SUMMARY REPORT OF A GEOTECHNICAL SITE EXPLORATION LACROSSE CITRUS REPOSITORY LACROSSE, ALACHUA COUNTY, FLORIDA. GSE PROJECT No.

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1 SUMMARY REPORT OF A GEOTECHNICAL SITE EXPLORATION LACROSSE CITRUS REPOSITORY LACROSSE, ALACHUA COUNTY, FLORIDA GSE PROJECT No Prepared For: BURE OF CITRUS BUDWOOD REGISTRATION SEPTEMBER 2011 Certificate of Authorization No. 2730

2 September 8, 2011 Mr. F. Benjamin Rosson, CCA Operations and Management Consultant II Bureau of Citrus Budwood Registration 9870 NW 2 nd Court Chiefland, Florida Subject: Summary Report of a Geotechnical Site Exploration LaCrosse Citrus Repository LaCrosse, Alachua County, Florida GSE Project No Dear Mr. Rosson: GSE Engineering & Consulting, Inc. (GSE) is pleased to submit this geotechnical site exploration report for the above referenced project. Presented herein are the findings and conclusions of our exploration, including the geotechnical parameters and recommendations for stormwater management, pavement, and building foundation designs. We appreciate this opportunity to have assisted you on this project. If you have any questions or comments concerning this report, please contact us. Sincerely, GSE Engineering & Consulting, Inc. Kenneth L. Hill, P.E. Principal Engineer Florida Registration Number 016 Jesse J. Jannette, E.I. Staff Engineer KLH/jjj:ts Z:Projects\1128 LaCrosse Citrus Repository/1128.doc Distribution: Addressee (1) File (1) GSE Engineering & Consulting, Inc. 90 SW 6 th Street, Suite B Gainesville, Florida Phone Fax Certificate of Authorization No. 2730

3 Summary Report of a Geotechnical Site Exploration September 8, 2011 LaCrosse Citrus Repository LaCrosse, Alachua County, Florida GSE Project No TABLE OF CONTENTS LIST OF FIGURES... iii 1.0 INTRODUCTION General Project Description Purpose FIELD AND LABORATORY TESTS General Description Auger Borings Standard Penetration Test Borings Soil Laboratory Tests FINDINGS Surface Conditions Subsurface Conditions Review of Published Data Laboratory Soil Analysis EVALUATION AND RECOMMENDATIONS General Groundwater Building Foundations Pavements Site Preparation Stormwater Management Fill Suitability Surface Water Control and Landscaping Potential for Construction Debris FIELD DATA Auger Boring Logs Standard Penetration Test Soil Boring Logs Laboratory Results Key to Soil Classification LIMITATIONS Warranty Auger and Borings Site Figures Unanticipated Soil Conditions Misinterpretation of Soil Engineering Report ii

4 Summary Report of a Geotechnical Site Exploration September 8, 2011 LaCrosse Citrus Repository LaCrosse, Alachua County, Florida GSE Project No Figure 1. Project Site Location Map LIST OF FIGURES 2. Site Plan Showing Approximate Locations of Field Tests iii

5 Summary Report of a Geotechnical Site Exploration September 8, 2011 LaCrosse Citrus Repository LaCrosse, Alachua County, Florida GSE Project No General 1.0 INTRODUCTION GSE Engineering & Consulting, Inc. (GSE) has completed this geotechnical exploration for the proposed LaCrosse Citrus Repository located in LaCrosse, Alachua County, Florida. Our exploration was performed in accordance with GSE Proposal No dated July 20, You authorized our services on July 28, Project Description We understand this project will consist of office buildings and greenhouses located in LaCrosse, Alachua County, Florida. The site is located along the west side of State Road 121 in the north portion of LaCrosse, Florida. Figure 1 illustrates the project location. You furnished us with a preliminary site plan showing the proposed building layouts and locations along with information about the project. We understand that the project will include a Budwood office building, Germplasm office building, two greenhouses, a driveway and parking lot, and a stormwater management facility. The office buildings are expected to be single-story, concrete masonry unit (CMU) construction, and the greenhouses are expected to be pre-engineered, steel frame construction. The Germplasm greenhouse will have a concrete floor, while the larger greenhouse will not. The Budwood structure will have an approximate footprint of 132 by 132 feet. The Germplasm office will have dimensions of about 8 by 10 feet. Structural loads of 2 to 3 kips per linear foot for walls and up to 30 kips for columns are anticipated. We anticipate the finished floor will be constructed within 2 feet of the existing grades. The greenhouse structures will be open-air, steel frame construction. Column loads of up to 0 kips are anticipated. The Germplasm greenhouse will have an area of about 2,000 square feet, and the larger greenhouse will have an area of about 60,00 square feet. You provided a preliminary site plan indicating the location of the proposed office buildings and greenhouses, driveway, parking lot, and stormwater management facility. In addition, a recent aerial photograph was also obtained and reviewed. We used the provided site plan and aerial photograph in the preparation of this exploration and report. 1.3 Purpose The purpose of this geotechnical exploration was to determine the general subsurface conditions, evaluate these conditions with respect to the proposed construction, and prepare geotechnical recommendations to assist in the design of the building foundations, pavements, and stormwater management facility. 1-1

6 Summary Report of a Geotechnical Site Exploration September 8, 2011 LaCrosse Citrus Repository LaCrosse, Alachua County, Florida GSE Project No General Description 2.0 FIELD AND LABORATORY TESTS The procedures used for field sampling and testing are in general accordance with industry standards of care and established geotechnical engineering practices for this geographic region. Our exploration consisted of performing eleven (11) Standard Penetration Test () borings to depths of 20 feet below land surface (bls) and four () auger borings to depths of 10 feet bls within the proposed building areas, three (3) auger borings to depths of feet bls within the driveway and parking lot, and five () auger borings to depths of 1 feet bls within the area of the stormwater management facility. The soil borings were performed at the approximate locations as shown on Figure 2. We located the borings at the site using the provided site plan and obvious site features as reference. You should consider the locations approximate. The soil borings were performed between the dates of August 22, 2011 and August 2, Auger Borings The auger borings were performed in accordance with ASTM Specification D-12. The borings were performed with flight auger equipment that was rotated into the ground in a manner that reduces soil disturbance. After penetrating to the required depth, the auger was retracted and the soils collected on the auger flights or from the auger bucket were field classified and placed in sealed containers. Representative samples of each stratum were retained from the auger boring. Results from the auger borings are provided in Section Standard Penetration Test Borings The soil borings were performed with a drill rig employing mud rotary drilling techniques and Standard Penetration Testing () in accordance with ASTM Specifications D-186. The s were performed continuously to 10 feet and at -foot intervals thereafter. Soil samples were obtained at the depths where the s were performed. The soil samples were classified in the field, placed in sealed containers, and returned to our laboratory for further evaluation. After drilling to the sampling depth and flushing the borehole, the standard two-inch O.D. splitbarrel sampler was seated by driving it 6 inches into the undisturbed soil. Then the sampler was driven an additional 12 inches by blows of a 10-pound hammer falling 30 inches. The number of blows required to produce the next 12 inches of penetration were recorded as the penetration resistance (N-value). These values and the complete boring logs are provided in Section.1. Upon completion of the sampling, the boreholes were abandoned in accordance with Water Management District guidelines. 2. Soil Laboratory Tests The soil samples recovered from the soil borings were returned to our laboratory, and examined to confirm the field descriptions. Representative samples were then selected for laboratory testing. The laboratory tests consisted of seven (7) percent soil fines passing the No. 200 sieve 2-1

