. tB5 MATERIAL DESCRIPTION and other remarks TERRACE DEPOSITS 4' asphalt concrete over sand and gravel base over moist, brown to yellowish brown, silty fine to medium SAND (SM) ^ Cuttings become light brown ^ Cuttings return to yellowish brown I With slightly more silt Cuttings become light brown, fine eand with trace medium sand V SANTIAGO FORMATION Cuttings become wet with more silt ^ With trace clay (silty sand to sandy silt with trace clay) ^ Harder drilling Bottom of boring at 32 feet Remarks/ Other Tests Hand augered to 5'-no obstructions encountered Woodward-Clyde Figure D-2 m ut Ri Mi m m m mt P mt m HI w Project: Vista/Carlsbad Sewer/Storm Drain Project Location: Carisbad, Califomia Project Number: 9751028A-0002 Log of Boring MW-11B Sheet 1 of 1 Logfl«d V. Wittig Checked ^ Arzamendi SeSd Ho»ew...«n«,a« Drill Bit Size/Type Total Depth f, Drilled (feet) ^^-^ ^l^^ CME 75 gy"** Hazmat Hammer Weight/ Drop flbsfln.) Apparent Downhole g Groundwater Depth (feet) Surface ea c Elevation (feet) Location Sta. 76 +16 Elevation iici Datum mt mm Depth, feet Elevation, feet 0-| mm - 55 m 5~ mm - 50 M mm 10- -- 45 15- — - 40 Mi - mm 20-- - 35 •«• 25^ - 30 -- 30- m» - 25 mm - — 35-- SAMPLES o E 3 a is t/iCC i: e > 3 a cc a. « a (5^ MATERIAL DESCRIPTION and other remarks TERRACE DEPOSITS 4" asphalt concrete over sand and gravel base over moist, brown, poorly graded fine to medium j~SAND (SP-SM) • Becomes yellowish brown Becomes light yellowish brown with slightly more silt ^ Becomes light brown silty sand to sandy silt SL Less silt Becomes light brown, poorly graded fine SAND (SP) with trace medium sand - SANTIAGO FORMATION r"Becomes wet, with silt * Gravel layer ^ Harder drilling ^ With more silt and trace clay (silt, sand) ^ Becomes light brown, sandy silt with trace ctay Bottom of boring at 29 feet o E o • ? a. -3 Remarks/ Other Tests Hand augered to 5'-no obstructions encountered M30I9B 1CLG12 I02BA Woodward-Clyde Figure D-3 ii m mt mt mt wt mt P ll ii f * il Project: Vista/Carlsbad Sewer/Storm Drain Project Location: Carisbad, California Project Number: 9751028A-0002 Log of Boring MW-18A Sheet 1 of 1 Date (a) Drilled 11/20/97 Logged By V. Wittig Checked „ Arzamendi Drilling Method Hollow-stem auger Drill Bit Size/Type Total Depth Q#. #. Drilled (feet) ^"'^ Drill Rig Type CME 76 Drilled By Hazmat Hammer Weight/ ••/* Drop (lbs/in.) imt Apparent Downhole Groundwater Depth (feet) Surface C Elevation (feet) ^^'^ •W Location Sta. 44 + 20 Elevation uci Datum II c o 0-1 - 40 5- - 35 10- - 30 15- 20- 25- 30- 35^ 25 20 15 - 10 SAMPLES c .D E z fi C n a o (OCC I^O/Se 1GLGt2 1028A > 8 o cc o JZ a m a o3 MATERIAL DESCRIPTION and other remarks TERRACE DEPOSITS f-Moist, yellowish red, silty fine SAND {SM) * Dry to moist I Becomes yellowish brown, fine to medium ^ Becomes brown, harder with trace lenses of fine gravsl With trace clay; slightly easier drilling Becomes wet, light brown to brown sand with with and trace clay ^ Easier drilling SANTIAGO FORMATION - Drill chatter (basal gravel lens) Becomes wet, light brown, sitty sand with ^ trace clay Harder drilling ^ Slightly eaeier drilling I Harder drilling Bottom of boring at 30 feet E o Remarks/ Other Tests Hand augered to B'-no obstructions encountered Woodward-Clyde Figure D-4 m m mt mt mt m mt wt M m mt !• Mt m m p m m ii Project: Vista/Cartsbad Sewer/Storm Drain Project Location: Carisbad, Califomia Project Number: 9751028A-0002 Log of Boring MW-18B Sheet 1 of 1 Logged y ^-^i^ Checked „ Arzamendi KSd Honow-stem-iger Drill Bit Size/Type Total Depth 90 n Drilled (feet) ^"'^ CME7B ^^^^ Hazmat Hammer Weight/ m>A Drop (Ib8,1n.) Apparent Downhole 17 fi Groundwater Depth (feet) '* Surface R Elevation (feat) ^ Location Sta. 44 + 34 Elevation uei Datum — fl) 0-1 5H 10- - 30 15 20- 25- 30- 35^ - 40 - 35 - 25 - 20 15 - 10 SAMPLES 0 E z e n is I/30/SB 1GLGf2 lOlSA Ef e > 8 o MATERIAL DESCRIPTION and other remarks TERRACE DEPOSITS r-Moist, yellowish red, silty fine SAND (SM) Becomes dry Becomes ysltowish brown Becomes fine to medium SAND with silt (SP-SM) i Harder drilling ^ Becomes brown, slightly harder ^ Becomes brown to grayish brown Becomes wet, light brown Possibly some very thin gravel lenses SANTIAGO FORMATION ^ Becomes wet, light brown silt and eand with trace clay ^ Harder drilling Bottom of boring at 29 feet o E o • ? Remarks/ Other Tests Hand augered to 5'-no obstructions encountered Woodward-Clyde Figure D-5 li mt IM m m Project: Vista/Carlsbad Sewer/Storm Drain Project Location: Carisbad, California Project Number: 9751028A-0002 Log of Boring MW-22A Sheet 1 of 1 Date(8) 11/21/97 Drilled Logged y ^-^^^ Checked M. Arzamendi Honow-stem auger Drill Bit Size/Type Total Depth n Drilled (feet) Drill Rig CME7B Hazmat Hammer Weight/ U/A Drop (Ibs^n.) Apparent Downhole mQ Groundwater Depth (feet) Surface -4« Elevation (feet) Location Sta. 13 -1- 66 Elevation MCI Datum o CO © Ui. 0- -- 50 10-- -- 40 15— 20-- 25 30-- 35-'- 45 - 35 30 -- 25 20 SAMPLES ^ 1 is > s c cc 53 MATERIAL DESCRIPTION and other remarks TERRACE DEPOSITS 4" asphait concrete over sand and gravet base over moist, brown to yellowish red, poorly graded fine to medium SAND (SP-SM) with silt ——^ Hard layer, more silt ^ Becomes light brown to brown, more sand Becomes wet I Becomes grayish brown SANTIAGO FORMATION ^ Fine top coarse sand with silt I Becomes more silt, silty sand, sandy ailt with gravel clay Bottom of boring at 28 feet £ o D. -3 Remarks/ Other Tests Hand augered to 6'-no obstructions encountered 1/30/98 1GLGI2 1028A Woodward-Clyde Figure D-6 Ml •I Ml ii MP mt m tm m P Ml ft m ii Project: Vista/Carlsbad Sewer/Storm Drain Project Location: Carisbad, Califomia Project Number: 9751028A-0002 Log of Boring MW-22B Sheet 1 of 1 S5le5' 1^^24/97 Logged y y^f-^ By Checked „ Arzamendi KSSd Ho«ow-.tem«,oer Drill Bit size/Type Total Depth « Drilled (feet) CME 76 Hazmat Hammer Weight/ U/A Drop (Ibsfln.) Apparent Downhole in 9E Groundwater Depth (feet) Surface =- « Elevation (feet) ^^'^ Location Sta. 13+40 Elevation Datum c o - 50 5-- -- 45 10-- - 40 15-- 20-- 25-- 30-- 35-L - 35 - 30 - 25 -- 20 SAMPLES e E Is UiCC > 8 cc 53 TERRACE DEPOSITS 3" asphalt concrete over sand and gravel base over moist, yellowish red, poorly graded fine to medium SAND (SP-SM) with silt hiard layer (slow drilling}-becomes drier, yellowish brown to brown with more silt MATERIAL DESCRIPTION and other remarks -i With less silt, mostly sandy, more moist Becomes wet ^ Becomes light brown to grayish brown SANTIAGO FORMATION ^ Hard drilling Bottom of boring at 26 feet o E o .fi ? a. J Remarks/ Other Tests Hand augered to &'-no obstructions sncountered 1/30/98 IGLG)3 1D28A Woodward-Clyde Figure D-7 in Ml m m m mt •I HI W m W mt Project: Vista/Carlsbad Sewer/Storm Drain Project Location: Carisbad, California Project Number: 9751028A-0002 Log of Boring MW-27A Sheet 1 of 1 Date(«) Drilled 11/20/97 Logged By V. Wittig Checked M. Arzamendi m Drilling Method HoUow-stem auger Drill Bit Size/Type Total Depth n Drilled (feet) m Drill Rig Type CME 76 Drilled By Hazmat Hammer Weight/ Drop (lbs/in.) Apparent Downhole « 9 GrourKlwater Depth (feet) Surface ^9 E Elevation (feet) Mt Location Sta. 21 +72 Elevation uci Datum &1> c .0 ta 0-1 - 40 5- - 35 10- - 30 15 20- 25- 30 35^ - 25 20 15 - 10 SAMPLES • f > 3 Is E <a S • (OCC IT > 8 c QC u a 5^ MATERIAL DESCRIPTION and other remarks RACE DEPOSITS Moist, yellowish red, silty fine SAND (SM) Becomes dry j-TERI • Moil ^ Easier hand augering Becomes reddish brown, poorly graded fine to medium SAND with silt (SP-SM) Becomes yellowish brown f Becomes brown to light brown, wet, slightly more silt SANTIAGO FORMATION ^ Becomes grayish brown with trace clay ^ Harder drilling; cemented layer Bottom of boring at 35 feet 1/30f98 IGL6I3 I02BA Woodward-Clyde E o a. _j Remarks/ Other Tests Hand augered to 5'-no obstructions encountered Figure D-8 tm It mt mt mt i II IP P 1^ Project: Vista/Carlsbad Sewer/Storm Drain Project Location: Carisbad, Califomia Project Number: 9751028A-0002 Log of Boring MW-27B Sheet 1 of 1 Logged y yy^j^^j^ gy«*=''»^ M. Arzamendi & Hollow-.tem«.ger Drill Bit Size/T vpe Total Depth e Drilled (feet) ^l^^ CME 76 Drilled u-™-# Hazmat Hammer Weight/ M/A Drop (lb«/ln.) Apparent Downhole Groundwater Depth (feet) Surface c Elevation (feet) Location Sta. 21 +87 Elevation uei Datum Depth, feet Elevation, feet 0- - 40 5- - 35 10- - 30 15- - 25 20- - 20 25- - 15 30- - 10 35-- SAMPLES « Xi E z Is a e 01 DC IT « > 8 c DC a. m Cl 5^ I TERI •t Moil MATERIAL DESCRIPTION and other remarks RACE DEPOSITS Moist, yellowish red, silty fine SAND (SM) Becomes dry Easier hand augering Becomes reddish brown with less silt Becomes yellowish brown with trace gravel Becomes light brown and wet SANTIAGO FORMATION Bottom of boring at 30.6 feet Remarks/ Other Tests Hand augered to S'-no obstructions encountered 1/30/9S 1GLG12 1028A Woodward-Clyde Figure D-9 m w m Wt m m W m m mt m m P •I in J s Q. 3 OS 1 S o. s (56 I •fi a 4 1 ti •a s •i •§ ft! S II Si •t: g S •S .s M a. « 6 IN 8 3; 8 m « m mt mt «i Ml IM k k 1 so CB B n -3 8 z -4 91 Q "ai ir 4> 1 •I ^ *s 00 o y •SS < 5 B 3 O 2 D o ^1 00 s SO o so s so >/-. o § d o s ai m mi fli Ml «i li wt mt w m m mt mt m mt W k p m m mt tm mt mt m tm mt mt i 1 mt mt mt mt w m w mt mt mt IIP m m m w tm APPENOIXE Analytical Groundwater and Soil Tost Rosnlts WbodwwdOlydtt 0 W:\g75i D2SAV0007-B-R. DOC\30-Jan-9e\SDG ii P 1^ m p p p i Pacific Treatment 4340 Viewridge Avenue, Suite A • San Diego, CA 92123 Analytical Services, Inc. (619) 560-7717 • Fax (619) 560-7763 Analytical Chemistry Laboratory September 2, 1997 Woodward-Clyde Consultants Attn: Spencer Price Sunroad Plaza 3, Suite 1000 1615 Murray Canyon Road San Diego, Califomia 92108 Project Name/No.: Carlsbad Sewer S/D Laboratory Log No.: 1232-97 Date Received: 08/20/97 Sample Matrix: Fifteen liquid samples PO No.: 9751028A-0001 Please find the foliowing enclosures for the above referenced project identified: 1) Anaijrtical Report 2) QA/QG Report 3) Cooler Receipt Form 4) Chain of Custody Form Certificate of Analysis. Samples were analyzed pursuant to client request utilizing EPA or other ELAP approved methodologies. Date of extraction, date of analysis, detection limits and dilution factor are reported for 6ach compound analyzed. All samples were analyzed within the method required holding time from sample collection. A Cooler Receipt Form is utilized upon receipt of sample(s) at PTAS. This helps ensure sample Integrity from start to finish. A minimum of 90% of the data for each analytical method is associated with acceptable quality control criteria. Determinations of completion were made by assessing the following QA/QC functions, as applicable to methodology: • Surrogate Percent Recovery, Laboratory Control Sample (LCS) percent recoveries for all analyses, • Matrix Spike Recovery/Matrix Spike Duplicate Recovery (MSR & MSDR) and Relative Percent Difference (RPD from MSR & MSDR). / certify that this data report is in compliance both technically and for completeness. Release of the data contained in this hardcopy data report has been authorized by the following signature. ranis Columbo ^ice President/Laboratory Director Water • Soil • Waste • Wastewater • Marine Sediment & Tissues • Elutriate Analyses That Produce Results! IH m p i Ml Ht P Wt m ANALYSIS RESULTS - EPA 8080, PCBs ONLY POLYCHLORINATED BIPHENYLS OJENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTASLOG#: METHOD BLANK SAMPLE ID: N/A DILUTION FACTOR: 1 DATE SAMPLED: N/A DATE RECEIVED: N/A DATE EXTRACTED: 08/25/97 DATE ANALYZED: 08/26/97 MATRDC: WATER SAMPLE VOL./WT.: 1000 ML ANALYTE DETECTION LIMIT PPB(UG/L) RESULTS PPB(UG/L) mm AROCHLOR-1016 AROaiLOR-1221 AROaiLOR-1232 AROGHLOR-I242 AROCHLOR-1248 AROCHLOR-1254 AROCHLOR-1260 0.5 0.5 0.5 0.5 0.5 0.5 0.5 ND ND ND ND ND ND ND ND - NON DETECT ABOVE INDICATED DETECTION UMTT. DEmrnON UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLV TO ACCOUNT FOR DILUTION FACTOR. Iv^j Pacific Ti-eatnwnt Analytical Servlcea, Inc. 4340 viewridge Ave., sutte A-san oiego, CA 92123 (6ig)560-77i7 FAX {619) 560-7763 m m i i V It Ik ANALYSIS RESULTS - EPA 8080, PCBs ONLY POLYCHLORINATED BIPHENYLS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTAS LOG #: 1232-97-1 SAMPLE ID: C-29 13-18' DILUTION FACTOR: 1 DATE SAMPI£D: 08/20/97 DATE RECEIVED: 08/20/97 DATE EXTRACTED: 08/25/97 DATE ANALYZED: 08/26/97 MATRIX: UQUID SAMPLE VOL,/WT.: 950 ML ANALYTE DETECTION LIMIT PPB (UG/L) RESULTS PPB (UG/L) AROCHLOR-1016 AROCHLOR-1221 AROCHLOR-1232 AROCHLOR-1242 AROCHLOR-1248 AROCHLOR-1254 AROaiLOR-1260 0.5 0.5 0.5 0.5 0.5 0.5 0.5 ND ND ND ND ND ND ND ND - NON DETECT ABOVE INDICATED DETECTION UMFT. DETECTION UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. MH Ml Pacific Tivatment Analytical Services, Inc. 4340Vlewr1(lgeAve..SutteA*SanDlego,CA92123 (619)560-7717 FAX (619) 560-7763 mm m. ml UH mt M 1 Iff ANALYSIS RESULTS - EPA 8080, PCBs ONLY POLYCHLORINATED BIPHENYLS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTAS LOG #: 1232-97-6 SAMPLE ID: C-10 12-17' DILUTION FACTOR: 1 DATE SAMPLED: 08/20/97 DATE RECEIVED: 08/20/97 DATE EXTRACTED: 08/25/97 DATE ANALYZED: 08/26/97 MATRIX: LIQUID SAMPLE VCH-7WT.: 970 ML ANALYTE DETECTION LIMIT RESULTS PPB (UG/L) PPB (UG/L) AROCHLOR-1016 0.5 ND AROCHLOR-1221 0.5 ND AROaiLC»l-1232 0.5 ND AROCHLOR-1242 0.5 ND AROCHLOR-1248 0.5 ND «• • AROCHLOR-1254 0.5 ND AROCHLOR-1260 0.5 ND ND - NON DETECT ABOVE INDICATED DETECTION UMFT. DETECTION UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT POR DILUTION FACTOR. [^^f Pacific Tieatment Analytical Servlcea, Inc. 4340 viewridge Ave., suite A •San oiago, CA 92123 (619)560-7717 FAX (619) 560-7763 i m m m m 9 m m IK BP la P Ife ANALYSIS RESULTS - EPA 8080, PCBs ONLY POLYCHLORINATED BIPHENYLS (XIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTAS LOG #: 1232-97-15 SAMPLE ID: C-3 25'-35' DILUnONFACTOR: I DATE SAMPLED: 08/20/97 DATE RECEIVED: 08/20/97 DATE EXTRACTED: 08/25/97 DATE ANALYZED: 08/26/97 MATRIX: LIQUID SAMPLE VOL.AVT.: 980 ML Wi ANALYTE AR(KHLOR-1016 AR(X31LOR-1221 AROCHLOR-1232 AR0CmX)R-m2 AR(XHL(m-1248 AR(X:HL0R-1254 AROCHLOR-1260 DETECTION LIMIT PPB(UG/L) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 RESULTS PPB (UG/L) ND ND ND ND ND ND ND ND - NON DETECT ABOVE INDICATE) DETECTION UMTT. DETECTION UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. I Pacific Tivatment Analytical Seiylces, Ine. 4340 viewridge Ave., suite A • san oiago, CA 92123 (619) 560-77i 7 FAX (6i9) 560-7763 M in W m 1 Ml NT It aii HI m 0 mm P Ml ANALYSIS RESULTS - EPA 8270 SEMTVOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTASLOG#: METHOD BLANK SAMPLE ID: N/A DILUTION FACrrOR: 1 DATE SAMPLED: N/A DATE RECEIVED: N/A DATE EXTRACTED: 08/22/97 DATE ANALYZED: 08/26/97 MATRIX: WATER SAMPLE VOLTWT.: IOOO ML m ANALYTE DETECTION LIMIT RESULTS m PPB (UG/L) PPB (UG/L) 1* < 1 -Naphtl^lainiiie 5 ND L2,4,5-Tetrachlorobenzene 5 ND m-1,2,4-TridilorDbenzene 5 ND 1,2-Dichlorobenzene 5 ND 1,3*Dicliiorobenzeiie 5 ND 1,3-Diiiitrobenzeiie 5 ND 1,3,5-TrimUobenzene 5 ND l,4^ictiloi6benzene 5 ND « 1,4-Naphthoquii)one 5 ND 2-Acet>laininofluorene 5 ND 2,3.4,6-Tetxachloiophenol 5 ND JHw 2,4,5-Tricliloropltenol 5 ND 2,4,6-Tridilon>phenoi 5 ND «n 2.4-Dichlon)phenoi 5 ND 2,4-Dime(tiylpIienol 5 ND «N 2,4-DiiuUx}pheiiol 15 ND 2,4-Dinitn>toluene 5 ND 2,6-DictUon^henol 5 ND fli 2,6-DiniUotoluene 5 ND 2-Ctiloronaphthalene 5 ND 2-ChloropheDOl 5 ND mm 2-Methylnaphtlialene 5 ND 2-Methylphenol 5 ND — 2-Napbthylanune 5 ND 2-Nitroaniline 5 ND 2-Nitrophenol 5 ND 2-Picoline 5 ND 3,3-Dichlorobenzidine 5 ND 3.3 -Dimethylbenzidine 5 ND mmm 3-M^ylctioIanthrene 5 ND 3-Mettiylpheno] 5 ND 3-Niboaniline 5 ND 4,6-Diiiitro-2-methylphenoI 10 ND 4-Aminobiphenyl 5 ND 4-Bromophcnyl-phenylether 5 ND 4-Chloro-3 -mctliylphenol 5 ND 4-Chloroaniline 5 ND 4-Chloiopheiiyl-phenyIether 5 ND 4-MethylptienoI 5 ND 4-Nitroaiuline 5 ND 4-Nitrophenol 5 ND «• 5-Nitro-o-toluidine 5 ND 59||2 Dimetliylbenzanthracene 5 ND PacWc Tteatment Analytical Services, Inc. 4340Vlewr1dgeAve.,SuiteA*SanDiego,CA92123 (619)560-7717 FAX (619) 560-7763 mt Ml Wt m m m p w m m m m ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTAS LOG #: METHOD BLANK SAMPLE ID: N/A DE-UTION FACTOR: I DATE SAMPLED: N/A DATE RECEIVED: N/A DATE EXTRACTED: 08/22/97 DATE ANALYZED: 08/26/97 MATRIX: WATER SAMPLE VOL./WT.: 1000 ML ANALYTE DETECTION LIMIT RESULTS «" PPB (UG/L) PPB(UGa.) a'a Dimetliylptienethylamine 5 ND Acenaphthene 5 ND Acenaphthylene 5 ND Acetophenone 5 ND Aniline 5 ND mm Anthracene 5 ND Benzidine 20 ND mm Benzo(a)anthracen6 5 ND Benzo(a)p)TCne 5 ND Benzo(b)fluoranthene 5 ND Benzo(g,h,i)pet^ene 5 ND Benzo(k)fluoranthene 5 ND mm Benzoic Acid 5 ND Benzyl alcohol 5 ND Bi8(2-CfaloroeUu>xy)methane 5 ND mt Bis(2-Chloroetfa^)e«her 5 ND Bis(2-Chloroisopropyl)ether 5 ND Bis(2-EttQrlhexyl)phthalate 5 ND m Butytben^lphthalate 5 ND Chiysenc 5 ND mm Di-n4)utylphthalate 5 ND mm Di-n-octylphthalate 5 ND Dibenz(a,h)anthnicene 5 ND MB Dibenzofuran 5 ND •imi Dietfaylphthalaie 5 ND Dimethyiphthalate 5 ND Diphenylamine 5 ND Ethyl methanesulfonate 5 ND mm Fluoranthene 5 ND Fluorene 5 ND Hexacblorobenzene 5 ND •Ml Ifexachlorobutadiene 5 ND Hexachlorocyclopentadiene 5 ND Hexachloroethane 5 ND •m IndeDo(l,2,3-od)pyrene 5 ND Isophorone 5 ND M^l methanesulfonate 5 ND N-Nitroso-di-n-4)utylamine 5 ND N-Nitroso-di-n-propylamine 5 ND N-Nitroso^methylamine 5 ND N-Nitrosodiphenylamine 5 ND N-NitTosopiperidine 5 ND ^^iaphthalene 5 ND Pacific lyeatment Analytical Services, Inc. 4340VlewrjdgeAva.,SuiteA*SanDiego.CA92123 (619}560-7717 FAX (619) 560-7763 m w » P m m mt mt mt «l IH ,«l li il 11 m m wt tm m ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTAS LOG #: METHOD BLANK SAMPLE ID: N/A DILUTION FACTOR: 1 DATE SAMPLED: N/A DATE RECEIVED: N/A DATE EXTRACTED: 08/22/97 DATE ANALYZED: 08/26/97 MATRIX: WATER SAMPLE VOL./WT.: 1000 ML m '• ANALYTE DETECTION LIMIT RESULTS « 1-. PPB (UG/L) PPB(U<3/L) Nitrobenzene 5 ND o-Toiuidine 5 ND Pentachloibbenzene 5 ND mn Fentachloronitrobenzene 5 ND Pentacfaiorc^henol 5 ND mm Plienaoetin 5 ND Phenanthrene 5 ND mm Phenol 5 ND «i Pronamide 5 ND lyrenc 5 ND mm ND - NON DETECT ABOVE INDICATED DETECTION UMFT. DETECTION UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. mm SURROGATE SPIKE DATA ACCEPTABLE CRITEIUA % RECOVERY ml 2-FLUOROPHENOL 21-100 75 PHEN0L-d6 10-94 85 NnR0BENZENE-d5 35-114 72 mm 2-FLUOROBIPHENYL 43-116 71 2,4.6-TRIBROMOPHENOL 10-123 87 mm 4-TERPHENYL-dl4 33-141 79 \ Pacific Treatment Analytical Services, Inc. 4340 viewridge Ave., Suite A-San oiego. CA 92123 (619)560-7717 FAX (619) 560-7763 m m mt m 1 m mt m m m m m P m ff ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CUENT: W(X)DWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S© PTAS LOG #: 1232-97-2 SAMPLE ID: C-29 13-18* DILUTION FACTOR: 1 DATE SAMPLED: 08/20/97 DATEREOTVED: 08/20/97 DATE EXTRACTED: 08/22/97 DATEANALYm): 08/26/97 MATRDC UQUID SAMPLE VOLTWT.: 1000 ML M -1 ANALYTE DETECnON LIMIT RESULTS « PPB (UG/L) PPB (UG/L) m •• 1-N^htl^lamine 5 ND L2,4,3-Tetcaclilorobenzene 5 ND « .-l^,4*TrichIon)benzene 5 ND 1,2-Dicblorobenzene 5 ND 1,3-Dichioiobenzene 5 ND l>4l L3-Dinitrobenzene 5 ND 1,3,5-Trinitrobenzene 5 ND L4-Dichlonibenzene 5 ND L4-Naphthoquinone 5 ND 2-Ace(ylaminofluorene 5 ND •rt, 2»3,4,6-Tetrachtoropbenol i 5 ND AM 2,4,5-Trichlorpphenol 5 ND 2,4,6-Trichlorophend 5 ND WM 2»4-Didiion)phenol 5 ND 2.4-Diniett^haioI 5 ND mm 2,4-Dinitrophenol 15 ND 2.4-Dinitrotoluene 5 ND *^m 2,6-DichlorDphenol 5 ND mm 2,6-Dinitrot<^uene 5 ND 2-Chioron^hthalene 5 ND mm 2-Chlorophenol 5 ND Wt 2-MethyInaphthalene 5 ND 2-Methyiphen(d 5 ND mm 2-NaphtlQdanuQe 5 ND mm 2-Nitroaniline 5 ND 2-Nitrophenol 5 ND mm 2-Picotine 5 ND 3.3-DichloFobenzidine 5 ND mm 3,3 -Dim^l^lbenzidine 5 ND 3-MethyIcholanthrene 5 ND 3-Methylphenoi 5 ND mm 3-NitroaniUnc 5 ND 4,6-Dinitro-2-methylphenol 10 ND M 4-Aminobiphenyi 5 ND -Ml 4-Bromophenyl^hen^ether 5 ND 4-Chloro-3-methylphenoi 5 ND •Mi 4-Chloroaniline 5 ND mm 4-Chlonq)henyl-phenyiether 5 ND 4-Methylphcnol 5 ND « 4-Nitroanilinc 5 ND 4-Nitrophenol 5 ND Ml 5-Nitro-o-toluidine 5 ND •mt m S&|12 Dimethylbenzanthracene 5 ND Pacific TYeatment Analytical Services, Inc. 4340 viewridge Ave., suite A •San oiego, CA 92123 (619)560-7717 FAX (619) 560-7763 ff lull mt m m t ff I ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTAS LOG #: 1232-97-2 SAMPLE ID; C-29 13-18' DILUTION FACTOR: I DATE SAMPLED: 08/20/97 DATE RECEIVED: 08/20/97 DATE EXTRACTED: 08/22/97 DATE ANALYZED: 08/26/97 MATRDC: UQUID SAMM^VOLyWT.: 1000 ML imf ANALYTE DETECTION LIMIT RESULTS PPB (UG/L) PPB (UG/L) a'a Dimeth^phenethylamine 5 ND Acenaphthene 5 ND mt Aceniq>hthylene 5 ND Acet(^henone 5 ND Aniline 5 ND mm Anthracene 5 ND Benzidine 20 ND — Benzo(a)anthracene 5 ND m Benzo(a)pyrene 5 ND Bcn20(b)fluoranthene 5 ND mm Benzp(g,h,i)peiylene 5 ND Benzo(k)fluoranthene 5 ND m Benzoic Acid 5 ND imt. Bem^ idoohol 5 ND Bis(2-CUoroethoxy)thethane • r 5 , ND m Bis(2-ChloroeU^l)et»ier 5 ND Bis(2-Chlprois(H>r(^)ether 5 KD •mm Bis(2-EtfaylheJ0'l)phthalate 5 ND mt Bulytben2ylphthalate 5 ND Chrysene 5 ND mm Di-n-butylphthalate 5 ND m Di-n-octylphthalate 5 ND Dibenz(a.h)anthiacene 5 ND «•> Dibenzofuran 5 ND Diethylphthalate 5 ND mm Dim^hylphthalate 5 ND mm Dipheiiylamine 5 ND Ethyl methanesulfonate 5 ND mm Fluoranthene 5 ND Fluorene 5 ND Hexachlorobenzene 5 ND Hexachlorobutadiene 5 ND Hexachlorocyclopentadiene 5 ND «• Hexachloroethane 5 ND m Indeno(l,2,3-cd)pyrene 5 ND Isophorone 5 ND rm. Methyl methanesulfonate 5 ND N-Nitroso^-n-butylamine 5 ND N-Nitroso-di-ni)ropylanune 5 ND N-NitrosoKlimethylanune 5 ND N-Nitrosodiphenylamine 5 ND N-Nitrosopiperidine 5 ND ^^plithalene 5 ND Pacific Treatment Analytical Services, Inc. 4340 viewridge Ave., suite A •San oiego, CA 92123 (619)560-7717 FAX (619) 560-7763 ff Wm ff alt ff ff ff ff tm ff wt P Ml ff P ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS (XIENT: WOODWARD-CLYDE CONSULTANTS DATE SAMPLED: 08/20/97 DATE RECEIVED: 08/20/97 PROJECT NAME/No.: CARLSBAD SEWER S/D DATE EXTRACTED: 08/22/97 PTASUXS*: 1232-97-2 DATE ANALYZED: 08/26/97 SAMPLE ID: C-2913-18* MATRIX: LKJUID DILUTION FACTOR: I SAMPLE V0L7WT.: 1000 ML « 1' 1 ANALYTE DETECTION LIMIT RESULTS * 1: PPB (UG/L) PPB (UG/L) Nimibenzene 5 ND o-Toluidine 5 ND «*•! Pentadilorobenzene 5 ND Fentachloronitrobenzene 5 ND Pentachlorophenol 5 ND mu* Phenacetin 5 ND Phenanthrene 5 ND mm Phenol 5 ND ttllU Pronamide 5 ND Pyicne 5 ND ND - NON DETECT ABOVE INDICATED DETECTION UMTT. DETECrnON UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. SORROGATE SPIKE DATA ACCEPTABLE CRITERIA ^RECOVERY 2.FLU0R0KIEN0L 21-100 67 PHENOLS 10-94 77 NrrR0BENZENE<15 35-114 66 2-FLU(MlOBIPHENYL 43-116 68 2.4.6-TRIBROMOPHENOL 10-123 96 4-TERPHENYL-dl4 33-141 51 \ Pacific Tivatment Analytical Services, Inc. 4340Vlewr1dgeAve.,SuiteA-SanDlego,CA92123 (619)560-7717 FAX (619) 560-7763 I* ff p p mt m ff IP ff ff m m mt m ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WCX)DWARD-CLYDE CONSULTANTS DATE SAMPLED: 08/20/97 DATE RECEIVED: 08/20/97 PROJECT NAME/No.: CARLSBAD SEWER S/D DATE EXTRACTED: 08/22/97 PTAS LOG #: 1232-97-7 DATE ANALYZED: 08/26/97 SAMPLE ID: C-1012-lT MATRIX: LIQUID DILUTION FACTOR: 1 SAMPLE V(M.7Wr.: lOOOML •> 11 ANALYTE DETECTION LIMIT RESULTS »H PPB (UG/L) PPB (UG/L) l^NaphtlQ^Iamine 5 ND 1,2,4,5-Tetrach]or6benzene 5 ND mn 1,2,4-Trichlorobenzene 5 ND 1,2-Dichlorobenzene 5 ND l»3*Dichlon)benzeite 5 ND 1 »3-Dinitrobenzene 5 ND L3,5-Trinitrobenzene 5 ND l»4-Didi]on)benzene 5 ND L4-Naphthoquiiione 5 ND 2«AcetylaminofIuorene 5 ND mm 2,3,4,6-Tetrachlorc^henol 5 ND 2.4,5-TricfalorophenoI 5 ND 2,4.6-Trichlon)phenol 5 ND mm. 2,4-Dichlorophenol 5 ND 2,4-DimetfaylpheDol 5 ND mm 2»4-Dinitrophenol 15 ND 2,4-I>initrotoluene 5 ND 2,6-Dicfalorophenol 5 ND mm 2,6-Dinitrotoluene 5 ND 2*ChloroDaphthaleoe 5 ND mm 2-<^hloiophenol 5 ND mm 2^Metl^lnaphthalene 5 ND 2-M^l^pheno] 5 ND 2«Naphthylamine 5 ND mm 2«Nitroaniline 5 ND 2^Nitrophenol 5 ND «. 