Ardaman & Associates, Inc. Geotechnical, Environmental and Materials Consultants

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1 SUBSURFACE SOIL EXPLORATION ANALYSIS AND RECOMMENDATIONS CREEKSIDE BOULEVARD FORCE MAIN EXTENSION AND INTERCONNECT NAPLES, COLLIER COUNTY, FLORIDA COLLIER COUNTY PROJECT NO P.O. #0003, CN #3-66 TE Ardaman & Associates, Inc. Geotechnical, Environmental and Materials Consultants OFFICES Orlando, 8008 S. Orange Avenue, Orlando, Florida 32809, Phone (07) Bartow, 2 Centennial Drive, Bartow, Florida 33830, Phone (863) Cocoa, 300 N. Cocoa Blvd., Cocoa, Florida 32922, Phone (32) Fort Myers, 9970 Bavaria Road, Fort Myers, Florida 3393, Phone (239) Miami, 2608 W. 8 th Street, Hialeah, Florida 3306, Phone (30) Port St. Lucie, 60 Concourse Place NW, Unit, Port St. Lucie, Florida 3986, Phone (772) Sarasota, 78 Sarasota Center Blvd., Sarasota, Florida, Phone (9) Tallahassee, 37 West Tharpe Street, Tallahassee, Florida 32303, Phone (80) Tampa, 392 Coconut Palm Drive, Suite, Tampa, Florida 3369, Phone (83) West Palm Beach, 2200 N. FL Mango Rd., Ste. 0, West Palm Bch., FL 3309, Phone (6) MEMBERS: A.S.F.E. American Concrete Institute American Society for Testing and Materials Florida Institute of Consulting Engineers

2 Ardaman & Associates, Inc. Geotechnical, Environmental and Materials Consultants Collier County Government Public Utilities Planning & Project Management 3339 Tamiami Trail East, Suite 303 Naples, FL 32 Ardaman Project No MAY-20 Attention: SUBJECT: Ms. Corinne Trtan Subsurface Soil Exploration Analysis and Recommendations Creekside Boulevard Force Main Extension and Interconnect Collier County Project No P.O. #0003, CN 3-66 TE Dear Ms. Trtan: As requested and authorized by Collier County via Purchase Order 60003, Ardaman & Associates, Inc. (Ardaman) has completed the subsurface soil exploration program for the proposed Creekside Boulevard Force Main Extension and Interconnect project in Naples, Collier County, Florida This report documents our subsurface field exploration and laboratory testing programs, and presents our findings and recommendations. It has been prepared for the exclusive use of Collier County Public Utilities Planning and Project Management and their consultants for specific application to the subject project in accordance with generally accepted geotechnical engineering practices for specific application to the subject project study area indicated in this report. No other warranty, expressed or implied, is made. PROJECT DESCRIPTION AND LOCATION The Creekside Boulevard Force Main Extension and Interconnect project in Naples, Collier County, Florida includes extension of the Creekside Blvd wastewater force main to the proposed interconnect located at the intersection of th St. N. and 8 th St. N. within the Collier County Basin 0. The purpose of this improvement project is to create a bypass for the flow from the Naples Park Basin 0 and an alternate route for PS 0.2 to interconnect with the Creekside Blvd force main. Approximately,000-linear feet (LF) of 2-inch HDPE piping will need to be installed within the scope of this project task Bavaria Road, Fort Myers, Florida 3393 Phone (239) FAX (239) Florida: Bartow, Fort Myers, Miami, Orlando, Port St. Lucie, Sarasota, Tallahassee, Tampa, West Palm Beach Louisiana: Alexandria, Baton Rouge, Monroe, New Orleans, Shreveport Line Stops and/or Thrust Collars may be utilized at connections to the existing force mains for the interconnect

3 Report of Subsurface Soil Exploration Analysis and Recommendations for Creekside Boulevard Force Main Extension and Interconnect Naples, Collier County, Florida Page No MAY-20 Project No locations of th Ave. N., P.S. 0.2, and Creekside Blvd. The selected alternative for the crossing of US will use an approximately 70-LF Jack and Bore to install a new 2-inch HDPE force main under the roadway. SCOPE OF WORK The scope of geotechnical exploration and engineering services for evaluation of subsoil and groundwater conditions at the site was limited to the following tasks: Obtained Collier County Test Boring permits for the project; Contacted Florida Sunshine One-Call to perform utility locates along the proposed alignment; Drilled Standard Penetration Test (T) borings along the proposed alignment and the Jack and Bore staging areas at the locations shown in Figure. B-: One () boring was drilled to a depth of -ft below grade along the existing pipe alignment near the specified location of the Line Stop and/or Thrust Collar. B-2 through B-: Three (3) borings was drilled to a depth of 0-ft below grade along the existing pipe alignment at a separation of about 00 ft. B-: One () boring was drilled to a depth of -ft below grade along the existing pipe alignment near the specified location of the Line Stop and/or Thrust Collar. B-6 through B-8: Three (3) borings were drilled to a depth of 0-ft below grade along the existing pipe alignment at a separation of 00 ft. B-9: One () boring was drilled to a depth of 2-ft below grade near the west end of the proposed Jack and Bore staging area. Ardaman & Associates, Inc.