7 Summary Report of a Geotechnical Site Exploration September 8, 2011 LaCrosse Citrus Repository LaCrosse, Alachua County, Florida GSE Project No determinations with natural moisture contents and three (3) constant head permeability tests. These tests were performed in order to aid in classifying the soils and to further evaluate their engineering properties. The laboratory tests are provided in Section

8 Summary Report of a Geotechnical Site Exploration September 8, 2011 LaCrosse Citrus Repository LaCrosse, Alachua County, Florida GSE Project No Surface Conditions 3.0 FINDINGS Messrs. Jesse J. Jannette E.I. and Jason E. Gowland, P.E. visited the site on August 1, 2011 to observe the site conditions and mark the boring locations. We understand the parcel was recently cleared. The site is mostly open grass and weed covered. Small to large trees are scattered along the perimeter of the site. Burned debris was observed at the surface in a few areas of the site. The eastern side of the site is bordered by State Road 121. The western side of the site is bordered by Old State Road 121-A (abandoned). An existing fire tower is located in the northwestern portion of the property. A wooden fenced-in area is located at the northern extent of the parcel. The preliminary site plan indicates underground propane tanks are located in the western to northwestern portion of the site. The topography at the site is gently sloping downward from west to east with the regional topography being gently sloping downward to the northeast. The LaCrosse USGS Topographic Map indicates the ground surface elevations at the site are near elevations 12 to 13 feet 1 NGVD. 3.2 Subsurface Conditions The locations of the and auger borings are provided on Figure 2. Complete logs for the borings are provided in Sections.1 and.2. Descriptions for the soils encountered are accompanied by the Unified Soil Classification System symbol (SM, SP-SM, etc.) and are based on visual examination of the recovered soil samples and the laboratory tests performed. Stratification boundaries between the soil types should be considered approximate, as the actual transition between soil types may be gradual. The and auger borings indicate the soil conditions across the site are relatively consistent. The auger borings performed in the proposed building, driveway, parking lot, and stormwater management facility areas encountered sand with silt (SP-SM) and silty sand (SM) to the respective boring termination depths. The borings performed within the proposed building areas generally encountered sand with silt (SP-SM) and silty sand (SM) in the upper 12 to 19 feet bls. These surficial soils were underlain by silty sand with clay (SM-SC) to the 20 feet bls boring termination depth in borings B-2, B-, B-7, B-8, B-9, and B-10. boring B-1 encountered clayey sand (SC) underlying the silty sand with clay (SM-SC) layer. The surficial sand with silt (SP-SM) and silty sand (SM) strata were underlain by sandy clay to clay with sand (CL/CH) to the 20 feet bls boring termination depth in borings B-3, B-, B-6, and B-11. The s performed indicate the surficial sand with silt (SP-SM) and silty sand (SM) encountered to depths ranging from approximately 12 to 19 feet bls are generally in a loose to medium dense strength soil condition with N-values ranging from to 29 blows per foot. 1 DeLorme Topo USA 6.0, Alachua Quadrangle,

9 Summary Report of a Geotechnical Site Exploration September 8, 2011 LaCrosse Citrus Repository LaCrosse, Alachua County, Florida GSE Project No Isolated very loose soil conditions were encountered within the silty sand (SM) stratum in B-1 and B-7. The underlying silty sand with clay (SM-SC) is generally in a loose to dense condition, with N-values of 7 to 3 blows per foot. The exception occurred in B-8, which encountered very dense silty sand with clay (SM-SC) with an N-value of 70 blows per foot. The clayey sand (SC) encountered from approximately 17 to 20 feet bls in B-1 is medium dense, with an N-value of 29 blows per foot. The deeper sandy clay to clay with sand (CL/CH) encountered in borings B-3, B-, B-6, and B-11 is stiff to very stiff, with N-values ranging from 12 to 22 blows per foot. The groundwater table was encountered in each of the borings and in auger borings A-1 through A- and P-1 through P- at depths ranging from approximately to. feet bls at the time of our exploration. The groundwater table was not encountered in the driveway and parking lot auger borings (R-1, R-2, and R-3). 3.3 Review of Published Data The Soil Conservation Service (SCS) Soil Survey for Alachua County 2 maps one soil series in the general vicinity of the site consisting of Zolfo sand. The following soil description is from the Soil Survey. Zolfo sand This nearly level, somewhat poorly drained soil is on slight rises of the flatwoods and in the rather broad transitional area between the rolling uplands of the western part of the county and the flatwoods of the eastern part. Slopes are nearly level and range from 0 to 2 percent. The areas are irregular in shape and range from 2 to 7 acres. Typically, the surface layer is dark gray sand about 8 inches thick. The subsurface layer is sand and extends to a depth of 60 inches. The upper 6 inches is grayish brown; the next 20 inches is pale brown with mottles; and the lower 26 inches is very pale brown and has mottles. The subsoil is dark brown to dark reddish brown sand to a depth of 82 inches or more. Included with this soil in mapping are small areas of Chipley, Pottsburg, Sparr, and Tavares soils. Also included are small areas of soils that are similar to the Zolfo soil, but have a water table at a depth of 0 to 72 inches during wet periods. Total included areas are about 1 percent or less. This Zolfo soil has a water table that is at a depth of 2 to 0 inches for 2 to 6 months during most years and may be at a depth of 10 to 2 inches for periods of about 2 weeks or less during very wet periods. Surface runoff is slow. The available water capacity is low to medium to a depth of 60 inches and medium to high below this depth. Permeability is rapid to a depth of 60 inches and moderate below. Natural fertility is low. Organic matter content of the surface layer is low. 3. Laboratory Soil Analysis Selected soil samples recovered from the soil borings were analyzed for natural moisture content, the percent fines passing the No. 200 sieve and vertical permeability. Selected soil samples were 2 Soil Survey of Suwannee County, Florida. Soil Conservation Service, U.S. Department of Agriculture. 3-2

10 Summary Report of a Geotechnical Site Exploration September 8, 2011 LaCrosse Citrus Repository LaCrosse, Alachua County, Florida GSE Project No collected from depths ranging from 2 to 10 feet bls. These tests were performed to confirm visual soil classification and evaluate their engineering properties. The complete laboratory report is provided in Section.3. The laboratory tests indicate the tested soils consist of sand with silt (SP-SM). The sand with silt (SP-SM) had approximately.8 to 8. percent soil fines passing the No. 200 sieve and moisture contents of 8.7 to 19 percent. The constant head permeability test results indicate the surficial sand with silt (SP-SM) has vertical coefficients of permeability on the order of to 9 feet per day (1.30 x 10-3 to 3.3 x 10-3 cm/sec). 3-3

