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

SUBSURFACE SOIL EXPLORATION ANALYSIS AND RECOMMENDATIONS PROPOSED WEIRS AT STATIONS 130+00 AND 16+00 DRAINAGE IMPROVEMENTS TO THE FOUR CORNERS MSBU HENDRY COUNTY, FLORIDA Ardaman & Associates, Inc. Geotechnical, Environmental and Materials Consultants OFFICES Orlando, 8008 S. Orange Avenue, Orlando, Florida 3809, Phone (07) 8-3860 Bartow, 1 Centennial Drive, Bartow, Florida 33830, Phone (863) 33-088 Cocoa, 1300 N. Cocoa Blvd., Cocoa, Florida 39, Phone (31) 63-03 Fort Myers, 9970 Bavaria Road, Fort Myers, Florida 33913, Phone (39) 768-6600 Miami, 608 W. 8 th Street, Hialeah, Florida 33016, Phone (30) 8-683 Port St. Lucie, 60 Concourse Place NW, Unit 1, Port St. Lucie, Florida 3986, Phone (77) 878-007 Sarasota, 78 Sarasota Center Blvd., Sarasota, Florida, Phone (91) 9-36 Tallahassee, 317 West Tharpe Street, Tallahassee, Florida 3303, Phone (80) 76-6131 Tampa, 39 Coconut Palm Drive, Suite 11, Tampa, Florida 33619, Phone (813) 60-3389 West Palm Beach, 00 N. FL Mango Rd., Ste. 101, West Palm Bch., FL 3309, Phone (61)687-800 MEMBERS: A.S.F.E. American Concrete Institute American Society for Testing and Materials Florida Institute of Consulting Engineers

Ardaman & Associates, Inc. Geotechnical, Environmental and Materials Consultants AIM ENGINEERING & SURVEYING, INC. 300 Lee Boulevard Lehigh Acres, FL 33971 Ardaman Project No. 1-33-6 3-APR-01 Attention: SUBJECT: Mr. Lee Flynn, P.E. Subsurface Soil Exploration Analysis and Recommendations Proposed Weirs at Stations 130+00 and 16+00 Drainage Improvements to the Four Corners MSBU Hendry County, Florida Gentlemen: As requested and authorized by Aim Engineering and Surveying, Inc. (AIM), Ardaman & Associates, Inc. (Ardaman) has completed the subsurface soil exploration program for the proposed weirs at Stations 130+00 and 16+00 as part of the project known as Drainage Improvements to the Four Corners MSBU in Hendry County, Florida. The purposes of this program were to evaluate the general subsurface conditions at each proposed weir site and provide recommendations for sheet piling design and installation. This report documents our findings and conclusions. It has been prepared for the exclusive use of AIM and their consultants for specific application to the subject project in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. PROJECT DESCRIPTION AND SITE LOCATION The project will include improvements to the existing conveyance ditch from the Four Corners south along the county line between Hendry and Lee to S.R. 78 a distance of approximately 16,000 feet. The ditch exists within a 330-foot swath of land abutting the Hendry/Lee County line. Improvements to the ditch will include widening and deepening as well as installing two new weir structures at Stations 130+00 and 16+00. Each weir structure will consist of approximately 80 L.F. of sheet pile with a concrete cap. The approximate location of each weir structure is shown on the attached aerial photograph presented as Figure 1. 9970 Bavaria Road, Fort Myers, Florida 33913 Phone (39) 768-6600 FAX (39) 768-009 Florida: Bartow, Fort Myers, Miami, Orlando, Port St. Lucie, Sarasota, Tallahassee, Tampa, West Palm Beach Louisiana: Alexandria, Baton Rouge, Monroe, New Orleans, Shreveport

Report of Subsurface Soil Exploration Analysis and Recommendations for 3-APR-01 Proposed Weirs at Stations 130+00 and 16+00 Project No. 1-33-6 Drainage Improvements to the Four Corners MSBU Page No. Hendry County, Florida A Subsurface Soil Exploration for the proposed ditch improvements was submitted on June 1, 013. This report included 3 Standard Penetration Test (SPT) borings on approximately 00-foot centers adjacent to the existing drainage ditch from S.R. 78 to the north county line. Each boring was advanced to a depth of 1 feet. SCOPE OF GEOTECHNICAL SERVICES The scope of our geotechnical services for the Drainage Improvements to the Four Corners MSBU Project was outlined in a proposal to AIM dated July 1, 01. The key tasks performed for this part of the project are itemized below: 1. Conducting two Standard Penetration Test (SPT) borings to determine the nature and condition of the subsurface soils at each of the two proposed weir locations.. Reviewing each soil sample obtained in our field testing program by a geotechnical engineer in our laboratory for further identification and assignment of laboratory tests, if required 3. Performing the appropriate laboratory tests on selected samples.. Analyzing the existing soil conditions with respect to the proposed construction as it relates to foundation design.. Preparing this report to document the results of our field exploration, engineering analysis and foundation design recommendations. FIELD EXPLORATION PROGRAM Our field exploration consisted of performing two Standard Penetration Test (SPT) borings at each of the two proposed weir structures. The SPT borings were drilled to a depth of 0 feet below the existing ground surface. The SPT borings were conducted using methods consistent with ASTM D-186. The equipment and procedures used in the SPT borings are described in detail in the Appendix. Ardaman & Associates, Inc.