2^Picoline 5 ND 3,3-Dichlorobenzidine 5 ND mm 3,3-Dimethylbenzidlne 5 ND 3^Methylcholanthrene 5 ND 3^Methylphenol 5 ND ami 3^NitroaniIine 5 ND 4,6-Dinitro-2-methylphenol 10 ND 4^Aminobiphenyl 5 ND m 4^Bromophenyl-phei^lether 5 ND 4<;hloro-3-methylphenol 5 ND — 4<;hloroaniline 5 ND mm 4<;hloropheiiyl-phenylether 5 ND 4sMethylphenol 5 ND «. 4^Nitr(»niline 5 ND 4HNttrophenol 5 ND mm 5vNitro-o-toluidine 5 ND CXl2 Dimethylbenzanthracene 5 ND f^J Pacific Ti^atment Analytical Services, Inc. 4340VlewftdgeAve.,SulteA.SanDlego,CA92123 (619)560-7717 FAX (619) 560-7763 IP -MR mt tr im ff mt m mt m m m P i p II k ff ff ff ff p ff e ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: W(X)DWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTAS LOG #: 1232-97-7 SAMHJBID: 0-1012-17 DILUTION FACTOR: 1 DATE SAMPLED: 08/20/97 DATE RECEIVED: 08/20/97 DATE EXTRACTED: 08/22/97 DATE ANALYZED: 08/26/97 MATRIX: UQUID SAMPLE VOLVWT.: 1000 ML mm ANALYTE DETECTION LIMIT RESULTS mm PPB (U(5/L) PPB(U<3/L) a*a Dimethylphenethylamine 5 ND Acenaphthene 5 ND mm Acenaphthylene 5 ND mmi Acetq>henone 5 ND Aniline 5 ND mm Anthracene 5 ND Benzidine 20 ND mm Benzo(a)anthiRoene 5 ND mm Benzo(a)pyrene 5 ND Bcn2o(b)fluoranthene 5 ND •mm Benzo(g.h,i)peiylene 5 ND Benzo(k)fluorantheiie 5 ND Benzoic Acid 5 ND mm IBenzyl alcohol 5 NP Bis(2-<bhloroethoj^)methane 5 ND mm Bis(2-CMoroeth^)ether 5 ND m» Bis(2-C^onnsopropyl)ether 5 ND Bis(2-Ethylhexyl)phthalate 5 ND mt Butylbenzylphthalate 5 ND Chrysene 5 ND Di-n-butylphthalate 5 ND Dt-n-octylphthalate 5 ND Dibenz(a,h)anthracene 5 ND — DibeiizoEuran 5 ND mm Diethylphthalate 5 ND Dimethyiphthalate 5 ND 'mi Diphei^lamine 5 ND Ethyl methanesulfonate 5 ND mm Fluoranthene 5 ND am Fluorene 5 ND Hexachlorobenzene 5 ND mM Hexachlorobutadiene 5 ND Hexachlorocyclopentadiene 5 ND mw Hexachloro^haiw 5 ND m Indeno(l,2,3-cd)pyrene 5 ND Isophorone 5 ND Methyl methanesulfonate 5 ND N-Nitroso-di-n-butylamine 5 ND N-Nitroso-di-n-propylamine 5 ND — N-Nitioso-dimethylamine 5 ND N-Nitrosodiphenylamine 5 ND N-Nitrosopiperidine 5 ND /^[naphthalene 5 ND m0 l^^t Pacific Veatment Analytical Services, Inc. 4340 viewridge Ave., suite A-san oiago, CA 92123 (619) 560-77-FAX (619) 560-7763 m mt mt m ff Wt Mr m Mi Mi P m ff P p ff ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTAS LOG #: 1232-97-7 SAMPLE ID: 01012-17 DILUTION FACTOR: 1 DATE SAMPLED: 08/20/97 DATE RECEIVED: 08/20/97 DATE EXTRACTED: 08/22/97 DATE ANALYZED: 08/26/97 MATRIX: LIQUID SAMPLE VOLVWT.: 1000 ML mi 1 ANALYTE DETECTION LIMIT RESULTS ni 1 PPB (UG/L) PPB (UG/L) •Ht-I Nitrobenzene 5 ND o-Toluidine 5 ND ml Pentachlorobenzeoe 5 ND Pentacliloronitrobenzene 5 ND Pentachlorophenol 5 ND mu* Phenacetin 5 ND Ptjenanthrene 5 ND mm Phenol 5 ND Pronamide 5 ND Pyrcne 5 ND ND - NON DETECT ABOVE INDICATED DETECTION UMTT. DETECTION UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTIC»I FACTOR. SURROGATE SPIKE DATA 2-FLUOROPHENOL PHEN0L-d6 NrrR0BENZENE-d5 2-FLUOROBIPHENYL 2,4,6-TTUBROMOPHENOL 4-TERPHENYL-dl4 ACCEPTABLE CRITERIA 21-100 10-94 35-114 43-116 10-123 33-141 V. RECOVERY 61 62 62 63 89 73 l^P^ Pacific Treatment Analytical Services, Inc. 4340 viewridge Ave., suite A-San oiego, CA 92123 (619)560-7717 FAX (619) 560-7763 mt Hi ff •I ii Ml mt mt m mt m m ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTASL(X3#: 1232-97-14 SAMPLE ID: C-3 25'-35' DILUTION FACTOR: 1 DATE SAMPLED: 08/20/97 DATE RECEIVED: 08/20/97 DATE EXTRACTED: 08/22/97 DATE ANALYZED: 08/26/97 MATRIX: LIQUID SAMPLE VOL/WT.: 1000 ML mti^ ANALYTE DETECTION LIMIT RESULTS ""HI PPB (UG/L) PPB (UG/L) 1-Naphthylamine 5 ND 1,2,4,5-Tetrachlorobenzene 5 ND 1,2,4-Trichlorobenzene 5 ND 1,2-Dichlorobenzene 5 ND 1,3 -Dictdorobenzene 5 ND mt L3-Dinitrbbenzene 5 ND 1,3,5-Tiinitrobenzene 5 ND mm 1,4-DichloFobenzene 5 ND mm 1,4-N^htlioquinone 5 ND 2-Ace^aminofluoTene 5 ND 2,3,4,6-tetrachlorc^henol 5 ND mm 2,4,5-Triclilorophenol 5 ND mm 2,4,6-TtidiIon9henol 5 ND mm 2.4-Didilorophenol 5 ND 2,4-Dimethylphenol 5 ND «• 2,4-Dinitr(^henoi 15 ND 2»4-Dinitrotoluene 5 ND 2,6-Dichlorophenol 5 ND Ml 2,6-Dinitrotoluene 5 ND 2-Chloronaphthalene 5 ND 2-Chlon^henol 5 ND m 2-Methylnaphthalene 5 ND 2-Methylphenol 5 ND — 2-NaphthyIanune 5 ND mm 2-Nitroaniline 5 ND 2-Nttrophenol 5 ND mm 2-Picoline 5 ND 3,3-Dichlorobenzidine 5 ND mm 3.3-Dimethyibenzidine 5 ND mwwt 3 -Methylcbolanthxene 5 ND 3-MethyIphenol 5 ND m0 3-Nitroaniline 5 ND 4,6-Dinitn>-2-methylphenol 10 ND 4-Aminobiphenyl 5 ND «• 4-Bromopheiiyl-phenylether 5 KD 4-Chloro-3 -methylphenol 5 ND mm 4-Chloroaniline 5 ND mm 4-Chlorophenyl-phetQriether 5 ND 4-MethyIphenot 5 ND mm 4-Nitroaniline 5 ND mm 4-Nitrophenol 5 ND mm 5-Nitro-o-toluidinc 5 ND ^|SJ2 Dimethylbenzanthracene 5 ND if^M Pacific Treatment Analytical Services, Inc. 4340 VlewfMge Ave., suite A •San oiego, CA 92123 (619)5S0-7717 FAX (619) 560-7763 aw Iff ff P ff mt m ff ff ff ff Ml mt ml Ml Wm m mt ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS mu CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTASt(X;#: 1232-97-14 SAMPLE ID: C-3 25'-35' DILUTION FACTOR: 1 DATE SAMPLED: 08/20/97 DATE RECEIVED: 08/20/97 DATE EXTRACTED: 08/22/97 DATEANALY^D: 08/26/97 MATRIX: LKJUID SAMPt^VOLYWT.: 1000 ML ANALYTE a'a Dimethylphenethylamine Acenaphthene Acenaphthylene Acetophenone Aniline Anthracene Benzidine Beiizo(3)anthracene Benzo(a)pyTene Benzo(b)fiuoranthene Benzo(g>h,i)perylene Bcnzo(k)fluoranthene Benzoic Acid B^uyl alcohol Bis(2-Clilon>etho?Qr)methane Bis(2-Chloroethyl)ether Bis(2-Chloroisopropyl)ether Bis(^Ethylllexy!)phthalate Butylbenzylphthalate Chiysene Di-n-butylphthalate Di-n-octylphthalate Dibenz(a.h)anthracene DibeAzoiuran Diethylphthalate Dimethyiphthalate Diphenylamine Ethyl methanesulfonate Fluoranthene Fluorene Hexachlorobenzene Hexachlorobutadiene Hexachlorocyclopentadiene Hexachloroethane Indeno(l,2.3-cd)pyrene Iscqjhorone Methyl methanesulfonate N-NitFoso-di-n-butylamine N-Nitroso-di-n-propylamine N-Nitroso-dimethylamine N-Nitrosodiphenylamine N-Nitrosopiperidine aphthalene \ Pacific Tieatment Analytical Services, Inc. 4340 viewridge Ave., suite A-San Diego, CA 92123 ION LIMIT RESULTS (UGA.) PPB (UG/L) 5 ND 5 ND 5 ND 5 ND 5 ND 5 ND 20 ND 5 ND 5 ND 5 ND 5 ND 5 ND 5 ND 5 ND 5 ND 5 ND 5 ND 5 9 5 ND 5 ND 5 ND 5 ND 5 ND 5 ND 5 ND 5 ND 5 ND 5 ND 5 ND 5 ND 5 ND 5 ND 5 ND 5 ND 5 ND 5 ND 5 ND 5 ND 5 ND 5 ND 5 ND 5 ND 5 ND (619) 560-7717 FAX (619) 560-7763 m»t mt ffP mt mt mt m ff tm mmt mt m ff p i m i m at ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTASL(X3#: 1232-97-14 SAMPLE ID: C-3 25'-35' DILUTION FACTOR: 1 DATE SAMPLED: 08/20/97 DATE RECEIVED: 08/20/97 DATE EXTRACTED: 08/22/97 DATE ANALYZED: 08/26/97 MATRDC: UQUID SAMPLE VOL./WT.: 1000 ML ANALYTE DETECTION LIMIT PPB (UG/L) RESULTS PPB(U<3/L) Nitrobeitzene o-Toluidioe Pentachlorobenzene Fentachloronitrobenzene Pentachloroplienol Phenacetin Phenanthrene Phenol Pronamide Pyrene ND ND ND ND ND ND ND ND ND ND ND - NON DETECT ABOVE INDICATED DETECTION UMTT. DETECTION UMlts AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FCMt DILUTICM FACTOR. SURROGATE SPIKE DATA 2-FLUOROPHENOL raEN0L-d6 NITROBENZENE-d5 2-FLUOROBIPHENYL 2,4,6-TRlBROMOPHENOL 4-TERPHENYL-<ll4 ACCEPTABLE CRITERIA 21-100 10-94 35-114 43-116 10-123 33-141 % RECOVERY 61 59 65 65 79 55 f^SSt Pacific Tfeatrnent Analytical Services, Iric. 4340 viewridge Ave., suite A-san oiego, CA 92123 (6i9)560-77i7 FAX (619) 560-7753 Hi' ff m m ff Wtf Wt mt m ff m ff P ff ANALYSIS RESULTS CLIENT: W(X)DWARD-CLYDE CONSULTANTS PROJECT NAMErt^o.: CARLSBAD SEWER S/D ANALYSIS METHOD: EPA 418.1 ANALYSIS: TRPH DATE SAMPLED: GmO/97 DATE RECEIVED: 08/20/97 DATE EXTRACTED: 08/22/97 DATE ANALYZED: 08/22/97 MATRDC: UQUID SAMPLE ID PTASLCX3# REPORTING LIMITS PPM (MG/L) DF RESULTS PPM (MG/L) C29 13-18' CIO 12-ir C-3 25'-35* METHOD BLANK 1232-97-4 1232-97-9 1232-97-12 ND ND ND ND DF - DIUmON FACTOR ND - NOT DETECTED AT USTED REPORTING UMTTS. REPORTINO UMTTS AND RESULTS HAVE BE^ ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. Pacific Treatment Analytical Services, Inc. 4340VlewrldgeAve.,SultaA«SanDiego,CA92123 (619)560-7717 FAX (619) 560-7763 ff (ff ff ff ff Ml Mi P w IM ANALYSIS RESULTS - PRIORITY POLLUTANT METALS CLIENT: W(X)DWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTASL<X3#: 1232-97-3 SAMPLE ID: C29 13-18' DATE SAMPLED: DATE RECEIVED: DATE DIGESTED: DATE ANALYZED: MATRIX: SAMPLE VOLTWT.: 08/20/97 08/20/97 08/22/97 08/26-29/97 UQUID 50 ML ANALYTE PREP/ANALYSIS DETECTION LIMIT DF RESULTS 1 METHODS PPM (MG/L) PPM(M(3/L) <• < ANTIMONY EPA 3010/6010 0.1 1 ND BERYLLIUM EPA 3010/6010 0.01 I ND <• CADMIUM EPA 3010/6010 0.1 1 ND CHRCn^^IUM EPA 3010/6010 0.1 1 0.3 m" COPPER EPA 3010/6010 0.1 1 0.1 •m ' LEAD EPA 3010/6010 0.1 1 0.2 NICKEL EPA 3010/6010 0.1 1 ND SILVER EPA 7760/6010 0.1 1 ND THALLIUM EPA 3010/6010 0.1 1 ND ZINC EPA 3010/6010 0.1 1 0.3 m-ARSENIC EPA 7060 0.02 10 • ND MERCURY EPA7470 0.0001 1 0.0008 m» SELENIUM EPA 7740 0.03 10 • ND DF - DILUTION FACTOR ND - NOT DETECTED AT USIH) DETECTION UMTT DETECTION UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. * NOTE: SAMPLE DILUTION NECESSARY TO REDUCE INTERFERENCES FROM NON-TARGET ANALYTES. \ Pacific Tieatment Analytical Services, Inc. 4340VlewrldgeAve.,SuiteA*SanDiego,CAg2123 (619)560-7717 FAX(619)560-7763 mt wt tff im ff m (•» wt mt mt mt m ff « ff ff ANALYSIS RESULTS - PRIORFFY POLLUTANT METALS CLIENT: W(X)DWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTAS LOG #: 1232-97-8 SAMPLE ID: CIO 12-17' DATE SAMPLED: DATE RECEIVED: DATE DIGESTED: DATE ANALYZED: MATRIX: SAMPLE V0L7WT.: 08/20/97 08/20/97 08/22/97 08/26-29/97 UQUID 50 ML -ANALYTE PREP/ANALYSIS DETECTION LIMIT DF RESULTS li. METHODS PPM (MG/L) PPM (MG/L) •m ANTIMONY EPA 3010/6010 0.1 1 ND BERYLLIUM EPA 3010/6010 0.01 1 ND Si-CADMIUM EPA30IO/60IO 0.1 1 ND w CHROMIUM EPA 3010/6010 0.1 1 0.4 COPPER EPA 3010/6010 O.I I ND «-LEAD EPA 3010/6010 0.1 1 ND NICKEL EPA 3010/6010 0.1 1 0.1 mm SE.VER EPA 7760/6010 0.1 1 ND m THALLIUM EPA 3010/6010 0.1 I ND ZINC EPA 3010/6010 O.I 1 0.3 mm ARSENIC EPA 7060 0.02 10 * ND mtt MERCURY EPA 7470 0.0001 1 0.0005 SELENIUM EPA 7740 0.03 10 * ND DF - PILUnON FACTOR ND - nor DETECTED AT USTED DETECTION UMTT DETECTION UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. • NOTE: SAMPLE DIUmON NECESSARY TO REDUCE INTERFERENCES FROM NON-TARGET ANALYTES. [i^^ f*aciflC TYeatment Analytical Services, Inc. 4340 viewridge Ave., suite A-San Diego, CA 92123 (619)560-7717 FAX (619) 560-7763 mm ff tm m ff ff ff Mr MR mi ff «M ff HI m m m ANALYSIS RESULTS - PRIORITY POLLUTANT METALS WH CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTAS LOG #: 1232-97-13 SAMPI£ID: C-3 25'-35' DATE SAMPLED: DATE RECEIVED: DATE DIC^TED: DATE ANALYZED: MATRIX: SAMPLE V0L7WT.: 08/20/97 08/20/97 08/22/97 08/26-29/97 LIQUID 50 ML mm ANALYTE PREP/ANALYSIS DETECTION LIMIT DF RESULTS mt METHODS PPM (MG/L) PPM(MC3/L) mmi ANTIMONY EPA 3010/6010 0.1 1 ND BERYLLIUM EPA 3010/6010 0.01 I ND mm CADMIUM EPA 3010/6010 O.I I ND mm CHROMIUM EPA 3010/6010 0.1 1 ND COPPER EPA 3010/6010 0.1 1 ND •mm LEAD EPA 3010/6010 0.1 1 ND NICKEL EPA 3010/6010 0.1 1 ND mm SILVER EPA 7760/6010 0.1 1 ND Wa THALUUM EPA 3010/6010 0.1 1 ND ZINC EPA 3010/6010 0.1 1 ND ARSENIC EPA 7060 0.02 10 • ND ma MERCURY EPA 7470 0.0001 1 0.0001 SELENIUM EPA 7740 0.003 0.004 4tm mammK DP^ DILUTION FACTOR ND *NOT DETECTED AT USTED DETECTION UMTT mm DETECTION UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. m • NOTE: SAMPLE DIUmON NECESSARY TO REDUCE INTERFERENCES FROM NON-TARGET ANALYTES. Pacific T^atment Analytical Services, Inc. 4340VlewrldgeAve.,SultaA*SanDiego,CA92123 (619}560-7717 FAX (619) 560-7763 mm hm MH im m tt m mit mt m m mt m m m m P k ANALYSIS RESULTS - EPA 8260 VOLATILE ORGANIC COMPOUNDS '9.1™ CLIENT: WOODWARD-CLYDE CONSULTANTS DATE SAMPLED: N/A llllll PROJECT NAME/Nc: CARLSBAD SEWER S/D DATE RECEIVED: N/A mm PTASUXJ#: METHOD BLANK DATE ANALYZED: 08/22/97 SAMPLE ID: N/A MATRDC: WATER mm DILUTION FACTOR: 1 SAMPLE VOL,/WT.: lOML mm ANALYTE REPORTING LIMIT RESULTS mm PPB (UG/L) PPB (UG/L) ACETONE 25.0 ND ACETONITRILE 5.0 ND ACROLEIN (PROPENAL) 100.0 ND mm ACRYLONTTRILE 100.0 ND ALLYL CHLORIDE 2.0 ND mm BENZENE 2.0 ND BROMOBENZENE 2.0 ND mm BROM(X:HLOROMETHANE 2.0 ND mm BROMODICHLOROMETHANE 2.0 ND BROMOFORM 5.0 ND mm BROMOMETHANE 2.0 ND 2-BUTANONE (MEK) 25.0 ND mm N-BUTYLBENZENE 2.0 ND mm SEC-BUTYLBENZENE 2.0 ND TERT-BUTYLBENZENE 2.0 ND «a CARBON DISULFIDE 5.0 ND CARBON TETRACHLORIDE 5.0 ND mm CHLOROBENZENE 2.0 ND m CHLORODIBROMOMETHANE 2.0 ND CHLOROETH/U^ 2.0 ND mm 2-CHLOROETHYL VINYL ETHER 5.0 ND mt; CHLOROFORM 2.0 ND CHLOROMETHANE 2.0 ND 2-CHLOROTOLUENE 2.0 ND 4-CHLOROTOLUENE 2.0 ND mm U-DIBROMO-3-CHLOROPROPANE PBCP) 5.0 ND im 1,2-DIBROMOETHANE (EDB) 2.0 ND DIBROMOMETHANE 2.0 ND m U-DICHLOROBENZENE 2.0 ND 1 .3-DICHLOROBENZENE 2.0 ND 1 ,4-DICHLOROBENZENE 2.0 ND mm TRANS-I .4-DICHL0R0-2-BUTENE 2.0 ND DICHLORODIFLUOROMETHANE 2.0 ND •mm 1.1-DICHLOROETHANE 2.0 ND 1 ,2-DICHLOROETHANE 2.0 ND mf 1.1 -DICHLOROETHENE 2.0 ND CIS-1.2-DICHL0R0ETHENE 2.0 ND TRANS-1 .2-DICHLOROETHENE 2.0 ND m 1 ,2-DICHLOROPROPANE 2.0 ND 1,3-DICHLOROPROPANE 2.0 ND 2,2-DICHLOROPROPANE 2.0 ND mm 1.1 -DICHLOROPROPENE 2.0 ND I Pacific Tteatment Analytical Services, Inc. 4340 viewridge Ave., suite A • san Diego, CA 92123 n^{^^^^*f8f(6l?[^60-7763 m ff IW ff mt mt mt « P M m mt m ff m m m ANALYSIS RESULTS - EPA 8260 VOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS DATE SAMPLED: N/A PROJECT NAME/No.: CARLSBAD SEWER S/D DATE RECEIVED: N/A PTAS LOG #: METHOD BLANK DATE ANALYZED: 08/22/97 SAMPLE©: N/A MATRDC: WATER mm DILUTION FACTOR: 1 SAMPLE VOL./WT.: 10 ML mm ANALYTE REPORTING LIMIT RESULTS mm PPB (UG/L) PPB (UG/L) mm CIS-1.3-DICHLOROPROPENE 2.0 ND TRANS-U-DICHLOROPROPENE 2.0 ND mm DIETHYL ETHER 5.0 ND ETHYLBENZENE 2.0 ND HEXACHLOROBUTADIENE 2.0 ND mm HEXACHLOROETHANE 5.0 ND 2-HEXANONE 5.0 ND mm lODOMETHANE 2.0 ND mt ISOPROPYLBENZENE 2.0 ND METHYLENE CHLORIDE 5.0 ND mm METHYL TERT- BUTYL ETHER 2.0 ND mm 4-METHYL-2-PENTANONE (MIBK) 25.0 ND ^m NAPtlTHALENE 2.0 ND mm N-PROPYLBENZENE 2.0 ND STYRENE 2.0 ND av 1,1 ,U-TETRACHLOROETHANE 5.0 ND 1,1.2^-TETRACHI.OROETHANE 2.0 ND MB TETRACHLOROETHENE 2.0 ND m TOLUENE 2.0 ND 1,2,3-TRICHLOROBENZENE 2.0 ND m 1,2,4.TRICHLOROBENZENE 2.0 ND 1,1.1 -TRICHLOROETHANE 2.0 ND 1 .U-TRICHLOROETHANE 2.0 ND mm TRICHLOROETHENE 2.0 ND TRICHLOROFLUOROMETH/VNE 5.0 ND •m 1,2,3-TRICHLOROPROPANE 2.0 ND 1,1,2-TRICHLOROTRIFLUOROETHANE (FREON 113) 25.0 ND 1,2.4-TRIMETHYLBENZENE 2.0 ND m 1.3.5-TRIMETHYLBENZENE 2.0 ND VINYL ACETATE 5.0 ND mm VINYL CHLORIDE 2.0 ND m HP-XYLENES 5.0 ND O-XYLENE 2.0 ND ND - NON DETECT ABOVE INDICATED REPORTING LIMIT. REPORTING UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. SURROGATE PARAMETER DIBROMOFLUOROMETHANE T0LUENE-d8 4-BROMOFLUOROBENZENE ACCEPTABLE RECOVERIES 77 -140 95-110 85-126 % RECOVERY 120 103 107 I Pacific Iteatment Analytical Services, Inc. Am viewridge Ave., suite A . san oiego, CA 92123 ^{i?Bf^-7ri7^^?^6^9)l60-7762 m m mt m» ff ml mt m tt P P tt ff P ff tt m m ff ANALYSIS RESULTS - EPA 8260 VOLATILE ORGANIC COMPOUNDS CLIENT: W(X)DWARD-CLYDE CONSULTANTS DATE SAMPLED: 08/20/97 PROJECT NAME/No.: CARLSBAD SEWER S/D DATE RECEIVED: 08/20/97 «.!, PTAS LOO #; 1232-97-5 DATE ANALYZED: 08/22/97 SAMPLEID: C29 13-18* MATRDC: UQUID 'mi' DILUTION FACTOR: 1 SAMPLE VOL./WT.: lOML FMI ANALYTE REPORTING LMT RESULTS mu PPB (UG/L) PPB (UG/L) mtc ACETONE 25.0 ND mm ACETONITRILE 5.0 ND mm ACROLEIN (PROPENAL) 100.0 ND m. ACRYLONTTRILE 100.0 ND ALLYL CHLORIDE 2.0 ND mg BENZENE 2.0 ND BROMOBEN2£NE 2.0 ND BR0MCX31L0R0METHANE 2.0 ND mm BROMODICHLOROMETHANE 2.0 ND BROMOFORM 5.0 ND BROMOMETHANE 2.0 ND m 2-BUTANONE (MEK) 25.0 ND N-BUTYLBENZENE 2.0 ND SEC-BUTYLBENZENE 2.0 ND TERT-BUTYLBENZENE 2.0 ND m CARBON DISULFIDE 5.0 ND mm CARBON TETRACHLORIDE 5.0 ND CHLOROBENZENE 2.0 ND m CHLORODIBROMOMETHANE 2.0 ND CHLOROETHANE 2.0 ND KM 2-CHLOROETHYL VINYL ETHER 5.0 ND Wi CHLOROFORM 2.0 ND CHLOROMETHANE 2.0 ND Mi 2-CHLOROTOLUENE 2.0 ND wm 4-CHLOROTOLUENE 2.0 ND U-DIBROMO-3-CHLOROPROPANE (DBCP) 5.0 ND mm U-DIBROMOETHANE (EDB) 2.0 ND DIBROMOMETHANE 2.0 ND mm 1,2-DICHLOROBENZENE 2.0 ND 1,3-DICHLOROBENZENE 2.0 ND tm 1,4-DICHLOROBENZENE 2.0 ND mm TRANS-L4-DICHLORO-2-BUTENE 2.0 ND DICHLORODIFLUOROMETHANE 2.0 ND l.I-DICHLOROETHANE 2.0 ND m 1,2-DICHLOROETHANE 2.0 ND m 1,1-DICHLOROETHENE 2.0 ND •mm CIS-U-DICHLOROETHENE 2.0 ND TRANS-U-DICHLOROETHENE 2.0 ND m 1,2-DICHLOROPROPANE 2.0 ND mm 1,3-DICHLOROPROPANE 2.0 ND 2.2-DICHLOROPROPANE 2.0 ND m 1,1 -DICHLOROPROPENE 2.0 ND mm \Pacific Tieatment Analytical Services, Inc. 4340viewfidgeAve.,suiteA.sar)0iego,CA92i23n^^f^-W*^f^6l^M^^^ Hit tt mt tt tt ff ff Mi tt ff tt tm mi mi tt tm m mi m ff ANALYSIS RESULTS - EPA 8260 VOLATILE ORGANIC COMPOUTTOS CLIENT: WOODWARD-CLYDE CONSULTANTS DATE SAMPLED: 08/20/97 PROJECT NAME/Nc: CARLSBAD SEWER S/D DATE RECEIVED: 08/20/97 in PTAS LOG #: 1232-97-5 DATE ANALYZED: 08/22/97 SAMPLEID: C29 13-18' MATRDC: LIQUID 'mm DILUTION FACTOR: 1 SAMPLE VOL./WT.: 10 ML iBIl ANALYTE REPORTING LIMIT RESULTS HM PPB (UG/L) PPB (UG/L) CIS-1.3-DICHL0R0PR0PENE 2.0 ND •m TRANS-13-DICHLOROPROPENE 2.0 ND DIETHYL ETHER 5.0 ND INN ETHYLBENZENE 2.0 ND HEXACHLOROBUTADIENE 2.0 ND HEXACHLOROETHANE 5.0 ND 2-HEXANONE 5.0 ND lODOMETHANE 2.0 ND m ISOPROPYLBENZENE 2.0 ND METHYLENE CHLORIDE 5.0 ND METHYL TERT- BUTYL ETHER 2.0 ND mm 4-METHYL-2-PENTANONE (MIBK) 25.0 ND NAPHTHAIENE 2.0 ND mm N-PROPYLBENZENE 2.0 ND STYRENE 2.0 ND 1,1,1,2-TETRACHLOROETHANE 5.0 ND mm 1.1.2.2-TETRACHLOROETHANE 2.0 ND TETRACHLOROETHENE 2.0 ND m TOLUENE 2.0 ND 1,2,3-TRICHLOROBENZENE 2.0 ND wm 1,2,4-TRICHLOROBENZENE 2.0 ND mm 1.1.1-TRICHLOROETHANE 2.0 ND \. 1,2-TRICHLOROETHANE 2.0 ND Ml TRICHLOROETHENE 2.0 ND •m TRICHLOROFLUOROMETHANE 5.0 ND U,3-TRICHLOROPROPANE 2.0 ND mm 1,1,2-TRICHLOROTRIFLUOROETHANE (FREON 113) 25.0 ND 1,2,4-TRIMETHYLBENZENE 2.0 ND mt 1.3,5-TRIMETHYLBENZENE 2.0 ND mn VINYL ACETATE 5.0 ND VINYL CHLORIDE 2.0 ND mm MJ>-XYLENES 5.0 ND O-XYLENE 2.0 ND m ND - NON DETECT ABOVE INDICATED REPORTINO UMIT. REPORTINO UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. m SURROGATE PARAMETER DIBROMOFLUOROMETHANE T0LUENE-d8 4-BROMOFLUOROBENZENE ACCEPTABLE RECOVERIES 77 -140 95-110 85-126 % RECOVERY 135 97 102 m fp'l^c/ffc Tteatment Analytical Services, Inc. . ^ PTAS DCN300^lfRcv 4/97) 4340 Viewridge Ave., Suite A • San Diego, CA 92123 (619) 560-7717 TO( (619) 560-7763 1» iPft ff fli ff tt m tt w tt tt a* tt tt m tt tt p p ANALYSIS RESULTS - EPA 8260 VOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS DATE SAMPLED; 08/20/97 PROJECT NAME/No.: CARLSBAD SEWER S/D DATE RECEIVED: 08/20/97 PTASLOO*: 1232-97-10 DATE ANALYZED: 08/22/97 SAMPLEID: CIO 12-17 MATRDC: UQUID DILUTION FACTOR: I SAMPLE VOLTWr.: 10 ML M' ANALYTE REPORTINO LIMIT RESULTS «n. PPB (UG/L) PPB (UG/L) ACETONE 25.0 ND ACETONTTRILE 5.0 ND ACROLEIN (PROPENAL) 100.0 ND ACRYLONTTRILE 100.0 ND AILYL CHLORIDE 2.0 ND BENZENE 2.0 ND MM BROMOBENZENE 2.0 ND BROMCXJHLOROMETHANE 2.0 ND BkoMODICHLOROMETHANE 2.0 ND BROMOFORM 5.0 ND mC^OMETHANE 2.0 ND Mf 2-BUTAN0NB(MEK) 25.0 ND N-BtJTYlflENZENE 2.0 ND SEC-BUTYLBENZENE 2.0 ND m TERT-BUTYLBENZENE 2.0 ND CARBON DISULFIDE 5.0 ND mm CARBON TETRACHLORIDE 5.0 ND CHLOROBENZENE 2.0 ND CHLORODIBROMOMETHANE 2.0 ND CHLOROETHANE 2.0 ND ^Ittl 2-CHlOROETHYL VINYL ETHER 5.0 ND «( CHLOROFORM 2.0 ND CHLOROMETHANE 2.0 ND Ml 2^HLOROTOLUENE 2.0 ND mm 4-CHLOROTOLUENE 2.0 ND l,2-DlBROMO-3-CHLOROPROPANE (DBCP) 5.0 ND Ml 1,2-DlBROMOETHANE (EDB) 2.0 ND DIBROMOMETH/VNE 2.0 ND Ml L2-DICHLOROBENZENE 2.0 ND 1,3-DlCHLOROBENZENE 2.0 ND 1.4-DlCHLOROBENZENE 2.0 ND mm TRANS-1,4-DlCHLORO-2-BUTENE 2.0 ND DICHLORODIFLUOROMETHANE 2.0 ND mm l.I-DICHLOROETHANE 2.0 ND m 1,2-DiCHLOROETHANE 2.0 ND 1,1.DICHLOROETHENE 2.0 ND -M CIS-1,2-DICHL0R0ETHENE 2.0 ND TRANS-1,2-DICHLOROETHENE 2.0 ND Ml 1,2-DICHLOROPROPANE 2.0 ND iH U3-DICHLOROPROPANE 2.0 ND 2,2-DICHLOROPROPANE 2.0 ND Mf I.l-DICHLOROPROPENE 2.0 ND Pacific neatment Analytical Services, Inc. 4340 viewridge Ave , Smta A-San Diego, CA 92123 (619) 560-7763 iMp m 'HI ff p tt p tt tt tt ff tt m mt tt tt m w mt P ANALYSIS RESULTS - EPA 8260 VOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS DATE SAMPLED: 08/20/97 PROJECT NAMEfl^o.: CARLSBAD SEWER S/D DATE RECEIVED: 08/20/97 i: PTASL(X5#: 1232-97-10 DATE ANALYZED: 08Q2/97 SAMPLEID: CIO 12-17 MATRDC UQUID U. DILUTION FACTOR: 1 SAMPLE VOLTWr.: 10 ML ... ANALYTE REPORTINO LIMIT RESULTS iMi PPB (UG/L) PPB(UO/L) •n .