4 Report of Subsurface Soil Exploration Analysis and Recommendations for Creekside Boulevard Force Main Extension and Interconnect Naples, Collier County, Florida Page No MAY-20 Project No B-0: One () boring was drilled to a depth of 2-ft below grade near the east end of the proposed Jack and Bore staging area. B- through B-: Four () borings were drilled to a depth of 0-ft below grade along the existing pipe alignment at a separation of about 00 ft. B-: One () boring was drilled to a depth of -ft below grade along the existing pipe alignment at the specified location of the Line Stop and/or Thrust Collar. Obtained representative soil samples from all T borings. Grouted the T borings. Performed laboratory inspection and testing on selected samples, as necessary, to develop engineering parameters required for design of the Jack and Bore; (grain-size analyses, percent fines and Atterberg limits together with moisture content tests and organic content tests where applicable). Performed corrosion series tests on a total of three (3) samples to determine the environmental corrosion classes for representative soils encountered along the force main alignment. Performed a total of three (3) asphalt pavement cores and patched the locations as specified by Collier County at locations shown in Figure as C-, C-2 and C-3. Provided geotechnical engineering recommendations for the proposed force main Jack and Bore, including excavations, dewatering, and shoring for entry and exit pits and construction. Ardaman & Associates, Inc.

5 Report of Subsurface Soil Exploration Analysis and Recommendations for Creekside Boulevard Force Main Extension and Interconnect Naples, Collier County, Florida Page No. 30-MAY-20 Project No Compiled the results of the field exploration program, laboratory-testing program, and engineering recommendations in a report of findings. FIELD EXPLORATION PROGRAM Our field exploration consisted of performing Standard Penetration Test (T) borings. The T borings were drilled to depths of 0, and 2 feet below the existing ground surface. The borings are labeled B- through B-. The T borings were conducted using methods consistent with ASTM D 86- Standard Method for Penetration Test and Split Barrel Sampling of Soil. The equipment and procedures used in the T borings are described in detail in the Appendix 3. In addition to the T borings, pavement cores of the asphalt and base course materials were obtained for thickness measurement. Following are the results of pavement coring. Sample Location Asphalt Thickness (inches) Limerock Base Thickness (inches) C- 3-/8 8-/ C-2 -/ 6-/2 C-3 2-/2 --- The base course material at core locations C- and C-2 was observed to be a high quality Limerock (LBR 00) material. No limerock base was encountered a core location C-3. It appears that asphalt base (ABC) was used in lieu of limerock. The asphalt base course bears on a fine sand subgrade. The approximate locations of the borings (B- through B-) and pavement cores (C-, 2 and 3) are shown on the attached Boring Location Plan Figure in Appendix, which is a copy of an aerial photograph obtained from Collier County Property Appraisers website. The borings were located by a representative of Ardaman utilizing existing site features, as shown on the aerial photo, and as existing site conditions (overhead and underground utilities) would allow for drill rig access. The GPS coordinates of each boring location using a hand-held GPS device are recorded on each boring log. Ardaman & Associates, Inc.

6 Report of Subsurface Soil Exploration Analysis and Recommendations for Creekside Boulevard Force Main Extension and Interconnect Naples, Collier County, Florida Page No. 30-MAY-20 Project No GENERAL SUBSURFACE CONDITIONS The general subsurface conditions encountered during the field exploration are shown on the attached soil boring logs presented in Appendix 2. Soil stratification is based on examination of recovered soil samples and interpretation of the field boring logs. The stratification lines represent the approximate boundaries between the soil types, the actual transitions may be gradual. Because of the large study area, only broad generalities may be stated about subsurface conditions. The reader is encouraged to review the boring logs to become familiar with soil types anticipated along the force main alignment. In general, the borings encountered loose to medium dense fine sands () from the ground surface to the depths explored in each boring. The exception was observed in borings B-2 through B- where it appears that fill soils consisting of slightly silty to silty fine sands (-SM/SM) with variable limerock and shell fragments were encountered in the surficial 3. to feet. Borings B-9 and B-0 were advanced to 2 feet and both borings just touched upon what appeared to a soft limestone stratum beginning at a depth of approximately 2 feet. Groundwater was encountered in the boreholes at depths ranging from to 6 feet below the existing ground surface at the time of our field exploration (/2 & 3/20). The groundwater depths shown on the boring logs represent the groundwater surface encountered on the dates shown. Fluctuations in groundwater level should be anticipated throughout the year due to seasonal variations in rainfall, and other factors. LABORATORY TESTING PROGRAM Representative soil samples obtained during our field sampling operation were packaged and transferred to our office and, thereafter, examined by a geotechnical engineer to obtain more accurate descriptions of the existing soil strata. Laboratory testing was performed on selected samples as deemed necessary to aid in soil classification and to further define the engineering properties of the soils. The laboratory tests included Natural Moisture Content, Percent Finer than the U.S. No. 200 Sieve (percent silt and clay), Organic Content, Atterberg limits and Sieve Analysis. The test results are summarized in the following Table. Ardaman & Associates, Inc.

7 Report of Subsurface Soil Exploration Analysis and Recommendations for Creekside Boulevard Force Main Extension and Interconnect Naples, Collier County, Florida Page No MAY-20 Project No Boring No. Sample No. Depth (ft) Moisture Content (%) Percent Fines Organic Content (%) Atterberg Limits LL PI Unified Soil Classification () --- NP NP Poorly Graded Sand () () --- NP NP Poorly Graded Sand () NP NP Poorly Graded Sand () NP NP Poorly Graded Sand () NP NP Poorly Graded Sand () () --- NP NP Poorly Graded Sand () () --- NP NP Poorly Graded Sand () NP NP Poorly Graded Sand () () --- NP NP Poorly Graded Sand () () --- NP NP Poorly Graded Sand () NP NP Silty Sand (SM) () --- NP NP Poorly Graded Sand () () Sieve analysis performed The test results are also presented on the soil boring logs presented in Appendix 2 at the depths from which the samples were recovered. The results of sieve analysis are presented on grain-size distribution curves presented in Appendix 3. The soil descriptions shown on the logs are based upon visual-manual procedures in accordance with local practice. Soil classification is in general accordance with the Unified Soil Classification System (ASTM D-287) and is also based on visual-manual procedures. Soil samples from the T borings were selected for environmental corrosion tests consisting of soil ph (FM-0), Resistivity (FM-), Chlorides (FM-2) and Sulfates (FM-3). The near surface recovered samples from borings along specific alignments were combined to give sufficient sample-size for testing. The results are summarized below. Ardaman & Associates, Inc.