Report of Subsurface Soil Exploration Analysis and Recommendations for 3-APR-01 Proposed Weirs at Stations 130+00 and 16+00 Project No. 1-33-6 Drainage Improvements to the Four Corners MSBU Page No. 3 Hendry County, Florida The locations of the borings are described on each of the attached boring logs. They were located by converting State Plane Coordinates of each boring location provided by AIM to latitude and longitude and then using a hand held GPS Unit to locate each borings. The GPS coordinates are recorded on each boring log. The borings were not located horizontally or vertically by survey. GENERAL SUBSURFACE CONDITIONS The general subsurface conditions encountered during the field exploration are shown on the attached soil boring logs. 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. A generalization of subsurface soil conditions encountered in the borings is described below. Weir at Station 16+00 (Borings SPT-1 and ) Depth From To Soil Description Ground Surface 3.' - 6' Loose fine sands (SP). 3.' - 6'.' 7.' Loose clayey fine sands (SC)..' 7.' 1' 1.' Soft Weathered Limestone. 1' 1.' ' Very loose sandy calcareous silts (ML). ' 0' (TERM) Medium stiff to stiff sandy fat clays (CH) and fat clays with some fine sands (CH). Ardaman & Associates, Inc.

Report of Subsurface Soil Exploration Analysis and Recommendations for 3-APR-01 Proposed Weirs at Stations 130+00 and 16+00 Project No. 1-33-6 Drainage Improvements to the Four Corners MSBU Page No. Hendry County, Florida Weir at Station 130+00 (Borings SPT-3 and ) Depth From To Soil Description Ground Surface 3.' - ' Loose fine sands (SP). 3.' - ' 6.' 9' Medium stiff sandy lean clays (CL). 6.' 9' 17' Very loose sandy calcareous silts (ML). Boring SPT- encountered soft weathered limestone from 6. to 1 feet. 17' ' Soft to medium stiff sandy lean clays (CL). ' 0' (TERM) Medium stiff to stiff sandy fat clays (CH) and fat clays with some fine sands (CH). Groundwater was encountered in the boreholes at feet below the existing ground surface at the time of our field exploration (9 & 10-APR-01). 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. 00 Sieve (percent silt and clay) and Atterberg limits. Ardaman & Associates, Inc.

Report of Subsurface Soil Exploration Analysis and Recommendations for 3-APR-01 Proposed Weirs at Stations 130+00 and 16+00 Project No. 1-33-6 Drainage Improvements to the Four Corners MSBU Page No. Hendry County, Florida The test results are presented on the attached soil boring logs at the depths from which the samples were recovered. 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-87) and is also based on visual-manual procedures. ANALYSIS AND RECOMMENDATIONS Weir at Station 16+00 The weir structure will consist of steel sheet piling with a reinforced concrete cap. High crest elevation will be 0. feet NAVD. Existing ditch bottom is approximately +1 feet NAVD. Test borings SPT-1 and were located at the proposed weir at Station 16+00 and both borings disclosed a similar soil profile consisting of to 6 feet of fine sands (SP) underlain by a thin clayey sand (SC) stratum then soft limestone extending to 1. feet. The limestone appears to be weathered with soft and possibly hard layers. Hard driving resistance of the sheet piling should be expected along some segments of the weir. You may consider removal of the rock by trench excavation to expedite installation. Below the weathered limestone, very little resistance to penetration will be offered by the underlying sandy silts (ML) and fat clays (CH). The permeability of the sandy silt (ML) is very low, and the permeability of the underlying clays is slower. Sheet piles penetrating the clays (CH) below a depth of feet will have virtually no seepage under the wall. The sheet pile wall should extend at least 10 feet into each bank to reduce seepage around the end sheet wall section. Weir at Station 130+00 The weir structure will consist of steel sheet piling with a reinforced concrete cap. High crest elevation will be 18. feet NAVD. Existing ditch bottom is approximately +13 feet NAVD. Ardaman & Associates, Inc.