-CIS.l,3-DICHLOROPROPENE 2.0 ND M TRANS-1,3-DICHL0R0PR0PENE 2.0 ND DIETHYL ETHER 5.0 ND ETHYLBENZENE 2.0 ND HEXACHLOROBUTADIENE 2.0 ND n HEXACHLOROETHANE 5.0 ND 2-HEXANONE 5.0 ND lODOMETHANE 2.0 ND m. ISOPROPYLBENZENE 2.0 ND METHYLENE CHLORIDE 5.0 ND MEtHYLTERT- BUTYL ETHER 2.0 ND 4^MfeTHYL-2-PENTANONE (MIBK) 25.0 ND N>U*HTHALENE 2.0 ND Ml N-PROPYIBENZENE 2.0 ND STYRENE 2.0 ND m l,l,l>TETRACHLOROETHANE 5.0 ND I,U.2-TETRACHL0R0ETHANE 2.0 ND TETRACHLOROETHENE 2.0 ND m TOLUENE 2.0 ND U^-TRICHLOROBENZENE 2.0 ND mm 1,2,4-TRICHLOROBENZENE 2.0 ND •m 1,1,1 -TRICHLOROETHANE 2.0 ND l,l>TRICHLOROETHANE 2.0 ND mm TRICHLOROETHENE 2.0 ND TRICHLOROFLUOROMETHANE 5.0 ND 'HM 1.2.3-TRICHLOROPROPANE 2.0 ND iMI 1,1,2-TRICHLOROTRIFLUOROETHANE (FREON 113) 25.0 ND 1,2,4-TRIMETHYLBENZENE 2.0 ND 1.3.5-TRIMETHYLBENZENE 2.0 ND VINYL ACETATE 5.0 ND fmm VINYL CHLORIDE 2.0 ND MM HP-XYLENES 5.0 ND O-XYLENE 2.0 ND ND - NON DETECT ABOVE INDICATED REPORTING UMTT. REPORTINO UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. SURROGATE PARAMETER DIBROMOFLUOROMETHANE T0LUENE-d8 4-BROMOFLUOROBENZENE ACCEPTABLE RECOVERIES 77 -140 95-110 85 -126 V. RECOVERY 127 103 111 PTAS DCN 300-001 (Rev 4/97) Pacific Tieatment Analytical Services, Inc. 4340V1ewitdgeAve.,SuiteA*SanD1ego,CA92123 (619)560-7717 FAX (619) 560-7763 N U M M m m « m mt ml tt Mi tt tt tt tt ff tt ff ff tt lat ff Mf (P ff ANALYSIS RESULTS - EPA 8260 VOLATILE ORGANIC COMPOUNDS CUENT: WOODWARD-CLYDE CONSULT/WS DATE SAMPLED: 08/20/97 PROJECT NAME/No.: CARLSBAD SEWER S/D DATE RECEIVED: 08/20/97 01*1 PTAS LOG #: 1232-97-11 DATE ANALYZED: 08/22/97 SAMPLEID: C-3 25'-35' MATRDC: UQUID •Iif DILUTION FACTOR: 1 SAMPLE VOL./WT.: 10 ML mm\ ANALYTE REPORTING LIMIT RESULTS W»' PPB (UG/L) PPB (UO/L) M.-ACETONE 25.0 ND mm ACETONITRILE 5.0 ND ACROLEIN (PROPENAL) lOO.O ND mm ACRYLONTTRILE 100.0 ND ALLYL CHLORIDE 2.0 ND mm BENZENE 2.0 ND BROMOBENZENE 2.0 ND BROMOCHLOROMETHANE 2.0 ND mt BROMODICHLOROMETHANE 2.0 ND BROMOFORM 5.0 ND MK BROMOMETHANE 2.0 ND MH 2-BUTANONE (MEK) 25.0 ND N-BUTYLBENZENE 2.0 ND mm SEC-BUTYLBENZENE 2.0 ND TERT-BUTYLBENZENE 2.0 ND mt CARBON DISULFIDE 5.0 ND CARBON TETRACHLORIDE 5.0 ND CHLOROBENZENE 2.0 ND m CHLORODIBROMOMETHANE 2.0 ND CHLOROETHANE 2.0 ND mm 2-CHLOROETHYL VINYL ETHER 5.0 ND mm CHLOROFORM 2.0 ND CHLOROMETHANE 2.0 ND mm 2-CHLOROTOLUENE 2.0 ND 4-CHLOROTOLUENE 2.0 ND mt 1.2-DIBROMO-3-CHLOROPROPANE (DBCP) 5.0 ND mm 1,2-DIBROMOETHANE (EDB) 2.0 ND DIBROMOMETHANE 2.0 ND m 1.2.DICHLOROBENZENE 2.0 ND 1,3-DICHLOROBENZENE 2.0 ND 1,4-DICHLOROBENZENE 2.0 ND mm TRANS-l,4-DICHLORO-2-BUTENE 2.0 ND DICHLORODIFLUOROMETHANE 2.0 ND » 1,1-DICHLOROETHANE 2.0 ND immt 1,2-DICHLOROETHANE 2.0 ND f^m 1.1-DICHLOROETHENE 2.0 ND •mmt CIS-1.2-DICHLOROETHENE 2.0 ND TRANS-l,2-DICHLOROETHENE 2.0 ND 1,2-DICHLOROPROPANE 2.0 ND 1,3-DICHLOROPROPANE 2.0 ND 2,2-DICHLOROPROPANE 2.0 ND m 1.1-DICHLOROPROPENE 2.0 ND .^.^f.Aj . PTASDCN300^1(Rev4y97) ' FaC/ffC T^atment Ana/ytfCa/Services,/nc. 4340V1ffNr1dgeAve.,SuiteA*SanDleQO,CA32123 (619) 56O-7717 FAX(619) 560-7763 w MN m wt tt mt ff tt ff mt tt tt P ff ff tt ff tt ff ff m ANALYSIS RESULTS - EPA 8260 VOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS DATE SAMPLED: osno/97 PROJECT NAME/No.: CARLSBAD SEWER S/D DATE RECEIVED: 08/20/97 -mm PTAS LOG #: 1232-97-11 DATE ANALYZED: 08/22/97 SAMPLEID: C-3 25'-35' MATRIX: UQUID mt DILUTION FACTOR: 1 SAMPLE VOLTWT.: 10 ML ANALYTE REPORTING LIMTT RESULTS -PPB (UO/L) PPB (UG/L) mm CIS-I,3.DICHLOROPROPENE 2.0 ND UH TRANS-I,3-DICHLOROPROPENE 2.0 ND DIETHYL ETHER 5.0 ND MP ETHYLBENZENE 2.0 ND HEXACHLOROBUTADIENE 2.0 ND mm HEXACHLOROETHANE 5.0 ND 2-HEXANONE 5.0 ND mm lODOMETHANE 2.0 ND m ISOPROPYLBENZENE 2.0 ND METHYLENE CHLORIDE 5.0 ND mm METHYL TERT- BUTYL ETHER 2.0 ND mm 4-METHYL-2-PENTANONE (MIBK) 25.0 ND NAPHTHALENE 2.0 ND mm N-PROPYLBENZENE 2.0 ND STYRENE 2.0 ND mi' l.l.U-TETRACHLOROETHANE 5.0 ND 1,1,2,2-TETRACHLOROETHANE 2.0 ND TETRACHLOROETHENE 2.0 ND mt TOLUENE 2.0 ND 1,2.3-TRICHLOROBENZENE 2.0 ND mm 1,2,4-TRICHLOROBENZENE 2.0 ND fli 1,1,1.TRICHL0R0ETHANE 2.0 ND l.U-TRICHLOROETHANE 2.0 ND MM TRICHLOROETHENE 2.0 ND -\ TRICHLOROFLUOROMETHANE 5.0 ND -\ 1.2.3-TRICHLOROPROPANE 2.0 ND mm l,l>TRICHLOROTRIFLUOROETHANE (FREON 113) 25.0 ND 1A4-TRIMETHYLBENZENE 2.0 ND •mm 1,3.5-TRIMETHYLBENZENE 2.0 ND VINYL ACETATE S.O ND •m. VINYL CHLORIDE 2.0 ND mm MJ>-XYLENES 5.0 ND O-XYLENE 2.0 ND ND - NON DETECT ABOVE INDICATED REPORTING LIMTT. REPORTINO UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. m SURROGATE PARAMETER DIBROMOFLUOROMETHANE T0LUENE-d8 4-BROMOFLUOROBENZENE ACCEPTABLE RECOVERIES 77-140 95-110 85-126 % RECOVERY 131 103 112 Pacific "Heatment Analytical Services, Inc. 4340VlewndgeAve.,SuiteA*SanDiego,CAg2123 (619)560-7717 PTAS DCN 30(M)01 (Rev 4Wr) FAX (619) 560-7763 m 1Ul> Ml tt tt Ni tt tm tt mt tt tt M mt tt tt aM ii ii i i QA/QC REPORT METHOD: PCB by EPA 8080-LIQUID DATE ANALYZED 08/26/97 OA/OC SAMPLE: PTAS 1232-97 BLANK ACCEPTABLE LCS/LCSD CRITERIA ACCEPTABLE RPD CRITERIA SPIKED ANALYTE LCS % R LCSD % R RPD % % AROCHLOR-1254 88 81 8 29-131 <30 mm m mt LCS H R - LABORATORY CONTROL SAMPLE PERCENT RECOVERY LCSD % R - LABORATORY CONTROL SAMPLE DUPUCATE PERCENT RECOVERY RPD - RELATIVE PERCENT DIFFERENCE AROCHLOR ACCEPTABLE CONTROL LIMITS: AROCHLOR-1016 50-114 15-178 10-215 39-150 38-158 29-131 8-127 AROCHLOR-1221 AR(XmOR-1232 ARO<mOR-1242 ARCXMLOR-1248 AR(X;HL0R-1254 AR(XmOR-1260 Pacific Ti^atment Analytical Services, Inc. 4340VlewrldgeAve..SulteA.SanDiego.CA92123 (619)560-7717 FAX (619) 560-7763 W iM tt MK mt tm mm m P ff QA/QC REPORT METHOD: EPA 8270-LlQUID DATE ANALYZED: 08/26/97 QA/QC SAMPLE: PTAS 1232-97 BLANK ACCEPTABLE LCS/LCSD CRTTERIA ACCEPTABLE RPD CRITERIA SPIKED ANALYTE LCS%R LCSD % R RPD % •/o ACENAPHTHENE 73 75 3 47-145 <30 DI-N-BUTYL PHTHALATE 19 24 23 1-118 <30 1.4-DICHLOROBENZENE 66 66 0 20-124 <30 2.4-DINTrROTOLUENE 80 83 4 39-139 <30 N-NTTROSO-DI-N-PROPYLAMINE 79 76 4 D-230 <30 PYRENE 89 96 8 52-115 <30 1.2,4-TTUCHLOROBENZENE 65 66 2 44-142 <30 4-CHLORO-3-METHYLPHENOL 82 84 2 22-147 <30 2-aiLOROPHENOL 74 75 1 23-134 <30 4-NrrROPHENOL 94 95 1 D-132 <30 PENTACHLOROPHENOL 88 79 11 14-175 <30 PHENOL 64 66 3 5-112 <30 mt LCS S R - LABORATORY CONTROL SAMPLE PERCENT RECOVERY LCSD H R - LABORATORY CONTROL SAMPI^ DUPUCATE PERCENT RECOVERY RPD - RELATIVE PERCENT DIFFERENCE ^ r^'j'^^'^^ 7}ieaf/nen(4na/yf/ca/SerWcea;/nc. 4340VIawndgeAve.,SulteA-SanDlego,CA92123 (619)560-7717 FAX (SI9) 560-7763 m m tt ff tt ff ii IHI tt tm tt I* NM mt tm mt QA/QC REPORT METHOD: EPA 4i8.1-UQUID DATE ANALYZED: 08/22/97 QA/QC SAMPLE: PTAS 1232-97 BLANK ACCEPTABLE LCS/LCSD CRITERIA ACCEPTABLE RPD CRITERIA SPIKED ANALYTE LCS VeR LCSD % R RPD % OIL & GREASE 84 95 12 75-125 <20 LCS % R - LABORATORY CONTROL SAMPLE PERCENT RECOVERY LCSD %R~ LABORATORY CONTROL SAMPLE DUPUCATE PERCENT RECOVERY RPD - RELATIVE PERCENT DIFFERENCE ^S3f\ Pacific Tieatment Analytical Services, Inc. 4340 viewridge Ave., suite A-san Diego, CA 92123 (6i9)560-77i7 FAX (619) 560-7763 tt tt Mi wi mt m ml mt tm m m tt tm tt tt mt ff QA/QC REPORT METHOD: PRIORITY POLLUTANT METALS-LIQUID ACCEPTABLE ACCEPTABLE LCS,MS/MSD RPD DATE ANALYZED: 08/26-29/97 CRTTERU CRTTERU SPIKED ANALYTE LCS%R MS % R MSD % R RPD % % ANTIMONY 90 94 94 0 75-125 <20 BERYLLIUM 90 91 92 1 75-125 <20 '41 Ni CADMIUM 95 91 91 0 75-125 <20 CHROMIUM 95 91 91 0 75-125 <20 COPPER 92 91 91 0 75-125 <20 «m LEAD 93 92 92 0 75-125 <20 NICKEL 92 89 89 0 75-125 <20 mm SILVER 94 97 94 3 75-125 <20 Mm THALLIUM 93 91 91 0 75-125 <20 ZINC 90 91 91 0 75-125 <20 MM ARSENIC 83 58** 53** 9 75-125 <20 MERCURY 102 106 107 1 75-125 <20 4Mi SELENIUM 118 * * 1 75-125 <20 LCS S R - LABORATORY CONTROL SAMPLE PERCENT RECOVERY MS % R - MATRIX SPIKE PERCENT RECOVERY MSD H R - MATRK SPIKE DUPUCATE PERCENT RECOVERY RPD - RELATIVE PERCENT DIFFERENCE • NOTE: NO RECOVERY REPORTABLE DUE TO NECESSARY DILUTION OF SAMPLE SPIKED. A DUPUCATE LCS SAMPLE WAS ANALYZED WTTH THE 8Aj>«PLE BATCH AND THE RESULTING RECOVERYAND RPD HffitOR EXCEEDED ACCEPTANCE CRTTERM. NOTE: POOR MATRIX SPDCE RECOVERIES ATTRIBUTABLE TO SAMPLE MATRIX EFFECTS. A DUPUCATE LCS SAMPLE WAS ANALYZED WTTH THE SAMPLE BATCH AND THE RESULTING RECOVERYAND RPD MET OR EXCEEDED ACCEPTANCE CRTTERIA Ml Pacific Tteatment Analytical Services, Inc. 4340 viewridge Ave., suite A ^San oiego, CA 92123 (619)560-7717 FAX (619) 560-7763 mt m itm mt m mt mt an P ff QA/QC REPORT "m' METHOD: EPA 8260-LIQUID ACCEPTABLE ACCEPTABLE ACCEPTABLE DATE ANALYZED: OS/22/97 LCS/LCSD MS/MSD RPD OA/QC SAMPLE: PTAS 1211-97-1 CRITERIA CRITERIA CRITERIA SPIKED ANALYTE LCSVoR MS%R MSD % R RPD % % mw' 1.1-DICHLOROETHENE 105 109 112 3 60 -127 60-133 <30 m TRICHLOROETHENE 104 101 99 2 73-113 73-119 <30 CHtOm^ENZENE 108 103 105 2 72-114 74-119 <30 M^ TOLUKJE 108 109 108 1 70-119 72 -125 <30 Mil BENZENE 102 104 103 1 68-123 70-128 <30 an LCS^ R - LABORATORY CONTROL SAMPLE rcRCENT RECOVERY LCSD H R - LABORATORY CONTROL SAMPLE DUPUCATE PERCENT RECOVERY MS% R - MATRDC SPKEPERCENT RECOVERY MSD % R - MATRDC SPDCE DUPUCATE PERCENT RECOVERY RPD ' RELATIVE PERCENT DIFFERENCE Ml Pacific Tteatment Analytical Services, Inc. 4340Vlewr1dgeAve.,SulteA-Sar)Diego,CA92123 "Teil)^-??!^^ ff Ml Ml tt mt m mt mt m m Hi m m Pacific Treatment Analytical Services, Inc. 4340 Viewridge Avenue, Suite A • San Diego, CA 92123 (619) 560-7717 FAX: (619) 560-7763 Cooler Receipt Form Client: LOC>C> 0 Lua-Y^ ~CjVdn^ Project Name^^^ hajJ^ Se^-^ t ?//J / Not Given Log Numbers: p\'X-^l -/ TO l^3X~^l - / ^ Samples Received in: (Cooler(^^ Box(es) None Other: Number of Coolers: / Log-In Date; 3/%//^JZ. Time: Logged in By: (f^^^ fi e^S^^ Signaturg^'^^ \ ^ 1. Were samples sufficiently chilled? ( Yes) No N/A If included, report temperature of temperature blank °Q 1. Were chain-of-custody forms filled out properly (ink, signed, etc.) Cxss^' No If NO, explain below. 3. Did all bottles arrive unbroken with labels in good condition? f^^^ / If NO, explain below. 4. Were correct containers used for the analyses requested? (jt^ If NO, explain beiow. ^s 5. Were samples correctly preserved? V5fes No N/A If NO, explain below. 6. Was sufficient sample sent for analyses requested? No If NO, explain below. 7. Were air bubbles absent from VOA samples? Yes No If NO, list by PTAS log number on the back of this form. Additional Notes: Q m mt Utt mi mt tm i i mtt •WI 'iMIl m tt ff tt tt ff I I mti ] 3 1 P tt p M tt P P Pacific Treatment rv ^ J Analytical Services, Inc. 4340 Viewridge Avenue, Suite A • San Diego, CA 92123 (619) 560-7717 • Fax (619) 560-7763 Analytical Chemistry Laboratory mHi September 3, 1997 Woodward-Clyde Consultants 'Attn: Spencer Price Sunroad Plaza 3, Suite 1000 1615 Murray Canyon Road San Diego, California 92108 Project Name/No.: Carlsbad Sewer S/D Laboratory Log No.: 1238-97 Date Received: 08/21/97 Sample Matrix: Three liquid samples PO No.: 9751028A-0001 mi Please find the following enclosures for the above referenc:ed project identified: 1) Analytical Report 2) QA/QC Report 3) Cooler Receipt Form 4) Chain of Custody Form Certificate of Analysis. Samples were analyzed pursuant to client request utilizing EPA or other ELAP approved methodologies. Date of extraction, date of analysis, detection limits and dilution factor are reported for each compound analyzed. AU samples were analyzed within the method required holding time from sample collection. A Cooler Receipt Form is utilized upon receipt of sampie{s) at PTAS. This helps ensure sample integrity from start to finish. A minimum of 90% of the data for each analytical method is associated with acceptable quality control criteria. Determinations of completion were made by assessing the following QA/QC functions, as applicable to methodology: • Surrogate Percent Recovery, Laboratory Control Sample (LCS) percent recoveries for all analyses, • Matrix Spike Recovery/Matrix Spike Duplicate Recovery (MSR & MSDR) and Relative Percent Difference (RPD from MSR & MSDR). I certify that this data report is in compliance both technically and for completeness. Release of the data contained in this hardcopy data report has been authorized by the following signature. lanis Columbo Vice President/Laboratory Director Water • Soil • Waste • Wastewater • Marine Sediment & Tissues • Elutriate Analyses That Produce ResuUsl Mi P tt mt ANALYSIS RESULTS - EPA 8260 VOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS DATE SAMPLED: N/A PROJECT NAME/No.: CARLSBAD SEWER S/D DATE RECEIVED: N/A • «l PTAS LOG #: METHOD BLANK DATB ANALYZED: 08/22/97 SAMPLEID: N/A MATRDC: WATER I'M! DILUTION FACTOR: 1 SAMPLE VOLTWr.: 10 ML ANALYTE REPORTING LIMTT RESULTS PPB (UG/L) PPB (UG/L) ACETONE 25.0 ND mm ACETONITRILE 5.0 ND vmm ACROLEIN (PROPENAL) 100.0 ND mm ACRYLONTTRILE 100.0 ND ALLYL CHLORIDE 2.0 ND mm BENZENE 2.0 ND BROMOBENZENE 2.0 ND mm BROMOCHLOROMETHANE 2.0 ND mt BROMODICHLOROMETHANE 2.0 ND BROMOFORM 5.0 ND BROMOMETHANE 2.0 ND mn 2-BUTANONE (MEK) 25.0 ND N-BUTYLBENZENE 2.0 ND mm SEC-BUTYLBENZENE 2.0 ND TERT-BUTYLBENZENE 2.0 ND mm CARBON DISULFIDE 5.0 ND CARBON TETRACHLORIDE 5.0 ND CHLOROBENZENE 2.0 ND m CHLORODIBROMOMETHANE 2.0 ND CHLOROETHANE 2.0 ND •mm 2-CHLOROETHYL VINYL ETHER 5.0 ND m CHLOROFORM 2.0 ND CHLOROMETHANE 2.0 ND 2rCHL0R0T0LUENE 2.0 ND 4-CHLOROTOLUENE 2.0 ND mm l,2-DBROMO-3-CHLOROPROPANE (DBCP) 5.0 ND mm 1.2-DIBROMOETHANE (EDB) 2.0 ND DIBROMOMETHANE 2.0 ND m \ .2-DICHLOROBENZENE 2.0 ND 1.3-DICHLOROBENZENE 2.0 ND J .4-DICHLOROBENZENE 2.0 ND m TRANS-1.4-DICHLORO-2-BUTENE 2.0 ND DICHLORODIFLUOROMETHANE 2,0 ND •mt J.l-DICHLOROETHANE 2.0 ND 1.2.DICHL0R0ETHANE 2.0 ND mi 1,1-DICHLOROETHENE 2.0 ND mm CIS-1,2-DICHL0R0ETHENE 2.0 ND TRANS-U-DICHLOROETHENE 2.0 ND m 1.2-DICHLOROPROPANE 2.0 ND 1.3-DICHLOROPROPANE 2.0 ND mm 2,2-DICHLOROPROPANE 2.0 ND m 1,1 -DICHLOROPROPENE 2.0 ND PTAS DCN 300-001 (Rev 4/97) \ Pacific Tteatment Analytical Services, Inc. 4340 viewridge Ave., suite A-SanOleoo.CA 92123 (619)560-7717 FAX (619) 560-7763 m^ Wtf m IHt mi m Wt tm m m •m ANALYSIS RESULTS - EPA 8260 VOLATILE ORGANIC COMPOUNDS CLIENT; WOODWARD-CLYDE CONSULTANTS 4*4^ WW W PROJECT NAME/No.: CARLSBAD SEWER S/D PTAS LOG #: METHOD BLANK SAMPLEID: N/A DILUTION FACTOR: 1 DATE SAMPLED: DATE RECEIVED: DATE ANALYZED: MATRDC: SAMPLE VOL./WT.: N/A N/A 08/22/97 WATER lOML MM ANALYTE REPORTING LIMIT RESULTS mm PPB (UG/L) PPB (UG/L) mm-CIS-1,3.DICHL0R0PR0PENE • 2.0 ND mt TRANS-1,3-DICHL0R0PR0PENE 2.0 ND DIETHYL ETHER 5.0 ND mm ETHYLBENZENE 2.0 ND mm HEXACHLOROBUTADIENE 2.0 ND ^m HEXACHLOROETHANE 5.0 ND ma 2-HEXANONE 5.0 ND lODOMETHANE 2.0 ND W$ ISOPROPYLBENZENE 2.0 ND METHYLENE CHLORIDE 5.0 ND mm METHYL TERT- BUTYL ETHER 2.0 ND « 4-METHYL-2-PENTANONE (MIBK) 25.0 ND NAPHTHALENE 2.0 ND mm N-PROPYLBENZENE 2.0 ND mt STYRENE 2.0 ND 1.1.1.2-TETRACHLOROETHANE 5.0 ND mm 1.1.2,2-TETRACHLOROETHANE 2.0 ND TETRACHLOROETHENE 2.0 ND mt TOLUENE 2.0 ND 1.2.3-TRlCHLOROBENZENE 2.0 ND mm 1,2.4-TRlCHLOROBENZENE 2.0 ND Wt 1.1.1 -TRICHLOROETHANE 2.0 ND 1,1.2-TRICHLOROETHANE 2.0 ND mm TOCHLOROETHENE 2.0 ND mt TRICHLORORUOROMETHANE 5.0 ND 1,2.3-TRICHLOROPROPANE 2.0 ND 1.1.2-TRICHLOROTRIFLUOROETHANE (FREON 113) 25.0 ND 1.2,4-TRIMETHYLBENZENE 2.0 ND mm 1.3.5-TR3METHYLBENZENE 2.0 ND •mm VINYL ACETATE 5.0 ND VINYL CHLORIDE 2.0 ND mm MJ>-XYLENES 5.0 ND O-XYLENE 2.0 ND ND - NON DETECT ABOVE INDICATED REPORTINO UMIT. REPORTINO UMITS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. SURROGATE PARAMETER DIBROMOFLUOROMETHANE T0LUENE-d8 4-BROMOFLUOROBENZENE ACCEPTABLE RECOVERIES 77 -140 95 -110 85-126 •/. RECOVERY 120 103 107 Pacific Tteatment Analytical Services, Inc. 4340Vi«wri(ioeAve..suneA*sanDiego,CA92i23 .60-7763 •wl PI Mr 1« p m m P ANALYSIS RESULTS - EPA 8260 VOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS DATE SAMPLED: 08/21/97 PROJECT NAh4E/No.: CARLSBAD SEWER S/D DATE RECEIVED: 08/21/97 PTAS LOG #: 1238-97-1 DATE ANALYZED: 08/22/97 SAMPLEID: C-16 5'-15' MATRDC: UQUID a r DILUTION FACTOR: 1 SAMPLE VOL./WT.: 10 ML *-( ANALYTE REPORTING LIMIT RESULTS PPB (UG/L) PPB (UG/L) mi ACETONE 25.0 ND mm ACETONTTRILE 5.0 ND ACROLEIN (PROPENAL) 100.0 ND mm ACRYLONITRILE 100.0 ND ALLYL CHLORIDE 2.0 ND mm BENZENE 2.0 ND mm BROMOBENZENE 2.0 ND BROMOCHLOROMETHANE 2.0 ND mit BROMODICHLOROMETHANE 2.0 ND BROMOFORM 5.0 ND ma BROMOMETHANE 2.0 ND ma 2-BUTANONE (MEK) 25.0 ND N-BUTVLBENZENE 2.0 ND mm SEC-BUTYLBENZENE 2.0 ND TERT-BUTYLBENZENE 2.0 ND mt CARBON DISULFIDE 5.0 ND CARBON TETRACHLORIDE S.O ND CHLOROBENZENE 2.0 ND mm CHLORODIBROMOMETHANE 2.0 ND CHLOROETHANE 2.0 ND mm 2-CHLOROETHYL VINYL ETHER 5.0 ND «• CHLOROFORM 2.0 ND CHLOROMETHANE 2.0 ND «M 2-CHLOROTOLUENE 2.0 ND mm 4-CHLOROTOLUENE 2.0 ND 1.2-DIBROMO-3-CHLOROPROPANE (DBCP) 5.0 ND mt 1,2-DIBROMOETHANE (EDB) 2.0 ND DIBROMOMETHANE 2.0 ND m 1,2-DICHLOROBENZENE 2.0 ND 1.3-DICHLOROBENZENE 2.0 ND 1.4-DICHLOROBENZENE 2.0 ND m TRANS-1.4-DICHLORO-2-BUTENE 2.0 ND DICHLORODIFLUOROMETHANE 2.0 ND mm 1,1-DICHLOROETHANE 2.0 ND mw 1.2-DICHLOROETHANE 2.0 ND 1.1-DICHLOROETHENE 2.0 ND •mt CIS-1,2-DlCHLOROETHENE 2.0 ND TRANS-1,2-DICHLOROETHENE 2.0 ND mm 1.2-DICHLOROPROPANE 2.0 ND 1,3-DICHLOROPROPANE 2.0 ND 2,2-DICHLOROPROPANE 2.0 ND m 1,1-DICHLOROPROPENE 2.0 ND Pacific Tteatment Analytical Services, Inc. 4340viewn(]geAve.,suiteA-sanDi8go,CA92i23 N 300-001 (Rev 4/97) -7717 F)0( {619) 560-7763 ai m wtt m m mt mt m tm m m m m mm ANALYSIS RESULTS - EPA 8260 VOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS DATE SAMPLED: 08/21/97 PROJECT NAME/No.: CARLSBAD SEWER S/D DATE RECEIVED: 08/21/97 •ipn PTAS LOG #: 1238-97-1 DATE ANALYZED: OS/22/97 SAMPI£ID: C-16 5'-15' MATRDC: LIQUID DE.UTIONFACTOR: 1 SAMPLE VOL/WT.; JOML •mi ANALYTE REPORTING LIMIT RESULTS mm PPB (UG/L) PPB (UG/L) CIS-I.3-DICHL0R0PR0PENE 2.0 ND mm TRANS-U3-DICHL0R0PR0PENE 2.0 ND DIETHYL ETHER 5.0 ND mm ETHYIBENZENE 2.0 ND HEXACHLOROBUTADIENE 2.0 ND mit HEXACHLOROETHANE 5.0 ND 2-HEXANONE 5.0 ND "maw lOIXM^IETHANE 2.0 ND mt ISOPROPYLBENZENE 2.0 ND METT^YLENE CHLORIDE 5.0 ND 'mt METHYL TERT- BUTYL ETHER 2.0 ND ml 4-METHYL-2-PENTANONE (MIBK) 25.0 ND NAPHTHALENE 2.0 ND N-PROPYLBENZENE f 2.0 ND STYRENE 2.0 ND mm 1.1.1.2-TETRACHLOROETHANE 5.0 ND 1.1.2,2-TETRACHLOROETHANE 2.0 ND mat TETTiACHLOROETHENE 2.0 ND m TOLUENE 2.0 ND 1 ^.3.TRICHLOROBENZENE 2.0 ND 1.2,4-TRICHLOROBENZENE 2.0 ND m 1. M -TRICHLOROETHANE 2.0 ND 1,1.2-TRICHLOROETHANE 2.0 ND •mt TTUCHLOROETHENE 2.0 ND TRICHLORORUOROMETHANE 5.0 ND mm 1,2,3-TRICHLOROPROPANE 2.0 ND -mi 1.1.2.TRICHL0R0TRIRU0R0ETHANE (FREON 113) 25.0 ND 1.2.4-TRIMETHYLBENZENE 2.0 ND m 1.3,5-TRIMETHYLBENZENE 2.0 ND VINYL ACETATE 5.0 ND mm VINYL CHLORIDE 2.0 ND m MJ'^XYLENES 5.0 ND O-XYLENE 2.0 ND ND - NON DETECT ABOVE INDICATED REPORTINO LIMIT. REPORTINO UMITS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. SURROGATE PARAMETER DIBROMORUOROMETHANE T0LUENE-d8 4-BROMORUOROBENZENE ACCEPTABLE RECOVERIES 77-140 95 -110 85-126 •/•RECOVERY 138 104 114 m ^Pacific Treatment Analytical Services, Inc. 4340 Vlewridoe Ave.. Sute A-SanOieoo.CA 92123 7^/^-^717***F5W(619)^60-7763 tti I* m m m m ANALYSIS RESULTS - EPA 8260 VOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS DATE SAMPLED: 08/21/97 PROJECT NAME/No.: CARLSBAD SEWER S/D DATE RECEIVED: 08/21/97 IP"' PTASL(X>#: 1238-97-2 DATE ANALYZED; 08/22/97 SAMPLEID: C-6 12'-17' MATRDC: LIQUID lln 1 DILUTION FACTOR: 1 SAMPLE VOL.AVT.: 10 ML ANALYTE REPORTING LIMIT RESULTS PPB (UG/L) PPB (UG/L) ACETONE •25.0 ND «Ui ACETONTTRILE 5.0 ND ACROLEIN (PROPENAL) 100.0 ND w> ACRYLONTTRILE 100.0 ND ALLYL CHLORIDE 2.0 ND mm BENZENE 2.0 ND m BROMOBENZENE 2.0 ND BROMOCHLOROMETHANE 2.0 ND m BROMODICHLOROMETHANE 2.0 ND BROMOFORM 5.0 ND mt BROMOMETHANE 2.0 ND mit 2-BUTANONE (MEK) , 25.0 ND N-BUTYLBENZENE 2.0 ND mm SEC-BUTYLBENZENE 2.0 ND TERT-BUTYLBENZENE 2.0 ND CARBON DISULFIDE 5.0 ND mt CARBON TETRACHLORIDE 5.0 ND CHLOROBENZENE 2.0 ND mt CHLORODIBROMOMETHANE 2.0 ND CHLOROETHANE 2.0 ND 2-CHLOROETHYL VINYL ETHER 5.0 ND m CHLOROFORM 2.0 ND CHLOROMETHANE 2.0 ND mm 2-CHLOROTOLUENE 2.0 ND mm 4-CHLOROTOLUENE 2.0 ND 1.2-DIBROMO-3-CHLOROPROPANE (DBCP) 5.0 ND mm 1,2-DIBROMOETHANE (EDB) 2.0 ND DIBROMOMETHANE 2.0 ND • 1,2-DICHLOROBENZENE 2.0 ND 1.3-DICHLOROBENZENE 2.0 ND 1,4-DICHLOROBENZENE 2.0 ND mm TRANS-1,4-DICHLORO-2-BUTENE 2.0 ND DICHLORODIRUOROMETHANE 2.0 ND •mm 1.1-DICHLOROETHANE 2.0 ND m 1,2-DICHLOROETHANE 2.0 ND 1,1-DICHLOROETHENE 2.0 ND mm CIS-1,2-DICHLOROETHENE 2.0 ND TRANS-1.2-DICHLOROETHENE 2.0 ND mm 1,2-DICHLOROPROPANE 2.0 ND 1.3-DICHLOROPROPANE 2.0 ND 2,2-DICHLOROPROPANE 2.0 ND 1,1 -DICHLOROPROPENE 2.0 ND I Pacific Tteatment Analytical Services, Inc. 4340 viewridoe Ave., suite A - san Diego, CA 92123 ^^fS?-??i7° F^6l§)^60-7763 •mt 9^ mt mt tm w MH I* m mf mt im ANALYSIS RESULTS - EPA 8260 VOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTAS LOG #: 1238-97-2 SAMPLEID: C-6 12'-17' DILUTION FACTOR: 1 DATE SAMPLED: DATE RECEIVED: DATE ANALYZED: MATRIX: SAMPLE VOLVWT.: 08/21/97 08/21/97 08/22/97 LIQUID lOML mn ANALYTE REPORTING LIMTT RESULTS MW-PPB (UG/L) PPB (UG/L) MM-CIS-1.3-DICHL0R0PR0PENE 2.0 ND m TRANS-1,3-DICHLOROPROPENE 2.0 ND DIETHYL ETHER 5.0 ND ETHYLBENZENE 2.0 ND HEXACHLOROBUTADIENE 2.0 ND HEXACHLOROETHANE 5.0 ND m» 2-HEXANONE 5.0 ND lODOMETHANE 2.0 ND ISOPROPYIBENZENE 2.0 ND METHYLENE CHLORIDE 5.0 ND mm METHYL TERT-BUT YL ETHER 2.0 ND ma .4-METHYL-2-PENTANONE (MIBK) 25.0 ND NAPHTHALENE 2.0 ND mm N-PROPYLBENZENE 2.0 ND mm STYRENE 2.0 ND 1,1,1.2-TETRACHLOROETHANE 5.0 ND mm 1,1.2.2-TETRACHLOROETHANE 2.0 ND TETRACHLOROETHENE 2.0 ND m TOLUENE 2.0 ND 1.2.3-TRICHLOROBENZENE 2.0 ND mm 1.2.4-TRICHLOROBENZENE 2.0 ND m 1.1.1 -TRICHLOROETHANE 2.0 ND 1.1.2-TRICHLOROETHANE 2.0 ND *• TRICHLOROETHENE 2.0 ND •m TRICHLORORUOROMETHANE 5.0 ND 1,2,3-TRICHLOROPROPANE 2.0 ND mm 1,1,2-TRICHLOROTRIRUOROETHANE (FREON 113) 25.0 ND 1,2,4-TRIMETHYLBENZENE 2.0 ND ma 1.3.5-TRIMETHYLBENZENE 2.0 ND VINYL ACETATE 5.0 ND VINYL CHLORIDE 2.0 ND mm MJ>-XYLENES 5.0 ND O-XYLENE 2.0 ND ND - NON DETECT ABOVE INDICATED REPORTINO LIMIT. REPORTINO UMITS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. SURROGATE PARAMETER DIBROMORUOROMETHANE T0LUENE-d8 4-BROMORUOROBENZENE ACCEPTABLE RECOVERIES 77-140 95-110 85-126 % RECOVERY 136 103 114 PTAS DCN 300-001 (Rev 4/971 \ Pacific Tteatment Analytical Services, Inc. 4340 Vlewndge Ave., suite A-San oiego. CA 92123 (619)560-7717 F)0( {619) 560-7763 m mt m mt mt P ANALYSIS RESULTS - EPA 8260 VOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS • 1 ,.l DATE SAMPLED: N/A PROJECT NAME/Nc: C/\RLSBAD SEWER S/D DATE RECEIVED: N/A PTAS LOG #: METHOD BLANK DATE ANALYZED: 08/25/97 SAMPLEID: N/A MATRIX: WATER DILUTION FACTOR: 1 SAMPLE VOL./WT.: 10 ML •HI ANALYTE REPORTING LIMIT RESULTS PPB (UG/L) PPB (UG/L) ACETONE •25.0 ND m ACETONTTRILE 5.0 ND ACROLEIN (PROPENAL) 100.0 ND ACRYLONTTRILE 100.0 ND 4II ALLYL CHLORIDE 2.0 ND BENZENE 2.0 ND •Ml BROMOBENZENE 2.0 ND BROMOCHLOROMETHANE 2.0 ND •1 BROMODICHLOROMETHANE 2.0 ND BROMOFORM 5.0 ND mm BROMOMETHANE 2.0 ND «• 2-BUTANONE (MEK) 25.0 ND N-BUTYIBENZENE 2.0 ND mm SEC-BUTYLBENZENE . 