11 Summary Report of a Geotechnical Site Exploration September 8, 2011 LaCrosse Citrus Repository LaCrosse, Alachua County, Florida GSE Project No General.0 EVALUATION AND RECOMMENDATIONS The following recommendations are made based upon our understanding of the proposed construction, a review of the attached soil borings and laboratory test data, and experience with similar projects and subsurface conditions. If plans or the location of proposed construction changes from those discussed previously, we request the opportunity to review and possibly amend our recommendations with respect to those changes. In this section of the report, we present our recommendations for building foundations, pavements, stormwater management design, and our general site preparation guidelines..2 Groundwater The groundwater table was encountered in each of the borings and in auger borings A-1 through A- and P-1 through P- at depths ranging from approximately to. feet bls at the time of our exploration. We anticipate the normal seasonal high water table to be at depths of approximately 2 to 3. feet bls. Temporary dewatering may be required for deep excavations and utilities. If construction proceeds during the wet season, we anticipate dewatering can be accomplished with underdrain pipes or well points connected to vacuum pumps. Localized dewatering can also be accomplished with sumps placed just outside the construction areas..3 Building Foundations The soil borings within the proposed building footprint indicate the soils at the site are consistent. The borings indicate approximately 12 to 19 feet of sand with silt (SP-SM) and silty sand (SM) overlying silty sand with clay (SM-SC), clayey sand (SC), and sandy clay to clay with sand (CL/CH). Based upon the soil conditions encountered, we recommend the buildings be supported by conventional, shallow spread foundations. We recommend the shallow foundations be designed for a maximum net soil bearing pressure of 2,000 psf. Net bearing pressure is defined as the soil bearing pressure at the base of the foundation in excess of the natural overburden pressure. The foundations should be designed based upon the maximum load that could be imposed by all loading conditions. The foundations should be embedded a minimum of 18 inches below the lowest adjacent grade. Interior foundations or thickened sections should be embedded a minimum of 12 inches. The foundations should have minimum widths of 18 inches for strip footings, and 2 inches for columns, even though the maximum soil bearing pressure may not be fully developed. The upper 2 inches of the bearing surface should be compacted to 9 percent of the Modified Proctor maximum dry density (ASTM D 17). -1

12 Summary Report of a Geotechnical Site Exploration September 8, 2011 LaCrosse Citrus Repository LaCrosse, Alachua County, Florida GSE Project No Due to the mostly sandy nature of the majority of the near-surface soils, we expect settlement to be mostly elastic in nature. The majority of the settlement will occur on application of the loads, during and immediately following construction. Using the recommended maximum bearing pressure, the assumed maximum structural loads, and the field and laboratory test data which we have correlated into the strength and compressibility characteristics of the subsurface soils, we estimate the total settlements of the structure to be 1 inch or less, with approximately half of it occurring upon load application (during construction). Differential settlement results from differences in applied bearing pressures and the variations in the compressibility characteristics of the subsurface soils. For the building pad prepared as recommended, we anticipate differential settlement of less than 1/2 inch. Post-construction settlement of the structures will be influenced by several interrelated factors, such as (1) subsurface stratification and strength/compressibility characteristics of the bearing soils; (2) footing size, bearing level, applied loads, and resulting bearing pressures beneath the foundation; (3) site preparation and earthwork construction techniques used by the contractor, and () external factors, including but not limited to vibration from off-site sources and groundwater fluctuations beyond those normally anticipated for the naturally-occurring site and soil conditions which are present. Our settlement estimates for the structure are based upon the use of successful adherence to the site preparation recommendations presented later in this report. Any deviation from these recommendations could result in an increase in the estimated post-construction settlement of the structure.. Pavements Overall soil conditions encountered by our borings at this site are suitable for supporting conventional limerock base and asphalt wearing surface pavements. We recommend a minimum 2 foot separation between the bottom of the pavement base course and the estimated seasonal high water table. Is this separation cannot be maintained, we recommend underdrains be considered to lower the water table. We have not been provided the anticipated traffic loading conditions; therefore, the following pavement component recommendations should be used only as guidelines...1 Stabilized Subgrade The stabilized subgrade should have a minimum Limerock Bearing Ratio (LBR) of 0, with minimum thicknesses of 6 inches for automobile parking lots and 12 inches for the entrance driveway. The stabilized subgrade can be imported material or a mixture of imported and on-site material. If a mix is proposed, a mix design should be performed to determine the optimum mix proportions. The stabilized subgrade should be compacted to a minimum of 98 percent of the Modified Proctor maximum dry density (ASTM D-17) for soils with less than 1 percent fines content. Soils with 1 percent or greater fines content should be compacted to 100 percent of the Standard Proctor maximum dry density (ASTM D-698). -2

13 Summary Report of a Geotechnical Site Exploration September 8, 2011 LaCrosse Citrus Repository LaCrosse, Alachua County, Florida GSE Project No Base Course The base course should consist of crushed limerock having a LBR of at least 100. Limerock should be obtained from a FDOT approved source, and should meet FDOT gradation requirements. The base course thickness should be a minimum of 6 inches in automobile parking areas, and 8 inches in driveway areas. The base course should be compacted to at least 98 percent of the Modified Proctor maximum dry density (ASTM D-17)...3 Wearing Surface The asphalt-wearing surface should consist of an FDOT Type SP Hot Mix Asphalt mixture. For automobile parking lots, the thickness should be at least 1. inches. For the driveways, the thickness should be at least 2.0 inches and consist of an SP-12. mix. The asphalt should be compacted to at least 9 percent of the mix design density.. Site Preparation The soils at this site should be suitable for supporting the proposed construction using normal, good practice site preparation procedures...1 Stripping Strip the construction limits and 10 feet beyond the perimeter of all grass, roots, topsoil, pavement, burnt debris, and other deleterious materials. You should expect to strip to depths of 6 to 12 or more inches. Deeper stripping may be necessary if major root systems are present and went undetected as part of this investigation...2 Dewatering Temporary dewatering may be required for deep excavations and utilities. If construction proceeds during the wet season, we anticipate dewatering can be accomplished with underdrain pipes or well points connected to vacuum pumps. Localized dewatering can also be accomplished with sumps placed just outside the construction areas. In any case, the site should always be graded to promote runoff and limit the amount of ponding. Localized ponding of stormwater is expected without proper grading during construction, and could render previously acceptable surfaces unacceptable...3 Proof-Rolling Proof-roll the subgrade with heavy rubber-tired equipment, such as a loaded front-end loader or dump truck, to identify any loose or soft zones not found by the soil borings. The proof-rolling should be monitored by a geotechnical engineer or qualified technician. If compaction cannot be achieved, undercut or otherwise treat these zones as recommended by the geotechnical engineer in this report. -3

