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REPORT OFSUBSURFACE SOIL EXPLORATIONLake Seminole Watershed Management Plan

Pinellas County, FloridaFor

Environmental Research & Design, Inc.Orlando, Florida

Ardaman & Associates, Inc.

OFFICESOrlando, 8008 S. Orange Avenue, Orlando, Florida 32809, Phone (407) 855-3860Bartow, 1525 Centennial Drive, Barlow, Florida 33830, Phone (863) 533-0858Cocoa, 1300N. Cocoa Blvd., Cocoa, Florida 32922, Phone (321) 632..2503

Fort Lauderdale, :,665 Park Central Boulevard North, Pompano Beach, Florida 33064, Phone (954) 969..8788Fort Myers, 9970 Bavaria Road, Fort Myers, Florida 33913, Phone (941) 768-6600

Miami, 2608 W. 84th Street, Hialeah, Florida 33016, Phone (305) 825-2683Port Charlotte, 740 Tarniaml Trail, Unit 3, Port Charlotte, Florida 33954, Phone (941) 624-3393Port St. Lucie, 1017 S.E. Holbrook Ct., Port St. Lucie, Florida 34952, Phone (561) 337-1200

Sarasota, 2500 Bee FMge Road, Sarasota, Florida 34239, Phone (94'i) 922-3526Tallahassee, 31'75West Tharpe Street, Tallahassee, Florida 32303, Phone (850) 576..6'131Tampa, 3925 Coconut Palm Drive, Suite 115, Tampa, Horida 33619, Phone (813) 620-3389

West Palm Beach, 2511 Westgate Avenue, Suite 10, West Palm Beach, Horida 33409, Phone (561) 687-8200MEMBERS:A.S.F.E.American Concrete InstituteAmerican Society for Testing and MaterialsFlorida Institute of Consulting Enginoers


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Ardaman & A S ~ ; ; O CGeotechnical, Environmental andMaterials Consultants

Environmental Research & Design, Inc.3419 Trentwood Boulevard, Suite 102Orlando, Florida 32812Attention: Mr. JeffHerr

Inc,

September21, 2004File Number 04-55-9694

Subject: Report of Subsurface Soil ExplorationLake Seminole Watershed Management PlanPincllas County, Florida

DearMr. Herr:Ardaman & Associates, Inc. is pleased to submit this report of our subsurface soil exploration for theabove referenced project. Our services were provided in general accordance with those outlined in ourProposalNo. 03-pI14, revised September 3, 2004. The purpose ofthis exploration was to evaluate thegeneral stratification and engineering properties of the subsurface soils at the subject sites. Theassessment of site environmental conditions for the presence of pollutants in the soil, rock, orgroundwater at this site was beyond the scope of this exploration.This Report of Subsurface Soil Exploration was prepared for the exclusive use of EnvironmentalResearch & Design, Inc. and their consultants. The conclusions and recommendations madeherein are applicable only to those facilities described herein. This geotechnical study wasperformed in accordance with generally accepted geotechnical engineering practices. No otherwarranty, expressed or implied, ismade.

PROJECT INFORMATIONOriginal project information was provided in your request for proposal package dated April 22,2003. This information consisted of a copy of a portion of the Lake Seminole WatershedManagement Plan (WMP) (September 200 I), and a summary of the requested scope of services. Arevised slope was provided on August 8, 2004. Details of the project were not provided. Weunderstand that the Lake Seminole watershed is located Seminole, Florida, which is in southernPinellas County.

3 9 ~ 5 Coconut P81m Drive, Suite 115,Tampa, Florida 33619 Phone (81,1)620-3389 FAX (813) 628-4008Offices In. Barlow, Cocoa Fori Lauderdalo Fort Myers M' - 0 'I f _ ., , , ramr, I anoo, POll Charlotte, Pori SI. Lucie, Sarw;;ol,L Tallahassee, Tampa, W, Palm Beach


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Lake Seminole Watershed Management Plan, Pinellas County, FloridaReport o fSubsurface Soil ExplorationPage No.2

SITE LOCATION AND CONDITIONS

September 2J, 2004File Number 04-55-9694

The project consists of seven separate locations in Seminole, Pinellas County, Florida. The sitelocations are shown on Figures 1 through 7 in the Appendix of this report.A representative of Ardaman & Associates conducted a site reconnaissance on September 8, 2004, toobserve and document the surface conditions, and to determine the location of the proposed soil testborings. Any apparent surface indications that would potentially affect access were noted, During thetime of the exploration, the sites ranged from level grass covered areas to heavily wooded areas. Someof the borings were located along existing canals and stormwater facilities. More details relating to thesite conditions can be seen on the Figures.