2.0 ND mm TERT-BUTYLBENZENE 2.0 ND CARBON DISULFIDE 5.0 ND •mm. CARBON TETRACHLORIDE 5.0 ND CHLOROBENZENE 2.0 ND m CHLORODIBROMOMETHANE 2.0 ND CHLOROETHANE 2.0 ND mm 2-CHLOROETHYL VINYL ETHER 5.0 ND m CHLOROFORM 2.0 ND CHLOROMETHANE 2.0 ND 2-CHLOROTOLUENE 2.0 ND m 4-CHLOROTOLUENE 2.0 ND U-DIBROMO-3-CHLOROPROPANE (DBCP) 5.0 ND 1,2-DIBROMOETHANE (EDB) 2.0 ND DIBROMOMETHANE 2.0 ND m 1,2-DICHLOROBENZENE 2.0 ND mm 1,3-DICHLOROBENZENE 2.0 ND 1,4-DICHLOROBENZENE 2.0 ND m TRANS-1.4-DICHLORO-2-BUTENE 2,0 ND DICHLORODIFLUOROMETHANE 2.0 ND m» 1.1-DICHLOROETHANE 2.0 ND m 1,2-DICHLOROETHANE 2.0 ND 1.1-DICHLOROETHENE 2.0 ND •mm CIS-1.2-DICHLOROETHENE 2.0 ND mm TRANS-l,2-DICHLOROETHENE 2.0 ND 1.2-DICHLOROPROPANE 2.0 ND 1,3-DICHLOROPROPANE 2.0 ND 2.2-DICHLOROPROPANE 2.0 ND m 1,1 -DICHLOROPROPENE 2.0 ND Pacific Tteatment Analytical Services, Ine. 4340 viewridge Ave., suits A •san Diego, CA 92123 )I (Rev 4/97) F«( (619) 560-7763 Mi mn mt mt WW tm mm wu m ANALYSIS RESULTS - EPA 8260 VOLATILE ORGANIC COMPOUNDS '111 i. CLIENT: WOODWARD-CLYDE CONSULTANTS im DATE SAMPLED: N/A PROJECT NAME/No.: CARLSBAD SEWER S/D DATE RECEIVED: N/A PTAS LOG #: METHOD BLANK DATE ANALYZED: 08/25/97 SAMPLEID; N/A MATRIX: WATER DILUTION FACTOR: 1 SAMPLE VOL./WT.: lOML ANALYTE REPORTING LIMIT RESULTS mm PPB (UG/L) PPB (UG/L) mm-CIS-1.3-DICHLOROPROPENE 2.0 ND mti TRANS-1.3-DICHL0R0PR0PENE 2.0 ND DIETHYL ETHER 5.0 ND mm ETHYLBENZENE 2.0 ND HEXACHLOROBUTADIENE 2.0 ND mm HEXACHLOROETHANE 5.0 ND mt 2-HEXANONE 5.0 ND lODOMETHANE 2.0 ND WW ISOPROPYLBENZENE 2.0 ND METHYLENE CHLORIDE 5.0 ND METHYL TERT- BUTYL ETHER 2.0 ND WW 4-METHYL.2-PENTANONE (MIBK) 25.0 ND NAPHTHALENE 2.0 ND mm N-PROPYLBENZENE 2.0 ND mm STYRENE 2.0 ND 1.1.1.2-TETRACHLOROETHANE 5.0 ND mm 1.1,2.2-TETRACHLOROETHANE 2.0 ND TETRACHLOROETHENE 2.0 ND m TOLUENE 2.0 ND 1.2.3-TRICHLOROBENZENE 2.0 ND mm^ 1.2,4-TRICHLOROBENZENE 2.0 ND m 1.1,1 -TRICHLOROETHANE 2.0 ND 1.1.2-TRICHLOROETHANE 2.0 ND mm miCHLOROETHENE 2.0 ND mm TRICHLORORUOROMETHANE 5.0 ND 1.2.3-TRICHLOROPROPANE 2.0 ND mm i,U2-TRICHL0R0TRIRU0R0ETHANE (FREON 113) 25.0 ND 1.2.4-TRIMETHYLBENZENE 2.0 ND tm 1,3,5-TRIMETHYLBENZENE 2.0 ND VINYL ACETATE 5.0 ND VINYL CHLORIDE 2.0 ND mm MJ>-XYLENES 5.0 ND O-XYLENE 2.0 ND ND - NON DETECT ABOVE INDICATED REPORTING LIMIT. REPORTING LIMITS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. SURROGATE PARAMETER DIBROMORUOROMETHANE T0LUENE-d8 4-BROMORUOROBENZENE ACCEPTABLE RECOVERIES 77-140 95 -110 85-126 •/. RECOVERY 127 97 97 \ Pacific Tteatment Analytical Services, Inc. 4340 viewridge Ave., smte A-san oiego. CA 92123 VJ5T6^^6O-7763 Ml mm m mt M mt wt mt mt m ANALYSIS RESULTS - EPA 8260 VOLATILE ORGANIC COMPOUNDS -IH , CLIENT: WOODWARD-CLYDE CONSULTANTS DATE SAMPLED: 08/21A17 PROJECT NAME/No.: CARLSBAD SEWER S/D DATE RECEIVED: 08/21/97 PTAS LOG #: 1238-97-3 DATE ANALYZED; 08/25/97 SAMPLEID: C-21 5'-15* MATRIX: LIQUID •ill.' DILUTION FACTOR: 1 SAMPLE VOL./WT.: lOML mm ANALYTE REPORTING LIMIT RESULTS mm PPB (UG/L) PPB (UG/L) ACETONE 25.0 ND mt ACETONITRILE 5.0 ND ACROLEIN (PROPENAL) 100.0 ND mm ACRYLONTTRILE 100.0 ND ALLYL CHLORIDE 2.0 ND mw BENZENE 2.0 ND BROMOBENZENE 2.0 ND BROMOCHLOROMETHANE 2.0 ND BROMODICHLOROMETHANE 2.0 ND BROMOFORM 5.0 ND BROMOMETHANE 2.0 ND mm 2-BUTANONE (MEK) 25.0 ND N-BUTYLBENZENE 2.0 ND mm SEC-BUTYLBENZENE 2.0 ND TERT-BUTYLBENZENE 2.0 ND mt CARBON DISULFIDE 5.0 ND mm CARBON TETRACHLORIDE 5.0 ND CHLOROBENZENE 2.0 ND mm CHLORODIBROMOMETHANE 2.0 ND CHLOROETHANE 2.0 ND *m 2-CHLOROETHYL VINYL ETHER 5.0 ND m CHLOROFORM 2.0 ND CHLOROMETHANE 2.0 ND •mm 2-CHLOROTOLUENE 2.0 ND mm 4-CHLOROTOLUENE 2.0 ND 1.2-DIBROMO-3-CHLGROPROPANE (DBCP) 5.0 ND mm 1,2-DIBROMOETHANE (EDB) 2.0 ND DIBROMOMETHANE 2.0 ND m 1.2-DICHLOROBENZENE 2.0 ND 1,3-DICHLOROBENZENE 2.0 ND mm 1.4-DICHLOROBENZENE 2.0 ND mm TRANS-1.4-DICHLORO-2-BUTENE 2.0 ND DICHLORODIRUOROMETHANE 2.0 ND — 1,1-DICHLOROETHANE 2.0 ND mi 1.2-DICHLOROETHANE 2.0 ND mi 1,1-DICHLOROETHENE 2.0 ND mm CIS-1.2-DICHLOROETHENE 2.0 ND TRANS-1,2-DICHLOROETHENE 2.0 ND ma 1.2-DICHLOROPROPANE 2.0 ND 1.3-DICHLOROPROPANE 2.0 ND 2,2-DICHLOROPROPANE 2.0 ND -mm 1,1 -DICHLOROPROPENE 2.0 ND Pacific Tteatment Analytical Services, Inc. 4340viewridgeAve., smte A. san oiego. CA 92123 ^'^)^-?7?7^Fjix(6^60-7763 mm WW mt WW tm m tm m> mt mt m m m m i t ANALYSIS RESULTS - EPA 8260 VOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS ••htt DATE SAMPLED: 08/21/97 PROJECT NAME/No.; CARLSBAD SEWER S/D DATE RECEIVED: 08/21/97 • IM> PTAS LOG #: 1238-97-3 DATE ANALYZED: OS/25/97 >>UI|i SAMPLEID: C-21 5'-15' MATRDC: LIQUID >>UI|i DILUTION FACTOR: 1 SAMPLE VOL./WT.: lOML *M ANALYTE REPORTING LIMIT RESULTS ^tt PPB (UG/L) PPB (UG/L) CIS-1.3-DICHLOROPROPENE 2.0 ND mm TRANS-1.3-DICHLOROPROPENE 2.0 ND DIETHYL ETHER 5.0 ND mm ETHYLBENZENE 2.0 ND HEXACHLOROBUTADIENE 2.0 ND mt HEXACHLOROETHANE 5.0 ND mi 2-HEXANONE 5.0 ND lODOMETHANE 2.0 ND mw ISOPROPYLBENZENE 2.0 ND METHYLENE CHLORIDE 5.0 ND mm METHYL TERT- BUTYL ETHER 2.0 ND mt 4-METHYL-2-PENTANONE (MIBK) 25.0 ND NAPHTHALENE 2.0 ND mm N-PROPYLBENZENE 2.0 ND STYRENE 2.0 ND mm 1.1.1.2-TETRACHLOROETHANE 5.0 ND mm 1.1.2^-TETRACHLOROETHANE 2.0 ND TETRACHLOROETHENE 2.0 ND mm TOLUENE 2.0 ND 1,2,3-TRICHLOROBENZENE 2.0 ND mm 1,2,4-TRICHLOROBENZENE 2.0 ND m 1.1.1 -TRICHLOROETHANE 2.0 ND 1.1,2.TRICHL0R0ETHANE 2.0 ND m TRICHLOROETHENE 2.0 ND mt TRICHLORORUOROMETHANE 5.0 ND 1,2,3-TRICHLOROPROPANE 2.0 ND 1,1,2-TRICHLOROTRIRUOROETHANE (FREON 113) 25.0 ND 1.2.4-TRIMETHYLBENZENE 2.0 ND •m 1.3,5-TRIMETHYLBENZENE 2.0 ND VINYL ACETATE 5.0 ND VINYL CHLORIDE 2.0 ND m MJ>-XYLENES 5.0 ND O-XYLENE 2-0 ND KD " NON DETECT ABOVE INDICATED REPORTING UMIT. REPORTING UMITS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. SURROGATE PARAMETER DIBROMORUOROMETHANE T0LUENE-d8 4-BROMORUOROBENZENE ACCEPTABLE RECOVERIES 77 -140 95-110 85-126 % RECOVERY 118 102 UO IgSXpacific Tteatment Analytical Services, Inc. 4340viewridgeAve..suiteA>sanDiego.cA92i23 160-7763 mm\ mi m^ m nm mt tm mm m mt m m i ANALYSIS RESULTS - PRIORITY POLLUTANT METALS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTAS LOG #: 1238-97-1 SAMPLE ID: C-16 5*-l5' DATE SAMPLED: DATE RECEIVED: DATE DIGESTED: DATE ANALYZED: MATRIX: SAMPLE VOL./WT.: 08/21/97 08/21/97 08/26/97 08/27-09/02/97 UQUID 50 ML ANALYTE PREP/ANALYSIS DETE(rnON LIMTT DF RESULTS METHODS PPM (MG/L) PPM (MG/L) «1H-ANTIMONY EPA 3010/6010 0.1 i ND BERYLLIUM EPA 3010/6010 0.01 1 ND CADMIUM EPA 3010/6010 0.1 1 ND mn CHROMIUM EPA 3010/6010 0.1 1 0.7 mn COPPER EPA 3010/6010 O.I 1 ND ma LEAD EPA 3010/6010 0.1 1 0.1 NICKEL EPA 3010/6010 0.1 1 O.l mn SILVER EPA 7760/6010 0.1 1 ND Wit THALLIUM EPA 3010/6010 O.l 1 ND ZINC EPA 3010/6010 0.1 1 0.8 mm ARSENIC EPA 7060 0.02 10 • ND mw MERCURY EPA 7470 0.0001 1 0.0008 SELENIUM EPA 7740 0.03 10 • 0.04 DF - DIUmON FACTOR ND - NOT DETECTED AT USTED DETECTION UMTT DETECTION UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. • NOTE: SAMPLE DILUTION NECESSARY TO REDUCE INTERFERENCES FROM NON-TAROET ANALYTES. \ Pacific Tteatment Analytical Services, Inc. 4340 viewridge Ave., suite A-San oiego. CA 92123 (619)560-7717 FAX (619) 560-7763 m t<t m WI m i># m m mt mt M mm mt tm m i m m m ANALYSIS RESULTS - PRIORITY POLLUTANT METALS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTAS LOG #: 1238-97-2 SAMPLE ID: C-6 12'-ir DATE SAMPLED: DATE REC:EIVED: DATE DIGESTED: DATE ANALYZED: MATRIX: SAMPLE VOL./WT.': 08/21/97 08/21/97 08/22/97 08/26-29/97 LIQUID 50 ML ANALYTE PREP/ANALYSIS DETECTION LIMTT DF RESULTS METHODS PPM (MG/L) PPM (MG/L) ANTIMONY EPA 3010/6010 0.1 1 ND BERYLLIUM EPA 3010/6010 0.01 I ND CADMIUM EPA 3010/6010 0.1 I ND CHROMIUM EPA 3010/6010 O.I 1 0.6 COPPER EPA 3010/6010 0.1 1 ND LEAD EPA 3010/6010 O.l I 0.1 NICKEL EPA 3010/6010 0.1 I 0.2 SILVER EPA 7760/6010 0.1 1 ND THALLIUM EPA 3010/6010 0.1 1 ND ZINC EPA 3010/6010 0,1 1 0.4 ARSENIC EPA 7060 0.02 10 * ND MERCURY EPA 7470 0.0001 1 0.0009 SH-ENTUM EPA 7740 0.03 f 10 * ND DF - DILUTION FACTOR ND - NOT DETECTED AT USTED DETECTION LIMIT DETECTION UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. • NOTE: SAMPLE DILUTION NECESSARY TO REDUCE INTERFERENCES FROM NON-TARGET ANALYTES. J^ff^Paclfic Treatment AnalyUcalServices, Irtc, 4340viewn(iseAve.,SutteA*SanDieQo,GA92i23 (6i9)560-77i7 FAX(619)560-7763 m PW mt W» tm mt mm mt pp mt m m m m m m m m ANALYSIS RESULTS - PRIORITY POLLUTANT METALS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTAS LOO #: 1238-97-3 SAMPLEID: C-21 5'-15' DATE SAMPLED: 08/21/97 DATE RECEIVED: 08/21/97 DATE DIGESTED: 08/22/97 DATE ANALYZED: 08/26W MATRDC: UQUID SAMPLE VOL./WT.: 50 ML ANALYTE PREP/ANALYSIS DETECTION LIMTT DF RESULTS «.! • METHODS PPM (MG/L) PPM (MG/L) •H •-ANTIMONY EPA 3010/6010 0.1 1 ND m' BERYLLIUM EPA 3010/6010 0.01 I ND m' CADMIUM EPA 3010/6010 0.1 1 ND m--CHROMIUM EPA 3010/6010 0.1 1 ND «!' COPPER EPA 3010/6010 0.1 1 ND «!' LEAD EPA 3010/6010 0.1 1 ND NICKEL EPA 3010/6010 O.l 1 ND SILVER EPA 7760/6010 0.1 1 ND THALLIUM EPA 3010/6010 0.1 1 ND ZINC EPA 3010/6010 0.1 1 ND mm ARSENIC EPA 7060 0.02 10 • ND m MERCURY EPA 74^0 0.0001 1 ND mm SELENIUM EPA 7740 0.003 ND mm DF - DILUTION FACTOR ND - NOT DETECTED AT USTED DETECTION UMTT DETECTION UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. • NOTE: SAMPLE DILUTION NECESSARY TO REDUCE INTERFERENCES FROM NON-TAROET ANALYTES. Pacific Tteatment Analytical Services, Inc. 4340Viewrl()geAve.,SuitoA-SanDiego,CA92123 (619)560-7717 FAX (619) 560-7763 mi m m Mi m m m ANALYSIS RESULTS - EPA 8080, PCBs ONLY POLYCHLORINATED BIPHENYLS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTAS LOG #: METHOD BLANK SAMPLEID: N/A DILUTION FACTOR: 1 DATE SAMPLED: N/A DATE RECEIVED: N/A DATE EXTRACTED: 08/25/97 DATE ANALYZED: 08/26/97 MATRDC: WATER SAMPLE VOL./WT.: 1000 ML ANALYTE DETECTION LIMTT RESULTS PPB (UG/L) PPB (UG/L) mm AROCHLOR-1016 0.5 ND mm AROCHLOR-1221 0.5 ND AROCHLOR-1232 0.5 ND AROCHLOR-1242 0.5 ND AROCHLOR-1248 0.5 ND mm AROCHLOR-1254 0.5 ND AR(X:HLOR-U60 0.5 ND mt ND - NON DETECT ABOVE INDICATED DETECTION UMTT. DETECTION UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. \ Pacific Tteatment Analytical Services, Inc. 4340VlewrldgeAve..SuiteA-SanDjeoo.CA92123 (619)560-7717 FAX (619) 560-7763 IHI mt m tm m m wt tm in tm m mt tm Ml ANALYSIS RESULTS - EPA 8080, PCBs ONLY POLYCHLORINATED BIPHENYLS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/Nc: CARLSBAD SEWER S/D PTAS LOG #: 1238-97-1 SAMPLEID: C-16 5'-15' DE.UTION FACTOR: 1 DATE SAMPLED: 08/21/97 DATE RECEIVED: 08/21/97 DATE EXTRACTED: OS/25/97 DATE ANALYZED: 08/26/97 MATRIX: LIQUID SAMPLE VOLYWT.: 940 ML ANALYTE DETECmON LIMTT RESULTS mm PPB (UG/L) PPB (UG/L) mm ARCX;HLOR-IOI6 0.5 ND mm AROCHLOR-1221 0.5 ND AROCHLOR-1232 0.5 ND mm AROCHLOR-1242 0.5 ND •mm AROCHLOR-1248 0.5 ND AROCHLOR-1254 0.5 ND ma AROCHLOR-1260 0.5 ND ND - NON DETECT ABOVE INDICATED DETECTION UMTT. DETECTION UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. \ Pacific Tteatment Analytical Sen/Ices, Inc. 4340Vlewr1(lgeAve.,SulteA*SanDlego.GA92123 (619)560-7717 FAX (619) 560-7763 IM tm m^ HI mt m tm m mt m lm M m •ft mt m m ANALYSIS RESULTS - EPA 8080, PCBs ONLY POLYCHLORINATED BIPHENYLS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTAS LOG #: 1238-97-2 SAMPLEID: C-6 12*-IT DILUTION FACTOR: 1 DATE SAMPLED: 08/21/97 DATE RECEIVED: 08/21/97 DATE EXTRACTED: OS/25/97 DATE ANALYZED: 08/26/97 MATRDC: UQUID SAMPLE VOLYWT.: 970 ML ANALYIE DETECTION LIMTT PPB (UGft) RESULTS PPB (UG/L) AROCHLOR-1016 AROCHLOR-1221 AROCHLOR-1232 AROCHLOR-1242 ARCXmOR-1248 AROCHLOR-1254 AROCHLOR-1260 0.5 0.5 0.5 0.5 0.5 0.5 0.5 ND ND ND ND ND ND ND m m ND - NON DETECT ABOVE INDICATED DETECTION UMTT. DETECTION UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. Pacific Tteatment Analytical Services, Inc. 4340 viewridge Ave., suite A •San oiego. CA 92123 (619)560-7717 FAX (619) 560-7763 •I mm mt m mt at tm m m tm ANALYSIS RESULTS - EPA 8080, PCBs ONLY POLYCHLORINATED BIPHENYLS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTAS LOG #; 1238-97-3 SAMPLEID: C-21 5'-15' DILUTION FACTOR: 1 DATE SAMPLED: 08/21/97 DATE RECEIVED: 08/21/97 DATE EXTRACTED: 08/25/97 DATE ANALYZED: 08/26/97 MATRIX: LIQUID SAMPLE VOL./WT.: 970 ML ANALYTE AROCHLOR-1016 AROCHLOR-1221 AROCHLOR-1232 AROaiLOR-1242 AROCHLOR-1248 AROCHLOR-1254 AROC3ILOR-1260 DETECTION LIMTT PPB (UG/L) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 RESULTS PPB (UG/L) ND ND ND ND ND ND ND ND - NON DETECT ABOVE INDICATED DETECTION LIMTT. DETECTION UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. mm Pacific Tteatment Analytical Services, Inc. 4340 viewridge Ave., Suite A ^San oiego. CA 92123 (6i9)560-77i7 FAX (619) 560-7763 IR m m •ft ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WCX)DWARD-CLYDE CONSULTANTS II PROJECT NAME/No.: CARLSBAD SEWER S/D PTASUXJ*: METHOD BLANK SAMPLEID: N/A DILUTION FACTOR: 1 DATE SAMPLED: N/A DATE RECEIVED: N/A DATE EXTRACTED: 08/22/97 DATE ANALYZED: 08/26/97 MATRIX: WATER SAMPLE VOL./WT.: 1000 ML ANALYTE DETECTION LIMTT RESULTS mm PPB (UG/L) PPB (UG/L) mm 1-Naphthylamine 5 ND 1,2,4,5 -Tetrachlorobenzene 5 ND mm 1,2,4-TrichIorobenzcne 5 ND mmm 1,2-Dichloroben2ene 5 ND 1.3 -Dichlorobenzene 5 ND mm 1,3-Dinitrobenzene 5 ND 1,3,5-Trini£roben2ene 5 ND mm 1,4-Dichlor6bcnzene 5 ND mm 1,4-Naphthoquinone 5 ND 2-Acelylaininofluorene 5 ND mm 2,3.4,6-TctrachlorophenoI 5 ND ma 2,4,5-TriciiiorophenoI 5 ND 2.4,6-Trichlorophcnol 5 ND mm 2,4-Dichlorophenol 5 ND 2.4-DiinethylphenoI 5 ND mm 2.4-Dinitrophenol 15 ND 2,4-DinitrotoIuene 5 ND 2,6-Dichlorophenol 5 ND •mm 2,6-Dimtrotolueiie 5 ND 2-ChloFonaphthalene 5 ND 2-Chlorophenol 5 ND mt 2-Methylnaphthalene 5 ND 2-Methylphcnol 5 ND 2-NaphthyIamine 5 ND mm 2-Nitroaniline 5 ND 2-Nitrophenol 5 ND mm 2-Picoline 5 ND 3,3 -Dichlorobenzidine 5 ND mm 3,3 -Dimethylbenzidine 5 ND 3 -Methylcholanthrene 5 ND 3-Methylphenol 5 ND m 3-Hitroaniline 5 ND 4,6-Dimtro-2-methylphenol 10 ND mt 4-Aminobiphenyl 5 ND m 4-Bromophenyl-phenylethcr 5 ND 4-ChIoro-3 -methylphenol 5 ND mm 4-Chloroaniline 5 ND m 4-Chlorophenyl-phenylether 5 ND 4-Methylphenol 5 ND •m* 4-HitroaniIine 5 ND ml 4-KitrophenoI 5 ND 5 -Nitro-o-toluidine 5 ND ^^il2 Dimethylbenzanthracene 5 ND ^ iv^t Pacific Tireatment Analytical Services, Inc. 4340 viewridge Ave., suite A •sanPiego.cA 92123 (6i9)560-77i7 FAX (619) 560-7763 tm Ht Ht in mt m IP tm ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTAS LOG #: METHOD BLANK SAMPLEID: N/A DILUTION FACTOR: I DATE SAMPLED: N/A DATE RECEIVED: N/A DATE EXTRACTED: 08/22/97 DATE ANALYZED: 08/26/97 MATRIX: WATER SAMPLE VOL./WT.: 1000 ML ANALYTE DETECTION LIMTT RESULTS m PPB (UG/L) PPB (UG/L) a'a Dimethylphenethylamine 5 ND tm Acenaphthene 5 ND Acenaphthylene 5 ND mm, Acetophenone 5 ND mm Aniline 5 ND mm Anthracene 5 ND mm Benzidine 20 ND Ben2»(a)anthracene 5 ND ma Benzo(a)pyrene 5 ND Benzo(b)fIuoranthene 5 ND Ben2o(g,h,i)peiyIene 5 ND ma Benzo(k)fluoranthenc 5 ND Benzoic Acid 5 ND •m Benzyl alcohol 5 ND m Bis(2-Chloroethoxy)methane 5 ND Bis(2-Chloroethyl)ether 5 ND mm Bis(2-Chloroisopropyl)ether 5 ND mm Bis(2-Ethylhexyl)phthalate 5 ND Butylbenzylphthalate 5 ND mk Chiysene 5 ND Di-n-butylphthalate 5 ND mm Di-n-octylphthalate 5 ND mm Dibenz(a,h)anthracene 5 ND Dibenzofuran 5 ND •m Diethylphthalate 5 ND Dimethyiphthalate 5 ND Diphenylamine 5 ND mt Ethyl methanesulfonate 5 ND Fluoranthene 5 ND Fluorene 5 ND MM Hexachlorobenzene 5 ND Hexachlorobutadiene 5 ND Hexachlorocyclopentadiene 5 ND Hexachloroethane 5 ND mm Indeno( 1,2,3 -c(J)pyrene 5 ND mt Isophorone 5 ND Methyl methanesulfonate 5 ND mf N-Nitroso-di-n-butylamine 5 ND N-Nitroso-di-n-propylamine 5 ND N-Nitroso-dimethylami ne 5 ND N-Nitrosodiphenylamine 5 ND N-Nitrosopiperidine 5 ND ^^phthalene 5 ND Pacific Tteatment Analytical Services, Inc. 4340 viewridge Ave., suite A-SanOtego.CA 92123 (619)560-7717 FAX (619) 560-7763 ffl mt m tm m> m tm mt m mt m mt m m m m mt ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTAS LOG #: METHOD BLANK SAMPLEID: N/A DILUTION FACTOR: 1 DATE SAMPLED: N/A DATE RECEIVED: N/A DATE EXTRACTED: 08/22/97 DATE ANALYZED: 08/26/97 MATRIX: WATER SAMPLE VOL./WT.: 1000 ML m m ANALYTE DETECTION LIMFT RESULTS mm PPB (UG/L) PPB (UG/L) m Nitrobenzene 5 ND mm' o-Toluidine 5 ND Pentachlorobenzene 5 ND Fentachloronitrobenzene 5 ND Pentachlorophenol 5 ND Phenacetin 5 ND m Phenanthrene 5 ND Phenol 5 ND Pronamide 5 ND m Pyrene 5 ND mm ND - NON DETECT ABOVE INDICATED DETECTION UMTT. mt DETECTION UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. •m SURROGATE SPIKE DATA ACCEPTABLE CRITERIA % RECOVERY ma 2-RUOROPHENOL 21-100 75 PHEN0L-d6 10-94 85 mm NrTR0BENZENE-d5 35-114 72 2-RUOROBIPHENYL 43-116 71 m 2.4,6-TRIBROMOPHENOL 10-123 87 4-TERPHENYL-dl4 33-141 79 m ^ l^ff^j Pacific Tteatment Analytical Services, Inc. Amy\9m\6QB^w.,Sll^ (6i9)56o-77i7 FAX (619) 560-7763 m m Wa wt Wm ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTASLCXJ*: 1238-97-1 SAMPLEID: C-16 5'-15' DILUTION FACTOR: 1 DATE SAMPLED: 08/21/97 DATE RECEIVED: 08/21/97 DATE EXTRACTED: 08/22/97 DATE ANALYZED: 08/26/97 MATRIX: LIQUID SAMPLE VOL./WT.: 1000 ML mm ANALYTE DETECTION LIMTT RESULTS PPB (UG/L) PPB (UG/L) mm-l-Naphthylamine 5 ND 1,2,4,5-Tetrachlorobenzene 5 ND mm 1,2,4-Trichlorobenzene 5 ND •*m 1.2-Dichlorobenzene 5 ND 1.3-Dichlor6benzene 5 ND •m 1.3 -Dinitrd>enzene 5 ND 1,3,5-Trinitrobenzene 5 ND 1.4-Dichiorobenzene 5 ND mt 1.4-N^hthoquinone 5 ND 2-Acetylamjnofluorene 5 ND mm 2,3,4,6-Tetrachlorophenol 5 ND ma 2.4,5-Trichlorophenol 5 ND 2.4.6-Trichlorophenol 5 ND m 2,4-Dichlorc^heno! 5 ND m 2,4-Dimethylphcnol 5 ND 2,4-Dinitrophenol 15 ND <n 2,4-Dinitroto!uene 5 ND MM 2,6-DichIorophenoI 5 ND MM 2,6-Dtnitrotoluene 5 ND mm 2-ChloronaphthaIene 5 ND 2-Chlorophenol 5 ND m 2-MethylnaphthaIenc 5 ND 2-MethyIphenol 5 ND 2-Naphthylamine 5 ND MM 2-Nitroaniline 5 ND 2-NitrophenoI 5 ND mm 2-Picoline 5 ND mm 3,3 -Dichlorobenzidine 5 ND 3,3 -Dimethylbenzidine 5 ND 3 -Methylcholanthrene 5 ND 3-Methylphenol 5 ND m 3-Nitroaniline 5 ND mm 4,6-Dinitro-2-methylphenol 10 ND 4-AminobiphenyI 5 ND m 4-Bromophenyl-phenyIether 5 ND 4-Chloro-3 -methylphenol 5 ND mm, 4-Chloroamline 5 ND m 4-ChlorophenyI-phenylether 5 ND 4-MethyIphenoI 5 ND •m 4-Nitroaniline 5 ND m 4-Nitrophenol 5 ND 5-Nitro-o-toluidine 5 ND mm ^^^12 Dimethylbenzanthracene 5 ND r^'IPsc/f/c Tteatment Analytical Services, Inc. 4340viewridgeAve..SuiteA>sanDiego.CA92i23 (619) 560-771 FAX (619) 560-7763 m IM)" Wm mm m Wm WW Wa WW mt ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTAS LOG #: 1238-97-1 SAMPLEID: C-16 5'-15' DILUTION FACTOR: 1 DATE SAMPLED: 08/21/97 DATE RECEIVED: 08/21/97 DATE EXTRACTED: 08/22/97 DATE ANALYZED: 08/26/97 MATRIX: LIQUID SAMPLE VOL./WT.: 1000 ML ANALYTE DETECTION LIMIT RESULTS m i PPB (UG/L) PPB (UG/L) a'a Dimethylphenethylamine 5 ND mu Acenaphthene 5 ND Acenaphthylene 5 ND mm Acetophenone 5 ND Aniline 5 ND HI Anthracene 5 ND Benzidine 20 ND Benzo(a)anthracene 5 ND m Benzo(a)pyrene 5 ND iwrni BenzoO))nuoranthene 5 ND Benzo(g,h,i)peiylene 5 ND mt Benzo(k)fluoranthene 5 ND Benzoic Acid 5 ND mm Benzyl alcohol 5 ND ma Bis(2-Chloroetho?^)methane 5 ND Bis(2-Chloroethyl)ethcr 5 ND mm Bis(2-Chloroisopropyl)ether 5 ND Bis(2-Ethylhcxyl)phthalate 5 ND Butylbenzylphthalate 5 ND mm Chrysene 5 ND Di-n-bulylphthalate 5 ND mm Di-n-octylphthalate 5 ND Dibenz(a.h)anthracene 5 ND Dibenzofuran 5 ND mm Diethylphthalate 5 ND Dimethyiphthalate 5 ND ^* Diphenylamine 5 ND mm Ethyl methanesulfonate 5 ND Fluoranthene 5 ND m. Fluorene 5 ND mt Hexachlorobenzene 5 ND Hexachlorobutadiene 5 ND mm Hexachlorocyclopentadiene 5 ND Hexachloroethane 5 ND •mm Indeno( 1,2,3-cd)pyrene 5 ND mm Isophorone 5 ND Methyl methanesulfonate 5 ND ma N-Nitroso-di-n-butylamine 5 ND N-Nitroso-di-n-propylamine 5 ND N-Nitroso-dimethylamine 5 ND mm N-Nitrosodiphenylamine 5 ND N-Nitrosopiperidine 5 ND /jj^phthalene 5 ND II l^^wPaciflC Tteatment Analytical Services, Inc. 4340VlewridgeAve.,SuiteA-SanDiego.CA92123 (619) 560-771 FAX (619) 560-7763 mt- mt, mt mm Ml Ml ift ffl Mi tm m ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTAS LOG #: 1238-97-1 SAMPLEID: C-16 5'-15' DILUTION FACTOR: 1 DATE SAMPLED: 08/21/97 DATE RECEIVED: 08/21/97 DATE EXTRACTED: 08/22/97 DATE ANALYZED: 08/26/97 MATRIX: LIQUID SAMPLE VOL./WT.: 1000 ML ANALYTE DETECTION LIMIT PPB (UG/L) RESULTS PPB (UG/L) ml Nitrobenzene o-Toluidine Pentachlorobenzene Pentachloronitrobenzene Pentachlorophenol Phenacetin Phenanthrene Phenol Pronamide Pyrene ND ND ND ND ND ND ND ND ND ND ND - NON DETECT ABOVE INDICATED DETECTION LIMIT. DETECTION UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. SURROGATE SPIKE DATA 2-FLUOROPHENOL PHEN0L^I6 NTrR0BENZENE-d5 2-FLUOROBIPHENYL 2.4.6-TRIBROMOPHENOL 4-TERPHENVL-dl4 ACCEPTABLE CRITERIA 21-100 10-94 35-114 43-116 10-123 33-141 % RECOVERY 67 79 66 71 88 52 ^ f^^J Pacific Tteatment Analytical Services, Inc. 4340VlewrldgeAve..SuiteA-SanDiego,CA92123 (619)560-7717 FAX (619) 560-7763 ffl UH P lih m tm ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTAS LOG #: 1238-97-2 SAMPLEID: C-6 12'-IT DILUTION FACTOR: 1 DATE SAMPLED: 08/21/97 DATE RECEIVED: 08/21/97 DATE EXTRACTED: 08/22/97 DATE ANALYZED: 08/26/97 MATRIX: LIQUID SAMPLE VOL./WT.: 1000 ML ANALYTE DETECTION LIMTT RESULTS PPB (UG/L) PPB (UG/L) mn 1-NaphthyIamine 5 ND •H 1,2.4,5 -Tetrachlorobenzene 5 ND 1.2,4-Trichlorobenzene 5 ND wm 1,2-Dichlorobenzene 5 ND 1,3-Dichlorobenzene 5 ND mm 1,3-Dinitrobenzenc 5 ND mm 1.3,5-Trinitrobenzene 5 ND mt 1.4-Dichlorobenzene 5 ND mt 1,4-Naphthoquinone 5 ND 2-Acetylamino£Iuorene 5 ND 2,3,4,6-Tetrachlor(qjhenol 5 ND •1 2,4.5-Trichlorophenol 5 ND 2.4.6-Trichlorophenol 5 ND 2,4-Dichlorophenol 5 ND m 2,4-Dimethylphenol 5 ND 2,4-Dinitiophenol 15 ND mm 2,4-Dimtrotoluene 5 ND •t 2.6-Dichlorophenol 5 ND 2,6-Dinitrotoluene 5 ND mt 2-Chloronaphthalene 5 ND 2-ChlorophenoI 5 ND Wt 2 -Methy Inaphthalene 5 ND mt 2-Methylphenol 5 ND 2-Naphthylamine 5 ND m 2-Nitroaniline 5 ND 2-NitrophenoI 5 ND mi 2-Picoline 5 ND 3,3-Dichlorobenzidine 5 ND 3,3 -Dimethylbenzidine 5 ND 3-MethyIchoIanthrene 5 ND 3-Methylphenol 5 ND 3-Nitroaniline 5 ND mm 4,6-Dinitro-2-methyIphenol 10 ND 4-Aminobiphcnyl 5 ND tm 4-Bromophenyl-phenylether 5 ND mm 4-Chloro-3 -methylphenol 5 ND 4-ChloroaniIine 5 ND !