8 Report of Subsurface Soil Exploration Analysis and Recommendations for Creekside Boulevard Force Main Extension and Interconnect Naples, Collier County, Florida Page No MAY-20 Project No Boring Nos. Sample Nos. Depth (ft.) ph Resistivity (ohm-cm) Chlorides (ppm) Sulfates (ppm) Environmental Classification Steel Concrete 2, 3, , Slightly Aggressive Slightly Aggressive 6, 7, 8 2, , Slightly Aggressive Slightly Aggressive, 2,3 2, , Moderately Aggressive Slightly Aggressive Discussion ANALYSIS AND RECOMMENDATIONS The test borings B- through B- disclosed similar subsurface conditions consisting of fine sands () from the ground surface to depths of about 2 feet where soft weathered limestone was encountered in test borings B-9 and 0. For anticipated depths of excavation for the proposed construction, the soil type for design and construction considerations will be fine sand (). Following are our recommendations for design and construction. Site Dewatering and Excavations Seasonal high groundwater levels on site are about to 2 feet below the ground surface. Seasonal low groundwater levels could drop to about 6 to 7 feet below ground surface. Depending upon the time of construction, shallow drawdown of the groundwater table may be necessary for pipeline construction. The soils along the pipe alignment are fine sands () from the surface to a depth of about 2 feet. As such sump pumping may be adequate to draw the water table down to feet for pipeline construction through fine gravel bedding such as FDOT No. 89 stone. A well point system will be necessary to draw the water table down deeper. The proposed Jack and Bore to install new 2-inch HDPE force main under U.S. requires additional considerations. The depth of the crossing is estimated to be feet below the road surface. The head pit will be approximately 0 by 30 feet (Creekside Boulevard) and the tail pit 0 by 0 feet (07 th Avenue North). Both pits will be constructed in the street. Typically, it is the responsibility of the contractor to Ardaman & Associates, Inc.

9 Report of Subsurface Soil Exploration Analysis and Recommendations for Creekside Boulevard Force Main Extension and Interconnect Naples, Collier County, Florida Page No MAY-20 Project No provide a signed and sealed plan for dewatering and excavation bracing, which is subsequently reviewed by the design team. Following are some general recommendations for dewatering and sheet pile installation. Sheet piling is recommended for each pit excavation. Impact or vibratory hammers may be used to install the sheet piles. Analyses by the contractor s engineer may indicate that bracing of the sheet piles is required to reduce the risk of ground subsidence. In that case, the excavation should not proceed below the bracing depth until the bracing is installed. Earth retaining soil design parameters are provided below. We recommend dewatering by use of well points installed just outside the perimeter of the sheet pile walls. One additional open well point should be used to monitor the drawdown of the water table and the excavation should not extend below the water table at any time. In addition, we recommend installing two piezometers outside the pits into the underlying weathered limestone stratum (screened 2 to 29 feet) to monitor pore pressures and upward seepage potential. After completion of Jack and Bore operations, each pit excavation should be backfilled to the surface before the sheet piles are extracted. Pit backfill compaction is required to be a minimum of 9 percent of modified Proctor (ASTM D 7) maximum dry density. Backfill lifts should be limited to 2 inches maximum. Pipe Bedding and Backfill Fine sands () are anticipated from the ground surface to depths of about 2 feet along the proposed pipe alignment. This soil type is a suitable bedding material (if adequately dewatered) and suitable for reuse as pipe backfill material. Temporary stockpiling of the excavated soil is necessary to drain excess free water before backfilling and compaction. The exception was observed in borings B-2 through B- along the central segment of Creekside Boulevard where fill soils consisting of slightly silty to silty fine sands (- SM/SM) with variable limerock and shell fragments were encountered in the upper 3. to feet. Where these soil types are encountered at pipe invert elevation, we recommend overexcavating six inches and bedding the pipe in fine gravel such as FDOT No. 89 stone. These materials are suitable for use as initial and final backfill as discussed under Reuse of Encountered Materials. Compaction of backfill material over pipe to 9 percent of Modified Proctor (ASTM D 7) maximum dry density should be adequate. Backfill lifts should be limited to 2 inches maximum. Ardaman & Associates, Inc.