Report of Subsurface Soil Exploration Analysis and Recommendations for 3-APR-01 Proposed Weirs at Stations 130+00 and 16+00 Project No. 1-33-6 Drainage Improvements to the Four Corners MSBU Page No. 6 Hendry County, Florida Test borings SPT-3 and were located at the proposed weir at Station 130+00 and both borings also disclosed a similar soil profiled consisting of feet of fine sands (SP) underlain by 3 to feet of sandy clays (CL) then soft weathered limestone extending to 1 feet. Hard driving resistance of the sheet piling may also occur along some segments. You may consider removal of the rock by trench excavation to expedite installation. Similar to the weir at STA 16+00, very little resistance to penetration will be offered by the underling sandy silts (ML) and fat clays (CH). Sheet piles penetrating the clays (CH) below a depth of 17 feet will have virtually no seepage under the wall. The sheet pile wall should extend at least 10 feet into each bank to reduce seepage around the end sheet wall section. Weir Soil Design Parameters Following are recommended soil design parameters for the weirs. The soil properties, based on the samples obtained and the recorded N-Values from the SPT borings, were averaged and are presented in the following table. The soil properties presented include total unit weight, γt, in pounds per cubic feet (pcf), angle of internal friction, ø, in degrees, and cohesion strength, c, in pounds per square foot. The soil buoyant unit weight, γb, can be obtained by subtracting 6. pcf from the total unit weight, γt. SOIL DESIGN PARAMETERS FOR THE WEIR AT STA 16+00 (SPT-1 AND SPT-) Angle of SPT Soil Unit Depth Below Soil Type Internal Cohesion Range Weight Ground Surface (Unified) Friction C (N-Value) γt ø Wall Friction δ 0 to 6' to 9 SP 110 pcf 30 0 psf 17 6' to 1' to 1 Soft 11 pcf 3 0 psf 1 Limestone 1' to ' 1 to ML 10 pcf 8 0 11 ' to 0' to 6 CH 100 pcf 0 70 psf --- Ardaman & Associates, Inc.

Report of Subsurface Soil Exploration Analysis and Recommendations for 3-APR-01 Proposed Weirs at Stations 130+00 and 16+00 Project No. 1-33-6 Drainage Improvements to the Four Corners MSBU Page No. 7 Hendry County, Florida SOIL DESIGN PARAMETERS FOR THE WEIR AT STA 130+00 (SPT-3 AND SPT-) Angle of SPT Soil Unit Depth Below Soil Type Internal Cohesion Range Weight Ground Surface (Unified) Friction C (N-Value) γt ø Wall Friction δ 0 to ' to 7 SP 110 pcf 30 0 psf 17 ' to 8' 1 to 9 ML/CL 110 pcf 30 0 psf 11 8' to 1' 1 to 6 Soft 11 pcf 3 0 1 Limestone 1' to 17' 1 to ML 10 pcf 8 0 11 17' to 0' to CH 100 pcf 0 70 psf --- GENERAL COMMENTS The analysis and recommendations in this report are based on the data obtained from the four soil borings performed at the approximate locations indicated on the attached boring logs. 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. Ardaman & Associates, Inc.

Report of Subsurface Soil Exploration Analysis and Recommendations for 3-APR-01 Proposed Weirs at Stations 130+00 and 16+00 Project No. 1-33-6 Drainage Improvements to the Four Corners MSBU Page No. 8 Hendry County, Florida 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. 000090 Gary A. Drew, P.E. Vice President/Branch Manager FL License No. 30 GAD/egs Ardaman & Associates, Inc.

ATTACHMENTS SITE LOCATION MAP (FIGURE 1) BORING LOGS SPT-1 THROUGH SPT- Ardaman & Associates, Inc.