•• 4-ChlorophenyI-phenylether 5 ND 4-Methylphenol 5 ND 4-NitroaniIine 5 ND mm 4-Nitrophenol 5 ND 5-Nitro-o-toluidine 5 ND mm ^ 29kJ2 Dimethylbenzanthracene 5 ND Pacific Tteatment Analytical Services, Inc. 4340Vlewr1dgeAve.,SutteA-SanDiego.CA92123 (619)560-7717 FAX (619) 560-7763 ffl mt mm m m Iff m fft tm m m m m mt ffl ffl .Iff m. I ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTAS LOG #: 1238-97-2 SAMPLEID: C-6 12'-17* DILUTION FACTOR: 1 DATE SAMPLED: 08/21/97 DATE RECEIVED: 08/21/97 DATE EXTRACTED: 08/22/97 DATE ANALYZED: 08/26/97 MATRIX: LIQUID SAMPLE VOL./WT.: 1000 ML ANALYTE DETECTION LIMIT RESULTS I'm PPB (UG/L) PPB (UG/L) a'a Dimethylphenethylamine 5 ND IM Acenaphthene 5 ND Acenaphthylene 5 ND WW Acetophenone 5 ND m Aniline 5 ND Anthracene 5 ND mm Benzidine 20 ND tm Benzo(a)anthracene 5 ND mm Benzo(a)pyfene 5 ND mm Benzo(b)fluoranthene 5 ND Ben20(g,h.i)peiylene 5 ND tm Bcnzo(k)fluoranthene 5 ND Benzoic Add 5 ND mm Ben^ alcohol 5 ND aw Bis(2-Chloroethoxy)methane ' 5 ND Bis(2-Chloroethyl)ether 5 ND mm Bis(2-Chloroisopropyl)ether 5 ND tm Bis(2-Ethylhexyl)phthalate 5 ND Butylbenzylphthalate 5 ND mm Chiysene 5 ND mt Di-n-butylphthalate 5 ND Di-n-octylphthalate 5 ND mm Dibenz(a,h)anthracene 5 ND Dibcnzoftiran 5 ND Wt Diethylphthalate 5 ND MM Dimethyiphthalate 5 ND Diphenylamine 5 ND wa Ethyl methanesulfonate 5 ND Fluoranthene 5 ND mm Fluorene 5 ND Wt Hexachlorobenzene 5 ND HexachlorcAjutadiene 5 ND Hexachlorocyclopentadiene 5 ND tm Hexachloroethane 5 ND Indeno(l,2.3-cd)pyrene 5 ND mm Isophorone 5 ND Methyl methanesulfonate 5 ND mt N-Nitroso-di-n-butylamine 5 ND N-Nitroso-di-n-propylamine 5 ND N-Nitroso-dimethylamine 5 ND mm N-Nitrosodiphenylamine 5 ND N-Nitrosopiperidine 5 ND i ^Siaphthalene 5 ND mt ^ l^^jPacific Tteatment Analytical Services, Inc. 4340ViewrtdgeAve,suiteA*sanDiego.cA92i23 (619) 560-771 •I mt m m mt mi ffl fft ffl m( m mt Iff lit ml 1 m ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTAS LOG #: 1238-97-2 SAMPLEID: C-6 12'-17' DILUTION FACTOR: 1 DATE SAMPLED: 08/21/97 DATE RECEIVED: 08/21/97 DATE EXTRACTED: OS/22/97 DATE ANALYZED: 08/26/97 MATRIX: LIQUID SAMPLE VOL.AVT.: 1000 ML ANALYTE DETECTION LIMTT PPB (UG/L) RESULTS PPB (UG/L) mr' ffl tk mi Nitrobenzene o-Toluidine Pentachlorobemxne Pentachloronitrobenzene Pentachlorophenol Phenacetin Phenanthrene Phenol Pronamide Pyrcne ND ND ND ND ND ND ND ND ND ND ND - NON DETECT ABOVE INDICATED DETECTION UMTT. DETECTION UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. ffl SURROGATE SPIKE DATA 2-FLUOROPHENOL PHEN0L-d6 NTTROBENZENE-dS 2-FLUOROBIPHENYL 2,4,6-TRIBROMOPHENOL 4-TERPHENYL-dl4 ACCEPTABLE CRTTERU 21-100 10-94 35-114 43-116 10-123 33-141 % RECOVERY 63 72 63 66 89 67 f^pj Pacific Tteatment Analytical Services, Inc. 4340 viewridge Ave.. Sirte A-San oiego. CA 92123 (619)560-7717 FAX (619) 560-7763 m m ffi m, m mt m ffl ffi Ml I ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT; WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTAS LOG #: 1238-97-3 SAMPLEID: C-21 5'-15' DILUTION FACTOR; 1 DATE SAMPLED: 08/21/97 DATE RECEIVED: 08/21/97 DATE EXTRACTED: 08/22/97 DATE ANALYZED: 08/26/97 MATRIX: LIQUID SAMPLE VOL./WT.: 1000 ML ANALYTE DETECTION LIMIT RESULTS PPB (UG/L) PPB (UG/L) "•HI 1-Naphthylaminc 5 ND w 1,2,4,5-Telrachlorobcnzenc 5 ND 1,2,4-Trichlorobenzene 5 ND mat 1,2-Dichlorobenzene 5 ND mii 1,3-Dichlorobenzene 5 ND 1.3-Dinitrobenzene 5 ND mm 1,3,5-Trinitrobenzene 5 ND mt. 1.4-Dichlorobenzene 5 ND 1.4-Naphthoquinone 5 ND mm 2-Acetylaminofluorene 5 ND 2,3.4,6-Tetrachlorophenol 5 ND Wt 2.4,5-TrichlorophenoI 5 ND 2,4,6-Trichlorophenol 5 ND 2,4-DichIorophenol 5 ND mt 2,4-Dimelhylphenol 5 ND 2,4-Dinitrophenol 15 ND 2,4-Dinitrotoluene 5 ND mt 2,6-DichIorophenoi 5 ND 2,6-Dinitrotoluene 5 ND mm 2-Chloronaphthalene 5 ND am 2-Chlorophenol 5 ND 2-Methylnaphthalene 5 ND mm 2-Mcthylphenol 5 ND 2-Naphthylamine 5 ND ma 2-Nitroamline 5 ND 2-Nitrophenol 5 ND 2-Picoline 5 ND 3 »3 -Dichlorobenzidine 5 ND 3,3 -Dimethylbenzidine 5 ND 3 -Methylcholanthrene 5 ND m 3-Methylphenol 5 ND 3-Nitroartiline 5 ND — 4,6-Dinitro-2-methylphenol 10 ND 4-Aminobiphenyl 5 ND 4-Bromophenyl-phenylether 5 ND mr 4-ChlorO'3-methyIphenol 5 ND 4-Chloroaniiine 5 ND m 4-ChlorophenyI-phenylether 5 ND •mi 4-MethyIphenol 5 ND 4-Nitroaniline 5 ND m 4-Niuophenol 5 ND 5-Nitro-o-toluidine 5 ND ^m ^ S^|12 Dimethylbenzanthracene 5 ND ' Pacific Tteatment Analytical Services, Inc. 4340 viewridge Ave., suite A • San oiego, CA 92123 (619) 560-7717 FAX (619) 560-7763 ffi m m m mt m Wf m ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTAS LOG #: 1238-97-3 SAMPLEID: C-21 5'-15' DILUTION FACTOR: 1 DATE SAMPLED: 08/21/97 DATE RECEIVED: OS/21/97 DATE EXTRACTED: OS/22/97 DATE ANALYZED: 08/26/97 MATRIX: LIQUID SAMPLE VOL./WT.: IOOO ML ANALYTE DETECTION LIMTT RESULTS PPB (UG/L) PPB (UG/L) a'a Dimethylphenethylamine 5 ND Acenaphthene 5 ND Acenaphthylene 5 ND mm Acetophenone 5 ND tm Aniline 5 ND Anthracene 5 ND mm Benzidine 20 ND Benzo(a)anthracene 5 ND Benzo(a)pyrene 5 ND mm Benzo(b)fluoranthene 5 ND Bcnzo(g,h,i)peiyIene 5 ND m Benzo(k)fluoranthene 5 ND Benzoic Acid 5 ND Benzyl alcohol 5 ND wa Bis(2-Chloroethoxy)methane 5 ND Bis(2-Chloroethyl)ether 5 ND mm Bis(2-ChloroisopropyI)ethcr 5 ND ma Bis(2-Ethylhexyl)phthalate 5 ND Butylbenzylphthalate 5 ND Chiysene 5 ND HI Di-n-butylphthalate 5 ND Di-n-octylphthalate 5 ND mm Dibenz(a,h)anthracene 5 ND Dibenzofuran 5 ND aa Diethylphthalate 5 ND Dimethyiphthalate 5 ND Diphenylamine 5 ND jae Ethyl methanesulfonate 5 ND Fluoranthene 5 ND mm Fluorene 5 ND ml Hexachlorobenzene 5 ND Hexachlorobutadiene 5 ND Hexachlorocyclopentadiene 5 ND Hexachloroethane 5 ND lndeno(l,2,3-cd)pyrene 5 ND « Isophorone 5 ND Methyl methanesulfonate 5 ND mm N-Nitroso-di-n-butylamine 5 ND N-Nitroso-di-n-propylamine 5 ND N-Nitroso-dimethylamine 5 ND •» N-Nitrosodiphenylamine 5 ND N-Nitrosopiperidinc 5 ND C&|Qphthalene 5 ND Pacific Tteatment Analytical Services, Inc. 4340VlewrldgeAve..SutteA.SanDiego,CA92123 (619)560-7717 FAX (619) 560-7763 m m m •p. ffl Iff Mi ffl m m wt mi m m tw m m I ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD SEWER S/D PTAS LOG #: 1238-97-3 SAMPLEID: C-21 5'-15' DILUTION FACTOR: 1 DATE SAMPLED: OS/21/97 DATE RECEIVED: 08/21/97 DATE EXTRACTED: OS/22/97 DATE ANALYZED: 08/26/97 MATRIX: LIQUID SAMPLE VOL./WT.: 1000 ML ANALYTE DETECTION LIMIT PPB (UG/L) RESULTS PPB (UG/L) mm Nitrobenzene o-Toluidine Pentachlorobenzene Pentachloronitrobenzene Pentachlorophenol Phenacetin Phenanthrene Phenol Pronamide Pyrene ND ND ND ND ND ND ND ND ND ND ND - NON DETECT ABOVE INDICATED DETECTION UMTT. DETECTION UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. SURROGATE SPIKE DATA 2-FLUOROPHENOL PHEN0L-d6 NTTR0BENZENE-d5 2-FLUOROBIPHENYL 2,4,6-TRIBROMOPHENOL 4-TERPHENYL-dl4 ACCEPTABLE CRITERIA 21-100 10-94 35-114 43-116 10-123 33-141 % RECOVERY 68 70 62 63 91 42 Pacific Tteatment Analytical Services, Inc. 4340 wewndge Ave., suite A-san oiego, CA 92123 (6i9)560-77i7 FAX (6i9) 560-7763 m\ mt mt m M 1% m Wa m m m wt m m m P i ANALYSIS RESULTS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: ANALYSIS METHOD; ANALYSIS: CARLSBAD SEWER S/D EPA 418.1 TRPH DATE SAMPLED: OS/21/97 DATE RECEIVED: 08/21/97 DATE EXTRACTED: 08/22/97 DATE ANALYZED: 08/22/97 MATRDC: LIQUID mm. SAMPLEID C-16 5'-15' C-6 ir-iT C-21 5'-15' PTAS LOG # 1238-97-1 1238-97-2 1238-97-3 REPORTING LIMITS PPM (MG/L) DF RESULTS PPM (MG/L) ND ND ND DF - DILUTION FACTOR ND - NOT DETECTED AT USTED REPORTING UMTTS. REPORTING UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. Mi mt m m f'ff^ Pacific Tteatment Analytical Services, Inc. 4340 Viewridge Ave.. Suite A • San Diego, CA 92123 (619) 560-7717 FAX (619) 560-7763 m. mt m mti H NH mt mt IM MM QA/QC REPORT 1 111 METHOD: EPA 8260-LIQUn) ACCEPTABLE ACCEPTABLE ACCEPTABLE DATE ANALYZED: 08/22/97 LCS/LCSD MS/MSD RPD OA/OC SAMPLE: PTAS 1211-97-1 CRITERIA CRITERIA CRITERIA •• I* SPKEP ANALYTE LCS % R MS % R MSD % R RPD % % % L1-DICHLOROETHENE 105 109 112 3 60 - 127 60-133 <30 TRICHLOROETHENE 104 101 99 2 73-113 73-119 <30 CHLOROBENZENE 108 103 105 2 72-114 74-119 <30 Mm TOLUENE 108 109 108 1 70-119 72 - 125 <30 am BENZENE 102 104 103 1 68 - 123 70 -128 <30 •mn QA/QC REPORT METHOD: EPA 8260-LIQUID ACCEPTABLE ACCEPTABLE ACCEPTABLE MM DATE ANALYZED: 08/25/97 LCS/LCSD MS/MSD RPD WM OA/OC SAMPLE: PTAS 1232-97-5 CRITERLi CRTTERU CRTTERIA SPIKED ANALYTE LCS % R MS%R MSD % R RPD % % % mm 1,1-DICHLOROETHENE 97 106 101 5 60-127 60-133 <30 mm TRICHLOROETHENE 97 106 99 7 73-113 73-119 <30 CHLOROBENZENE 101 109 102 7 72-114 74-119 <30 mm TOLUENE 101 112 105 6 70-119 72 - 125 <30 BENZENE 97 104 103 1 68 -123 70-128 <30 LCS % R ^ LABORATORY CONTROL SAMPLE PERCENT RECOVERY LCSD 54 R - LABORATORY CONTROL SAMPLE DUPUCATE PERCENT RECOVERY MS % R - MATRIX SPIKE PERCENT RECOVERY MSD % R - MATRDC SPIKE DUPUCATE PERCENT RECOVERY RPD - RELATIVE PERCENT DIFFERENCE PTAS DCN 300-002 (Rev 4/97) jp^t Pacific Treatment Analytical Services, Inc. 4340 viewridge Ave., suite A'San oiego. CA 92123 (6i9)560-77i7 FAX (6i9) 560-7763 mt HI m m tw m m mt m d Ml I* n m i QA/QC REPORT METHOD: PRIORTTY POLLUTANT METALS-LIQUID ACCEPTABLE ACCEPTABLE DATE ANALYZED: OS/27-09/02/97 LCS, MS/MSD RPD I .1 OA/OC SAMPLE: PTAS 1231-97-2. 1231-97-8 CRTTERU CRTfERU SPIKED ANALYTE LCS % R MS%R MSD % R RPD % % ANTIMONY 93 • * * 75-125 <20 BERYLLIUM 88 * * *-75-125 <20 CADMIUM 96 * * * 75-125 <20 CHROMIUM 95 • * * 75-125 <20 COPPER 90 • * 75-125 <20 LEAD 93 * * * 75-125 <20 NICKEL 92 * * * 75-125 <20 mr SH.VER 86 90 93 3 75-125 <20 mm THALLIUM 91 * * 75-125 <20 ZINC 92 * * * 75-125 <20 mm ARSENIC 84 49** 64** 26 75-125 <20 HI MERCmV 104 73** 75 1 75-125 <20 HI SELENIUM 87 • * « 75-125 <20 LCS % R - LABORATORY CONTROL SAMPLE PERCENT RECOVERY MS H R = MATRDC SPIKE PERCENT RECOVERY MSD % R - MATRIX SPIKE DUPUCATE PERCENT RECOVERY RPD - RELATIVE PERCENT DIFFERENCE • NOTE: NO RECOVERY REPORTABLE DUE TO NECESSARY DILUTION OF SAMPLE SPIKED. A DUPLICATE LCS SAMPLE WAS ANALYZED WTTH THE SAMPLE BATCH AND THE RESULTING RECOVERYAND RPD MET OR EXCEEDED ACCEPTANCE CRTTERIA NOTE: POOR MATRDC SPIKE RECOVERIES ATTRIBUTABLE TO SAMPLE MATRDC EFFECTS. A DUPLICATE LCS SAMPLE WAS ANALYZED WTTH THE SAMPLE BATCH AND THE RESULTING RECOVERYAND RPD MET OR EXCEEDED ACCEPTANCE CRITERIA Pacific Tteatment Analytical Services, Inc. 4340VlewridgeAve.,SuiteA»SanDiego.CA92123 (619)560-7717 FAX (619) 560-7763 m^ ti li m IP m li li m m m m m m I QA/QC REPORT METHOD: PRIORITY POLLUTANT METALS-LIQUID ACCEPTABLE ACCEPTABLE LCS, MS/MSD RPD DATE ANALYZED: 08/26-29/97 CRTTERU CKTTEIUA SPIKED ANALYTE LCS % R MS % R MSD % R RPD % % ANTIMONY 90 94 94 0 75-125 <20 BERYLLIUM 90 91 92 1 75-125 <20 CADMIUM 95 91 91 0 75-125 <20 CHROMIUM 95 91 91 0 75-125 <20 COPPER 92 91 91 0 75-125 <20 MM LEAD 93 92 92 0 75-125 <20 NICKEL 92 89 89 0 75-125 <20 mm SERVER 94 97 94 3 75-125 <20 m THALLIUM 93 91 91 0 75-125 <20 ZINC 90 91 91 0 75-125 <20 •mm ARSENIC 83 58** 53** 9 75-125 <20 mt MERCURY 102 106 107 1 75-125 <20 SELENIUM 118 * * 1 75-125 <20 LCS % R - LABORATORY CONTROL SAMPLE PERCENT RECOVERY MS % R - MATRIX SPIKE PERCENT RECOVERY MSD % R " MATRIX SPIKE DUPUCATE PERCENT RECOVERY RPD - RELATIVE PERCENT DIFFERENCE • NOTE: NO RECOVERY REPORTABLE DUE TO NECESSARY DILUTION OF SAMPLE SPIKED. A DUPUCATE LCS SAMPLE WAS ANALYZED WTTH THE SAMPLE BATCH AND THE RESULTING RECOVERYAND RPD MET OR EXCEEDED ACCEPTANCE CRTTERIA NOTE: POOR MATRDC SPIKE RECOVERIES ATTRIBUTABLE TO SAMPLE MATRIX EFFECTS. A DUPUCATE LCS SAMPLE WAS ANALYZED WTTH THE SAMPLE BATCH AND THE RESULTING RECOVERYAND RPD MET OR EXCEEDED ACCEPTANCE CRTTERIA Pacifi'c Tteatment Analytical Services, Inc. 4340VlewTidgeAve.,SuiteA*Sar}0iego.CA92123 (619)560-7717 FAX (619) 560-7763 m Mr m w WI m m ml tm m mk m HI UK QA/QC REPORT METHOD: PCB by EPA 8080-LIQUn) DATE ANALYZED 08/26/97 QA/QC SAMPLE: PTAS 1238-97 BLANK ACCEPTABLE LCS/LCSD CRTTERU ACCEPTABLE RPD CRITERU SPIKED ANALYTE LCS % R LCSD % R RPD % % AROCHLOR-1254 88 81 8 29-131 <30 LCS % R = LABORATORY CONTROL SAMPLE PERCENT RECOVERY LCSD % R - LABORATORY CONTROL SAMPLE DUPLICATE PERCENT RECOVERY RPD =• RELATIVE PERCENT DIFFERENCE AROCHLOR ACCEPTABLE CONTROL LIMITS: AROCHLOR-1016 50-114 15-178 10-215 39-150 38-158 29-131 8-127 AROCHLOR-1221 AROCBLOR-1232 AROCHLOR-1242 AROCHLOR-1248 AROCHLOR-1254 AROCHLOR-1260 m mm mm mtt •m mt V« Pacific Tteatment Analytical Services, Inc. 4340 viewridge Ave., Suite A • san oiego, CA 92123 (619) 560-7717 FAX (61 9) 560-7763 n d fl mt m m mt wa m mi IP m mt «-1 QA/QC REPORT METHOD: EPA 8270-HQUID ACCEPTABLE ACCEPTABLE 1 \ DATE ANALYZED: 08/26/97 LCS/LCSD RPD % 1 QA/QC SAMPLE: PTAS 1238-97 BLANK CRTTERU CRTTERU % 1 SPIKED ANALYTE LCS % R LCSD % R RPD % % ACENAPHTHENE 73 75 3 47-145 <30 DI-N-BUTYL PHTHALATE 19 24 23 1-118 <30 •1 t 1,4-DICHLOROBENZENE 66 66 0 20-124 <30 2,4-DINTTROTOLUENE 80 83 4 39-139 <30 N-NTTROSO-DI-N-PROPYLAMINE 79 76 4 D-230 <30 PYRENE 89 96 8 52-115 <30 1,2,4-TRICHLOROBENZENE 65 66 2 44-142 <30 t»t. 4.CHLORO-3-METHYLPHENOL 82 84 2 22-147 <30 uur 2-CHLOROPHENOL 74 75 1 23-134 <30 4-NrrROPHENOL 94 95 1 D-132 <30 mm PENTACHLOROPHENOL 88 79 11 14-175 <30 PHENOL 64 66 3 5-112 <30 m LCS % R = LABORATORY CONTROL SAMPLE PERCENT RECOVERY LCSD % R " LABORATORY CONTROL SAMPLE DUPLICATE PERCENT RECOVERY RPD - RELATIVE PERCENT DIFFERENCE Iv^jPacifiC Tteatment Analytical Services, Inc. 4340VlewrldgeAve..SuiteA*SanDleoo,CA92123 (619)560-7717 FAX (619) 560-7763 m m m 11 tm mt m mt m ml m m QA/QC REPORT METHOD: EPA 418.1-LIQUID DATE ANALYZED: 08/22/97 QA/QC SAMPLE: PTAS 1238-97 BLANK ACCEPTABLE LCS/LCSD CRTTERU ACCEPTABLE RPD CRTTERU SPIKED ANALYTE LCS % R LCSD % R RPD % % OIL & GREASE 82 88 6 75-125 <20 LCS H R - LABORATORY CONTROL SAMPLE PERCENT RECOVERY LCSD « R - LABORATORY CONTROL SAMPLE DUPUCATE PERCENT RECOVERY RPD - RELATIVE PERCENT DIFFERENCE mit \ Pacific Tteatment Analytical Services, Inc. 4340VlewrldgeAve..SuiteA-SanDieoo.CA92123 (619)560-7717 FAX (619) 560-7763 Ml mt tm m mt Ml m mt m m m £$| Pacific Treatment Analytical Services, Inc. 4340 Viewridge Avenue, Suite A • San Diego, CA 92123 (619) 560-7717 FAX: (619) 560-7763 Cooler Receipt Form Clieni: IA^ry.>^ \^ - C I /- d JL- Project Name: (f Not Giv^ Log Numbers: 7' f TO ' B Samples Received in: i^CooIer(s) Box(es) None Other: Number of Coolers: Log-In Date: Z /,J2 i / ^ 7 Time: Logged in By: ^<.")e^-^H J^,^<?/f^i^ SignatureiT""^?!..^ (j^^-^:--'-^-^ 1. Were samples sufficiently chilled? Yes No N/A If included, report temperature of temperature blank " °c 2. Were chain-of-custody forms filled out properly (ink, signed, etc.) (Yes- No If NO, explain below. 3. Did all bottles arrive unbroken with labels in good condition? ( Yes No If NO, explain below. 4. Were correct containers used for the analyses requested? ( Yes No If NO, explain below. 5. Were samples correctly preserved? / Yes No N/A If NO, explain below. ' 6. Was sufficient sample sent for analyses requested? ; Y^ No If NO, explain below. 7. Were air bubbles absent from VOA samples? •^.Ye^ No N/A If NO, list by PTAS log number on the back of this form. Additional Notes: m in m m m w m Mi i» m m mt m mt wt tw Mf MK •m^Sk -t Woodward-Clyde Consultants 0^ CHAIN OF CUSTODY RECORD SHIPMENT NO.:. I PAGE. .OF. PROJECT NAME: PROJECT NO.: _ DATE. 0 / U Sample Number 1 Location IS. Type of Sample Material Method 9- Type of Container "ype of Preservation Temp Ch»nicd Analysts F^uired* 1^ -7 > i L n &^i3tl ^^'^ •^> T 4^ Total Number of Samples Shipped: I Sampler's Signature: (jjplinquished By: ^gnature Printed Name Received By: Signature Printed Name Company Relinquished By: Signsrture Printed Name_ Company Reason — TA. mt Ftelinquished By: Signature Printed Name_ Company Fteason Relinquished By: Signature Printed Name_ Company Fteaaon Received By: - Signature ' • Printed Name 4, Company ii* L. Received By: Signature Printed Name. Company Received By: Signature Printed Name. Company Date Time Date Time Date / / Time Date / / Time Special Shipment/Handling*/Storage Requirements: pffY PcsUJ^ ^ fiS^flP I ' Note — This does not constitute aultiorization lo proceed with analysis. III Mr m to WW mt m m mt m mi m m m Pacific Treatment !f^J Analytical Services, Inc. 4340 Viewridge Avenue, Suite A • San Diego, CA 92123 (619) 560-7717 • Fax (619) 560-7763 Analytical Chemistry Laboratory September 9, 1997 Woodward-Clyde ConsuItant:s Attn: Spencer Price Sunroad Plaza 3, Suite 1000 1615 Murray Canyon Road San Diego, California 92108 Project Name/No.: Carlsbad-Vista Sewer/SD Laboratory Log No.: 1268-97 Date Received: 08/27/97 Sample Matrix: Ten soil samples PC No.: 9751028A-0003 Please find the following enclosures for the above referenced project identified: Mi tti mm 1) Analytical Report 2) QA/QC Report 3) Cooler Receipt Form 4) Chain of Custody Form Certificate of Analysis. Samples were analyzed pursuant to client request utilizing EPA or other ELAP approved methodologies. Date of extraction, date of analysis, detection limits and dilution factor are reported for each compound analyzed. All samples were analyzed within the method required holding time from sample collection. A Cooler Receipt Form is utilized upon receipt of sample(s) at PTAS. This helps ensure sample integrity from start to finish. A minimum of 90% of the data for each analytical method is associated with acceptable quality control criteria. Determinations of completion were made by assessing the following QA/QC functions, as applicable to methodology: • Surrogate Percent Recovery, Laboratory Control Sample (LCS) percent recoveries for all analyses, • Matrix Spike Recovery/Matrix Spike Duplicate Recovery (MSR & MSDR) and Relative Percent Difference (RPD from MSR & MSDR). / certify that this data report is in compliance both technically and for completeness. Release of the data contained in this hardcopy data report has been authorized by the following signature. Tanis Columbo Vice President/Laboratory Director Water • Soil • Waste • Wastewater • Marine Sediment & Tissues • Elutriate Analyses That Produce Results! Mi m tm mt m pt Vi li m •H mt tw WW mt ANALYSIS RESULTS - EPA 8260 VOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS DATE SAMPLED: N/A •< ' PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD DATE RECEIVED: N/A PTAS LOG #: METHOD BLANK DATE ANALYZED: 09/03/97 • -I SAMPLEID: N/A MATRDC WATER ' • J DILUTION FACTOR: 1 SAMPLE VOL./WT.: 10 GM ANALYTE REPORTING LIMIT RESULTS PPB (UG/KG) PPB (UG/KG) ACETONE 50.0 ND ACETONTimE 5.0 ND M ACROLEIN (PROPENAL) 100.0 ND ACRYLONITRILE 100.0 ND ALLYL CHLORIDE 2.0 ND mm BENZENE 2.0 ND BROMOBENZENE 2.0 ND mm BROMOCHLOROMETHANE 2.0 ND ma BROMODICHLOROMETHANE 2.0 ND BROMOFORM 5.0 ND MR BROMOMETHANE 2.0 ND 2-BUTAN0tJE(MEK) 25.0 ND N-BUTYLBENZENE 2.0 ND SEC-BUTYIBENZENE 2.0 ND mm TERT-BUTYLBENZENE 2.0 ND HP CARBON DISULFIDE 2.0 ND CARBON TETRACHLORIDE 2.0 ND i« CHLOROBENZENE 2.0 ND IH CHLORODIBROMOMETHANE 2.0 ND CHLOROETHANE 2.0 ND 2-CHLOROETHYL VINYL ETHER 5.0 ND CHLOROFORM 2.0 ND iM CHLOROMETHANE 2.0 ND mm 2^HLOROTOLUENE 2.0 ND 4-CHLOROTOLUENE 2.0 ND mm l,2-DIBROMO-3-CHLOROPROPANE PBCP) 5.0 ND 1,2-DIBROMOETHANE (EDB) 2.0 ND DIBROMOMETHANE 2.0 ND mm 1,2-DICHLOROBENZENE 2.0 ND 1,3-DICHLOROBENZENE 2.0 ND mm 1.4-DICHLOROBENZENE 2.0 ND Wt TRANS-l,4-DICHLORO-2-BUTENE 5.0 ND DICHLORODIFLUOROMETHANE 2.0 ND •m. 1,1-DICHLOROETHANE 2.0 ND 1.2-DICHLOROETHANE 2.0 ND m I.I-DICHLOROETHENE 2.0 ND CIS-1,2-DICHLOROETHENE 2.0 ND TRANS-1.2-DICHLOROETHENE 2.0 ND mm 1.2-DICHLOROPROPANE 2.0 ND 1,3-DICHLOROPROPANE 2.0 ND 2,2-DICHLOROPROPANE 2.0 ND m 1,1 -DICHLOROPROPENE 2.0 ND ma PTAS DCN 300-003 (Rev 4/97) Pacific Tteatment Analytical Services, Inc. 4340ViewridgeAve..SurteA*SanDiego,CA92123 (619)560-7717 FAX (619) 560-7763 Mi •I H wt m m tm m m m m tm m p m ANALYSIS RESULTS - EPA 8260 VOLATILE ORGANIC COMPOUNDS m CLIENT: WOODWARD-CLYDE CONSULTANTS me DATE SAMPLED: N/A me PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD DATE RECEIVED: N/A mmm PTAS LOG #: METHOD BLANK DATE ANALYZED: 09/03/97 SAMPLEID; N/A MATRIX: WATER DILUTION FACTOR: 1 SAMPLE V0L7WT.: 10 GM KM ANALYTE REPORTING LIMIT RESULTS mm PPB (UG/KG) PPB (UG/KG) tm* CIS-1,3-DICHLOROPROPENE 2.0 ND TRANS-1.3-DICHL0R0PR0PENE 2.0 ND mm DIETHYL ETHER 5.0 ND mm ETHYLBENZENE 2.0 ND HEXACHLOROBUTADIENE 5.0 ND m HEXACHLOROETHANE 2.0 ND 2-HEXANONE 5.0 ND lODOMETHANE 2.0 ND tm ISOPROPYLBENZENE 2.0 ND METHYLENE CHLORIDE 10.0 ND mm METHYL TERT- BUTYL ETHER 2.0 ND 4-METHYL-2-PENTANONE (MIBK) 25.0 ND mm NAPHTHALENE 2.0 ND mm N-PROPYLBENZENE 2.0 ND STYRENE 2.0 ND tm I.l.U-TETRACHLOROETHANE 5.0 ND 1.1,2.2-TETRACHLOROETHANE 2.0 ND TETRACHLOROETHENE 2.0 ND mt TOLUENE 5.0 ND 1,2,3-TRICHLOROBENZENE 2.0 ND •mm 1,2,4-TRICHLOROBENZENE 2.0 ND mm 1.1,1-TRICHLOROETHANE 2.0 ND 1,1,2-TRICHLOROETHANE 2.0 ND mm TRICHLOROETHENE 2.0 ND TRICHLOROFLUOROMETHANE 5.0 ND mm 1.2.3-TRICHLOROPROPANE 5.0 ND 1,1.2-TRlCHLOROTRIFLUOROETHANE (FREON 113) 25.0 ND 1,2,4-TRIMETHYLBENZENE 2.0 ND mm 1,3.5-TRIMETHYLBENZENE 2.0 ND VINYL ACETATE 5.0 ND VINYL CHLORIDE 2.0 ND ••m MJ>-XYLENES 5.0 ND O-XYLENE 2.0 ND ND - NON OETECT ABOVE INDICATED REPORTINO LIMIT. REPORTINO LIMITS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. SURROGATE PARAMETE ACCEPl'ABLE RECOVERIES DIBROMOFLUOROMETHANE 61-141 T0LUENE-d8 80- 121 4-BROMOFLUOROBENZENE 70 - 124 % RECOVERY 99 96 96 Pacific Treatment Analytical Services, Inc. 4340Vlewr1dfleAve,.SiiiteA»SanDiego,CA92123 ^d^lfliS-?W*°l:iST6t§^60-7763 0^ m m m » tw m mt m » m m m m m mt WW m It ANALYSIS RESULTS - EPA 8260 VOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS DATE SAMPLED: OS/22/97 PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD DATE RECEIVED: OS/27/97 II PTAS LOG #: 1268-97-4 DATE ANALYZED: 09/03/97 SAMPLEID: B24-1-2 MATRIX: SOIL DE.UTION FACTOR: 1 SAMPLE V0L./WT.: lOG ANALYTE REPORTING LIMIT RESULTS ll , PPB (UG/KG) PPB (UG/KG) • ' ACETONE 50.0 ND . •• ACETONTTRILE 5.0 ND ACROLEIN (PROPENAL) 100.0 ND • II ACRYLONITRILE 100.0 ND ALLYL CHLORIDE 2.0 ND •• n BENZENE 2.0 ND t II BROMOBENZENE 2.0 ND BROMOCHLOROMETHANE 2.0 ND • BROMODICHLOROMETHANE 2.0 ND Vr- i BROMOFORM 5.0 ND BROMOMETHANE 2.0 ND .