10 Report of Subsurface Soil Exploration Analysis and Recommendations for Creekside Boulevard Force Main Extension and Interconnect Naples, Collier County, Florida Page No MAY-20 Project No Line Stops and/or Thrust Collars Soil types along the pipe alignment are similar enough to allow use of the following soil parameters at the locations of line stops and/or thrust collars as defined by the borings B-, B- and B-. Saturated Soil Unit Weight pcf Buoyant Soil Unit Weight pcf Passive Earth Pressure Coefficient Kp Allowable Bearing Capacity Q, psf ,000 Soil Corrosivity Design Consideration Based on the soil corrosivity tests, the shallow soil types are considered non-corrosive for concrete or ductile iron or steel. Soil Design Parameters for Earth Retaining Structures and Pipes Soil types are mostly loose to medium dense fine sands () with an average angle of internal friction, ø =30. The following soil parameters are recommended for use in design of earth retaining structures and pipes. Unit weight of soil above water γt = 2 pcf Saturated unit weight of water γb = 0 pcf Angle of internal friction, ø =30 Cohesion, c = 0 psf Active earth pressure, Ka, = 0.33 At-rest earth pressure, Ko = 0.0 Passive earth pressure, Kp = 3.00 Angle of wall friction (steel sheet piles), δ = 7 Poisson s ratio, n = 0.3 Ardaman & Associates, Inc. Modulus of Elasticity, Es = 0 Ksf

11 Report of Subsurface Soil Exploration Analysis and Recommendations for Creekside Boulevard Force Main Extension and Interconnect Naples, Collier County, Florida Page No MAY-20 Project No Note that seasonal high water tables through the summer months will rise to within to 2 feet of the ground surface. Seasonal lows will drop 6 to 7 feet below the ground surface during the spring months. Reuse of Encountered Materials The following materials were generally encountered within the top 2 feet of the soil profile. Poorly Graded Sand () Poorly Graded Sand with Silt (-SM) These sands contain less than 2 percent non-plastic silty fines and may contain up to percent gravel (broken shell and limestone). Therefore, they are suitable for use as pipe and structure backfill. They are also suitable for use as fill for roadway embankments and as general landscaping fill. permeability characteristics of these materials are good. Drainage or Roots and other deleterious materials if encountered should be separated from the sands prior to reuse. Sands excavated below the water table should be stockpiled to drain excess moisture. Silty Sand (SM) These sands contain up to about 3 percent non-plastic silty fines and may contain up to 20 percent gravel (broken shell and limestone). These soils are generally suitable for reuse as pipe and structure backfill and as fill for embankments; however, careful control of the moisture content is needed to achieve required compaction. Because these are fill soils, cobble and boulder-size broken limerock fragments may be encountered. Backfill should not include limerock fragments greater than 6 inches in maximum dimension. Stockpiling of these materials to drain excess moisture and mixing with cleaner sands are techniques to make these materials more workable. GENERAL COMMENTS The analysis and recommendations in this report are based on the data obtained from the soil borings performed at the approximate locations indicated on the attached Figure Boring Location Plan. Ardaman & Associates, Inc.

12 Report of Subsurface Soil Exploration Analysis and Recommendations for Creekside Boulevard Force Main Extension and Interconnect Naples, Collier County, Florida Page No. 30-MAY-20 Project No This report does not reflect any variations that may occur between the borings. The nature and extent of variations may not become evident until during the course of construction. If variations then appear evident, it will be necessary for a reevaluation of the recommendations of this report to be made after performing on-site observations during the construction period and noting the characteristics of any variations. When the final design and specifications are completed, we would like the opportunity to review them to determine whether changes in the original concept may have affected the validity of our recommendations and whether these recommendations have been implemented in the design and specifications. While the borings are representative of subsurface conditions at their respective locations and for their respective vertical reaches, local variations characteristic of the subsurface materials of the region are anticipated and may be encountered. The boring logs and related information are based on the driller's logs and visual examination of selected sample in the laboratory. The delineation between soil types shown on the logs is approximate and the description represents our interpretation of subsurface conditions at the designated boring locations and on the particular date drilled. If you have any questions about this report, please contact this office. Very truly yours, Ardaman & Associates, Inc. Florida Certificate of Authorization No Gary A. Drew, P.E. Vice President/Branch Manager FL License No. 30 GAD/egs Ardaman & Associates, Inc.

13 APPENDIX BORING LOCATION PLAN (FIGURE ) BORING LOGS B- THROUGH B- Ardaman & Associates, Inc.

14 N W E B- (C-) S B-2 B-3 (C-2) B- B-9 B- B- B- B-6 B-7 B-8 C-3 B-0 B- B-2 B-3 B- = STANDARD PENETRATION TEST BORING LOCATION C- = PAVEMENT CORE LOCATION FIGURE BORING LOCATION PLAN SOURCE: COPY OF AERIAL PHOTOGRAPH OBTAINED FROM THE COLLIER COUNTY PROPERTY APPRAISER S WEBSITE Ardaman & Associates, Inc. Geotechnical, Environmental and Materials Consultants COLLIER COUNTY PROJECT NO CREEKSIDE BLVD. FM EXTENSION AND INTERCONNECT P.O. #0003, CONTRACT #3-66 TE Drawn By: Checked By: Date: ES GD MAY 20 File No. Approved By: Figure No Gary Drew, P.E.

15 BORING LOCATION: SEE BORING LOCATION PLAN CLIENT: COLLIER CO. GOV. PUBLIC UTILITIES PLANNING STATION: OFFSET: PROJECT: CREEKSIDE BLVD. FM EXTENSION AND INTERCONNECT DATE DRILLED: 3-MAY-20 START: FINISH: COLLIER CO. PROJECT NO GROUND SURFACE ELEVATION: TIME: LOCATION: COLLIER COUNTY, FLORIDA WATER TABLE DEPTH (ft):.' DATE: 3-MAY-20 DRILL CREW: WOOTEN/PEACE/SLEE LOGGED BY: G. DREW DRILL MAKE & MODEL: CME- BIT: 3-7/8" DIA. TRICONE ROLLER DRILLING RODS: NW DRILLING METHOD: ROTARY WASH WITH DRILLING FLUID WEATHER CONDITIONS: PARTLY CLOUDY/HOT DEPTH, FT. BLOWS T N-VALUE SAMPLE NO. GRAPHIC LOG USCS SOIL DESCRIPTION REMARKS % WATER PERCENT FINES % ORGANIC LIQUID LIMIT PLAST. INDEX 0 Asphalt and rock base. Hand Augered to.' Poorly Graded Sand - Light brown to light gray fine sand TERMINATED AT.' PAGE OF REVIEWED BY: GARY A. DREW, P.E. FILE NO: BORING NO.: B-