14 Summary Report of a Geotechnical Site Exploration September 8, 2011 LaCrosse Citrus Repository LaCrosse, Alachua County, Florida GSE Project No Proof Compaction Compact the subgrade to a density of at least 9 percent of the Modified Proctor maximum dry density (ASTM Specification D-17). The specified compaction should be obtained to a depth of 2 foot below the foundation bottoms and the existing grade prior to placing fill... Fill Placement Imported fill placed to raise the site grades should consist of clean sand having less than 10 percent passing the No. 200 sieve. On-site soils meeting the requirements of Section.7 may also be used as structural fill. The fill should be placed in maximum 12-inch loose lifts that are compacted to at least 9 percent of the Modified Proctor maximum dry density. If lighter walkbehind compaction equipment is used, this may require lifts of inches or less to achieve the required degree of compaction...6 Testing Perform compaction testing in the subgrade and fill. One test should be performed every 0 linear feet of continuous footing and every other column footing, per foot depth of fill or native material. Perform a compaction test for each 2,00 square feet of floor area or 10,000 square feet of pavement area per foot of fill or native material, or a minimum of three tests each, whichever is greater. Test all footing excavations to a depth of 2 feet, at the frequencies stated above..6 Stormwater Management The soil conditions at the stormwater management facility are consistent with the building and parking borings. The borings encountered surficial sand with silt (SP-SM) and silty sand (SM) to the 1 feet bls boring termination depth. The water table was encountered in the pond borings (P-1 through P-) at depths of approximately to feet bls at the time of our exploration. We estimate the normal seasonal high water table at the site to vary from approximately 2 to 3. feet bls. We anticipate the normal seasonal high water table in the pond borings to be at approximately 2 to 2. feet bls. Considering the results of the auger borings performed in the stormwater management facility, coupled with the information provided in the soil survey and dry conditions experienced by the Alachua County area over the past several months, the water table encountered at the time of our site exploration is likely near the seasonal low water table. Therefore, we expect the normal seasonal low water table to be at approximate depths of to feet bls. The laboratory permeability tests indicate the surficial layer of sand with silt (SP-SM) has vertical coefficients of permeability of to 9 feet per day. Based upon our findings and test results, our recommended soil and groundwater parameters for the proposed stormwater management area improvements are presented below. The recommended parameters consider the results of the permeability tests and wash 200 determinations, the permeability characteristics of the in situ materials, and our experience with these types of soils. -

15 Summary Report of a Geotechnical Site Exploration September 8, 2011 LaCrosse Citrus Repository LaCrosse, Alachua County, Florida GSE Project No For the purpose of your modeling, we recommend the following soil parameters for stormwater management area design: 1. Base elevation of effective or mobilized aquifer >1 feet bls. 2. Unsaturated vertical infiltration rate of 7 feet per day. 3. Horizontal hydraulic conductivity of 10 feet per day.. Specific yield (fillable porosity) of 20 percent.. Normal seasonal high groundwater table of 2 feet bls. A minimum factor of safety of 2 should be applied to the vertical infiltration and horizontal hydraulic conductivity values provided..7 Fill Suitability Some of the soils that will be excavated from this site are expected to be the surficial sand with silt (SP-SM) and are considered suitable for use as structural fill. The deeper silty sand (SM) soils can also be used as structural fill, but these soils are a less desirable source of fill because they are moisture sensitive and more difficult to work and compact. If you wish to use the on-site silty sand soils we recommend they contain less than 30 percent soil fines (Passing the No. 200 sieve) with a Plasticity Index less than 10 and Liquid Limit less than 0. Mixing of soils with higher fines content with those with less fines content may increase their overall workability. Any materials containing greater than 30 percent fines are not considered a suitable source of structural fill..8 Surface Water Control and Landscaping Roof gutters should be considered to divert runoff away from the building. The gutter downspouts should discharge a minimum of 10 feet from the structure to reduce the amount of water collecting around the foundations. Where possible, the gutter downspouts should discharge directly into the storm sewer system or onto the asphalt paved areas in order to reduce the amount of water collecting around the foundations. Grading of the site should be such that water is diverted away from the building on all sides to reduce the potential for erosion and water infiltration along the foundation. With respect to landscaping, it is recommended that planted trees and large tree-like shrubbery with potential for developing large root systems be planted a minimum distance of half their mature height, and preferably their expected final height, away from the structure. The purpose of this is to reduce the potential for foundation or slab movements from the growth of root systems as the landscaping matures. -

16 Summary Report of a Geotechnical Site Exploration September 8, 2011 LaCrosse Citrus Repository LaCrosse, Alachua County, Florida GSE Project No Consideration should also be given to using landscaping that has a low water demand, so that excessive irrigation is not conducted around the structures..9 Potential for Construction Debris During our site visit trace amounts of asphalt and burned debris were observed on the surface of the site within the proposed building pad area. Our geotechnical exploration found no indicators of buried construction debris at the soil boring locations. However, if asphalt debris is observed during stripping and grubbing operations it should be removed from within the building and roadway limits. -6

17 Summary Report of a Geotechnical Site Exploration September 8, 2011 LaCrosse Citrus Repository LaCrosse, Alachua County, Florida GSE Project No FIELD DATA -1

18 Summary Report of a Geotechnical Site Exploration September 8, 2011 LaCrosse Citrus Repository LaCrosse, Alachua County, Florida GSE Project No Auger Boring Logs -2

19 CLIENT DATE PERFORMED 8/22/2011 DRILLING CONTRACTOR GROUND WATER LEVELS: NOTES AT TIME OF DRILLING GSE Engineering & Consulting, Inc. 90 SW 6th Street, Suite B Gainesville, Florida Telephone: Bureau of Citrus Budwood Registration. feet ESTIMATED SEASONAL HIGH BORING NUMBER A-1 Whitaker Drilling, Inc. 2.0 feet LOGGED BY CHECKED BY GW JJJ PROJECT NAME LaCrosse Citrus Repository PROJECT NUMBER 1128 PROJECT LOCATION LaCrosse, Alachua County, Florida DATE PERFORMED 8/22/2011 DRILLING CONTRACTOR GROUND WATER LEVELS: NOTES AT TIME OF DRILLING.0 feet ESTIMATED SEASONAL HIGH BORING NUMBER A-2 Whitaker Drilling, Inc. 3.0 feet LOGGED BY CHECKED BY GW JJJ AB 2 PORTRAIT - GINT STD US.GDT - 9/7/11 1:2 - \\SERVER1\GENERAL\PROJECTS\1128 LACROSSE CITRUS REPOSITORY\1128 BORINGS\1128 BORINGS.GPJ DEPTH (ft) GRAPHIC LOG SAMPLE TYPE NUMBER MATERIAL DESCRIPTION (SP-SM) Gray SAND with silt (SP-SM) Light gray to light tan SAND with silt (SP-SM) Gray and brown SAND with silt (SM) Dark brown and dark gray to black silty SAND Bottom of borehole at 10.0 feet. (Continued Next Page) DEPTH (ft) GRAPHIC LOG SAMPLE TYPE NUMBER MATERIAL DESCRIPTION (SP-SM) Gray SAND with silt (SP-SM) Light gray to light tan SAND with silt (SP-SM) Gray SAND with silt (SM) Dark brown and dark gray to black silty SAND Bottom of borehole at 10.0 feet