••-« 2-BUTANONE (MEK) 25.0 ND N-BUTYLBENZENE 2.0 ND mt SEC-BUTYLBENZENE 2.0 ND TERT-BUTYLBENZENE 2.0 ND CARBON DISULFIDE 2.0 ND «ii C/LRBON TETRACHLORIDE 2.0 ND CHLOROBENZENE 2.0 ND •HI CHLORODIBROMOMETHANE 2.0 ND CHLOROETHANE 2.0 ND 2-CHLOROETHYL VINYL ETHER 5.0 ND llllll CHLOROFORM 2.0 ND CHLOROMETH/WE 2.0 ND «MI 2-CHLOROTOLUENE 2.0 ND mm 4-CHLOROTOLUENE 2.0 ND l,2-DIBROMO-3-CHLOROPROPANE (DBCP) 5.0 ND mi 1,2-DIBROMOETHANE (EDB) 2.0 ND DIBROMOMETHANE 2.0 ND •mk 1.2-DICHLOROBENZENE 2.0 ND mm 1,3-DICHLOROBENZENE 2.0 ND 1.4-DICHLOROBENZENE 2.0 ND TRANS-1,4-DICHLORO-2-BUTENE 5.0 ND DICHLORODIFLUOROMETHANE 2.0 ND 1,1-DICHLOROETHANE 2.0 ND 1,2-DICHLOROETHANE 2.0 ND 1,1 -DICHLOROETHENE 2.0 ND CIS-1,2-DICHLOROETHENE 2.0 ND TRANS-1.2-DICHLOROETHENE 2.0 ND 1 ,2-DICHLOROPROP/LNE 2.0 ND 1.3-DICHLOROPROPANE 2.0 ND 2,2-DICHLOROPROPANE 2.0 ND — 1.1 -DICHLOROPROPENE 2.0 ND wm CIS-1,3-DICHL0R0PR0PENE 2.0 ND m ' Pacific Tteatment Analytical Services, Inc. 4340 viewridge Ave., suite A - san oiego. CA 92123 n^)M-??i^^F^T6if)^60-7763 m w tw mt mt mt mt WW •I mt m m m mm mi m mi mt ANALYSIS RESULTS - EPA 8260 VOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTAS LOG #: 1268-97-4 SAMPLEID: B24-1-2 DILUTION FACTOR; 1 DATE SAMPLED: OS/22/97 DATE RECEIVED: 08/27/97 DATE ANALYZED: 09/03/97 MATRDC: SOIL SAMPLE VOL./WT.: 10 G ANALYTE REPORTING LINOT RESULTS MM PPB (UG/KG) PPB (UG/KG) •H TRANS-1.3-DICHLOROPROPENE 2.0 ND mm DIETHYL ETHER S.O ND ETHYLBENZENE 2.0 ND m HEXACHLOROBUTADIENE 5.0 ND HEXACHLOROETHANE 2.0 ND 2-HEXANONE 5.0 ND mm lODOMETHANE 2.0 ND ISOPROPYLBENZENE 2.0 ND mm METHYLENE CHLORIDE 10.0 ND mm METHYL TERT-BUTYL ETHER 2.0 ND ^m 4-METHYL-2-PENTANONE (MIBK) 25.0 ND mm NAPHTHALENE 2.0 ND N-PROPYLBENZENE 2.0 ND m STYRENE 2.0 ND 1,1,1,2-TETRACHLOROETHANE 5.0 ND mt 1,1.2,2-TETRACHLOROETHANE 2.0 ND m TETRACHLOROETHENE 2.0 ND TOLUENE 5.0 ND mm 1.2.3.TR1CHLOROBENZENE 2.0 ND • 1,2,4-TRICHLOROBENZENE 2.0 ND • 1,1.1-TRICHLOROETHANE 2.0 ND Ml 1,1.2-TRlCHLOROETHANE 2.0 ND TRICHLOROETHENE 2.0 ND m TOCHLOROFLUOROMETHANE 5.0 ND 1.2.3-TRICHLOROPROPANE 5.0 ND 1.1,2-TRICHLOROTRIFLUOROETHANE (FREON 113) 25.0 ND mt 1,2.4-TRIMETHYLBENZENE 2.0 ND 1.3.5-TRIMETHYLBENZENE 2.0 ND mm VINYL ACETATE 5.0 ND •mm VINYL CHLORIDE 2.0 ND M^-XYLENES 5.0 ND MM O-XYLENE 2.0 ND ND - NON DETECT ABOVE INDICATED REPORTING LIMIT. REPORTING LIMITS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. SURROGATE PARAMET ACCEPTABLE RECOVERIES DIBROMOFLUOROMETHANE 61-141 T0LUENE-d8 80- 121 4-BROMOFLUOROBENZENE 70-124 % RECOVERY 95 97 89 Pacific Tteatment Analytical Services, Inc. 4340Vtewr1dgeAve.,SutteA-SanOlego,CA92123 4/97) 60-7763 m m m w m m ti il m m tm WW mt m mt m mt m m ANALYSIS RESULTS - EPA 8260 VOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTAS LOG #: 1268-97-5 SAMPLEID: B17-2-2 DILUTION FACTOR: 1 DATE SAMPLED: OS/22/97 DATE RECEIVED: 08/27/97 DATE /ANALYZED: 09/03/97 MATRIX: SOIL SAMPLE VOL./WT.: 10 G ANALYTE REPORTING LIMIT RESULTS mm PPB (UG/KG) PPB (UG/KG) mm ACETONE 50.0 ND mm ACETONTTRILE 5.0 ND ACROLEIN (PROPENAL) 100.0 ND m ACRYLONTTRILE 100.0 ND ALLYL CHLORIDE 2.0 ND mm BENZENE 2.0 ND m BROMOBENZENE 2.0 ND BROMOCHLOROMETHANE 2.0 ND — BROMODICHLOROMETHANE 2.0 ND BROMOFORM 5.0 ND mi BROMOMETHANE 2.0 ND mm, 2-BUTANONE (MEK) 25.0 ND N-BUTYLBENZENE 2.0 ND mm SEC-BUTYLBENZENE 2.0 ND TERT-BUTYLBENZENE 2.0 ND mm CARBON DISULFIDE 2.0 ND mm CARBON TETRACHLORIDE 2.0 ND CHLOROBENZENE 2.0 ND — CHLORODIBROMOMETHANE 2.0 ND CHLOROETHANE 2.0 ND ^m 2-CHLOROETHYL VINYL ETHER 5.0 ND mm CHLOROFORM 2.0 ND CHLOROMETHANE 2.0 ND mi 2-CHLOROTOLUENE 2.0 ND 4-CHLOROTOLUENE 2.0 ND I.2-DIBROMO-3-CHLOROPROPANE PBCP) 5.0 ND mm 1,2-DIBROMOETHANE (EDB) 2.0 ND DIBROMOMETHANE 2.0 ND mm 1,2-DICHLOROBENZENE 2.0 ND mm 1,3-DICHLOROBENZENE 2.0 ND 1,4-DICHLOROBENZENE 2.0 ND TRANS-l,4-DICHLORO-2-BUTENE 5.0 ND DICHLORODIFLUOROMETHANE 2.0 ND mt l.I-DICHLOROETHANE 2.0 ND 1,2-DICHLOROETHANE 2.0 ND 1,1-DICHLOROETHENE 2.0 ND m CIS-1,2-DICHL0R0ETHENE 2.0 ND TRANS-1.2-DICHLOROETHENE 2.0 ND 1.2-DICHLOROPROPANE 2.0 ND •mm 1.3-DICHLOROPROPANE 2.0 ND 2,2-DICHLOROPROPANE 2.0 ND 1,1 -DICHLOROPROPENE 2.0 ND CIS-1,3-DICHL0R0PR0PENE 2.0 ND Pacific Tteatment Analytical Services, Inc. 4340VlewridgeAve.,SuiteA-SanDieoo,CA92123 elev 4/97} C (619) 560-7763 m m Ml m m m m m m m tm m. m m m i « ANALYSIS RESULTS - EPA 8260 VOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS DATE SAMPLED; OS/22/97 PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD DATE RECEIVED: OS/27/97 PTAS LOG #: 1268-97-5 DATE ANALYZED: 09/03/97 SAMPLEID: B17-2-2 MATRDC: SOIL ... DILUTION FACTOR; 1 SAMPLE VOL./WT.: 10 G i*\ ANALYTE REPORTING LIMTT RESULTS -m PPB (UG/KG) PPB (UG/KG) «l TRANS-1,3-DICHL0R0PR0PENE 2.0 ND DIETHYL ETHER 5.0 ND ETHYLBENZENE 2.0 ND m 1 HEXACHLOROBUTADIENE 5.0 ND HEXACHLOROETHANE 2.0 ND 2-HEXANONE 5.0 ND mi lODOMETHANE 2.0 ND ISOPROPYLBENZENE 2.0 ND «»• METHYLENE CHLORIDE 10.0 ND METHYL TERT- BUTYL ETHER 2.0 ND m< 4-METHYL-2-PENTANONE (MIBK) 25.0 ND NAPHTHALENE 2.0 ND N-PROPYLBENZENE 2.0 ND mtt STYRENE 2.0 ND 1.1,1,2-TETRACHLOROETHANE 5.0 ND mm i,l,2,2-TETRACHLOROETHANE 2.0 ND mmt TETRACHLOROETHENE 2.0 ND TOLUENE 5.0 ND 1,2,3-TRICHLOROBENZENE 2.0 ND 1.2,4-TRICHLOROBENZENE 2.0 ND 1.1,1 -TRICHLOROETHANE 2.0 ND 1.1,2-TRICHLOROETHANE 2.0 ND TRICHLOROETHENE 2.0 ND Ml TRICHLOROFLUOROMETHANE 5.0 ND 1.2,3-TRICHLOROPROPANE 5.0 ND -ma l,i,2-TRICHL0R0TRIFLU0R0ETHANE (FREON 113) 25.0 ND mm 1.2.4-TRIMETHYLBENZENE 2.0 ND 1,3.5-TRIMETHYLBENZENE 2.0 ND VINYL ACETATE 5.0 ND VINYL CHLORIDE 2.0 ND MJ»-XYLENES 5.0 ND _ O-XYLENE 2.0 ND ND - NON DETECT ABOVE INDICATED REPORTING UMIT. REPORTING UMITS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR SURROGATE PARAMET ACCEPTABLE RECOVERIES DIBROMOFLUOROMETH/VNE 61-141 T0LUENE-d8 80- 121 4-BROMORUOROBENZENE 70-124 % RECOVERY 100 95 88 Pacific Tteatment Analytical Services, Inc. 4340VlewrldgeAve..Suit8A-SanDiego.CA92123 ^619)^0-7717^1:^76^1^^60-7763 m4 PI Mi mt tm w P m m ma tm H m 1M II i i ANALYSIS RESULTS - EPA 8260 VOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTAS LOG #: 1268-97-6 SAMPLEID: B14-2-2 DILUTION FACTOR: 1 DATE SAMPLED: 08/25/97 DATE RECEIVED: 08/27/97 DATE ANALYZED: 09/03/97 MATRIX: SOIL SAMPLE VOL./WT.: 10 G ANALYTE REPORTING LIMIT RESULTS mm PPB (UG/KG) PPB (UG/KG) mm ACETONE 50.0 ND ACETONITRILE 5.0 ND maw ACROLEIN (PROPENAL) 100.0 ND mm ACRYLONITRILE 100.0 ND ALLYL CHLORIDE 2.0 ND mm BENZENE 2.0 ND mm BROMOBENZENE 2.0 ND BROMOCHLOROMETHANE 2.0 ND mm BROMODICHLOROMETH/USIE 2.0 ND BROMOFORM 5.0 ND WW BROMOMETHANE 2.0 ND 2-BUTANONE (MEK) 25.0 ND N-BUTYLBENZENE 2.0 ND •f SEC-BUTYLBENZENE 2.0 ND TERT-BUTYLBENZENE 2.0 ND mm, CARBON DISULFIDE 2.0 ND mm CARBON TETRACHLORIDE 2.0 ND CHLOROBENZENE 2.0 ND mm CHLORODIBROh-IOMETHANE 2.0 ND mm CHLOROETH/VNE 2.0 ND mm 2-CHLOROETHYL VINYL ETHER 5.0 ND mm CHLOROFORM 2.0 ND CHLOROMETHANE 2.0 ND mm 2-CHLOROTOLUENE 2.0 ND 4-CHLOROTOLUENE 2.0 ND mm l,2-DlBROMO-3-CHLOROPROPANE (DBCP) 5.0 ND 1,2-DIBROMOETHANE (EDB) 2.0 ND DIBROMOMETHANE 2.0 ND 1,2-DICHLOROBENZENE 2.0 ND 1,3-DICHLOROBENZENE 2.0 ND 1.4-DICHLOROBENZENE 2.0 ND mim TRANS-1,4-DICHLORO-2-BUTENE 5.0 ND m DICHLORODIFLUOROMETHANE 2.0 ND m 1.1-DICHLOROETHANE 2.0 ND 1,2-DICHLOROETHANE 2.0 ND 1,1 -DICHLOROETHENE 2.0 ND m CIS-1,2-DICHLOROETHENE 2.0 ND TRANS-1,2-DICHLOROETHENE 2.0 ND 1.2-DICHLOROPROPANE 2.0 ND MV 1.3-DICHLOROPROPANE 2.0 ND 2.2-DICHLOROPROPANE 2.0 ND 1.1 -DICHLOROPROPENE 2.0 ND CIS-1,3-DICHLOROPROPENE 2.0 ND Pacific Tteatment Analytical Services, Inc. 4340viewridgeAve.,suiteA.SanDiego, CA92123 T^)^-7717^^FST6?^^60-7763 mn wu m m m ml m m m m mt m m m • ANALYSIS RESULTS - EPA 8260 VOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS DATE SAMPLED: OS/25/97 PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD DATE RECEIVED: OS/27/97 mm PTAS LOG #: 1268-97-6 DATE ANALYZED: 09/03/97 SAMPLEID: B14-2-2 MATRDC: SOIL mm DILUTION FACTOR: 1 SAMPLE VOL/WT.: 10 G mm ANALYTE REPORTING LIMIT RESULTS mm PPB (UG/KG) PPB (UG/KG) TRANS-1,3-DICHLOROPROPENE 2.0 ND DIETHYL ETHER 5.0 ND ETHYLBENZENE 2.0 ND Ml HEXACHLOROBUTADIENE S.O ND HEXACHLOROETHANE 2.0 ND mm 2-HEXANONE 5.0 ND lODOMETHANE 2.0 ND ISOPROPYLBENZENE 2.0 ND mm METHYLENE CHLORIDE 10.0 ND METHYL TERT- BUTYL ETHER 2.0 ND wa 4-METHYL-2-PENTANONE (MIBK) 25.0 ND NAPHTHALENE 2.0 ND N-PROPYLBENZENE 2.0 ND ma STYRENE 2.0 ND 1.1.1.2-TETRACHLOROETHANE S.O ND mm 1.1.2.2-TETRACHLOROETHANE 2.0 ND mm TETRACHLOROETHENE 2.0 ND TOLUENE 5.0 ND mm 1,2,3-TRICHLOROBENZENE 2.0 ND 1,2,4-TRICHLOROBENZENE 2.0 ND mm 1,1,1 -TRICHLOROETHANE 2.0 ND mm 1.1.2-TRICHLOROETHANE 2.0 ND TRICHLOROETHENE 2.0 ND ma TRICHLOROFLUOROMETHANE 5.0 ND 1,2.3-TRICHLOROPROPANE 5.0 ND mm 1,1,2-TRICHLOROTRIFLUOROETHANE (FREON 113) 25.0 ND 1,2.4-TRIMETHYLBENZENE 2.0 ND 1.3,5-TRIMETH YLBENZENE 2.0 ND mm VINYL ACETATE 5.0 ND mm VINYL CHLORIDE 2.0 ND mm MJP-XYLENES 5.0 ND mm O-XYLENE 2.0 ND ND - NON DETECT ABOVE INDICATED REPORTINO LIMIT. REPORTING LIMITS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR SURROGATE PARAMET ACCEPTABLE RECOVERIES DIBROMOFLUOROMETHANE 61-141 T0LUENE-d8 80- 121 4-BROMOFLUOROBENZENE 70-124 % RECOVERY 99 % 91 Pacific Tteatment Analytical Services, Inc. 434oviewridgeAve., sutte A. san Diego, CA92123 ^'i9)^o-77if°^FS*(6i^?6o-7763 M «« m m m if il Ml m ^1 m M i ANALYSIS RESULTS - EPA 8260 VOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS DATE SAMPLED: 08/26/97 PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD DATE RECEIVED; 08/27/97 PTAS LOG #: 1268-97-9 DATE ANALYZED: 09/03/97 SAMPLEID: Bn-1-2 MATRDC: SOIL DILUTION FACTOR; 1 SAMPLE VOL./WT.; 10 G tilOHi ANALYTE REPORTING LIMIT RESULTS PPB (UG/KG) PPB (UG/KG) ACETONE 50.0 ND mm ACETONTTRILE 5.0 ND ACROLEIN (PROPEN/O.) 100.0 ND m ACRYLONITRILE 100.0 ND ALLYL CHLORIDE 2.0 ND mm BENZENE 2.0 ND mm BROMOBENZENE 2.0 ND BROMOCHLOROMETHANE 2.0 ND mm BROMODICHLOROMETHANE 2.0 ND BROMOFORM 5.0 ND mm BROMOMETHANE 2.0 ND 2-BUTANONE (MEK) 25.0 ND N-BXTT YLBENZENE 2.0 ND 'MMT SEC-BUTYLBENZENE 2.0 ND TERT-BUTYLBENZENE 2.0 ND jm CARBON DISULFIDE 2.0 ND •mm CARBON TETRACHLORIDE 2.0 ND CHLOROBENZENE 2.0 ND CHLORODIBROMOMETHANE 2.0 ND CHLOROETHANE 2.0 ND MM 2-CHLOROETHYL VINYL ETHER 5.0 ND CHLOROFORM 2.0 ND CHLOROMETHANE 2.0 ND mm 2-CHLOROTOLUENE 2.0 ND 4-.CHLOROT0LUENE 2.0 ND mt 1.2-DIBROMO-3-CHLOROPROP/^ (DBCP) 5.0 ND mm 1.2-DIBROMOETHANE (EDB) 2.0 ND DIBROMOMETH/^ 2.0 ND •iwm 1,2-DICHLOROBENZENE 2.0 ND 'mm 1,3-DICHLOROBENZENE 2.0 ND 1,4-DICHLOROBENZENE 2.0 ND TRANS-1.4-DICHLORO-2-BUTENE 5.0 ND DICHLORODIFLUOROMETHANE 2.0 ND !*m !. 1 -DICHLOROETHANE 2.0 ND 1.2-DICHLOROETHANE 2.0 ND 1,1-DICHLOROETHENE 2.0 ND CIS-1.2-DICHL0R0ETHENE 2.0 ND TRANS-1.2-DICHLOROETHENE 2.0 ND w 1.2-DICHLOROPROPANE 2.0 ND mm 1.3-DICHLOROPROPANE 2.0 ND 2.2-DICHLOROPROPANE 2.0 ND 1,1-DICHLOROPROPENE 2.0 IO CIS-1.3-DICHL0R0PR0PENE 2.0 ND Pacific Tteatment Analytical Services, Inc. 4340VlewrldgeAve..SuiteA.SanDiego,CA92123 ^19)^0-77?7'°FS^?^?60-7763 'IW wu at WW wa mt wt m m tm mt mk WW mt » tm » mt mt ANALYSIS RESULTS - EPA 8260 VOLATILE ORGANIC COMPOUNDS CLIENT: WOODW/\RD-CLYDE CONSULTANTS DATE SAMPLED: 08/26/97 PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD DATE RECEIVED: OS/27/97 PTAS LOG #: 1268-97-9 DATE ANALYZED: 09/03/97 SAMPLEID: Bl 1-1-2 MATRIX: SOIL mm DILUTION FACTOR: 1 SAMPLE VOL/WT.: 10 G mm ANALYTE REPORTING LIMIT RESULTS mm PPB (UG/KG) PPB (UG/KG) mi TRANS-1,3-DICHL0R0PR0PENE 2.0 ND DIETHYL ETHER 5.0 ND ETHYLBENZENE 2.0 ND mm HEXACHLOROBUTADIENE 5.0 ND HEXACHLOROETHANE 2.0 ND mm 2-HEXANONE 5.0 ND mm lODOMETHANE 2.0 ND ISOPROPYLBENZENE 2.0 ND mm METHYLENE CHLORIDE 10.0 ND METHYL TERT- BUTYL ETHER 2.0 ND ma 4.METHYL.2-PENT ANONE (MIBK) 25.0 ND NAPHTHALENE 2.0 ND N-PROPYLBENZENE 2.0 ND ma STYRENE 2.0 ND 1,1,1.2-TETRACHLOROETHANE 5.0 ND m 1.1,2,2-TETRACHLOROETHANE 2.0 ND mm TETRACHLOROETHENE 2.0 ND TOLUENE 5.0 ND mm 1,2.3.TRICHLOROBENZENE 2.0 ND 1,2,4-TRICHLOROBENZENE 2.0 ND mt 1,1.1 -TRICHLOROETHANE 2.0 ND mm 1,1,2-TRICHLOROETHANE 2.0 ND TRICHLOROETHENE 2.0 ND mm TRICHLOROFLUOROMETHANE 5.0 ND 1,2.3-TRICHLOROPROPANE 5.0 ND mm l.i.2-TRICHL0R0TRIFLU0R0ETHANE (FREON 113) 25.0 ND mm 1,2,4-TRIMETHYLBENZENE 2.0 ND 1.3.5-TRIMETHYLBENZENE 2.0 ND mm VINYL ACETATE 5.0 ND VINYL CHLORIDE 2.0 ND MJ»-XYLENES 5.0 ND earn O-XYLENE 2.0 ND ND - NON DETECT ABOVE INDICATED REPORTINO UMIT. REPORTINO UMITS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. SURROGATE PARAMET ACCEPTABLE RECOVERIES DIBROMOFLUOROMETHANE 61 -141 TOLUENE-d8 80- 121 4.BR0M0FLU0R0BENZENE 70 -124 % RECOVERY 100 96 85 Pacific Treatment Analytical Services, Inc. 434o viewridge Ave., suite A • san Dtego. CA 92123 19) 560-7763 IM HI*? m m tm wW m HI m m m mt i QA/QC REPORT METHOD: EPA8260-SOIL ACCEPTABLE ACCEPTABLE ACCEPTABLE DATE ANALYZED: 09/03/97 LCS/LCSD MS/MSD RPD OA/OC SAMPLE: PTAS 1268-97-4 CRITERIA CRITERLi CRITERIA SPIKED ANALYTE LCS % R MS % R MSD % R RPD % % % dn l.l-DICHLOROETHENE 110 99 98 1 67-116 61 - 129 <30 mu TRICHLOROETHENE 101 98 98 0 79 -108 83-113 <30 CHLOROBENZENE 103 106 106 0 82 - 106 84-114 <30 mi TOLUENE 109 no 105 5 78-112 66-139 <30 BENZENE 108 107 103 4 76-116 77 - 127 <30 LCS H R - LABORATORY CONTROL SAMPLE PERCENT RECOVERY LCSD S R - lABORATORY CONTROL SAMPLE DUPUCATE PERCENT RECOVERY MS S R - MATRIX SPDCE PERCENT RECOVERY MSD % R - MATRK SPKE DUPUCATE PERCENT RECOVERY RPD - RELATIVE PERCENT DIFFERENCE Pacific Tteatment Analytical Services, Inc. 4340 viewridge Ave., suite A •San Diego, CA 92123 (6T9)^ FSX7619)^560-7763 •m MH m imi WW w IM I* in mt m m mi tm mt mt m mt tm m mt ANALYSIS RESULTS - EPA 8080, PCBs ONLY POLYCHLORINATED BIPHENYLS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTAS LOG #: METHOD BLANK SAMPLEID: N/A DILUTION FACTOR: 1 DATE SAMPLED: N/A DATE RECEIVED: N/A DATE EXTRACTED: 08/29/97 DATE ANALYZED: OS/29/97 MATRIX: SOLID SAMPLE VOL./WT.: 30 GM ANALYTE DETECTION LIMIT RESULTS PPB (UG/KG) PPB(UG«:G) <tlH AROCHLOR-1016 20 ND 'mati AROCHLOR-1221 20 ND AR(XmOR-I232 20 ND mm AROCHLOR-1242 20 ND AROCHLOR-1248 20 ND im AROCHLOR-1254 20 ND mm ARCX:HLOR-1260 20 ND ND - NON DETECT ABOVE INDICATED DETECTION UMIT. DETECTION LIMITS AND RESLO^TS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. MM l^m^J Pacific Tteatment Analytical Services, Inc. 4340VlewridgeAve.,$ulteA»SanDleoo.CA92123 (619)560-7717 FAX (619) 560-7763 m 'I I-i!' llllj mt mt mt li m •I m mt wu mt m m mt « mt ANALYSIS RESULTS - EPA 8080, PCBs ONLY POLYCHLORINATED BIPHENYLS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTAS LOG #: 1268-97-4 SAMPLEID: B24-1-2 DILUTION FACTOR: I DATE SAMPLED: 08/22/97 DATE RECEIVED: OS/27/97 DATE EXTRACTED: OS/29/97 DATE ANALYZED: OS/29/97 MATRIX; SOIL SAMPLE VOL.AVT.: 30 GM ANALYTE DETECTION LIMIT RESULTS -PPB (UG/KG) PPB (UG/KG) mm AROCHLOR-1016 20 ND MM AROCHLOR-1221 20 ND AROCHLOR-1232 20 ND AROCHLOR-1242 20 ND AROCHLOR-1248 20 ND mm AROCHLOR-1254 20 ND mi AROCHLOR-1260 20 ND ND - NON DETECT ABOVE INDICATED DETECTION UMIT. DETECTION LIMITS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR ma fJSwt Pacific Tteatment Analytical Services, Inc. 4340 viewridge Ave., suite A •San oiego, CA 92123 (619)560-7717 FAX (619) 560-7763 M IH IPH m m mt mi mt mt m m mt «^ m m m mt m m 1 ANALYSIS RESULTS - EPA 8080, PCBs ONLY POLYCHLORINATED BIPHENYLS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTAS LOG #: 1268-97-5 SAMPLEID: B17-2-2 DILUTION FACTOR: 1 DATE SAMPLED: 08/22/97 DATE RECEIVED: OS/27/97 DATE EXTRACTED: OS/29/97 DATE ANALYZED: 08/29/97 MATRIX: SOD- SAMPLE VOL./WT.: 30 GM ANALYTE DETECTION LIMTT RESULTS mm PPB (UG/KG) PPB (UG/KG) mt AROCHLOR-1016 20 ND AROCHLOR-1221 20 ND AROCHLOR-1232 20 ND mm AROCHLOR-1242 20 ND AROCHLOR-1248 20 ND mm AROCHLOR-1254 20 ND m AROCHLOR-1260 20 ND ND •= NON DETECT ABOVE INDICATED DETECTION LIMIT. DETECTION UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. \ Pacific Tteatment Analytical Services, Inc. 4340V1ewrtdgeAve.,SuiteA>SanDlego.CA92123 (619)560-7717 FAX (619) 560-7763 m m timi mt w mt 'Ml tWt wt WW mt M Ml • mt m m m m mt m m i ANALYSIS RESULTS - EPA 8080, PCBs ONLY POLYCHLORINATED BIPHENYLS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTAS LOG #: 1268-97-6 SAMPLEID: B14-2-2 DILUTION FACTOR: 1 DATE SAMPLED: 08/25/97 DATE RECEIVED: 08/27/97 DATE EXTRACTED: 08/29/97 DATE ANALYZED: OS/29/97 MATRDC: SOIL SAMPLE VOL./WT.: 30 GM /U^ALYTE DETECTION LIMTT RESULTS -PPB (UG/KG) PPB (UG/KG) mm AROCHLOR-10i6 20 ND AROCHLOR-1221 20 ND AROCHLOR-1232 20 ND m AROCHLOR-1242 20 ND AROCHLOR-1248 20 ND mm ARCX:HL0R-1254 20 ND mm AROCHLOR-1260 20 ND ND = NON DETECT ABOVE INDICATED DETECTION UMTT. DETECTION UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DIUmON FACTOR. ^ Pacific Tteatment Analytical Services, Inc. 4340Vlewr1dgeAve..SuileA«SanDiego.CA92123 (619)560-7717 FAX(619)560-7763 mi m tm mt mi m tm WW mt « lil Nil IW Wa mt mt mt Ml m ANALYSIS RESULTS - EPA 8080, PCBs ONLY POLYCHLORINATED BIPHENYLS 1 \i- mi CLIENT: W(X3DWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD-VIST A SEWER/SD PTAS LOG #: 1268-97-9 SAMPLEID: Bn-1-2 DILUTION FACTOR: 1 DATE SAMPLED: 08/26/97 DATE RECEIVED: OS/27/97 DATE EXTRACTED: OS/29/97 DATE ANALYZED: 08/29/97 MATRIX: SOIL SAMPLE VOL./WT.: 30 GM ANALYTE DETECTION LIMTT RESULTS PPB (UG/KG) PPB (UG/KG) mw AROCHLOR-1016 0 ND mm AROCHLOR-1221 20 ND AROCHLOR-1232 20 ND m AROCHLOR-1242 20 ND ARCX:HL0R-1248 20 ND mm AROCHLOR-1254 20 ND ma AROCHLOR-1260 20 ND ND = NON DETECT ABOVE INDICATED DETECTION UMTT. DETECnON LIMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. Pacific Tteatment Analytical Services, Inc. 434QVlewri(lgeAve.,SwteA-SanOieflO.CA92l23 (619)560-7717 fAX (619) 560-7763 m mty mi mi \m m m tm m m m mi tm mt m tW m QA/QC REPORT METHOD: PCB by EPA 8080-SOIL DATE ANALYZED 08/29-30/97 QA/QC SAMPLE: PTAS 1268-97 BLANK ACCEPTABLE LCS/LCSD CRITEIUA ACCEPTABLE RPD CRITERIA SP0CED ANALYTE LCS % R LCSD % R RPD % % AROCHLOR-1254 76 92 19 29-131 <30 LCS % R - LABORATORY CONTROL SAMPLE PERCENT RECOVERY LCSD % R - LABORATORY CONTROL SAMPLE DUPUCATE PERCENT RECOVERY RPD = RELATIVE PERCENT DIFFERENCE AROCHLOR ACCEPTABLE CONTROL LIMITS: AROCHLOR-1016 50-114 15-178 10-215 39-150 38-158 29-131 8-127 AROCHLOR-1221 /tROCHLOR-1232 AROCHLOR.1242 AROCHLOR-1248 AROCHLOR-1254 AROCHLOR-1260 I Pacific Tteatment Analytical Services, Inc, 434o viewridge Ave., suite A • san Diego, CA 92123 (6i9) 560-7717 FAX (619) 560-7763 tts itt m MN wt, m mt m^ WW m tm tm tm li li Ki • • I i ANALYSIS RESULTS - TPH EXTENDED RANGE BY ASTM D2887 CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTAS LOG #: 1268-97-1 CLIENT SAMPLE ID; B27.1-2 DILUTION FACTOR: 1 DATE SAMPLED: 08/21/97 DATE RECEIVED: 08/27/97 DATE EXTRACTED: 08/29/97 DATE ANALYZED: 08/29/97 MATRIX: SOIL SAMPLE VOL./WT.: 10 G ANALYTE REPORTING LIMTT RESULTS mm PPM (MG/KG) PPM (MG/KG) mm mm C8 S HC 1 ND C8 S HC < C9 1 ND m. C9 £ HC < CIO 1 ND mt CIO S HC < cn 1 ND cn £ HC < C12 1 ND mm CI2 ^ HC < C14 1 ND C14 S HC < C16 1 ND mm C16 S HC < C18 1 ND C18 ^ HC < C20 1 ND C20 ^ HC < C24 1 ND am C24 :S HC < C28 1 ND C28 S HC < C32 1 ND mi C32 £ HC < C36 1 ND mm C36 S HC < C40 1 ND C40 S HC 1 ND mm war TOTAL HC 1 ND •m TPH IDENTIFICATION: NONE HC » HYDROCARBON RL - REPORTINO UMIT ND - NON DETECT ABOVE INDICATED REPORTING UMTT. REPORTING UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. '~' Pacific Tteatment Analytical Services, Inc. mo Viewridge Ave.. Suite A • San Dlego. CA 92123 (619) 560-7717 FAX (619) 560-7763 Ml Mt mm m m mt mt mt mt mi « m m m m ANALYSIS RESULTS - TPH EXTENDED RANGE BY ASTM D2887 CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/Nc: CARLSBAD-VISTA SEWER/SD PTASL(X5#: 1268-97-2 CLIENT SAMPLE ID: B30-1-2 DILUTION FACTOR: 1 DATE SAMPLED: 08/21/97 DATE RECEIVED: 08/27/97 DATE EXTRACTED: 08/29/97 DATE ANALYZED: OS/29/97 MATRIX: SOIL SAMPLE VOL./WT.; 10 G ANALYTE REPORTING LIMTT RESULTS PPM (MG/KG) PPM (MG/KG) m^ C8 5 HC ND C8 £ HC< C9 1 ND C9 S HC < CIO 1 ND CIO £ HC< Cll 1 ND cn ^ HC < C12 1 ND mft-C12 S HC< CI4 1 ND m» C14 HC< C16 1 ND C16 S HC< CIS 1 ND mm C18 S HC< C20 1 ND C20 S HC< C24 1 ND Ml C24 fi HC < C28 1 ND mm C28 fi HC< C32 1 ND C32 fi HC< C36 1 ND C36 fi HC < C40 1 ND C40 fi HC 1 ND -TOTAL HC 1 ND TPH IDENTinCATION: NONE HC - HYDROCARBON RL - REPORTING UMTT ND - NON DETECT ABOVE INDICATED REPORTING UMIT. REPORTINO UMITS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR rff^ Pacific Tteatment Analytical Services, Inc. Am vievirridge Ave., suite A - san otego, CA 92123 (619) 560-7717 FAX (619) 560-7763 Imi Mf^ m ma OK •ft Ml Ml Ml m m m M itf m m m i li i i ANALYSIS RESULTS - TPH EXTENDED RANGE BY ASTM D2887 CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTAS LOG #: 1268-97-3 CLIENT SAMPLE ID: B33-1-2 DILUTION FACTOR: 1 DATE SAMPLED: 08/22/97 DATE RECEIVED: 08/27/97 DATE EXTRACTED: 08/29/97 DATE ANALYZED: 08/29/97 MATRDC: SOIL SAMPLE V0L7WT.: 10 G mm ANALYTE REPORTING LIMTT RESULTS mm PPM (MG/KG) PPM (MG/KG) ma C8 fi HC ND C8 fi HC < C9 1 ND mm C9 fi HC< CIO 1 ND mi CIO fi HC < Cll 1 ND Cll fi HC < C12 1 ND m. C12 fi HC < C14 1 ND nn C14 fi HC < C16 1 ND C16 fi HC < C18 1 ND mm C18 fi HC < C20 1 ND C20 fi HC < C24 1 ND • C24 fi HC < C28 1 ND C28 fi HC < C32 1 ND C32 fi HC < C36 1 ND C36 fi HC < C40 1 ND C40 fi HC 1 ND ma TOTAL HC I ND TPH IDENTIFICATION: NONE HC - HYDROCARBON RL - REPORTINO UMTT ND - NON DETECT ABOVE INDICATED REPORTING LIMTT. REPORTINO UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. ''^^'^^ ^^''"^"^ ^'^^^^^^^^^')B*>^^'^"^A'^^"^'^°>^A^^23 (619)560-7717 FAX (619) 560-7763 UK- mt ma WW m m m m m ANALYSIS RESULTS - TPH EXTENDED RANGE BY ASTM D2887 CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTAS LOG #: 1268-97-4 CLIENT SAMPLE ID: B24-1-2 DE.UTION FACTOR: I DATE SAMPLED: 08/22/97 DATE RECEIVED: OS/27/97 DATE EXTRACTED: 08/29/97 DATE ANALYZED: 08/29/97 MATRIX: SOIL S/WwIPLE VOL./WT.: 10 G ma ANALYTE REPORTING LIMIT RESULTS mm PPM (MG/KG) PPM (MG/KG) mm C8 fi HC I ND C8 fi HC < C9 1 ND mm C9 fi HC < CIO 1 ND •ma CIO fi HC < Cll 1 ND Cn fi HC < C12 1 ND mm C12 fi HC < C14 1 ND C14 fi HC < C16 1 ND ml C16 fi HC < C18 1 ND mm C18 fi HC < C20 1 ND C20 fi HC < C24 I ND ma C24 fi HC < C28 1 ND C28 fi HC < C32 1 ND mm C32 fi HC < C36 1 ND ma C36 fi HC < C40 1 ND C40 fi HC 1 ND mm mm TOTAL HC 1 ND TPH IDENTIFICATION; NONE HC - HYDROCARBON RL - REPORTINO UMTT ND ' NON DETECT ABOVE INDICATED REPORTING UMTT. REPORTINO UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. \ Pacific Tteatment Analytical Services, Inc. 4340VlewridgeAve..SulteA.SanDiego,CA92123 (619)560-7717 FAX (619) 560-7763 am mt m mt HP mt ANALYSIS RESULTS - TPH EXTENDED RANGE BY ASTM D2887 CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTAS LOG #: 1268-97-5 CLIENT SAMPLE ID: B17-2-2 DILUTION FACTOR: 1 DATE SAMPLED: 08/22/97 DATE RECEIVED: 08/27/97 DATE EXTRACTED: OS/29/97 DATE ANALYZED: OS/29/97 MATRIX: SOIL SAMPLE VOL./WT.: 10 G mr mtk ANALYTE