BORING LOCATION: NEAR WEST END OF WEIR AT STA 16+00 CLIENT: AIM ENGINEERING STATION: N6.99' OFFSET: W081 33.96' PROJECT: WEIRS@STAs 130+00 & 16+00 DRAINAGE IMP.TO THE FOUR DATE DRILLED: 9-APR-1 START: FINISH: CORNERS MSBU GROUND SURFACE ELEVATION: TIME: LOCATION: HENDRY COUNTY, FLORIDA WATER TABLE DEPTH (ft):.0' DATE: 9-APR-1 DRILL CREW: WOOTEN/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/BREEZY DEPTH, FT. BLOWS SPT N-VALUE SAMPLE NO. GRAPHIC LOG USCS SOIL DESCRIPTION REMARKS % WATER PERCENT FINES % ORGANIC LIQUID LIMIT PLAST. INDEX 0 3- - - 3-1 SP Poorly Graded Sand - Light brown fine sand. 1' of casing installed. Safety hammer used 0 to 1' - - 8-1- 3 3 1-1- 1 SC Clayey Sand - Brown clayey fine sand. 1-0- 1 1 Soft Weathered Limestone. 10 - - ML Sandy Silt - Very light gray sandy calcareous silt. 1 1-1- 1 Auto hammer used from 1' to TERM 39 61 0 0-0- 0 0 6 CH Sandy Fat Clay - Green sandy clay, high plasticity. 1-1- 1 7 PP = 1.0 tsf 30 1- - 1 3 8 CH Fat Clay with Sand - Green clay, trace to some fine sand, high plasticity. PP = 1.0 tsf 8 90 3 - - 9 PP = 0. tsf PAGE 1 OF REVIEWED BY: GARY A. DREW, P.E. FILE NO: 1-33-6 BORING NO.: SPT-1

DEPTH, FT. BLOWS SPT N-VALUE SAMPLE NO. GRAPHIC LOG USCS SOIL DESCRIPTION REMARKS % WATER PERCENT FINES % ORGANIC LIQUID LIMIT PLAST. INDEX 0 3-3- 3 6 10 PP = 1.0 tsf 96 13 8 - - 11 PP = 1.0 tsf 0 1- - 1 PP = 1.0 tsf BORING TERMINATED AT 0.' 11 PP=Pocket Penetrometer 60 6 70 7 80 PAGE OF REVIEWED BY: GARY A. DREW, P.E. FILE NO: 1-33-6 BORING NO.: SPT-1

BORING LOCATION: NEAR MIDDLE OF WEIR AT STA 16+00 CLIENT: AIM ENGINEERING STATION: N6.98' OFFSET: W081 33.93' PROJECT: WEIRS@STAs 130+00 & 16+00 DRAINAGE IMP.TO THE FOUR DATE DRILLED: 9-APR-1 START: FINISH: CORNERS MSBU GROUND SURFACE ELEVATION: TIME: LOCATION: HENDRY COUNTY, FLORIDA WATER TABLE DEPTH (ft):.0' DATE: 9-APR-1 DRILL CREW: WOOTEN/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/BREEZY DEPTH, FT. BLOWS SPT N-VALUE SAMPLE NO. GRAPHIC LOG USCS SOIL DESCRIPTION REMARKS % WATER PERCENT FINES % ORGANIC LIQUID LIMIT PLAST. INDEX 0 3- - - - 3 9 1 SP Poorly Graded Sand - Brown fine sand. 1' of casing installed. Safety hammer used 0 to 1' - - SC Clayey Sand - Brown clayey fine sand. 1-1- 16 1-7- 9 17 16 3 Soft Weathered Limestone. 10-8- 13 1 10 1-1- 9 1 ML Sandy Silt - Light gray sandy calcareous silt. 1-1- 1 Auto hammer used from 1' to TERM 0 1-1- 1 6 CH Sandy Fat Clay - Green sandy clay, high plasticity. - 1-1 7 PP = 0.7 tsf 30-1- 1 8 PP = 1.0 tsf 78 3 3 - - 9 CH Fat Clay with Sand - Green clay, trace to some fine sand, high plasticity. PP = 1.0 tsf PAGE 1 OF REVIEWED BY: GARY A. DREW, P.E. FILE NO: 1-33-6 BORING NO.: SPT-

DEPTH, FT. BLOWS SPT N-VALUE SAMPLE NO. GRAPHIC LOG USCS SOIL DESCRIPTION REMARKS % WATER PERCENT FINES % ORGANIC LIQUID LIMIT PLAST. INDEX 0-3- 10 PP = 1.0 tsf 1-1- 3 11 PP = 0. tsf 1 0 - - 1 PP = 1.0 tsf BORING TERMINATED AT 0.' PP=Pocket Penetrometer 60 6 70 7 80 PAGE OF REVIEWED BY: GARY A. DREW, P.E. FILE NO: 1-33-6 BORING NO.: SPT-