20 CLIENT DATE PERFORMED 8/22/2011 DRILLING CONTRACTOR GROUND WATER LEVELS: NOTES AT TIME OF DRILLING GSE Engineering & Consulting, Inc. 90 SW 6th Street, Suite B Gainesville, Florida Telephone: Bureau of Citrus Budwood Registration. feet ESTIMATED SEASONAL HIGH BORING NUMBER A-3 Whitaker Drilling, Inc. 2.0 feet LOGGED BY CHECKED BY GW JJJ PROJECT NAME LaCrosse Citrus Repository PROJECT NUMBER 1128 PROJECT LOCATION LaCrosse, Alachua County, Florida DATE PERFORMED 8/2/2011 DRILLING CONTRACTOR GROUND WATER LEVELS: NOTES AT TIME OF DRILLING.0 feet ESTIMATED SEASONAL HIGH BORING NUMBER A- Whitaker Drilling, Inc. 3.0 feet LOGGED BY CHECKED BY GW JJJ AB 2 PORTRAIT - GINT STD US.GDT - 9/7/11 1:2 - \\SERVER1\GENERAL\PROJECTS\1128 LACROSSE CITRUS REPOSITORY\1128 BORINGS\1128 BORINGS.GPJ DEPTH (ft) GRAPHIC LOG SAMPLE TYPE NUMBER MATERIAL DESCRIPTION (SP-SM) Brown and gray SAND with silt (SP-SM) Light gray to light tan SAND with silt (SP-SM) Gray SAND with silt (SM) Dark gray and dark brown to black silty SAND Bottom of borehole at 10.0 feet DEPTH (ft) GRAPHIC LOG SAMPLE TYPE NUMBER MATERIAL DESCRIPTION (SP-SM) Dark brown silty SAND with silt (SP-SM) Gray and brown SAND with silt (SM) Dark gray silty SAND Bottom of borehole at 10.0 feet

21 CLIENT DATE PERFORMED 8/22/2011 DRILLING CONTRACTOR GROUND WATER LEVELS: NOTES AT TIME OF DRILLING NE GSE Engineering & Consulting, Inc. 90 SW 6th Street, Suite B Gainesville, Florida Telephone: Bureau of Citrus Budwood Registration ESTIMATED SEASONAL HIGH BORING NUMBER R-1 Whitaker Drilling, Inc. 3.0 feet LOGGED BY CHECKED BY GW JJJ PROJECT NAME LaCrosse Citrus Repository PROJECT NUMBER 1128 PROJECT LOCATION LaCrosse, Alachua County, Florida DATE PERFORMED 8/22/2011 DRILLING CONTRACTOR GROUND WATER LEVELS: NOTES AT TIME OF DRILLING NE ESTIMATED SEASONAL HIGH BORING NUMBER R-2 Whitaker Drilling, Inc. 2.0 feet LOGGED BY CHECKED BY GW JJJ DEPTH (ft) 0.0 GRAPHIC LOG SAMPLE TYPE NUMBER MATERIAL DESCRIPTION (SP-SM) Brown and gray SAND with silt DEPTH (ft) 0.0 GRAPHIC LOG SAMPLE TYPE NUMBER MATERIAL DESCRIPTION (SP-SM) Gray SAND with silt AB 2 PORTRAIT - GINT STD US.GDT - 9/7/11 1:3 - \\SERVER1\GENERAL\PROJECTS\1128 LACROSSE CITRUS REPOSITORY\1128 BORINGS\1128 BORINGS.GPJ (SP-SM) Light gray to light tan SAND with silt Bottom of borehole at.0 feet. (Continued Next Page) (SP-SM) Light gray SAND with silt (SP-SM) Light gray to light brown SAND with silt Bottom of borehole at.0 feet

22 CLIENT DATE PERFORMED 8/22/2011 DRILLING CONTRACTOR GROUND WATER LEVELS: NOTES AT TIME OF DRILLING NE GSE Engineering & Consulting, Inc. 90 SW 6th Street, Suite B Gainesville, Florida Telephone: Bureau of Citrus Budwood Registration ESTIMATED SEASONAL HIGH BORING NUMBER R-3 Whitaker Drilling, Inc. 2. feet LOGGED BY CHECKED BY GW JJJ PROJECT NAME LaCrosse Citrus Repository PROJECT NUMBER 1128 PROJECT LOCATION LaCrosse, Alachua County, Florida DEPTH (ft) 0.0 GRAPHIC LOG SAMPLE TYPE NUMBER MATERIAL DESCRIPTION (SP-SM) Gray SAND with silt AB 2 PORTRAIT - GINT STD US.GDT - 9/7/11 1:3 - \\SERVER1\GENERAL\PROJECTS\1128 LACROSSE CITRUS REPOSITORY\1128 BORINGS\1128 BORINGS.GPJ (SP-SM) Light gray to light tan SAND with silt (SP-SM) Light brown SAND with silt Bottom of borehole at.0 feet

23 CLIENT DATE PERFORMED 8/22/2011 DRILLING CONTRACTOR GROUND WATER LEVELS: NOTES AT TIME OF DRILLING GSE Engineering & Consulting, Inc. 90 SW 6th Street Gainesville, FL Telephone: (32) Bureau of Citrus Budwood Registration.0 feet ESTIMATED SEASONAL HIGH BORING NUMBER P-1 Whitaker Drilling, Inc. 2. feet LOGGED BY CHECKED BY GW JJJ PROJECT NAME LaCrosse Citrus Repository PROJECT NUMBER 1128 PROJECT LOCATION LaCrosse, Alachua County, Florida DATE PERFORMED 8/22/2011 DRILLING CONTRACTOR GROUND WATER LEVELS: NOTES AT TIME OF DRILLING. feet ESTIMATED SEASONAL HIGH BORING NUMBER P-2 Whitaker Drilling, Inc. 2.0 feet LOGGED BY CHECKED BY GW JJJ DEPTH (ft) 0.0 GRAPHIC LOG SAMPLE TYPE NUMBER 1 MATERIAL DESCRIPTION (SP-SM) Dark brown SAND with silt DEPTH (ft) 0.0 GRAPHIC LOG SAMPLE TYPE NUMBER 1 MATERIAL DESCRIPTION (SP-SM) Dark brown SAND with silt AB 2 PORTRAIT - GINT STD US.GDT - 9/8/11 10:13 - Z:\PROJECTS\1128 LACROSSE CITRUS REPOSITORY\1128 BORINGS\1128 BORINGS.GPJ (SP-SM) Light brown and gray SAND with silt (SP-SM) Dark brown and dark gray to black SAND with silt (SM) Dark brown and dark gray to black silty SAND Bottom of borehole at 1.0 feet. (Continued Next Page) PS 3 (SP-SM) Light brown and gray SAND with silt %PASS-200 = 7. MC = 13 k v = ft/day (SP-SM) Dark brown to black SAND with silt (SM) Dark brown to black silty SAND Bottom of borehole at 1.0 feet