16 BORING LOCATION: SEE BORING LOCATION PLAN CLIENT: COLLIER CO. GOV. PUBLIC UTILITIES PLANNING STATION: N ' OFFSET: W ' PROJECT: CREEKSIDE BLVD. FM EXTENSION AND INTERCONNECT DATE DRILLED: 3-MAY-20 START: FINISH: COLLIER CO. PROJECT NO GROUND SURFACE ELEVATION: TIME: LOCATION: COLLIER COUNTY, FLORIDA WATER TABLE DEPTH (ft):.' DATE: 3-MAY-20 DRILL CREW: WOOTEN/PEACE/SLEE LOGGED BY: G. DREW DRILL MAKE & MODEL: CME- BIT: 3-7/8" DIA. TRICONE ROLLER DRILLING RODS: NW DRILLING METHOD: ROTARY WASH WITH DRILLING FLUID WEATHER CONDITIONS: PARTLY CLOUDY/HOT DEPTH, FT. BLOWS T N-VALUE SAMPLE NO. GRAPHIC LOG USCS SOIL DESCRIPTION REMARKS % WATER PERCENT FINES % ORGANIC LIQUID LIMIT PLAST. INDEX 0 Poorly Graded Sand - Brown fine sand, trace to some broken shell and limerock fragments. Poorly Graded Sand - Gray to brown fine sand. Hand Augered to.' TERMINATED AT 0.' PAGE OF REVIEWED BY: GARY A. DREW, P.E. FILE NO: BORING NO.: B-2

17 BORING LOCATION: SEE BORING LOCATION PLAN CLIENT: COLLIER CO. GOV. PUBLIC UTILITIES PLANNING STATION: N ' OFFSET: W088.32' PROJECT: CREEKSIDE BLVD. FM EXTENSION AND INTERCONNECT DATE DRILLED: 3-MAY-20 START: FINISH: COLLIER CO. PROJECT NO GROUND SURFACE ELEVATION: TIME: LOCATION: COLLIER COUNTY, FLORIDA WATER TABLE DEPTH (ft):.0' DATE: 3-MAY-20 DRILL CREW: WOOTEN/PEACE/SLEE LOGGED BY: G. DREW DRILL MAKE & MODEL: CME- BIT: 3-7/8" DIA. TRICONE ROLLER DRILLING RODS: NW DRILLING METHOD: ROTARY WASH WITH DRILLING FLUID WEATHER CONDITIONS: PARTLY CLOUDY/HOT DEPTH, FT. BLOWS T N-VALUE SAMPLE NO. GRAPHIC LOG USCS SOIL DESCRIPTION REMARKS % WATER PERCENT FINES % ORGANIC LIQUID LIMIT PLAST. INDEX 0 Poorly Graded Sand - Gray fine sand, trace to some broken shell and limerock fragments. Poorly Graded Sand - Brown fine sand. Hand Augered to.' TERMINATED AT 0.' PAGE OF REVIEWED BY: GARY A. DREW, P.E. FILE NO: BORING NO.: B-3

18 BORING LOCATION: SEE BORING LOCATION PLAN CLIENT: COLLIER CO. GOV. PUBLIC UTILITIES PLANNING STATION: N266.' OFFSET: W088.38' PROJECT: CREEKSIDE BLVD. FM EXTENSION AND INTERCONNECT DATE DRILLED: 3-MAY-20 START: FINISH: COLLIER CO. PROJECT NO GROUND SURFACE ELEVATION: TIME: LOCATION: COLLIER COUNTY, FLORIDA WATER TABLE DEPTH (ft):.' DATE: 3-MAY-20 DRILL CREW: WOOTEN/PEACE/SLEE LOGGED BY: G. DREW DRILL MAKE & MODEL: CME- BIT: 3-7/8" DIA. TRICONE ROLLER DRILLING RODS: NW DRILLING METHOD: ROTARY WASH WITH DRILLING FLUID WEATHER CONDITIONS: PARTLY CLOUDY/HOT DEPTH, FT. BLOWS T N-VALUE SAMPLE NO. GRAPHIC LOG USCS SOIL DESCRIPTION REMARKS % WATER PERCENT FINES % ORGANIC LIQUID LIMIT PLAST. INDEX 0 2 Poorly Graded Sand - Gray fine sand, trace to some broken shell and limerock fragments. Poorly Graded Sand - Brown fine sand. Hand Augered to.' TERMINATED AT 0.' PAGE OF REVIEWED BY: GARY A. DREW, P.E. FILE NO: BORING NO.: B-