BORING LOCATION: NEAR MIDDLE OF WEIR AT STA 130+00 CLIENT: AIM ENGINEERING STATION: N6.919' OFFSET: W081 33.9' PROJECT: WEIRS@STAs 130+00 & 16+00 DRAINAGE IMP.TO THE FOUR DATE DRILLED: 10-APR-1 START: FINISH: CORNERS MSBU GROUND SURFACE ELEVATION: TIME: LOCATION: HENDRY COUNTY, FLORIDA WATER TABLE DEPTH (ft):.0' DATE: 10-APR-1 DRILL CREW: WOOTEN/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/BREEZY DEPTH, FT. BLOWS SPT N-VALUE SAMPLE NO. GRAPHIC LOG USCS SOIL DESCRIPTION REMARKS % WATER PERCENT FINES % ORGANIC LIQUID LIMIT PLAST. INDEX 0 3- - 3-3- 1 SP Poorly Graded Sand - Brown fine sand. 1' of casing installed. Safety hammer used 0 to 1' 1-1- 1 1-0- 1 1 ML Sandy Silt - Gray sandy calcareous silt. 3- - 7 3 CL Sandy Lean Clay - Light gray sandy clay, medium plasticity. 3- - 10 1-1- 1 ML PP = 0. tsf Sandy Silt - Light gray sandy calcareous silt. 9 6 1 1-0- 1 1 PP = 0.7 tsf Auto hammer used from 1' to TERM 0-1- 1 6 CL Sandy Lean Clay - Gray sandy clay, medium plasticity. PP = 1.7 tsf 1-1- 3 7 CH Fat Clay with Sand - Green clay, trace to some fine sand, high plasticity. PP = 1.0 tsf 101 83 30 - - 8 PP = 0.7 tsf 3 1- - 9 PP = 0.7 tsf PAGE 1 OF REVIEWED BY: GARY A. DREW, P.E. FILE NO: 1-33-6 BORING NO.: SPT-3

DEPTH, FT. BLOWS SPT N-VALUE SAMPLE NO. GRAPHIC LOG USCS SOIL DESCRIPTION REMARKS % WATER PERCENT FINES % ORGANIC LIQUID LIMIT PLAST. INDEX 0-1- 3 10 11 1-1- 1 11 PP = 0. tsf 0 1-1- 1 1 PP = 0. tsf BORING TERMINATED AT 0.' PP=Pocket Penetrometer 60 6 70 7 80 PAGE OF REVIEWED BY: GARY A. DREW, P.E. FILE NO: 1-33-6 BORING NO.: SPT-3

BORING LOCATION: NEAR EAST END OF WEIR AT STA 130+00 CLIENT: AIM ENGINEERING STATION: N6.919' OFFSET: W081 33.919' PROJECT: WEIRS@STAs 130+00 & 16+00 DRAINAGE IMP.TO THE FOUR DATE DRILLED: 9-APR-1 START: FINISH: CORNERS MSBU GROUND SURFACE ELEVATION: TIME: LOCATION: HENDRY COUNTY, FLORIDA WATER TABLE DEPTH (ft):.0' DATE: 9-APR-1 DRILL CREW: WOOTEN/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/BREEZY DEPTH, FT. BLOWS SPT N-VALUE SAMPLE NO. GRAPHIC LOG USCS SOIL DESCRIPTION REMARKS % WATER PERCENT FINES % ORGANIC LIQUID LIMIT PLAST. INDEX 0 3- - 3 - - 7 9 1 SP Poorly Graded Sand - Gray fine sand. 1' of casing installed. Safety hammer used 0 to 1' 3-3- - - 7 9 3 CL Sandy Lean Clay - Brown sandy clay, medium plasticity. PP = 1. tsf 6-7- 1 Soft Weathered Limestone. 6-7- 3 10 10-3- 3 6 Lost drilling fluid circulation at 10 ft. ML Sandy Silt - Light gray sandy calcareous silt. 1 1-1- 1 Auto hammer used from 1' to TERM 6 3 0 1-1- 1 6 CL Sandy Lean Clay - Gray sandy clay, medium plasticity. PP = 0. tsf 1- - 1 3 7 CH Sandy Fat Clay - Green sandy clay, high plasticity. PP = 0.9 tsf CH Fat Clay with Sand - Green clay, trace to some sand, high plasticity. 30 - - 8 PP = 1.1 tsf 9 78 3 - - 3 9 PP =.0 tsf PAGE 1 OF REVIEWED BY: GARY A. DREW, P.E. FILE NO: 1-33-6 BORING NO.: SPT-

DEPTH, FT. BLOWS SPT N-VALUE SAMPLE NO. GRAPHIC LOG USCS SOIL DESCRIPTION REMARKS % WATER PERCENT FINES % ORGANIC LIQUID LIMIT PLAST. INDEX 0-1- 3 10 PP = 1.0 tsf 90 1-1- 1 11 PP = 0.6 tsf 0 1-1- 3 1 PP = 0.6 tsf BORING TERMINATED AT 0.' PP=Pocket Penetrometer 60 6 70 7 80 PAGE OF REVIEWED BY: GARY A. DREW, P.E. FILE NO: 1-33-6 BORING NO.: SPT-

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