24 CLIENT DATE PERFORMED 8/22/2011 DRILLING CONTRACTOR GROUND WATER LEVELS: NOTES AT TIME OF DRILLING GSE Engineering & Consulting, Inc. 90 SW 6th Street Gainesville, FL Telephone: (32) Bureau of Citrus Budwood Registration.0 feet ESTIMATED SEASONAL HIGH BORING NUMBER P-3 Whitaker Drilling, Inc. 2.0 feet LOGGED BY CHECKED BY GW JJJ PROJECT NAME LaCrosse Citrus Repository PROJECT NUMBER 1128 PROJECT LOCATION LaCrosse, Alachua County, Florida DATE PERFORMED 8/22/2011 DRILLING CONTRACTOR GROUND WATER LEVELS: NOTES AT TIME OF DRILLING.0 feet ESTIMATED SEASONAL HIGH BORING NUMBER P- Whitaker Drilling, Inc. 2.0 feet LOGGED BY CHECKED BY GW JJJ DEPTH (ft) 0.0 GRAPHIC LOG SAMPLE TYPE NUMBER 1 MATERIAL DESCRIPTION (SP-SM) Dark brown SAND with silt DEPTH (ft) 0.0 GRAPHIC LOG SAMPLE TYPE NUMBER 1 MATERIAL DESCRIPTION (SP-SM) Brown SAND with silt AB 2 PORTRAIT - GINT STD US.GDT - 9/8/11 10:13 - Z:\PROJECTS\1128 LACROSSE CITRUS REPOSITORY\1128 BORINGS\1128 BORINGS.GPJ PS 3 (SP-SM) Light brown and gray SAND with silt %PASS-200 = 7.2 MC = 8.7 k v = 9 ft/day (SP-SM) Brown and gray SAND with silt (SM) Dark brown and dark gray silty SAND Bottom of borehole at 1.0 feet. (Continued Next Page) PS 3 (SP-SM) Brown and gray SAND with silt %PASS-200 = 8. MC = 13 k v = 6 ft/day (SP-SM) Gray SAND with silt (SM) Dark gray and dark brown silty SAND Bottom of borehole at 1.0 feet

25 CLIENT DATE PERFORMED 8/22/2011 DRILLING CONTRACTOR GROUND WATER LEVELS: NOTES AT TIME OF DRILLING GSE Engineering & Consulting, Inc. 90 SW 6th Street Gainesville, FL Telephone: (32) Bureau of Citrus Budwood Registration.0 feet ESTIMATED SEASONAL HIGH BORING NUMBER P- Whitaker Drilling, Inc. 2.0 feet LOGGED BY CHECKED BY GW JJJ PROJECT NAME LaCrosse Citrus Repository PROJECT NUMBER 1128 PROJECT LOCATION LaCrosse, Alachua County, Florida DEPTH (ft) 0.0 GRAPHIC LOG SAMPLE TYPE NUMBER 1 MATERIAL DESCRIPTION (SP-SM) Brown SAND with silt and trace root debris AB 2 PORTRAIT - GINT STD US.GDT - 9/8/11 10:13 - Z:\PROJECTS\1128 LACROSSE CITRUS REPOSITORY\1128 BORINGS\1128 BORINGS.GPJ (SP-SM) Light brown and gray SAND with silt (SP-SM) Dark gray SAND with silt (SM) Dark brown to black silty SAND Bottom of borehole at 1.0 feet

26 Summary Report of a Geotechnical Site Exploration September 8, 2011 LaCrosse Citrus Repository LaCrosse, Alachua County, Florida GSE Project No Standard Penetration Test Soil Boring Logs -3

27 GSE Engineering & Consulting, Inc. 90 SW 6th Street Gainesville, FL Telephone: (32) BORING NUMBER B-1 CLIENT Bureau of Citrus Budwood Registration PROJECT NAME LaCrosse Citrus Repository PROJECT NUMBER 1128 PROJECT LOCATION LaCrosse, Alachua County, Florida DATE STARTED 8/22/11 COMPLETED 8/22/11 GROUND ELEVATION HOLE SIZE DRILLING CONTRACTOR Whitaker Drilling, Inc. GROUND WATER LEVELS: DRILLING METHOD Mud Rotary AT TIME OF DRILLING. feet LOGGED BY GW CHECKED BY JJJ ESTIMATED SEASONAL HIGH 2. feet NOTES DEPTH (ft) 0 GRAPHIC LOG MATERIAL DESCRIPTION (SP-SM) Loose to medium dense gray to light gray SAND with silt CONTACT DEPTH (ft) SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) LIQUID LIMIT, % PLASTIC LIMIT, % PLASTICITY INDEX PERCENT PASS NO. 200 SIEVE MOISTURE CONTENT, % N VALUE (8) (12) BORINGS - GINT STD US.GDT - 9/8/11 10:27 - Z:\PROJECTS\1128 LACROSSE CITRUS REPOSITORY\1128 BORINGS\1128 BORINGS.GPJ (SP-SM) Medium dense brown SAND with silt (SM) Very loose dark brown silty SAND (SM) Loose dark gray to black silty SAND (SM-SC) Loose light brown and gray silty SAND with clay (SC) Medium dense gray clayey SAND Bottom of borehole at 20.0 feet (12) -6- (11) (2) () -- (9) (29)

28 GSE Engineering & Consulting, Inc. 90 SW 6th Street Gainesville, FL Telephone: (32) BORING NUMBER B-2 CLIENT Bureau of Citrus Budwood Registration PROJECT NAME LaCrosse Citrus Repository PROJECT NUMBER 1128 PROJECT LOCATION LaCrosse, Alachua County, Florida DATE STARTED 8/22/11 COMPLETED 8/2/11 GROUND ELEVATION HOLE SIZE DRILLING CONTRACTOR Whitaker Drilling, Inc. GROUND WATER LEVELS: DRILLING METHOD Mud Rotary AT TIME OF DRILLING.0 feet LOGGED BY GW CHECKED BY JJJ ESTIMATED SEASONAL HIGH 2. feet NOTES DEPTH (ft) 0 GRAPHIC LOG MATERIAL DESCRIPTION (SP-SM) Loose gray SAND with silt CONTACT DEPTH (ft) SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) LIQUID LIMIT, % PLASTIC LIMIT, % PLASTICITY INDEX PERCENT PASS NO. 200 SIEVE MOISTURE CONTENT, % N VALUE (6) (9) BORINGS - GINT STD US.GDT - 9/8/11 10:27 - Z:\PROJECTS\1128 LACROSSE CITRUS REPOSITORY\1128 BORINGS\1128 BORINGS.GPJ (SP-SM) Loose gray and brown to dark brown SAND with silt (SM) Loose to medium dense dark gray and dark brown silty SAND (SM-SC) Loose light brown silty SAND with clay Bottom of borehole at 20.0 feet (9) 3-- (8) 3-3- (7) -- (8) (16) -3- (7)