19 BORING LOCATION: SEE BORING LOCATION PLAN CLIENT: COLLIER CO. GOV. PUBLIC UTILITIES PLANNING STATION: N266.29' OFFSET: W088.3' PROJECT: CREEKSIDE BLVD. FM EXTENSION AND INTERCONNECT DATE DRILLED: 3-MAY-20 START: FINISH: COLLIER CO. PROJECT NO GROUND SURFACE ELEVATION: TIME: LOCATION: COLLIER COUNTY, FLORIDA WATER TABLE DEPTH (ft): 6.0' DATE: 3-MAY-20 DRILL CREW: WOOTEN/PEACE/SLEE LOGGED BY: G. DREW DRILL MAKE & MODEL: CME- BIT: 3-7/8" DIA. TRICONE ROLLER DRILLING RODS: NW DRILLING METHOD: ROTARY WASH WITH DRILLING FLUID WEATHER CONDITIONS: PARTLY CLOUDY/HOT DEPTH, FT. BLOWS T N-VALUE SAMPLE NO. GRAPHIC LOG USCS SOIL DESCRIPTION REMARKS % WATER PERCENT FINES % ORGANIC LIQUID LIMIT PLAST. INDEX 0 Poorly Graded Sand - Brown fine sand, trace to some broken shell and limerock fragments. Poorly Graded Sand - Brown fine sand. Hand Augered to.' TERMINATED AT.' PAGE OF REVIEWED BY: GARY A. DREW, P.E. FILE NO: BORING NO.: B-

20 BORING LOCATION: SEE BORING LOCATION PLAN CLIENT: COLLIER CO. GOV. PUBLIC UTILITIES PLANNING STATION: N ' OFFSET: W088.27' PROJECT: CREEKSIDE BLVD. FM EXTENSION AND INTERCONNECT DATE DRILLED: 3-MAY-20 START: FINISH: COLLIER CO. PROJECT NO GROUND SURFACE ELEVATION: TIME: LOCATION: COLLIER COUNTY, FLORIDA WATER TABLE DEPTH (ft):.0' DATE: 3-MAY-20 DRILL CREW: WOOTEN/PEACE/SLEE LOGGED BY: G. DREW DRILL MAKE & MODEL: CME- BIT: 3-7/8" DIA. TRICONE ROLLER DRILLING RODS: NW DRILLING METHOD: ROTARY WASH WITH DRILLING FLUID WEATHER CONDITIONS: PARTLY CLOUDY/HOT/LT. DEPTH, FT. BLOWS T N-VALUE SAMPLE NO. GRAPHIC LOG USCS SOIL DESCRIPTION REMARKS % WATER PERCENT FINES % ORGANIC LIQUID LIMIT PLAST. INDEX 0 Asphalt and rock base. Hand Augered to.' Poorly Graded Sand - Brown fine sand TERMINATED AT 0.' PAGE OF REVIEWED BY: GARY A. DREW, P.E. FILE NO: BORING NO.: B-6

21 BORING LOCATION: SEE BORING LOCATION PLAN CLIENT: COLLIER CO. GOV. PUBLIC UTILITIES PLANNING STATION: N266.0' OFFSET: W088.8' PROJECT: CREEKSIDE BLVD. FM EXTENSION AND INTERCONNECT DATE DRILLED: 3-MAY-20 START: FINISH: COLLIER CO. PROJECT NO GROUND SURFACE ELEVATION: TIME: LOCATION: COLLIER COUNTY, FLORIDA WATER TABLE DEPTH (ft):.0' DATE: 3-MAY-20 DRILL CREW: WOOTEN/PEACE/SLEE LOGGED BY: G. DREW DRILL MAKE & MODEL: CME- BIT: 3-7/8" DIA. TRICONE ROLLER DRILLING RODS: NW DRILLING METHOD: ROTARY WASH WITH DRILLING FLUID WEATHER CONDITIONS: PARTLY CLOUDY/HOT DEPTH, FT. BLOWS T N-VALUE SAMPLE NO. GRAPHIC LOG USCS SOIL DESCRIPTION REMARKS % WATER PERCENT FINES % ORGANIC LIQUID LIMIT PLAST. INDEX 0 Poorly Graded Sand - Brown fine sand, trace to some broken shell and limerock fragments. Poorly Graded Sand - Yellowish-brown to gray fine sand. Hand Augered to.' TERMINATED AT 0.' PAGE OF REVIEWED BY: GARY A. DREW, P.E. FILE NO: BORING NO.: B-7

22 BORING LOCATION: SEE BORING LOCATION PLAN CLIENT: COLLIER CO. GOV. PUBLIC UTILITIES PLANNING STATION: N266.29' OFFSET: W088.2' PROJECT: CREEKSIDE BLVD. FM EXTENSION AND INTERCONNECT DATE DRILLED: 3-MAY-20 START: FINISH: COLLIER CO. PROJECT NO GROUND SURFACE ELEVATION: TIME: LOCATION: COLLIER COUNTY, FLORIDA WATER TABLE DEPTH (ft):.0' DATE: 3-MAY-20 DRILL CREW: WOOTEN/PEACE/SLEE LOGGED BY: G. DREW DRILL MAKE & MODEL: CME- BIT: 3-7/8" DIA. TRICONE ROLLER DRILLING RODS: NW DRILLING METHOD: ROTARY WASH WITH DRILLING FLUID WEATHER CONDITIONS: PARTLY CLOUDY/HOT DEPTH, FT. BLOWS T N-VALUE SAMPLE NO. GRAPHIC LOG USCS SOIL DESCRIPTION REMARKS % WATER PERCENT FINES % ORGANIC LIQUID LIMIT PLAST. INDEX 0 Poorly Graded Sand - Brown fine sand, trace to some broken shell and limerock fragments. Poorly Graded Sand - Very dark brown slightly organic fine sand. Hand Augered to.' 2 Poorly Graded Sand - Brown fine sand TERMINATED AT 0.' PAGE OF REVIEWED BY: GARY A. DREW, P.E. FILE NO: BORING NO.: B-8