FIELD EXPLORATIONBoring LocationsThe soil boring locations and depths were selected by your office. The actual boring locations wereestablished in the field by Ardaman & Associates representatives using taped measurements fromnearby structures, roads and/or other features based on the provided boring location plans. Theapproximate boring locations are shown on the Site Location Plan (Figures I through 7) presented inthe Appendix of this report, and should be considered accurate only to the degree implied by themethod used. If more precise locations are desired, we suggest that you contact a registeredsurveyor. It is important to note that ground surface elevations at the boring locations were neitherfurnished nor determined.Standard Penetration TestFour Standard Penetration Test (SPT) soil borings (B-1 through B-4) were drilled to evaluate thestratification and engineering properties of the subsurface soils. The SPT soil borings were drilled withthe use of a Power Drill Rig using Bentonite "Mud" drilling procedures. The SPT soil boringsextended to the approximate depths of 25 to 40 feet below the existing ground surface. Soil samplingwas performed in general accordance with the procedures outlined in ASTM Standard 0-1586. Theseprocedures are also summarized in the Appendix of this report.Auger BoringFifteen auger borings (AB-l through AB-15) were drilled to evaluate the subsurface soil conditions.The auger borings were drilled to the approximate depth range of 6 to 10 feet below the existingground surface, using either a Power Drill Rig 01' a hand auger, depending upon access conditions.Soil sampling was performed in general accordance with the procedures outlined in ASTM Standard0-1452. These procedures are also summarized in the Appendix of this report.

LABORATORY TESTINGThe field soil boring logs and recovered soil samples were transported to our Tampa officefollowing the completion of the field exploration activities. Each representative sample wasexamined by a geotechnical engineer in our laboratory to identify the engineering classification ofthe soil and rock. Representative soil samples were assigned pertinent laboratory soil classificationtests. The visual classification of the samples was performed using the current Unified SoilClassification System in general accordance with the procedures outlined in ASTM Standard 0-2487.

. . . . .A1II Ardaman & Associates, Inc...


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Lake Seminole Watershed Management Plan, Pinellas County, FloridaReport ofSubswface Soil ExplorationPage No. 3

September 2/. 2004File Number 04"55"9694

Moisture Content and Percent Fines TestsTwo soil samples were selected for determination of the natural moisture content, using the testprocedures outlined in ASTM Standard 0"2216. The selected soil samples were also tested todetermine the percent by dry weight finer than the U.S. No. 200 Sieve, using the test proceduresoutlined in ASTM Standard 0-1140. These indices are useful in estimating compressibility andpermeability characteristics of clayey soils, and in evaluating the applicability of soil improvementmethods for granular soils. Furthermore, the results of these tests provide confirmation of our visualclassification of the soils penetrated in this'exploration. The test results have been plotted adjacent tothe appropriate soil boring profile at the depth of the individually tested soil sample.Organic Content TestsOne soil sample was selected for determination of their percentage of organic constituents, using thetest procedures outlined in ASTM Standard 0-2974. The result of this test is useful in confirmingour visual classification of these soils, and in evaluating their compressibility. The results of thetests have been tabulated at the end of this section. The test results have been plotted adjacent to theappropriate soil boring profile at the depth of the individually tested soil sample.

SUBSURFACE CONDITIONSThe delineation of the vertical extent of individual soil strata, the identification of pertinent soilengineering properties, where applicable, and a description of each geologic layer discovered in thecourse of this geotechnical study, is given in the soil boring profiles illustrated on the Boring Logs(Figures 8 and 9) presented in the Appendix of this report. The soil boring profiles were preparedby a geotechnical engineer based upon a combination of his technical review of the field soil boringlogs, his visual classification of the recovered soil samples, and his review of the results oflaboratory soils tests performed for this study. It should be noted that the stratification lines shownare used to indicate a transition from one soil type to another. The actual boundary between theillustrated soil strata may be gradual or indistinct. Consequently, the stratification boundary lines,shown on the soil boring profiles, represent our best estimate of the location of the transitionbetween distinct soil strata. They are in no way intended to designate a depth of exact geologicalchange. Furthermore, the recommendations contained in this report are based on the contents of thesoil boring profiles. While the borings are representative of subsurface conditions at their respectivelocations and vertical reaches, local variations which are characteristic of the subsurface materials ofthe region, or which may be due to man-made alteration of the native geologic conditions, may beencountered.The subsurface soil profile, based on the data obtained from the SPT and auger borings is generallydescribed below:Boring B-1 encountered very loose to medium dense sands from the ground surface to a depth of9.5feet. The upper sands were underlain by organic material to a depth of about 12.5 feet. Below theorganic materialwere very loose to medium dense sands to the termination depth of25 feet.Boring B-2 encountered loose to medium dense sands from the ground surface to a depth of 22.5 feet.A layer of very dense material was encountered between 12.5 and 17.5 feet. Firm clay was thenencountered to a depth of25 feet (boring termination)..Boring B-3 encountered very loose to medium dense sand soils from the ground surface to thetermination depth of 25 feet.