29 GSE Engineering & Consulting, Inc. 90 SW 6th Street Gainesville, FL Telephone: (32) BORING NUMBER B-3 CLIENT Bureau of Citrus Budwood Registration PROJECT NAME LaCrosse Citrus Repository PROJECT NUMBER 1128 PROJECT LOCATION LaCrosse, Alachua County, Florida DATE STARTED 8/22/11 COMPLETED 8/22/11 GROUND ELEVATION HOLE SIZE DRILLING CONTRACTOR Whitaker Drilling, Inc. GROUND WATER LEVELS: DRILLING METHOD Mud Rotary AT TIME OF DRILLING. feet LOGGED BY GW CHECKED BY JJJ ESTIMATED SEASONAL HIGH 2. feet NOTES DEPTH (ft) 0 GRAPHIC LOG MATERIAL DESCRIPTION (SP-SM) Loose gray and brown SAND with silt CONTACT DEPTH (ft) SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) LIQUID LIMIT, % PLASTIC LIMIT, % PLASTICITY INDEX PERCENT PASS NO. 200 SIEVE MOISTURE CONTENT, % N VALUE BORINGS - GINT STD US.GDT - 9/8/11 10:27 - Z:\PROJECTS\1128 LACROSSE CITRUS REPOSITORY\1128 BORINGS\1128 BORINGS.GPJ (SP-SM) Loose light brown and gray SAND with silt (SP-SM) Loose dark brown SAND with silt (SP-SM) Loose gray SAND with silt (SM) Loose dark brown to black silty SAND (CL/CH) Stiff green and gray CLAY with sand (CL/CH) Stiff light gray sandy CLAY with limestone fragments Bottom of borehole at 20.0 feet (6) () () 2-- (8) () () (13) 3--7 (12)

30 GSE Engineering & Consulting, Inc. 90 SW 6th Street Gainesville, FL Telephone: (32) BORING NUMBER B- CLIENT Bureau of Citrus Budwood Registration PROJECT NAME LaCrosse Citrus Repository PROJECT NUMBER 1128 PROJECT LOCATION LaCrosse, Alachua County, Florida DATE STARTED 8/2/11 COMPLETED 8/2/11 GROUND ELEVATION HOLE SIZE DRILLING CONTRACTOR Whitaker Drilling, Inc. GROUND WATER LEVELS: DRILLING METHOD Mud Rotary AT TIME OF DRILLING.0 feet LOGGED BY GW CHECKED BY JJJ ESTIMATED SEASONAL HIGH 2. feet NOTES DEPTH (ft) 0 GRAPHIC LOG MATERIAL DESCRIPTION (SP-SM) Medium dense gray and brown SAND with silt CONTACT DEPTH (ft) SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) LIQUID LIMIT, % PLASTIC LIMIT, % PLASTICITY INDEX PERCENT PASS NO. 200 SIEVE MOISTURE CONTENT, % N VALUE (SP-SM) Medium dense gray and light brown SAND with silt (12) (1) BORINGS - GINT STD US.GDT - 9/8/11 10:27 - Z:\PROJECTS\1128 LACROSSE CITRUS REPOSITORY\1128 BORINGS\1128 BORINGS.GPJ (SP-SM) Medium dense brown SAND with silt (SP-SM) Loose brown and gray SAND with silt (SM) Medium dense dark gray to black silty SAND (CL/CH) Very stiff gray to pale green CLAY with lenses of sand Bottom of borehole at 20.0 feet (23) (27) 7-7- (12) 3-3- (7) --7 (12) (20)

31 GSE Engineering & Consulting, Inc. 90 SW 6th Street Gainesville, FL Telephone: (32) BORING NUMBER B- CLIENT Bureau of Citrus Budwood Registration PROJECT NAME LaCrosse Citrus Repository PROJECT NUMBER 1128 PROJECT LOCATION LaCrosse, Alachua County, Florida DATE STARTED 8/22/11 COMPLETED 8/22/11 GROUND ELEVATION HOLE SIZE DRILLING CONTRACTOR Whitaker Drilling, Inc. GROUND WATER LEVELS: DRILLING METHOD Mud Rotary AT TIME OF DRILLING. feet LOGGED BY GW CHECKED BY JJJ ESTIMATED SEASONAL HIGH 2. feet NOTES DEPTH (ft) 0 GRAPHIC LOG MATERIAL DESCRIPTION (SP-SM) Loose gray and dark brown SAND with silt CONTACT DEPTH (ft) SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) LIQUID LIMIT, % PLASTIC LIMIT, % PLASTICITY INDEX PERCENT PASS NO. 200 SIEVE MOISTURE CONTENT, % N VALUE BORINGS - GINT STD US.GDT - 9/8/11 10:27 - Z:\PROJECTS\1128 LACROSSE CITRUS REPOSITORY\1128 BORINGS\1128 BORINGS.GPJ (SP-SM) Loose gray SAND with silt (SP-SM) Medium dense brown and gray SAND with silt (SP-SM) Medium dense gray SAND with silt (SM) Medium dense dark gray silty SAND (SM-SC) Medium dense light brown and gray silty SAND with clay and trace of limestone Bottom of borehole at 20.0 feet (8) -- (9) --6 (11) (1) (1) -6-7 (13) (2) (19)

32 GSE Engineering & Consulting, Inc. 90 SW 6th Street Gainesville, FL Telephone: (32) BORING NUMBER B-6 CLIENT Bureau of Citrus Budwood Registration PROJECT NAME LaCrosse Citrus Repository PROJECT NUMBER 1128 PROJECT LOCATION LaCrosse, Alachua County, Florida DATE STARTED 8/2/11 COMPLETED 8/2/11 GROUND ELEVATION HOLE SIZE DRILLING CONTRACTOR Whitaker Drilling, Inc. GROUND WATER LEVELS: DRILLING METHOD Mud Rotary AT TIME OF DRILLING. feet LOGGED BY GW CHECKED BY JJJ ESTIMATED SEASONAL HIGH 2. feet NOTES DEPTH (ft) 0 GRAPHIC LOG MATERIAL DESCRIPTION (SP-SM) Loose brown and gray SAND with silt CONTACT DEPTH (ft) SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) LIQUID LIMIT, % PLASTIC LIMIT, % PLASTICITY INDEX PERCENT PASS NO. 200 SIEVE MOISTURE CONTENT, % N VALUE BORINGS - GINT STD US.GDT - 9/8/11 10:27 - Z:\PROJECTS\1128 LACROSSE CITRUS REPOSITORY\1128 BORINGS\1128 BORINGS.GPJ (SP-SM) Loose light brown SAND with silt (SP-SM) Medium dense dark gray and brown SAND with silt (SP-SM) Loose gray SAND with silt (SM) Loose gray to dark gray silty SAND (SM) Medium dense dark gray and dark brown to black silty SAND (CL/CH) Gray to pale green sandy CLAY Bottom of borehole at 20.0 feet () 3-- (9) --6 (11) -3-3 (6) () 2-3- (8) (29) (22)