23 BORING LOCATION: SEE BORING LOCATION PLAN CLIENT: COLLIER CO. GOV. PUBLIC UTILITIES PLANNING STATION: N266.23' OFFSET: W088.' PROJECT: CREEKSIDE BLVD. FM EXTENSION AND INTERCONNECT DATE DRILLED: 2-MAY-20 START: FINISH: COLLIER CO. PROJECT NO GROUND SURFACE ELEVATION: TIME: LOCATION: COLLIER COUNTY, FLORIDA WATER TABLE DEPTH (ft):.0' DATE: 2-MAY-20 DRILL CREW: WOOTEN/PEACE/SLEE LOGGED BY: G. DREW DRILL MAKE & MODEL: CME- BIT: 3-7/8" DIA. TRICONE ROLLER DRILLING RODS: NW DRILLING METHOD: ROTARY WASH WITH DRILLING FLUID WEATHER CONDITIONS: PARTLY CLOUDY/HOT DEPTH, FT. BLOWS T N-VALUE SAMPLE NO. GRAPHIC LOG USCS SOIL DESCRIPTION REMARKS % WATER PERCENT FINES % ORGANIC LIQUID LIMIT PLAST. INDEX 0 Poorly Graded Sand - Dark brown to gray fine sand. Hand Augered to.' Poorly Graded Sand - Very light gray fine sand /8 Soft Weathered Limestone. BORING TERMINATED AT 2.' 30 3 PAGE OF REVIEWED BY: GARY A. DREW, P.E. FILE NO: BORING NO.: B-9

24 BORING LOCATION: SEE BORING LOCATION PLAN CLIENT: COLLIER CO. GOV. PUBLIC UTILITIES PLANNING STATION: N266.2' OFFSET: W ' PROJECT: CREEKSIDE BLVD. FM EXTENSION AND INTERCONNECT DATE DRILLED: 2-MAY-20 START: FINISH: COLLIER CO. PROJECT NO GROUND SURFACE ELEVATION: TIME: LOCATION: COLLIER COUNTY, FLORIDA WATER TABLE DEPTH (ft):.' DATE: 2-MAY-20 DRILL CREW: WOOTEN/PEACE/SLEE LOGGED BY: G. DREW DRILL MAKE & MODEL: CME- BIT: 3-7/8" DIA. TRICONE ROLLER DRILLING RODS: NW DRILLING METHOD: ROTARY WASH WITH DRILLING FLUID WEATHER CONDITIONS: PARTLY CLOUDY/HOT DEPTH, FT. BLOWS T N-VALUE SAMPLE NO. GRAPHIC LOG USCS SOIL DESCRIPTION REMARKS % WATER PERCENT FINES % ORGANIC LIQUID LIMIT PLAST. INDEX 0 Asphalt and rock base. Poorly Graded Sand - Light brown fine sand, trace to some broken shell and limerock fragments. Hand Augered to.' 2 Poorly Graded Sand - Dark gray to brown fine sand Poorly Graded Sand - Very light gray fine sand Soft Weathered Limestone. TERMINATED AT 2.' 30 3 PAGE OF REVIEWED BY: GARY A. DREW, P.E. FILE NO: BORING NO.: B-0

25 BORING LOCATION: SEE BORING LOCATION PLAN CLIENT: COLLIER CO. GOV. PUBLIC UTILITIES PLANNING STATION: N266.0' OFFSET: W ' PROJECT: CREEKSIDE BLVD. FM EXTENSION AND INTERCONNECT DATE DRILLED: 2-MAY-20 START: FINISH: COLLIER CO. PROJECT NO GROUND SURFACE ELEVATION: TIME: LOCATION: COLLIER COUNTY, FLORIDA WATER TABLE DEPTH (ft):.0' DATE: 2-MAY-20 DRILL CREW: WOOTEN/PEACE/SLEE LOGGED BY: G. DREW DRILL MAKE & MODEL: CME- BIT: 3-7/8" DIA. TRICONE ROLLER DRILLING RODS: NW DRILLING METHOD: ROTARY WASH WITH DRILLING FLUID WEATHER CONDITIONS: PARTLY CLOUDY/HOT DEPTH, FT. BLOWS T N-VALUE SAMPLE NO. GRAPHIC LOG USCS SOIL DESCRIPTION REMARKS % WATER PERCENT FINES % ORGANIC LIQUID LIMIT PLAST. INDEX 0 Poorly Graded Sand - Brown fine sand. Hand Augered to.' TERMINATED AT 0.' PAGE OF REVIEWED BY: GARY A. DREW, P.E. FILE NO: BORING NO.: B-

26 BORING LOCATION: SEE BORING LOCATION PLAN CLIENT: COLLIER CO. GOV. PUBLIC UTILITIES PLANNING STATION: N266.2' OFFSET: W ' PROJECT: CREEKSIDE BLVD. FM EXTENSION AND INTERCONNECT DATE DRILLED: 2-MAY-20 START: FINISH: COLLIER CO. PROJECT NO GROUND SURFACE ELEVATION: TIME: LOCATION: COLLIER COUNTY, FLORIDA WATER TABLE DEPTH (ft):.' DATE: 2-MAY-20 DRILL CREW: WOOTEN/PEACE/SLEE LOGGED BY: G. DREW DRILL MAKE & MODEL: CME- BIT: 3-7/8" DIA. TRICONE ROLLER DRILLING RODS: NW DRILLING METHOD: ROTARY WASH WITH DRILLING FLUID WEATHER CONDITIONS: PARTLY CLOUDY/HOT DEPTH, FT. BLOWS T N-VALUE SAMPLE NO. GRAPHIC LOG USCS SOIL DESCRIPTION REMARKS % WATER PERCENT FINES % ORGANIC LIQUID LIMIT PLAST. INDEX 0 -SM Poorly Graded Sand - Brown fine sand. Poorly Graded Sand with Silt - Light brown slightly silty fine sand, trace to some broken shell and limerock fragments. Hand Augered to.' Poorly Graded Sand - Dark brown to brown fine sand TERMINATED AT 0.' PAGE OF REVIEWED BY: GARY A. DREW, P.E. FILE NO: BORING NO.: B-2