___11 Ardaman & Associates, Inc.


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Lake Seminole Watershed Management Plan, Pinellas County, FloridaReport of Subsurface Soil ExplorationPage Na. 4

September 21, 2004File Number 04c55c9694

Boring Bc4 encountered very loose to medium dense sands from the ground surface to a depth of 40feet. This boring was extended beyond the anticipated depth of 25 feet due to the vel"! loose soilconditions encountered.The auger borings generally encountered slightly silty fine sand (SPcSM), slightly clayey fine sand (SPsq, silty fine sand (SM), and clayey fine sand (sq soils from the grounds surface to a depth of 6 to10 feet. Some of the soils contained concrete fragments, shell fragments, or rock fragments. Thesehave been identified on the boring logs. In addition, AB-06 encountered mass concrete at a depth of 2feet and was offset 20 feet to the south. The auger borings performed by hand were terminated at adepth shallower than 10 feet due to the shallow water table which caused the borehole to collapseduring excavation.As indicated on the Soil Boring Logs, the measured borehole water levels ranged from 3 to 8 feetbelow the existing ground surface at the time of the field exploration. These water level readingsmay differ from the actual stable groundwater table due to variations in the permeabili ty of soillayers. The degree of accuracy of the reported water levels is also related to the time allowed for theborehole water level to come to equilibrium. It should be noted that fluctuations in the ground waterlevel may occur due to variations in rainfall and other environmental or physical factors at the timemeasurements are made. The soils in the area have been disturbed by development, makingseasonal high determination difficult. Since the borings are adjacent to Lake Seminole and otherdrainage features (canals, stormwater ponds, etc.), the seasonal high groundwater level will beclosely related to the water level in these features.

EVALUATIONThe following evaluation is based on the project information provided and the subsurface soilconditions encountered during this geotechnical study. The results of the laboratory testing werealso utilized during our analysis.Soil EvaluationThe SPT soil borings generally encountered sandy soils. A layer of organic material wasencountered in boring B-1.The auger borings generally encountered sandy soils over their depth.

CLOSURERegardless of the thoroughness of a geotechnical exploration, there is always a possibility thatconditions between borings will be different from those at specific boring locations and that conditionswill not be as anticipated by the designers or contractors. In addition, the construction process mayalter the soil conditions. Therefore, experienced geotechnical personnel should observe and documentthe construction procedures used and the conditions encountered. Unanticipated conditions andinadequate procedures should be reported to the design team along with timely recommendations tosolve any problems created. We recommend that the owner retain Ardaman & Associates to provideconstruction consulting and testing services based upon our familiarity with the project and thesubsurface conditions.


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Lake Seminole Watershed Management Plan, Pinellas County, FloridaReport of Subsurface Soil ExploratfonPageNo.5

September 21,2004File Number 04-55-9694

We appreciate the opportunity to be of service to Environmental Research & Design, Inc. on thisimportant project. Should you have any questions in regards to this report, or if we can be of anyfurther assistance, please contact this office, We also have great interest in providing materialstesting and inspection services during the construction of this project, and will be pleased to meetwith you at your convenience to discuss these engineering services.VelY truly yours,ARDAMAN & ASSOCIATES, INC.Florida Certificate of Authorization No. 00005950

G:lProjecl>I2


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APPENDIX


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~ APPROXIMATE AUGER BORING LOCATION~ APPROXIMATE SPT BORING LOCATION

GRAPHIC SCALEo 25 50 100i i(iN FEET)

3APPROVED F IGUREBY:

FILENO.04-9694

BASIN 3LAKE SEMINOLE REGIONAL

STORMWATER TREATMENT FACILITYPINELLAS COUNTY. rLORIOA

a4TE:9-17-04

BORING LOCATION PLANDRAWN BY:AJD

Ardaman & Associates, Inc. ~ ~ ~ " l i q = = ~ ~ B P i = = I = = ; ~ ~ ~ = = 1flllfllhnlcal, EtwlronlMll1al andMaIIHiaI. eon,uHonl.DESCRIPnONY