REPORTING LIMIT RESULTS mt mm PPM (MG/KG) PPM (MCJ/KG) m C8 fi HC ND C8 fi HC < C9 1 ND OTT C9 fi lie < CIO 1 ND CIO fi HC< cn 1 ND Cll fi HC< C12 1 ND mt C12 fi HC< C14 1 ND wa C14 fi HC< C16 i ND C16 fi HC< C18 1 ND mm C18 fi HC< C20 1 ND C20 fi HC< C24 1 ND mt C24 fi HC< 08 I ND mm C28 fi HC< C32 1 ND C32 fi HC< C36 I ND M C36 fi HC< C40 1 ND C40 fi HC 1 ND m TOTAL HC 1 ND TPH IDENTIFICATION: NONE HC » HYDROCARBON RL - REPORTING UMTT ND = NON DETECT ABOVE INDICATED REPORTING LIMTT. REPORTING UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. [f^M Pacific Tteatment Analytical Services, Inc. 4340VlewridgeAve.,SuiteA-SanDlego.CA92123 (619)560-7717 FAX (619) 560-7763 m mt m d m m mi m if Hi mt M Hi Ml lit w n • ANALYSIS RESULTS - TPH EXTENDED RANGE BY ASTM D2887 CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTAS LOG #: 1268-97-6 CLIENT SAMPLE ID: B14-2-2 DILUTION FACTOR: 1 DATE SAMPLED: 08/25/97 DATE RECEIVED: 08/27/97 DATE EXTRACTED: 08/29/97 DATE ANALYZED: OS/29/97 MATRIX: SOIL SAMPLE VOL./WT.: 10 G ANALYTE REPORTING LIMTT RESULTS PPM (MG/KG) PPM (MG/KG) C8 fi HC ND C8 fi HC < C9 1 ND C9 fi HC < CIO 1 ND CIO fi HC< Cll 1 ND cn fi HC < C12 1 ND C12 fi HC < C14 1 ND C14 fi HC < C16 1 ND C16 fi HC < C18 1 ND C18 fi HC < C20 1 ND C20 fi HC < C24 1 ND C24 fi HC < C28 1 ND C28 fi HC < C32 1 ND C32 fi HC < C36 1 ND C36 fi HC < C40 1 ND C40 fi HC 1 ND TOT/VLHC 1 ND TPHIDENTEFICATION: NONE HC - HYDROCARBON RL - REPORTINO UMTT ND - NON DETECT ABOVE INDICATED REPORTING LIMTT. REPORTINO UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR [y^JPac/ffc Tteatment Analytical Services, Inc. 4340VlewridgeAve..SulteA«SanDiego,CA92123 (619)560-7717 FAX (619) 560-7763 li mt mt mt m m m m. wt wt ANALYSIS RESULTS - TPH EXTENDED RANGE BY ASTM D2887 CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTAS LOG #: 1268-97-7 CLIENT SAMPLE ID: B2-1-2 DILUTION FACTOR: I DATE SAMPLED: OS/25/97 DATE RECEIVED: 08/27/97 DATE EXTRACTED: 08/29/97 DATE ANALYZED: OS/29/97 MATRDC: SOIL SAMPLE VOL.AVT.: 10 G mn mu ANALYTE REPORTING LIMTT RESULTS mm mm PPM (MG/KG) PPM (MG/KG) mt C8 fi HC 1 ND C8 fi HC < C9 1 ND mm C9 fi HC < CIO 1 ND CIO fi HC < Cll 1 ND Cll fi HC < C12 1 ND mn C12 fi HC < C14 1 ND m C14 fi HC < C16 1 ND C16 fi HC < C18 1 ND •mm C18 fi HC < C20 1 ND wa C20 fi HC < C24 1 ND C24 fi HC < C28 I ND C28 fi HC < C32 I ND C32 fi HC < C36 1 ND m C36 fi HC < C40 1 ND C40 fi HC 1 ND m TOTAL HC 1 ND TPH IDENTMCATION: NONE HC - HYDROCARBON RL ' REPORTING UMTT ND - NON DETECT ABOVE INDICATED REPORTING LIMTT. REPORTING LIMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. Pacific Tteatment Analytical Services, Inc. 4340VlewridgaAve.,SuiteA-SanDle8O.CA92123 (619)560-7717 FAX (619) 560-7763 m m :mt W m m m m Wt m tm m m m if HI ANALYSIS RESULTS - TPH EXTENDED RANGE BY ASTM D2887 CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTAS LOG #: 1268-97-7 (DUPLICATE) CLIENT SAMPLE ID: B2-1-2 (DUPLICATE) DILUTION FACTOR; 1 DATE SAMPLED: 08/25/97 DATE RECEIVED: 08/27/97 DATEEXTRACHED: 08/29/97 DATE ANALYZED: 08/29/97 MATRIX: SOIL SAMPLE VOL./WT.: 10 G m» M mw ANALYTE REPORTING LIMTT RESULTS m» M mw PPM (MG/KG) PPM (MG/KG) am C8 fi HC ND mm a fi HC< C9 1 ND C9 fi HC < CIO 1 ND m CIO fi HC < Cll 1 ND Cll fi HC < C12 1 ND mm CI2 fi HC < C14 1 ND mt C14 fi HC < C16 I ND C16 fi HC < CIS 1 ND «i C18 fi HC < C20 1 ND mt 0:20 fi HC < C24 1 ND C24 fi HC < C28 1 ND m C28 fi HC < C32 1 ND C32 S HC < C36 1 ND mt C36 fi HC < C40 1 ND mm C40 fi HC 1 ND m TOTAL HC 1 ND TPH IDENTIFICATION; NONE HC - HYDROCARBON RL - REPORTING UMTT ND - NON DETECT ABOVE INDICATED REPORTING LIMIT. REPORTINO LIMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. Pacific Tteatment Analytical Services, Inc. 4340VlewndgeAye.,SulteA>SanDlego.CA92123 (619)560-7717 FAX (619) 560-7763 m JHII m m m m m 1 m mt ANALYSIS RESULTS - TPH EXTENDED RANGE BV ASTM D2887 am. CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTAS LOG #: 1268-97-8 CXIENT SAMPLE ID: B8-1-2 DILUTION FACTOR: 1 DATE SAMPLED: 08/25/97 DATE RECEIVED: 08/27/97 DATE EXTRACTED: 08/29/97 DATE ANALYZED: OS/29/97 MATRIX: SOIL SAMPLE VOL./WT.: 10 G ANALYTE REPORTING LIMTT PPM (MG/KG) RESULTS PPM (MG/KG) C8 fi HC 1 ND C8 fi HC < C9 1 ND C9 fi HC < CIO 1 ND •1 CIO fi HC < Cll 1 ND Cll fi HC < C12 1 ND mm C12 fi HC < C14 I ND m C14 fi HC< C16 1 ND C16 fi HC< C18 I ND mm C18 fi HC< C20 1 ND C20 fi HC< C24 1 ND C24 fi HC< C28 I ND mm C28 fi HC< C32 f ND C32 fi HC < C36 ND m C36 fi HC < C40 1 ND C40 fi HC 1 ND mt TOTAL HC 1 ND TPH IDENTIFICATION: NONE HC - HYDROCARBON RL - REPORTINO UMTT ND - NON DETECT ABOVE INDICATED REPORTING UMTT. REPORTINO UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. ^^i^ f>acific Tteatment Analytical Services, Inc. (6i9)560-77i7 FAX (619) 560-7763 MB DP Hi m m « mt m( mt m. mi mk m m m p li 9 ANALYSIS RESULTS - TPH EXTENDED RANGE BY ASTM D2887 m CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTAS LOG #: 1268-97-9 CLIENT SAMPLE ID: Bll-1-2 DaUTION FACTOR: 1 DATE SAMPLED: OS/26/97 DATE RECEIVED: OS/27/97 DATE EXniACTED: 08/29/97 DATE ANALYZED: 08/29/97 MATRIX: SOIL S/J4PLEV0L7WT.: 10 G mt m ANALYTE REPORTING LIMTT RESULTS PPM (MG/KG) PPM (MG/KG) C8 fi HC ND C8 fi HC < C9 1 ND C9 fi HC < CIO 1 ND CIO fi HC< Cll 1 ND cn fi HC < C12 1 ND C12 fi HC < C14 1 ND C14 fi HC < C16 1 ND C16 fi HC < C18 1 ND CIS fi HC < C20 1 ND C20 fi HC < C24 1 ND C24 fi HC < C28 1 ND C28 fi HC < C32 1 ND C32 fi HC < C36 1 ND C36 fi HC < C*0 1 ND C40 fi HC 1 ND TOTAL HC 1 ND TPHIDENTEFICATION: NONE HC - HYDROCARBON RL = REPORTING LIMTT ND - NON DETECT ABOVE INDICATED REPORTING UMTT. REPORTING LIMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR \ Pacific Tteatment Analytical Services, Inc. 4340Vtewri(igeAve.,SutteA-SanD)ego,CA92123 (619)560-7717 FAX (619) 560-7763 m in* mt m m m m m m m ANALYSIS RESULTS - TPH EXTENDED RANGE BY ASTM D2887 m mt CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTAS LOG #: 1268-97-10 CLIENT SAMPLE ID: B22-1-2 DILUTION FACTOR: 1 DATE SAMPLED: 08/26/97 DATE RECEIVED: 08/27/97 DATE EXTRACTED: 08/29/97 DATE ANALYZED; OS/29/97 MATRIX: SOIL SAMPLE VOL./WT.: 10 G ANALYTE REPORTING LIMTT RESULTS PPM (MG/KG) PPM (MG/KG) C8 fi HC 1 ND C8 fi HC < C9 1 ND C9 fi HC < CIO 1 ND CIO fi HC < Cll 1 ND cn fi HC < C12 1 ND C12 fi HC < C14 1 ND C14 fi HC < C16 1 ND C16 fi HC < C18 1 ND C18 fi HC < C20 1 ND C20 fi HC < C24 1 ND C24 fi HC < C28 1 ND C28 fi HC < C32 1 ND C32 fi HC < C36 1 ND C36 fi HC < C40 1 ND C40 fi HC 1 ND TOTAL HC 1 ND TPHIDENTMCATION: NONE HC - HYDROCARBON RL - REPORTING LIMIT ND - NON DETECT ABOVE INDICATED REPORTINO UMTT. REPORTINO UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR Pacific Tteatment Analytical Services, Inc. 4340VlewridgeAve.,Sul1eA*SanDiego,CA92123 (619)560-7717 FAX (619) 560-7763 HI m m mt am m( mt m ml m m m m all m m m m wa QA/QC REPORT m METHOD: TPH BY ASTM D2887-SOIL ACCEPTABLE ACCEPTABLE DATE ANALYZED: 08/29/97 LCS,MS/MSD RPD laai QA/QC SAMPLE: PTAS 1268-97-3 CRITERIA CRITERIA m SPIKED ANALYTE LCS % R MS % R MSD % R RPD % % m DIESEL 106 112 109 3 75-125 <30 LCS S R - LABORATORY CONTROL SAMPLE PERCENT RECOVERY MS S R - MATRIX SPIKE PERCENT RECOVERY MSD S R - MATRIX SPKE DUPUCATE PERCENT RECOVERY RPD - RELATTVE PERCENT DIFFERENCE Pacific Tteatment Analytical Services, Inc. 4340VlewridgeAve.,SuiteA*SanDlego.CA92123 (619)560-7717 FAX (619) 560-7763 il •I m mt m ml m 1 m mi WW m m Hi li ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTAS LOG #: METHOD BLANK SAMPLEID: N/A DILUTION FACTOR: 1 DATE SAMPLED; N/A DATE RECEIVED: N/A DATE EXTRACTED: 09/02/97 DATE ANALYZED: 09/02/97 MATRDC: SOLID SAMPLE VOL./WT.: 30 G ANALYTE REPORTING LIMTT RESULTS PPB (UG/KG) PPB (UG/KG) -1-Naphthylaminc 200 ND mt 1,2,4,5-Tetrachlorobenzene 80 ND 1,2,4-Trichlorobcnzene 20 ND mm 1,2-Dichlorobenzene 25 ND ma 1,3-Dichlorobenzene 25 ND 1,3-Dinitrobenzene 45 ND mm 1,3,5-Trimtrobenzene 40 ND 1,4-Dichlorobenzene 25 ND ma 1,4-Naphthoquinone 50 ND 2-Acetylaminofiuorene 30 ND 2,3,4,6-Tetrachlorophenol 20 ND 2,4,5-Trichloiophenol 30 ND 2,4,6-Trichlotophenol 30 ND •mm 2,4-DichlorophenoI 20 ND mi 2,4-Dimethylphenol 80 ND 2,4-Dinitrophenol 120 ND mtt 2,4-Dinitrotoluene 20 ND mm 2.6-Dichlorophenol 35 ND 2,6-Dinitrotoluene 25 ND ma 2-Chloronaphthalene 30 ND 2-Chlorophenol 25 ND mm 2-Methylnaphthalene 25 ND 2-Methylphcnol 40 ND 2-Naphthylaniine 145 ND Ml 2-NitFoaniUne 100 ND 2-Nitrophenol 20 ND •mm 2-Picoline 35 ND mm 3,3-Dichlorobcnzidine 150 ND 3,3 -Dimethylbenzidine 165 ND 3 -Methylcholanthrene 40 ND 3-MethyIphenol 40 ND 3-Nitroaniline 20 ND w» 4,6-Dinitro-2-methyIphenoI 50 ND 4-Aminobiphenyl 105 ND .MM 4-Bromophenyl-phenylether 25 ND 4-Chloro-3 -methylphenol 20 ND 4-ChloroaniUne 105 ND 4-ChlorophcnyI-phcnyIethcr 25 ND 4-Methylphenol 40 ND 4-NitroaniIine 45 ND mm 4-Nitrophenol 40 ND PTAS DCN 300-017 (Rev 7/97) Pacific Tteatment Analytical Services, Inc. 4340VlewridgeAve..SuiteA»SanDlego.CA92123 (619)560-7717 FAX (619) 560-7763 IP tm mi m m ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS DATE SAMPLED: N/A iHili DATE RECEIVED: N/A PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD DATE EXTRACTED: 09/02/97 ••mi PTAS LOG #: METHOD BLAitiK DATE ANALYZED: 09/02/97 SAMPLEID: N/A MATRIX: SOLID DILUTION FACTOR: 1 SAMPLE VOL./WT.: 30 G •IM IM ANALYTE REPORTING LIMTT RESULTS •IM IM PPB (UG/KG) PPB (UG/KG) mm 5-Nitro-o-toluidiiie 30 ND aa 7,12 Dimethylbenzanthracene 25 ND a'a Dimethylphenethylamine 75 ND mm Acenaphthene 25 ND wt Acenaphthylene 25 ND Acetophenone 20 ND mt Aniline 130 ND aw Anthracene 20 ND Benzidine 150 ND mm Benzo(a)anthracenc 20 ND Benzo(a)pyiene 25 ND mm Benzo(b)fluoranthene 30 ND mt Benzo(g,h.i)pecylene 60 ND Benzo(k)fluoranthcne 20 ND ma Benzoic Acid 70 ND Bcn^l alcohol 35 ND Bis(2-Chloroethoxy)mcthane 20 ND mi Bis(2-Chloroethyl)ether 25 ND Bis(2-Chloroisopropyl)ethcr 25 ND mm Bis(2-Ethylhexyl)phthalate 45 ND m Butylben^lphthalate 40 ND Chrysene 20 ND mm, Di-n-butylphthalate 40 56 mm Di-n-octylphthalate 40 ND wm Dibenz(a,h)anthracenc 45 ND mm Dibenzofuran 25 ND Diethylphthalate 20 ND mt Dimethyiphthalate 20 ND Diphenylamine 135 ND Ethyl methanesulfonate 20 ND m Fluoranthene 20 ND Fluorene 25 ND •mm Hexachlorobenzene 20 ND mm Hcxachlor(4)utadicnc 20 ND Hexachlorocyclopentadiene 85 ND — Hexachloroethane 25 ND Indeno(l,2,3-cd)pyrene 40 ND Isophorone 20 ND mm Methy! methanesulfonate 25 ND N-Nitroso-di-n-butylamine 35 ND N-Nitroso-di-n -propylamine 30 ND \ Pacific Tteatment Analytical Services, Inc. 4340 viewridge Ave., suite A-San Diego, CA 92123 'T619)'5io-7717'*'F^6l^^60-7763 m m •Ik- tm m m mt tm m m WW tm m mt Mt m m ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTAS LCX3 #: METHOD BLANK SAMPLEID: N/A DILUTION FACTOR: 1 DATE SAMPLED: N/A DATE RECEIVED: N/A DATE EXTRACTED: 09/02/97 DATE ANALYZED: 09/02/97 MATRIX: SOLID SAMPLE VOL./WT.: 30 G ANALYTE REPORTING LIMIT RESULTS PPB (UG/KG) PPB (UG/KG) N-Nitroso-dimethylamine 65 ND ma N-Nitrosodiphenylamine 135 ND N-Nitrosopiperidinc 30 ND Naphthalene 20 ND IM Nitrobenzene 20 ND o-Toluidine 100 ND Pentachlorobenzene 25 ND tm Pentachloronitrrfwnzene 25 ND Pentachlorophenol 40 ND mm Phenacetin 20 ND Phenanthrene 20 ND mw Phenol 30 ND Pronamide 20 ND mM mm Pyrene 40 ND mM mm ND - NON DETECT ABOVE INDICATED REPORTING UMTT. REPORTIN UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. SURROGATE SPIKE DATA ACCEPTABLE CRITERIA % RECOVERY 2-FLUOROPHENOL 25-121 70 PHEN0L-d6 24-113 SO NTrROBENZENE-d5 23-120 73 •mm 2-FLUOROBIPHENYL 30-115 75 2,4,6-TRIBROMOPHENOL 19-122 81 mm 4-TERPHENYL-dl4 18-137 82 _ „ ,^ ^ ^ J , PTAS DCN 30(WI7 (Rev 7/97) .^^1 Pacific Tteatment Analytical Services, Inc. 4340Vlewr1il8eAve.,SuiteA-SanDlego,CAg2123 (619)560-7717 FAX (619) 560-7763 Hi w§ wa m m tm IM WW m 4«l IR «» » H m m W m ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTAS LOG #: 1268-97-4 SAMPLEID: B24-1-2 DILUTION FACTOR: I DATE SAMPLED: OS/22/97 DATE RECEIVED: OS/27/97 DATE EXmACTED: 09/0V97 DATE ANALYZED: 09/02/97 MATRIX: SOIL SAMPLE V0L7WT.: 30 G ANALYTE REPORTING LZMTT RESULTS »mt PPB (UG/KG) PPB (UG/KG) mm 1-Naphthylamine 200 ND m 1,2,4,5-TetrachlorobeiuKne 80 ND L2,4-TrichIorobenzcne 20 ND -mm 1,2-Dichlorobenzene 25 ND 1,3-Dichlorobenzene 25 ND 1,3-Dinitrobenzenc 45 ND mm 1,3,5-Triiutrobenzene 40 ND ma 1,4-Dichlorobenzcnc 25 ND 1,4-Naphthoquinone 50 ND mm 2-AcctyIaminofluorenc 30 ND 2,3,4,6-Tetfachlorophenol 20 ND ma 2,4,5-Trichlor(^henol 30 ND mm 2,4,6-TrichJorophcnol 30 ND 2,4-Dichlorophenol 20 ND mm 2,4-Dimethylphenol 80 ND 2.4-Dinitrophenol 120 ND mm 2,4-Dinitrotoluene 20 ND m 2,6-Dichlorophenol 35 ND 2,6-Dinitrotoluene 25 ND mm 2-Chloronaphthalcnc 30 ND m 2-Chlorophenol 25 ND 2-Methylnaphthalene 25 ND •mm 2-Mcthylphenol 40 ND mt 2-NaphthyUunine 145 ND 2-NitroaniIine 100 ND mm 2-Nitrophenoi 20 ND 2-Picoline 35 ND mm 3,3 -Dichlorobenzidine 150 ND 3,3-Dtmethylbenzidine 165 ND •mm 3-MethylchoianthTcne 40 ND •m 3-Methylphenol 40 ND 3-NitroaniUne 20 ND — 4,6-Dimtro-2-mcthylphenol 50 ND ma 4-Aminobiphenyl 105 ND 4-Bromophcnyl-phenylether 25 ND 4-Chloro-3-methyIphenoI 20 ND 4-Chloroaniline 105 ND •mm 4-ChlorophenyI-phcnylcther 25 ND tm 4-Methylphenol 40 ND 4-Nitroaniline 45 ND ma 4-Nitrophenol 40 ND \ Pacific Tteatment Analytical Services, Inc. 4340 WewildBe Ave., Suite A. San Diego, CA 92123 *T619)^0-77?7**^FS*6?S^60-7763 u mt. am Ml M 19 mt m mt m W m H Ji ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTASLCXJ#: 1268-97-4 SAMPLEID: B24-1-2 DILUTION FACTOR: 1 DATE SAMPLED: 08/22/97 DATE RECEIVED: OS/27197 DATE EXTRACTED: 09/02/97 DATE ANALYZED: 09/02/97 MATRDC: SOIL SAMPLE VOL./WT.: 30 G ANALYTE REPORTING LIMTT RESULTS mm PPB (UG/KG) PPB (UG/KG) mm 5-Nitro-o-toluidine 30 ND am 7,12 Dimethylbenzanthracene 25 ND a'a Dimethylphenethylamine 75 ND mam Acenaphthene 25 ND ma Acenaphthylene 25 ND Acetophenone 20 ND Aniline 130 ND Anthracene 20 ND Benzidine 150 ND mm Be&zo(a)anthracene 20 ND Benzo(a)pyrene 25 ND mm Benzo(b)fluoranlhene 30 ND Benzo(g,h,i)peiylene 60 ND Benzo(k)fluoranthene 20 ND mt Benzoic Acid 70 ND Benzyl alcohol 35 ND Bis(2-Chloroetho}Q')methane 20 ND MF Bis(2-Chloroethyl)ether 25 ND Bis(2-Chloroisopropyl)ether 25 ND mm Bis(2-Ethylhcxyl)phthalatc 45 ND mm Butylbenzylphthalate 40 ND Ch^ne 20 ND mm Di-n^utylphthalate 40 ND Di-n-octylphthalate 40 ND mm Dibenz(a,h)anthracene 45 ND Dibenzofuran 25 ND Diethylphthalate 20 ND mm Dimethyiphthalate 20 ND Diphenylamine 135 ND Ethyl methanesulfonate 20 ND •mt Fluoranthene 20 ND Fluorene 25 ND — Hexachlorobenzene 20 ND mm Hexachlorobutadiene 20 ND Hexachlorocyclopentadiene 85 ND Hexachloroethane 25 ND Indeno(l,2,3-cd)pyTene 40 ND mm Isophorone 20 ND Methyl methanesulfonate 25 ND N-Nitroso-di-n-butylaminc 35 ND •ma N-Nitroso-di-n-propylamine 30 ND mm iMi mi. ^ ^ m a ^1 a ^ J a PTAS DCN 300-017 (Rev 7/97) Pacific ireatment Analytical services, inc. 4340 Vtewtldge Ave., suite A-San Diego, CA 92123 (619)560-7717 FAX (619) 560-7763 m- w WW mt WW aW m m wa m m m i II ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS tm CLIENT: WCX)DWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTAS LOG #: 1268-97-4 SAMPLEID: B24-1-2 DILUTION FACTOR: 1 DATE SAMPLED: 08/22/97 DATE RECEIVED: 08/27/97 DATE EXTRACTED; 09/02/97 DATE ANALYZED: 09/02/97 MATRIX: SOIL SAMPLE VOL./WT.: 30 G ANALYTE REPORTING LIMTT RESULTS •m PPB (UG/KG) PPB (UG/KG) mm N-Nitroso-dimethylamine 65 ND N-Nitrosodiphenylamine 135 ND N-Nitros<^iperidine 30 ND mm Naphthalene 20 ND mm Nitrobenzene 20 ND o-Toluidine 100 ND mm Pentachlorobenzene 25 ND Pentachloronitrobenzene 25 ND Pentachlorophenol 40 ND amm Phenacetin 20 ND Phenanthrene 20 ND ma Phenol 30 ND Pronamide 20 ND mt Pyrcne 40 ND ND - NON DETECT ABOVE INDICATED REPORTING UMTT. REPORTIN LIMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. mm SURROGATE SPIKE DATA ACCEPTABLE CRITEIUA % RECOVERY mm 2-FLUOROPHENOL 25-121 68 PHEN0L-d6 24-113 77 mm NTrR0BENZENE-d5 23-120 69 'mi. 2-FLUOROBIPHENYL 30-115 71 2,4,6-TRIBROMOPHENOL 19-122 76 m 4-TERPHENYL-dl4 18-137 91 iMi -K. a. a. m i i J i PTAS DCN 300-017 O^w 7/97) \ Pacific Tteatment Analytical Services, Inc. 4340MewrtdgeAve.,SulteA-SanDiego,CA92123 (619)560-7717 FAX (619) 560 7763 Wtt Ml Wi m. at mil wit tm. m m m m ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTAS LCX} #: 1268-97-5 SAMPLE ID: B17-2-2 DILUTION FACTOR: 1 DATE SAMPLED: OS/22/97 DATE RECEIVED: OS/27/97 DATE EXTRACTED: 09/02/97 DATE ANALYZED: 09/02/97 MATRIX: SOIL SAMPLE VOL./WT.: 30 G ANALYTE REPORTING LIMTT RESULTS ••mm PPB (UG/KG) PPB (UG/KG) mm 1-Naphthylamine 200 ND «• 1,2,4,5-Tetrachlorobenzene 80 ND 1,2,4-Trichlon)benzcnc 20 ND mm 1,2-Dichlorobenzene 25 ND m 1,3-Dichlorobenzene 25 ND 1,3-DinitFobenzene 45 ND mm 1,3,5-Trinitrobenzene 40 ND mm 1,4-Dichlorobenzene 25 ND 1,4-Naphthoquinone 50 ND mm 2-Ace^laminofluorene 30 ND 2,3,4,6-Tetrachlorophenol 20 ND mm 2,4,5-Trichlorophjenol 30 ND •mm 2,4.6-Trichlorq>henol 30 ND 2,4-Dichloropheno! 20 ND m 2,4-Dimethylphcnol 80 ND 2,4-Dinitrophenol 120 ND Mm 2,4-Dinitrotoluene 20 ND 2,6-Dichlorophcnol 35 ND 2,6-Dinitrotoluene 25 ND — 2-Chloronaphthalene 30 ND mm 2-Chlorophenol 25 ND 2-Methylnaphthalene 25 ND tm. 2-Methylphenol 40 ND 2-Naphthylamine 145 ND mm 2-Nitroaniline 100 ND mm. 2-Nitrophenol 20 ND 2-Picoline 35 ND 3,3 -Dichlorobenzidine 150 ND 3,3 -Dimethylbenzidine 165 ND 3 -Methylcholanthrene 40 ND 3-Nfethylphenol 40 ND 3-Nitroaniline 20 ND 4,6-Diratn)-2-methylphcnol 50 ND 4-AniinobiphenyI 105 ND 4-BromophenyI-phenylether 25 ND .« 4-Chloro-3 -methylphenol 20 ND 4-ChIoroaniline 105 ND 4-Chlorophenyl-phenylether 25 ND •m. 4-MethyIphenol 40 ND 4-Nitroaniline 45 ND mt 4-Nitrophenol 40 ND n tmt mi. a. a. m a ^f.^t *» J I PTAS DCN 300-017 (Rev 7/97) jg-- ^Pacific Tteatment Analytical Services, Inc. 4340VlewrtdgeAve..SulteA«SanDleoo,CA92123 (619)560-7717 FAX (619) 560-7763 tm m tm m mt m WW mt m WW il IH m m m m m. P il ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS DATE SAMPLED: OS/22/97 DATE RECEIVED: 08/27/97 PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD DATE EXTRACTED: 09/02/97 PTAS LOG #: 1268-97-5 DATE ANALYZED: 09/02/97 SAMPLEID: B17-2-2 MATRIX: SOIL DILUTION FACrrOR: 1 SAMPLE VOL./WT.: 30 G ANALYTE REPORTING LIMTT RESULTS mm PPB (UG/KG) PPB (UG/KG) 5-Nitro-o-toluidine 30 ND tm 7,12 Dimethylbenzanthracene 25 ND a'a Dimethylphenethylamine 75 ND aam Acenaphthene 25 ND m Acenaphthylene 25 ND Acetophenone 20 ND mm Aniline 130 ND Anthracene 20 ND mm Benzidine 150 ND mm Benzo(a)anthracettc 20 ND Benzo(a)pyrene 25 ND ma Benzo(b)fluoranthene 30 ND Bcnzo(g,h,i)peiylcne 60 ND mm Benzo(k)£luoranthene 20 ND ma Benzoic Acid 70 ND Benzyl alcohol 35 ND Bis(2-Chloroethoxy)methane 20 ND Bis(2-Chloroethyl)eiher 25 ND Bis(2-Chloroisc^ropyl)ether 25 ND mm Bis(2-Ethylhexyl)phthalate 45 ND mm Butylbenzylphthalate 40 ND Chiysene 20 ND -•mm Di-n-butylphthalate 40 ND Di-n-octylphthalate 40 ND mt Dibcnz(a,h)anthraccne 45 ND Dibenzofuran 25 ND mm Diethylphthalate 20 ND mmf Dimethyiphthalate 20 ND Diphenylamine 135 ND mm. Ethyl methanesulfonate 20 ND m Fluoranthene 20 ND Fluorene 25 ND Hexachlorobenzene 20 ND •ma Hexachlorobutadiene 20 ND Hexachlorocyclopentadiene 85 ND •m Hexachloroethane 25 ND lndcno( 1,2,3-cd)pyreiie 40 ND mm Isophorone 20 ND Methyl methanesulfonate 25 ND N-Nitroso-di-n-butylaminc 35 ND am N-Nitroso-di-n-propylamine 30 ND m m , .at I ms J • PTAS DCN 300-017 (R*v 7/97) :9#iP8C/nC Tteatment Analytical Services, Inc. 4340VlewridgeAve.,SulteA-SanDlego.CA92123 (619)560-7717 FAX (619) 560-7763 mtt t» WW m m^ mt m tm wt, mi mt m mt m i i ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTAS LOG #: 1268-97-5 SAMPLEID: B17-2-2 DILUTION FACTOR: 1 DATE SAMPLED: OS/22/97 DATE RECEIVED: 08/27/97 DATE EXTRACTED: 09/02/97 DATE ANALYZED: 09/02/97 MATRIX: SOIL SAMPLE VOL./WT.: 30 G ANALYTE REPORTING LIMTT RESULTS mm PPB (UG/KG) PPB (UG/KG) mm N-Nitroso-dimethylaminc 65 ND mm N-Nitrosodiphenylamine 135 ND N-Nitrosopiperidinc 30 ND Naphthalene 20 ND Nitrobenzene 20 ND o-Toluidine 100 ND Pentachlorobenzene 25 ND Pentachloronitrobenzene 25 ND mm Pentachlorophenol 40 ND mm Phenacetin 20 ND Phenanthrene 20 ND ma Phenol 30 ND Pronamide 20 ND mm mm Pyrene 40 ND ND - NON DETECT ABOVE INDICATED REPORTINO LIMTT. mm REPORTIN UMTFS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUnON FACTOR. mm SURROGATE SPKE DATA ACCEPTABLE CRITEIUA % RECOVERY mm 2-FLUOROPHENOL 25-121 63 PHEN0L-d6 24-113 73 mm NTrR0BENZENE-d5 23-120 63 •mm 2-FLUOROBIPHENYL 30-115 68 2,4,6-TRIBROMOPHENOL 19-122 73 m 4-TERPHENYL-dl4 18-137 87 — r59V « ^ . a.,a a^ J a PTAS DCN 300017 (Rev 7/97) i^^M Pacific Tteatment Analytical Services, Inc. 4340VlewridgeAve.,SuiteA-SanOlego,CA92123 (619)560-7717 FAX(619)5( 560-7763 mJ mt mt WW tt H m m «» tt tt mil li i m m I i ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WCX)DWARD-CLYDE CONSULTANTS PROJECT N/W^E/No.: CARLSBAD-VISTA SEWER/SD PTASL(XJ#: 1268-97-6 SAMPLEID: B14-2-2 Dtt-UnON FACTOR: 1 DATE SAMPLED: 08/25/97 DATE RECEIVED: 08/27/97 DATE EXTRACTED: 09/02/97 DATE ANALYZED: 09/02/97 MATRDC: SOIL SAMPLE V0L7WT.: 30 G ANALYTE REPORTING LIMTT RESULTS PPB (UG/KG) PPB (UG/KG) 1-Naphthylamine 200 ND mt 1,2,4,5-Tetrachlorobcnzene 80 ND L2,4-Trichlor6benzenc 20 ND mm 1,2-DicbIorobenzene 25 ND m 1,3 -Dichlorx)benzene 25 ND 1,3-Dinitrobenzene 45 ND mm 1,3,5-Trinitrobenzene 40 ND mm 1.4-Dichlorobenzene 25 ND 1,4-Napbthoquinone 50 ND mm 2-Ace^ldnunofluorene 30 ND 2,3,4,6-Tetrachlorc^henol 20 ND ma 2,4,5-Trichlorophcnol 30 ND •mm 2,4,6-Trichlorc^henol 30 ND 2,4-Dichlorophenol 20 ND mar 2,4-Dimcthylphenol 80 ND 2,4-Dinitrophenol 120 ND mm 2,4-Dinitrotoluene 20 ND <im 2,6-Dichlorophenol 35 ND 2,6-Dinitrotoluene 25 ND mm 2-Chloronaphthalene 30 ND mm 2-Chlorophenol 25 ND 2-Methylnaphthalenc 25 ND mm. 2-Methylphenol 40 ND 2-Naphtbylaininc 145 ND mm 2-Nitroaiuline 100 ND 2-Nitropbenol 20 ND 2-Picolinc 35 ND •mr 3,3 -Dichlorobenzidine 150 ND 3,3 -Dimethylbenzidine 165 ND m» 3-MethylcholanthTene 40 ND <m 3-MethylphenoI 40 ND 3-Nitroamline 20 ND -m 4,6-Dinitro-2-methylphenol 50 ND •m 4-Aminol)iphcnyl 105 ND 4-Bromophenyl-phenylcthcr 25 ND 4-Chloro-3-methylphenol 20 ND 4-Chloroaniline 105 ND 4-Chlorophenyl-phcnylether 25 ND 4-Methylphenol 40 ND 4-Nitroaniline 45 ND ma 4-Nitrophenoi 40 ND mm ,^ m^ ^ M. M a .ml a fm j a PTAS DCN 300-017 (Rcv 7/97) Pacific Tteatment Analytical Services, Inc. 4340VlewridgeAve..SuiteA«SanDiego.CA92123 (619)560-7717 FAX (619) 560-7763 mm tm WW m WW m tm tt tm tm WW WW mt tt m m i 1 ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAMEmo.: CARLSBAD-VISTA SEWER/SD PTASLCKJ*: 1268-97-6 SAMPLEID: B14-2-2 DILUTION FACTOR: 1 DAIE SAMPLED: 08/25/97 DATE RECEIVED: 08/27/97 DATE EXTRACTED: 09/02/97 DATE ANALYZED; 09/02/97 MATRDC: SOIL SAMPLE VOL./WT.: 30 G ANALYTE REPORTING LIMTT RESULTS PPB (UG/KG) PPB (UG/KG) am 5-Nitro-o-toluidine 30 ND UM 7,12 Dimethylbenzanthracene 25 ND a'a Dimethylphenethylamine 75 ND mm Acenaphthene 25 ND ma Acenaphthylene 25 ND Acetophenone 20 ND Aniline 130 ND Anthracene 20 ND WM Benzidine 150 ND Benzo(a)anthraccne 20 ND Benzo(a)pyrenc 25 ND Benzo(b)fluoranthenc 30 ND Bcnzo(g,h,i)perylene 60 ND mm Benzo(k)fluoranthcnc 20 ND mm Benzoic Acid 70 ND Benzyl alcohol 35 ND mm Bis(2-Chloroethoxy)methane 20 ND mm Bis(2-ChloroethyI)ether 25 ND Bis(2 -Chloroisopro0'l)ether 25 ND Bis(2-Ethylhexyl)phthalate 45 ND mm Butylbenzylphthalate 40 ND Chrysene 20 ND Di-n-butylphthalate 40 ND Di-n-octylphthalatc 40 ND mm Dibenz(a, h)anthracene 45 ND Dibenzofiiran 25 ND mam Diethylphthalate 20 ND mm Dimethyiphthalate 20 ND Diphenylamine 135 ND mm Eihyi methanesulfonate 20 ND mm Fluoranthene 20 ND Fluorene 25 ND mm Hexachlorobenzene 20 ND mt Hexachlorobutadiene 20 ND Hexachlorocyclopentadiene 85 ND <« Hexachloroethane 25 ND Indeno(l,2,3-cd)pyrene 40 ND •mm Isophorone 20 ND Methyl methanesulfonate 25 ND N-Nitroso-di-n-butylamine 35 ND N-Nitroso-di-n-propylamine 30 ND PTAS DCN 300-017 (Rev 7/97) \ Pacific Tteatment Analytical Services, Inc. 4340Vlewr1dgeAve.,SulteA*SanDiego,CA92123 (619)560-7717 FAX (619) 560-7763 nn tmt m md m w ^m tt mt WW tm mt tt tt tt tt tt tt tt « 11 m i i il ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT; WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTAS LOG #; 1268-97-6 SAMPLEID: B14-2-2 DILUTION FACTOR: 1 DATE SAMPLED: OS/25/97 DATE RECEIVED: 08/27/97 DATE EXTRACTED: 09/02/97 DATE ANALYZED: 09/02/97 MATRIX: SOIL SAMPLE VOL./WT.; 30 G ANALYTE REPORTING LIMIT RESULTS PPB (UG/KG) PPB (UG/KG) mmt N-Nitroso-dimetiiylanune 65 ND tm N-Nitrosodiphenylamine 135 ND N-Nitrosopiperidinc 30 ND mm Naphthalene 20 ND mm Nitrobenzene 20 ND o-Toluidine 100 ND ma Pentachlorobenzene 25 ND Pentachloronitrobenzene 25 ND mm Pentachlorophenol 40 ND mm Phenacetin 20 ND Phenanthrene 20 ND ma Phenol 30 ND Pronamide 20 ND •mm Pyrene 40 ND mu ND - NON DETECT ABOVE INDICATED REPORTING UMIT. REPORTIN UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR SURROGATE SPIKE DATA 2-FLUOROPHENOL PHEN0L-d6 NTrR0BENZENE-d5 2-FLUOROBIPHENYL 2,4,6-TRIBROMOPHENOL 4-TERPHENYL-dl4 ACCEPTABLE CRITERU 25-121 24-113 23-120 30-115 19-122 18-137 % RECOVERY 67 75 68 70 74 78 CSw\ Pacific Tteatment Analytical Services, Inc. 4340 viewridge Ave. suite A* san oiego. CA 92123 PTAS DCN 300-017 (Rev 7/97) (619)560-7717 FAX (619) 560-7763 ma mt.