27 BORING LOCATION: SEE BORING LOCATION PLAN CLIENT: COLLIER CO. GOV. PUBLIC UTILITIES PLANNING STATION: N266.30' OFFSET: W087.80' PROJECT: CREEKSIDE BLVD. FM EXTENSION AND INTERCONNECT DATE DRILLED: 2-MAY-20 START: FINISH: COLLIER CO. PROJECT NO GROUND SURFACE ELEVATION: TIME: LOCATION: COLLIER COUNTY, FLORIDA WATER TABLE DEPTH (ft):.' DATE: 2-MAY-20 DRILL CREW: WOOTEN/PEACE/SLEE LOGGED BY: G. DREW DRILL MAKE & MODEL: CME- BIT: 3-7/8" DIA. TRICONE ROLLER DRILLING RODS: NW DRILLING METHOD: ROTARY WASH WITH DRILLING FLUID WEATHER CONDITIONS: PARTLY CLOUDY/HOT DEPTH, FT. BLOWS T N-VALUE SAMPLE NO. GRAPHIC LOG USCS SOIL DESCRIPTION REMARKS % WATER PERCENT FINES % ORGANIC LIQUID LIMIT PLAST. INDEX 0 SM Poorly Graded Sand - Dark brown fine sand. Silty Sand - Light gray silty fine sand, trace to some broken shell and limerock fragments. Hand Augered to.' Poorly Graded Sand - Gray fine sand TERMINATED AT 0.' PAGE OF REVIEWED BY: GARY A. DREW, P.E. FILE NO: BORING NO.: B-3

28 BORING LOCATION: SEE BORING LOCATION PLAN CLIENT: COLLIER CO. GOV. PUBLIC UTILITIES PLANNING STATION: OFFSET: PROJECT: CREEKSIDE BLVD. FM EXTENSION AND INTERCONNECT DATE DRILLED: 2-MAY-20 START: FINISH: COLLIER CO. PROJECT NO GROUND SURFACE ELEVATION: TIME: LOCATION: COLLIER COUNTY, FLORIDA WATER TABLE DEPTH (ft): 6.0' DATE: 2-MAY-20 DRILL CREW: WOOTEN/PEACE/SLEE LOGGED BY: G. DREW DRILL MAKE & MODEL: CME- BIT: 3-7/8" DIA. TRICONE ROLLER DRILLING RODS: NW DRILLING METHOD: ROTARY WASH WITH DRILLING FLUID WEATHER CONDITIONS: PARTLY CLOUDY/HOT DEPTH, FT. BLOWS T N-VALUE SAMPLE NO. GRAPHIC LOG USCS SOIL DESCRIPTION REMARKS % WATER PERCENT FINES % ORGANIC LIQUID LIMIT PLAST. INDEX 0 Poorly Graded Sand - Brown fine sand. Hand Augered to.' SM Silty Sand - Light gray silty fine sand, trace to some broken shell and limerock fragments. 2 Poorly Graded Sand - Gray to brown fine sand TERMINATED AT 0.' PAGE OF REVIEWED BY: GARY A. DREW, P.E. FILE NO: BORING NO.: B-

29 BORING LOCATION: SEE BORING LOCATION PLAN CLIENT: COLLIER CO. GOV. PUBLIC UTILITIES PLANNING STATION: N266.6' OFFSET: W087.72' PROJECT: CREEKSIDE BLVD. FM EXTENSION AND INTERCONNECT DATE DRILLED: 2-MAY-20 START: FINISH: COLLIER CO. PROJECT NO GROUND SURFACE ELEVATION: TIME: LOCATION: COLLIER COUNTY, FLORIDA WATER TABLE DEPTH (ft): 6.0' DATE: 2-MAY-20 DRILL CREW: WOOTEN/PEACE/SLEE LOGGED BY: G. DREW DRILL MAKE & MODEL: CME- BIT: 3-7/8" DIA. TRICONE ROLLER DRILLING RODS: NW DRILLING METHOD: ROTARY WASH WITH DRILLING FLUID WEATHER CONDITIONS: PARTLY CLOUDY/HOT DEPTH, FT. BLOWS T N-VALUE SAMPLE NO. GRAPHIC LOG USCS SOIL DESCRIPTION REMARKS % WATER PERCENT FINES % ORGANIC LIQUID LIMIT PLAST. INDEX 0 -SM Poorly Graded Sand - Brown fine sand. Poorly Graded Sand with Silt - Light brown slightly silty fine sand, trace to some broken shell and limerock fragments. Hand Augered to.' 2 Poorly Graded Sand - Gray to brown fine sand TERMINATED AT.' PAGE OF REVIEWED BY: GARY A. DREW, P.E. FILE NO: BORING NO.: B-

30 APPENDIX 2 GRAIN-SIZE DISTRIBUTION SHEETS Ardaman & Associates, Inc.

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33 APPENDIX 3 SOIL BORING, SAMPLING AND TESTING METHODS PROJECT SOIL DESCRIPTION PROCEDURE UNIFIED Ardaman & Associates, Inc.

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