REVISIONSDESCRIPTIONY

NOTE: HIGHLIGHTS ADDED TO AID

IN THE LOCATION OF BORING SITES


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LEGEND

SP UNIFIED SOiL CASSIFICATION SYSTEM (USCS) SYMBOL-200 FINES PASSING THE NO, 200 SiEVE (%)NMe NATURAL MOISTU R E C ON TEN T (%)OC OR GANIC C ONTEN T (%)N STANDARD PENETRATION RESISTANCE (N-VALUE)IN BLOWSPER FOOTSZ GROUNDWATER MEASURED ON DATE DRILLED

SO/4" 50 BLOWS PER 4 INCHESOF SAMPLER PEN ETR ATIONWQH SOILS PENETRATED UNDER STATIC WEIGH T OF HAMMERAND DRILL RODS

A WITH CONCRffi FRAGMENTSB WITH SHELL FRAGMENTSC WITH CLAY NODULESo WITH ROCK FRAGMENTS

t : , :>l(j)GRAY TO BR OWN SU GHTLY CLEAN TO SILlY FINE SAND (SP/SPt ' ~ d G R A Y TO BROWN SU GH TLY C LAYEY FINE SAND (SP-Sc)e't{ i :I@GRAY TO BROWN SILlY FINE SAND (SP-SM/SM)[22I@GRAY TO BR OWN C LAYEY FINE SAND (SC)E221@ORGANIC SOIL (PT)f2:21@GRAY CLAY(CH)

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20

15

5

10

25

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AB-149-10-04

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AB-129-10-04AS-DB AS-09 AB-10 AB-l19-10-04 9-10-04 9-10-04 9-10-04

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FIELD TESTING PROCEDURES

Prior to initiating the field activities, the Sunshine State One-Call of Florida, Inc. Call Center (CallSunshine) was notified of our intent to perform soil test boring, utilizing a drill rig. The location, date, andother operation particulars were provided to allow participating utility companies the opportunity to markthe location of their buried lines, prior to our field activities. No conflicts with underground utilities wereencountered at the boring locations.STANDARD PENETRAnON TESTThe Standard Penetration Test is a widely accepted method ofin-situ testing of foundation soils (ASTM 01586). A 2-foot long, 2-inch outside diameter (I-3/8-inch inside diameter), split-barrel ("spoon") sampler,attached to the end of drilling rods, is driven 18 inches into the ground by successive blows of a I40-poundhammer freely dropping 30 inches. The number of blows needed for each six inches of penetration isrecorded. The sum of the blows required for penetration of the second and third 6-inch increments ofpenetration constitutes the test result or N-value. After the test, the sampler is extracted from the groundand opened to allow visual examination and classification of the retained soil sample. The N-value hasbeen empirically correlated with various soil properties allowing a conservative estimate of the behavior ofsoils under load. The N-value is considered to be indicative of the relative density of cohesion less soilsand the consistency of cohesive soils.The tests are usually performed at 5-foot intervals. However, more frequent or continuous testing is doneby our firm through depths where a more accurate definition of the soils is required. The test holes areadvanced to the test elevations by rotary drilling with a cutting bit, using circulating fluid to remove thecuttings and hold the fine grains in suspension. Usually, the circulating fluid, which is a bentonite drillingmud, also serves to keep the hole open below the water table by maintaining an excess hydrostatic pressureinside the hole. In some soil deposits, particularly highly pervious ones, flush-coupled casing must bedriven to just above the testing depth to keep the hole open andlor to prevent the loss of circulating fluid.Representative split-spoon samples from soils at every 5 feet ofdrilled depth and from different stratum arebrought to our laboratory in airtight jars for further evaluation and testing, if necessary. Samples not usedin testing are stored for at least 60 days prior to being discarded. After completion of a test boring, thehole is kept open until a steady state ground water level is recorded. The hole is then sealed if necessary,and backfilled.MECHANICAL AUGER BORINGSMechanical auger boring samples are obtained by simultaneously pressing and turning a continuous flightauger into the ground with a truck mounted, rotary rig. After the auger bit cuts 5 feet into the ground, thetool is withdrawn and the auger flight contents examined. Although the sample is mixed, it is sufficient foridentification and classification. The auger flights are advanced 5 feet at a time, until the boring isterminated. Upon completion, each borehole is filled in with borehole cuttings and local soil.HANDAUGER BORINGHand auger boring samples are obtained by simultaneously pressing and turning a bucket auger into theground. After the bucket auger cuts 6 inches into the ground, the tool is withdrawn and the bucket contentsexamined. Although the sample is mixed, it is sufficient for identification and classification. The bucketauger is advanced 6 inches at a time, until the boring is terminated. Upon completion, each borehole wasfilled inwith borehole cuttings and local soil.

~ . a . W Ardaman & Associates, Inc.iI

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