- m, ma.- HI t^ tt mt tt tt m m tt tt tt tt tt tt m m i m ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTAS LOG #: 1268-97-6 (DUPLICATE) SAMPLE ID: B14-2-2 (DUPLICATE) DILUTION FACTOR: I DATE SAMPLED: 08/25/97 DATE RECEIVED: 08/27/97 DATE EXTRACTED: 09/02/97 DATE ANALYZED: 09/02/97 MATRIX: SOIL SAMPLE VOL./WT.: 30 G ANALYTE REPORTING LIMIT RESULTS I'M PPB (UG/KG) PPB (UG/KG) 1-Naphthylamine 200 ND mm 1,2,4,5-Tetrachlot6benzene 80 ND 1,2,4-Trichlorobenzene 20 ND •mm 1,2-Dichlorobenzcnc 25 ND m 1,3-Dichlorobenzene 25 ND 1,3-Dinitrobenzcne 45 ND mm 1,3,5-Trinitrobenzene 40 ND •mm 1,4-DichIorobenzene 25 ND m^ 1,4-Naphthoquinone 50 ND mm 2-Acetylaminofluorene 30 ND 2,3,4,6-Tetrachlorophcnol 20 ND 2,4,5-TrichIoiophenol 30 ND •mm 2,4^6-Trichloro|)heno] 30 ND 2,4'Dichlorophenol 20 ND mt 2,4'Dimethylphenol 80 ND 2,4^Dinitrophenol 120 ND •mm 2,4'Dimtrotoluene 20 ND m 2,6'Dichlorophenol 35 ND 2,6'Dinitrotoluene 25 ND mm 2-Chloronaphthalene 30 ND 2-Chlorophenot 25 ND 2-Methylnaphthalene 25 ND mm 2-Methylphenol 40 ND mm 2-Naphthylamine 145 ND mm 2-NitroaniUne 100 ND ma, 2-Nitrophcnol 20 ND 2-PicoUnc 35 ND mm 3,3 -Dichlorobenzidine 150 ND 3,3-DimethyIbenzidine 165 ND 3 -Methylcholanthrene 40 ND •am 3-Methylphenol 40 ND 3-Nitroaniline 20 ND mm 4,6-Dinitro-2-methylphenol 50 ND 4-AminobiphcnyI 105 ND 4-BromophenyI-phenylether 25 ND -4-Chloro-3-methyIphcnol 20 ND 4-ChloToaniline 105 ND 4-ChloropheityI-phenyIether 25 ND 4-Mcthylphenol 40 ND 4-Nitroaniline 45 ND 4-Nitrophenol 40 ND PTAS DCN 300-017 (Rev 7/97) \Pacific Tteatment Analytical Services, Inc. 4340\flewi1dgeAve.,SulteA«SanDiego,CA92123 (619)560-7717 FAX (619) 560-7763 ms m m tt tt mt tt tt tt tt tt tt tt tt tt M m m i II ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.; CARLSBAD-VISTA SEWER/SD PTAS LOG #: 1268-97-6 (DUPLICATE) SAMPLEID: B14-2-2(DUPLICATE) DILUTION FACTOR: 1 DATE SAMPLED: OS/25/97 DATE RECEIVED: 08/27/97 DATE EXTRACTED: 09/02/97 DATE ANALYZED: 09/02/97 MATRDC: SOIL SAMPLE VOL./WT.: 30 G ANALYTE REPORTING LIMTT RESULTS PPB (UG/KG) PPB (UG/KG) mm 5-Nitro-o-toluidine 30 ND mm 7,12 Dimethylbenzanthracene 25 ND a'a Dimethylphenethylamine 75 ND Acenaphthene 25 ND ma Acenaphthylene 25 ND Acetophenone 20 ND mm Aniline 130 ND mm Anthracene 20 ND Benzidine 150 ND mm Benzo(a)anthracene 20 ND Benzo(a)pyrene 25 ND ma Benzo(b)fIuoranthene 30 ND mm Benzo(g,h,i)peiylene 60 ND Benzo(k)fluoranthene 20 ND mm Benzoic Acid 70 ND Benzyl alcohol 35 ND mm Bis(2-Chloroethoxy)methane 20 ND mm Bis(2-Chloroethyl)ether 25 ND Bis(2-Chloroisq>ropyl)ethcr 25 ND mm Bis(2-Ethylhexyl)phthalate 45 ND mm Butylbenzylphthalate 40 ND Chrysene 20 ND mm Di-n-butylphthalatc 40 ND Di-n-octylphthalate 40 ND mm Dibenz(a,h)anthracene 45 ND mm Dibenzofuran 25 ND Diethylphthalate 20 ND •mm Dimethyiphthalate 20 ND Diphei^laminc 135 ND mm Ethyl methanesulfonate 20 ND m Fluoranthene 20 ND Fluorene 25 ND •mm Hexachlorobenzene 20 ND mm Hexachlorobutadiene 20 ND Hexachlorocyclopentadiene 85 ND Hexachloroethane 25 ND Indeno(l,2,3-cd)pyTenc 40 ND Isophorone 20 ND •mm. Methyl methanesulfonate 25 ND N-Nitroso-di-n-butylamine 35 ND mt N-Nitroso-di-n-propylamine 30 ND r *l\ ^ m a .mt M ^ J a PTAS DCN 300-017 (Rcv 7/97) Imm^l Pacific Treatment Analytical Services, Inc. 4340ViewrldgeAve., suite A. San Diego, CA 92123 (619)560-7717 FAX(619)56i>-7763 W tt tt •f tt tt tt tt tt tt tt w tt tt i il il f II ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTAS LOG #: 1268-97-6 (DUPLICATE) SAMPLE ID: BI4-2-2 (DUPLICATE) DILUTION FACTOR: 1 DATE SAMPLED: OS/25/97 DATE RECEIVED; OS/27/97 DATEEXTOACHED: 09/02/97 DATE ANALYZED: 09/02/97 MATRIX: SOIL SAMPLE V0L7WT.: 30 G ANALYTE REPORTING LIMTT RESULTS mi PPB (UG/KG) PPB (UG/KG) mm. N-Nitroso-dimethylamine 65 ND ma N-Nitrosodiphenylamine 135 ND N-Nitiosopiperidine 30 ND Ns^hthalene 20 ND mt I^fltrobenzene 20 ND o-Toluidine 100 ND mm Pentachlorobenzene 25 ND Pcntachloronitroibenzene 25 ND Pentachlorophenol 40 ND mm Phenacetin 20 ND Phenanthrene 20 ND mm Phenol 30 ND Pronamide 20 ND mm Pyrene 40 ND ND - NON DETECT ABOVE INDICATED REPORTING UMTT. REPORTIN UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. SURROGATE SPIKE DATA ACCEPTABLE CRITERIA % RECOVERY mm 2-FLUOROPHENOL 25-121 57 mm PHEN0L.d6 24-113 67 ^m NTTR0BENZENE-d5 23-120 62 mm 2-FLUOROBIPHENYL 30-115 69 2,4,6-TRIBROMOPHENOL 19-122 62 mm 4-TERPHENYL-dl4 18-137 85 r im m ^ m J i PTAS DCN 300^17 (R*v 7/9?) [^^f Pacific Tteatment Analytical Services, Inc. 4340 viewridge Ave., suite A-San Diego, CA 92123 (619)560-7717 FAX (619) 560-7763 mtt m ml tt tt tt tt tt tt tt tt tt tt tt tt tt ff ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WOODWARD-CLYDE CONSULT/INTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTASUXJ#: 1268-97-9 SAMPLEID: Bll-1-2 DILUTION FACTOR: 1 DATE SAMPLED: 08/26/97 DATE RECEIVED: OS/27197 DATE EXTRACTED: 09/02/97 DATE ANALYZED: 09/02/97 MATRIX: SOIL SAMPLE VOL./WT.: 30 G ANALYTE REPORTING LIMTT RESULTS PPB (UG/KG) PPB (UG/KG) 1 -Naphthylamine 200 ND «i 1,2,4,5-Tetrachlorobcnzene 80 ND 1,2,4-Trichlorobenzene 20 ND mm l,2-Dichlor6benzene 25 ND mt 1,3 -Dichlorobenzene 25 ND 1,3 -Dinitrobenzene 45 ND ma 1,3.5-Trinitrobenzene 40 ND Mmt 1,4-Dichlorobenzene 25 ND 1,4-Naphthoquinone 50 ND mat, 2-Acetylaminofluorenc 30 ND 2,3,4,6-Tetrachlorophenol 20 ND W 2,4,5-Trichlorophenol 30 ND 2,4,6-TrichlorophenoI 30 ND 2,4-Dichlorophcnol 20 ND •mm 2,4-Dimethylphenol 80 ND 2,4-Dinitrophenol 120 ND •mm 2,4-Dinitrotoluene 20 ND m 2,6-Dichlorophenol 35 ND 2,6-Dinitrotoluene 25 ND mm 2-Chloronaphthalene 30 ND mm 2-Chlor(^henol 25 ND 2-Methylnaphthalcne 25 ND mm 2-Methylphenol 40 ND 2-Naphthylaminc 145 ND m 2-Nitroaniline 100 ND -.rm 2-Nitrophenol 20 ND 2-PicoIine 35 ND mt 3,3 -Dichlorobenzidine 150 ND 3,3-Dimethylbenzidine 165 ND ••am 3 -Methylcholanthrene 40 ND m 3-MethyIphenol 40 ND 3-Nitroaniline 20 ND 4,6-Dinitro-2-methylphenol 50 ND 4-Aminobiphcnyl 105 ND 4-Bromophenyl-phenylethcr 25 ND 4-Chloro-3-methylphenoi 20 ND 4-Chloroamline 105 ND 4-ChIorophenyl-phenyiether 25 ND 4-MethyIphenol 40 ND 4-Nitroaniline 45 ND ml 4-Nitrophenol 40 ND . » . mm ,^1 J . PTAS DCN 300^17 (Rev 7/97) I Pacific Tteatment Analytical Services, Inc. 4340 viewridge Ave., suite A • san Diego, CA 92123 (619) 550-7717 FAX (619) 560-7763 mi »% tm tm m mt m tt m tt tt tt tt tt m m. m m m m i m ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS CLIENT: WCX)DW/UU)-CLYDE CONSULTANTS PROJECT NAME/No.; CARLSBAD-VISTA SEWER/SD PTAS LOG #: 1268-97-9 SAMPLEID: Bn-1-2 DILUTION FACTOR: 1 DATE SAMPLED: OS/26/97 DATE RECEIVED: OS/27/97 DATE EXTRACTED: 09/02/97 DATE ANALYZED: 09/02/97 MATRIX: SOIL SAMPLE VOL./WT.; 30 G ANALYTE REPORTING LIMTT RESULTS mm PPB (UG/KG) PPB(UG«G) •* 5-Nitro-o-toIuidine 30 ND mm 7,12 Dimethylbenzanthracene 25 ND a'a Dimethylphenethylamine 75 ND mm Acenaphthene 25 ND ma Acenaphthylene 25 ND Acetophenone 20 ND mm Aniline 130 ND Anthracene 20 ND ma Benzidine 150 ND m^ Benzo(a)anthracene 20 ND Benzo(a)pyrene 25 ND Benzo(b)fluoranthene 30 ND Beiizo(g,h,i)peiylene 60 ND Beiizo(k)fluoranthene 20 ND Benzoic Acid 70 ND Benzyl alcohol 35 ND mm Bis(2-Chloroethoxy)methanc 20 ND m Bis(2-Chloroethyl)ether 25 ND Bis(2-Chloroisopropyl)ether 25 ND mm Bis(2-Ethylhcxyl)phthalate 45 ND mt Butylbenzylphthalate 40 ND Chiysene 20 ND ma, Di-n-butylphthalate 40 ND Di-n-octylphthalate 40 ND mm Dibenz(a,h)anthracene 45 ND Dibenzofuran 25 ND Diethylphthalate 20 ND mt Dimethyiphthalate 20 ND Diphenylamine 135 ND ma Ethyl methanesulfonate 20 ND mt Fluoranthene 20 ND Fluorene 25 ND Hexachlorober.zene 20 ND •mt Hexachlorobutadiene 20 ND Hexachlorocyclopentadiene 85 ND Hexachloroethane 25 ND Indeno(l,2,3-cd)pyrene 40 ND mm Isophorone 20 ND Methyl methanesulfonate 25 ND N-Nitroso-di-n-butylamine 35 ND mt N-Nitroso-di-n-propylamine 30 ND ^ ,^ ^ . ^ M M ^a a ^ ^ a PTAS DCN 300-017 (Rcv 7/97) Pacific Tteatment Analytical Services, Inc. 4340Vlewr1dgeAve.,SuiteA.SanDiego,CA92123 (619)560-7717 FAX (619) 560-7763 m mti ml m tt tt tt tt tt tt tt tt tt tt tt m tt tt ii ANALYSIS RESULTS - EPA 8270 SEMIVOLATILE ORGANIC COMPOUNDS mm CLIENT: WOODWARD-CLYDE CONSULT/iNTS PROJECT NAME/No.: CARLSBAD-VISTA SEV^R/SD PTAS LOG #: 1268-97-9 SAMPLEID: Bll-1-2 DILUTION FACTOR: 1 DATE SAMPLED: 08/26/97 DATE RECEIVED: 08/27/97 DATE EXTRACTED; 09/02/97 DATE ANALYZED: 09/02/97 MATRDC: SOIL SAMPLE VOL./WT.: 30 G ANALYTE REPORTING LIMTT RESULTS mt PPB (UG/KG) PPB (U(3/KG) ~' N-Nitroso-dimethylaminc 65 ND ma N-Nitrosodiphenylamine 135 ND N-Nitrosopiperidine 30 ND mm Naphthalene 20 ND mt Nitrobenzene 20 ND o-Toluidinc 100 ND Pentachlorobenzene 25 ND Pentachloronitrobenzene 25 ND mm Pentachlorophenol 40 ND m. Phenacetin 20 ND Phenanthrene 20 ND ma Phenol 30 ND Pronamide 20 ND ^m mm Pyrene 40 ND ND - NON DETECT ABOVE INDICATED REPORTING LIMTT. REPORTIN UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR •mm SURROGATE SPIKE DATA ACCEPTABLE CRITERIA % RECOVERY mm 2-FLUOROPHENOL 25-121 63 PHEN0L-d6 24-113 74 mm NrrROBENZENE-d5 23-120 62 mm 2-FLUOROBIPHENYL 30-115 71 2,4,6-TRIBROMOPHENOL 19-122 80 mm 4-TERPHENYL-dl4 18-137 83 ^ mi. a. . m a .ma a ra J a PTAS DCN 30(WH7 (Rev 7/97) Pacific Tteatment Analytical Services, Inc. 4340VtewndgeAve.,SuiteA*SanDleQO.CA92123 (619)560-7717 FAX (619) 560-7763 m^ m Wt m tt « m mt wti tt tt tt tt tt QA/QC REPORT METHOD: EPA 8270-SOIL DATE ANALYZED: 09/02/97 QA/QC SAMPLE: PTAS 1268-97-4 ACCEPTABLE LCS, MS/MSD CRITERIA CCEPTABLE RPD CRITEIUA SPIKED ANALYTE LCS % R MS % R MSD % R RPD •/• % ACENAPHTHENE 80 79 77 3 47-145 <30 DI-N-BUTYL PHTHALATE 83 81 82 1 1-118 <30 1,4-DICHLOROBENZENE 79 75 72 4 20-124 <30 2,4-DINTrROTOLUENE 85 89 85 5 39-139 <30 N-NTTROSO-DI-N-PROPYLAMINE 76 76 72 5 D-230 <30 PYRENE 93 94 96 2 52-115 <30 J,2,4-TRICHLOROBENZENE 79 75 73 3 44-142 <30 4-CHLORO-3-METHYLPHENOL 80 82 81 1 22-147 <30 2-CHLOROPHENOL 79 76 74 3 23-134 <30 4-NrrROPHENOL 97 70 63 11 D-132 <30 PENTACHLOROPHENOL 84 82 78 5 14-175 <30 PHENOL 66 65 64 2 5-112 <30 •mm mi LCS % R - LABORATORY CONTROL SAMPLE PERCENT RECOVERY MS % R - MATRIX SPIKE PERCENT RECOVERY MSD % R - MATRDC SPIKE DUPUCATE PERCENT RECOVERY RPD - RELATIVE PERCENT DIFFERENCE Pacific Tteatment Analytical Services, Inc. 4340VlewTidgeAve.,SuiteA>SanDiego,CA32123 (619)560-7717 FAX (619) 560-7763 m< maf m Wt mt m tm tm tt tt tt m tt tt tt tt tt tt tt tt tt tt tt tt ANALYSIS RESULTS - PRIORITY POLLUTANT METALS CLIENT: WOODWARD-CLYDE CONSULT/VNTS PROJECT NAME/No.: CARLSB/VD-VISTA SEWER/SD PTAS LOG #: 1268-97-4 SAMPLEID: B24-1-2 DATE SAMPLED: DATE RECEIVED: DATEDIC^STED: DATE ANALYZED: MATRDC: OS/22/97 OS/27/97 09/03/97 09/03-08/97 SOIL mm ANALYTE PREP/ANALYSIS DETECTION LIMTT DF RESULTS METHODS PPM (MG/KG) PPM(MC3/KG) ANTIMONY EPA 3010/6010 10 I ND BERYLLIUM EPA 3010/6010 1 1 ND CADMIUM EPA 3010/6010 5 1 ND CHROMIUM EPA 3010/6010 10 I 16 COPPER EPA 3010/6010 10 1 ND LEAD EPA 3010/6010 10 1 ND NICKEL EPA 3010/6010 10 1 ND SILVER EPA 7760/6010 10 1 ND THALLIUM EPA 3010/6010 10 1 ND ZINC EPA 3010/6010 10 1 12 ARSENIC EPA 7060 2 10* ND MERCmV EPA 7470 0.05 1 ND SELENIUM EPA 7740 0.3 I ND DF - DILUTION FACTOR ND = NOT DETECTED AT USTED DETECTION UMTT DETECTION UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. • NOTE: SAMPU DILUTION NECESSARY TO REDUCE INTERFERENCES FROM NON-TARGET ANALYTES. Pacific Tteatment Analytical Services, Inc. 4340 Viewrtdge Ave., Suite A-San Diego, CA 92123 (619)560-7717 FAX (619) 560-7763 m, m tm tw mt WW aW m tm tm m m tt tt tt m tt tt tt tt tt tt ANALYSIS RESULTS - PRIORITY POLLUTANT METALS ml mm CLIENT; WCX)DWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTAS LOG #: 1268-97-5 SAMPLEID: B17-2-2 DATE SAMPLED: DATE RECEIVED: DATE DIGESTED: DATE ANALYZED: MATRIX: OS/22/97 OS/27/97 09/03/97 09/03-08/97 SOIL ANALYTE PREP/ANALYSIS DETECTION LIMTT DF RESULTS METHODS PPM (MG/KG) PPM (MG/KG) ANTIMONY EPA 3010/6010 10 1 ND BERYLLIUM EPA 3010/6010 i 1 ND CADMIUM EPA 3010/6010 5 1 ND CHROMIUM EPA 3010/6010 10 1 14 COPPER EPA 3010/6010 10 I ND LEAD EPA 3010/6010 10 1 ND NICKEL EPA 3010/6010 10 1 ND Sa.VER EPA 7760/6010 10 1 ND THALLIUM EPA 3010/6010 10 1 ND ZINC EPA 3010/6010 10 1 ND ARSENIC EPA 7060 2 10* ND MERCURY EPA 7470 0.05 1 ND SELENIUM EPA 7740 0.3 I ND DF - DILUTION FACTOR ND - NOT DETECTED AT LISTED DETECTION LIMTT DETECTION UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. • NOTE: SAMPLE DILUTION NECESSARY TO REDUCE INTERFERENCES FROM NON-TARGET ANALYTES. ma Pacific Tteatment Analytical Services, Inc. 4340VlewTldgeAve.,SuiteA-SanDlego,CA92123 (619)560-7717 FAX (619) 560-7763 mt m mt wa tt tt tt mt tt il ANALYSIS RESULTS - PRIORITY POLLUTANT METALS CLIENT: WOODWARD-CLYDE CONSULT/VNTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTAS LOG #: 1268-97-6 SAMPLEID; B14-2-2 DATE SAMPI£D: DATE RECEIVED; DATEDIGESm): DATE ANALYZED: MATRDC: 08/25/97 OS/27/97 09/03/97 09/03-08/97 SOIL •mm ANALYTE PREP/ANALYSIS DETECTION LIMTT DF RESULTS METHODS PPM (MG/KG) PPM (MG/KG) ANTIMONY EPA 3010/6010 10 I ND BERYLLIUM EPA 3010/6010 1 1 ND mm CADMIUM EPA 3010/6010 5 1 ND mm CHROMIUM EPA 3010/6010 10 1 16 COPPER EPA 3010/6010 10 1 ND ma LEAD EPA 3010/6010 10 1 ND NICKEL EPA 3010/6010 10 1 ND ma SILVER EPA 7760/6010 10 1 ND ma THALLIUM EPA 3010/6010 10 1 ND ZINC EPA 3010/6010 10 1 ND ma ARSENIC EPA 7060 2 10* ND m MERCURY EPA 7470 0.05 1 ND SELENIUM EPA 7740 0.3 1 ND DF - DILUTION FACTOR ND - NOT DETECTED AT USTED DETECTION UMTT DETECTION LIMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR. • NOTE: SAMPLE DILUTION NECESSARY TO REDUCE INTERFERENCES FROM NON-TARGET ANALYTES. ^'p'j Pacific Tteatment Analytical ServlCea, Inc. 4340V1ewridgeAve..SuttBA.5anDiego,CA92123 (619)560-7717 FAX (619) 560-7763 KM tt •i wa ma wa mt tt Mi mt m m tt m tt tt tt tt ANALYSIS RESULTS - PRIORITY POLLUTANT METALS CLIENT: WCX)DWARD-CLYDE CONSULTANTS PROJECT NAME/No.; CARLSBAD-VISTA SEWER/SD PTAS LCX; #: 1268-97-9 SAMPLEID: Bll-1-2 DATE SAMPLED: DATE RECEIVED: DATE DIGESTED: DATE ANALYZED: MATRIX: 08/26/97 OS/27/97 09/03/97 09/03-08/97 SOIL mm ANALYTE PREP/ANALYSIS DETECTION LIMTT DF RESULTS METHODS PPM (MG/KG) PPM (MG/KG) mm ANTIMONY EPA 3010/6010 10 I ND BERYLLIUM EPA 3010/6010 1 1 ND mi CADMIUM EPA 3010/6010 5 1 ND CHROMIUM EPA 3010/6010 10 1 15 COPPER EPA 3010/6010 10 1 ND LEAD EPA 3010/6010 10 1 ND NICKEL EPA 3010/6010 10 1 ND SILVER EPA 7760/6010 10 1 ND mi THALLIUM EPA 3010/6010 10 1 ND ZINC EPA 3010/6010 10 1 ND mm ARSENIC EPA 7060 2 10* ND tma MERCURY EPA 7470 0.05 1 ND ^m SELENIUM EPA 7740 3 10* ND DF - DILUTION FACTOR ND NOT DETECTED AT USTED DETECTION UMTT DETECTION LIMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DILUTION FACTOR • NOTE: SAMPLE DILUTION NECESSARY TO REDUCE INTERFERENCES FROM NON-TARGET ANALYTES. [£m\pacifiC Tteatment Analytical Servfces, Inc. 4340Viewrl(lgeAve.,SuiteA*5anDlego,CA92123 (619)560-7717 FAX (619) 560-7763 w tt tt mm m mt vm tt Ml tt tt tt fli tw tm tt tt m tt •I ANALYSIS RESULTS - PRIORITY POLLUTANT METALS CLIENT: WOODWARD-CLYDE CONSULTANTS PROJECT NAME/No.: CARLSBAD-VISTA SEWER/SD PTAS LOG #: 1268-97-9 (DUPLICATE) SAMPLEID; Bn-1-2 (DUPLICATE) DATE SAMPLED: DATE RECEIVED: DATE DIGESTED: DATE ANALYZED: MATRIX; 08/26/97 08/27/97 09/03/97 09/03-08/97 SOIL mm ANALYTE PREP//VNALYS1S DETECTION LIMTT DF RESULTS •m METHODS PPM (MG/KG) PPM (MG/KG) -mm ANTIMONY EPA 3010/6010 10 1 ND BERYLLIUM EPA 3010/6010 1 1 ND mi CADMIUM EPA 3010/6010 5 1 ND CHROMIUM EPA 3010/6010 10 1 16 COPPER EPA 3010/6010 10 1 ND mat LEAD EPA 3010/6010 10 1 ND NICKEL EPA 3010/6010 10 1 ND SILVER EPA 7760/6010 10 1 ND mt THALLIUM EPA 3010/6010 10 1 ND ZINC EPA 3010/6010 10 1 ND am ARSENIC EPA 7060 2 10* ND MERCURY EPA 7470 0.05 1 ND SELENIUM EPA 7740 3 10* ND DP - DILUTION FACTOR ND - NOT DETECTED AT USTED DETECTION UMTT DETECTION UMTTS AND RESULTS HAVE BEEN ADJUSTED ACCORDINGLY TO ACCOUNT FOR DlLUnON FACTOR. ' NOTE: SAMPLE DILUTION NECESSARY TO REDUCE INTERFERENCES FROM NON-TARGET ANALYTES. Pacific Tteatment Analytical Services, Inc. 4340 viewridge Ave., suite A •San Diego, CA 92123 (619)560-7717 FAX (619) 560-7763 IWH' lift UM mt am tt tt tt mt mt tm m tt m QA/QC REPORT METHOD: PRIORITY POLLUTANT METALS-SOIL ACCEPTABLE ACCEPTABLE DATE ANALYZED: 09/03-08/97 LCS, MS/MSD RPD AQC SAMPLE: PTAS 1268-97-9 CIUTERIA CRITERIA • 11. SPIKED ANALYTE LCS % R MS % R MSD % R RPD % % ANTIMONY 97 63* 63* 0 75-125 <20 •mm BERYLLIUM 97 99 99 0 75-125 <20 'mt CADMIUM 96 90 92 2 75-123 <20 CHROMIUM 99 90 93 3 75-125 <20 •m, COPPER 93 88 89 1 75-125 <20 LEAD 96 89 91 2 75-125 <20 NICKEL 96 88 91 3 75-125 <20 SILVER 81 81 85 5 75-125 <20 THALLIUM 92 90 93 3 75-125 <20 mt ZINC 96 92 94 2 75-125 <20 meat ARSENIC 82 43** 34** 23** 75-125 <20 MERCURY 96 92 98 6 75-125 <20 ma SELENIUM 87 37** 0** 200** 75-125 <20 LCS % R - LABORATORY CONTROL SAMPLE PERCENT RECOVERY MS K R = MATRIX SPIKE PERCENT RECOVERY MSD H R - MATRIX SPIKE DUPUCATE PERCENT RECOVERY RPD - RELATIVE PERCENT DIFFERENCE * NOTE: LOW RECOVERIES TYPICAL FOR THIS ELEMENT IN THIS MATRIX. A DUPUCATE LCS SAMPLE WAS ANALYZED WTTH T SAMPLE BATCH AND THE RESULTING RECOVERYAND RPD MET OR EXCEEDED ACCEPTANCE CRTTERIA NOTE: POOR MATRDC SPIKE RECOVERY ATTRIBUTABLE TO SAMPLE MATRIX EFFEC"^.. A DUPUCATE LCS SAMPLE WAS ANA WTTH THE SAMPLE BATCH AND THE RESULTING RECOVERYAND RPD MET OR EXCEEDED ACCEPTANCE CRTTERIA. \ Pacific Tteatment Analytical Services, Inc. 4340Vlewn(lgeAve.,SulteA.SanDleoo,CA92123 (619)560-7717 FAX (619) 560-7763 mt mt m tt tt tt tt tt tt i! tt mt mi Pacific Treatment Analytical Services, Inc, 4340 Viewridge Avenue, Suite A • San Diego, CA 92123 (619)560-7717 FAX; (619) 560-7763 Cooler Receipt Form Client: l/Axr/u^^'^ - C//d-e Project Name: Log Numbers: / ^ (C g ~^ 7 -/ TO / XC^-^^l -/Q Samples Received in: i Cooler(s) Box(es) None Other: Number of Coolers: _L Log-In Date: ^-XI -97 Time: /y ? J Logged inBy£^^c >7 r /^^-e t^p,^ SignaturdfT^^^ (^^^.^ 1. Were samples sufficiently chilled? "^^^ If included, report temperature of temperature blank °C 2. Were chain-of-custody forms filled out properly (ink, signed, etc.) ^^^^M No If NO, explain below. 3. Dia all bottles arrive unbroken with labels in good condition? (^_>fes No If NO, explain below. 4. Were correct containers used for the analyses requested? / Yes No If NO, explain below. 5. Were samples correctly preserved? Yes No (HIA\^ If NO, explain below. 6. Was sufRcient sample sent for analyses requested? ( Y^ No If NO, explain below. 7. Were air bubbles absent from VOA samples? Yes No If NO, list by PTAS log number on the back of this form. Additional Notes: wt mt mt mt ma m mt mt tt tt IK tt tt tt tt cr- •Ail ^ Wdodward-tlycle Consultants ^ CHAIN OF CUSTODY RECORD PROJECT NAME:. PROJECT N0.:_ SHIPMENT NO.:. PAGE. .OF. DATE Sample Number Location Type of Sample Material Method Type of Container Type of Preservation Temp Chemical Analysis Required 3 4^ 0^ Total Number of Samples Shipped: | (j]) | Sampler s Signature: /^^^y/^ 4—^ ^ Relinquished By: Signature Printed Name Company Reason Received By: Signature!!: Printed Nam Cpmpanv^ 1^ V y- i3 • -Dafe Time Relinquished By: Signature Printed Name Company Reason Received By:/0' Sic|nature_(*2»^ Prtn^ed Name Corajpany 7 -Date Ttme-' Received By: Signature Printed Name, Company Relinquished By: Signature Printed Name Company Reason Dale / / Time Relinquished By: Signature Printed Name_ Company Reason Received By: Signature Printed Name. Company Date / / Time Special Shipment / Handling / Storage Requirements: v A= TP/i (PVT. R^w6-6 gY 0H5 Ulfr W'tii.^J OA/i-V ^ * Note - This does not constitute authorization to proceed wrth analysis '• ^•"^•V ' y m mi tm tt tt tt tt n tt te tt tt tt mt HI tt tt tt tt Ml tt