33 GSE Engineering & Consulting, Inc. 90 SW 6th Street Gainesville, FL Telephone: (32) BORING NUMBER B-7 CLIENT Bureau of Citrus Budwood Registration PROJECT NAME LaCrosse Citrus Repository PROJECT NUMBER 1128 PROJECT LOCATION LaCrosse, Alachua County, Florida DATE STARTED 8/22/11 COMPLETED 8/22/11 GROUND ELEVATION HOLE SIZE DRILLING CONTRACTOR Whitaker Drilling, Inc. GROUND WATER LEVELS: DRILLING METHOD Mud Rotary AT TIME OF DRILLING. feet LOGGED BY GW CHECKED BY JJJ ESTIMATED SEASONAL HIGH 2. feet NOTES DEPTH (ft) 0 GRAPHIC LOG MATERIAL DESCRIPTION (SP-SM) Loose brown SAND with silt CONTACT DEPTH (ft) SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) LIQUID LIMIT, % PLASTIC LIMIT, % PLASTICITY INDEX PERCENT PASS NO. 200 SIEVE MOISTURE CONTENT, % N VALUE BORINGS - GINT STD US.GDT - 9/8/11 10:27 - Z:\PROJECTS\1128 LACROSSE CITRUS REPOSITORY\1128 BORINGS\1128 BORINGS.GPJ (SP-SM) Loose light brown SAND with silt (SP-SM) Very loose brown to dark brown SAND with silt (SM) Very loose to medium dense dark gray to black silty SAND (SM-SC) Dense light brown silty SAND with clay Bottom of borehole at 20.0 feet (7) 3-3- (7) (3) (2) (3) () (17) (3)

34 GSE Engineering & Consulting, Inc. 90 SW 6th Street Gainesville, FL Telephone: (32) BORING NUMBER B-8 CLIENT Bureau of Citrus Budwood Registration PROJECT NAME LaCrosse Citrus Repository PROJECT NUMBER 1128 PROJECT LOCATION LaCrosse, Alachua County, Florida DATE STARTED 8/22/11 COMPLETED 8/22/11 GROUND ELEVATION HOLE SIZE DRILLING CONTRACTOR Whitaker Drilling, Inc. GROUND WATER LEVELS: DRILLING METHOD Mud Rotary AT TIME OF DRILLING. feet LOGGED BY GW CHECKED BY JJJ ESTIMATED SEASONAL HIGH 2. feet NOTES DEPTH (ft) 0 GRAPHIC LOG MATERIAL DESCRIPTION (SP-SM) Loose dark gray SAND with silt CONTACT DEPTH (ft) SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) LIQUID LIMIT, % PLASTIC LIMIT, % PLASTICITY INDEX PERCENT PASS NO. 200 SIEVE MOISTURE CONTENT, % N VALUE BORINGS - GINT STD US.GDT - 9/8/11 10:27 - Z:\PROJECTS\1128 LACROSSE CITRUS REPOSITORY\1128 BORINGS\1128 BORINGS.GPJ (SP-SM) Medium dense light brown and gray SAND with silt (SP-SM) Medium dense to loose gray to dark gray SAND with silt (SM) Medium dense to dense dark gray and dark brown to black silty SAND (SM-SC) Very dense light brown silty SAND with clay Bottom of borehole at 20.0 feet (7) --6 (11) (1) (17) -- (8) 2--6 (11) (36) (70)

35 GSE Engineering & Consulting, Inc. 90 SW 6th Street Gainesville, FL Telephone: (32) BORING NUMBER B-9 CLIENT Bureau of Citrus Budwood Registration PROJECT NAME LaCrosse Citrus Repository PROJECT NUMBER 1128 PROJECT LOCATION LaCrosse, Alachua County, Florida DATE STARTED 8/22/11 COMPLETED 8/22/11 GROUND ELEVATION HOLE SIZE DRILLING CONTRACTOR Whitaker Drilling, Inc. GROUND WATER LEVELS: DRILLING METHOD Mud Rotary AT TIME OF DRILLING.0 feet LOGGED BY GW CHECKED BY JJJ ESTIMATED SEASONAL HIGH 2. feet NOTES DEPTH (ft) 0 GRAPHIC LOG MATERIAL DESCRIPTION (SM) Loose brown silty SAND CONTACT DEPTH (ft) SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) LIQUID LIMIT, % PLASTIC LIMIT, % PLASTICITY INDEX PERCENT PASS NO. 200 SIEVE MOISTURE CONTENT, % N VALUE BORINGS - GINT STD US.GDT - 9/8/11 10:27 - Z:\PROJECTS\1128 LACROSSE CITRUS REPOSITORY\1128 BORINGS\1128 BORINGS.GPJ (SP-SM) Loose light brown and gray SAND with silt (SP-SM) Loose gray SAND with silt (SP-SM) Loose gray and brown SAND with silt (SP-SM) Loose dark gray SAND with silt (SM) Medium dense dark gray to black silty SAND (SM-SC) Medium dense light brown silty SAND with clay Bottom of borehole at 20.0 feet () 2-3- (7) 3--3 (7) () () () -8-9 (17) (16).8 19

36 GSE Engineering & Consulting, Inc. 90 SW 6th Street Gainesville, FL Telephone: (32) BORING NUMBER B-10 CLIENT Bureau of Citrus Budwood Registration PROJECT NAME LaCrosse Citrus Repository PROJECT NUMBER 1128 PROJECT LOCATION LaCrosse, Alachua County, Florida DATE STARTED 8/22/11 COMPLETED 8/22/11 GROUND ELEVATION HOLE SIZE DRILLING CONTRACTOR Whitaker Drilling, Inc. GROUND WATER LEVELS: DRILLING METHOD Mud Rotary AT TIME OF DRILLING. feet LOGGED BY GW CHECKED BY JJJ ESTIMATED SEASONAL HIGH 2. feet NOTES DEPTH (ft) 0 GRAPHIC LOG MATERIAL DESCRIPTION (SP-SM) Loose brown and gray SAND with silt CONTACT DEPTH (ft) SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) LIQUID LIMIT, % PLASTIC LIMIT, % PLASTICITY INDEX PERCENT PASS NO. 200 SIEVE MOISTURE CONTENT, % N VALUE (SP-SM) Medium dense gray SAND with silt (7) 3--6 (10) BORINGS - GINT STD US.GDT - 9/8/11 10:27 - Z:\PROJECTS\1128 LACROSSE CITRUS REPOSITORY\1128 BORINGS\1128 BORINGS.GPJ (SP-SM) Medium dense dark brown SAND with silt (SP-SM) Medium dense dark brown SAND with silt (SP-SM) Loose gray and brown SAND with silt (SM) Medium dense dark gray to black silty SAND (SM-SC) Medium dense light brown silty SAND with clay Bottom of borehole at 20.0 feet (13) (17) --7 (12) 3-- (8) (23) (18)

37 GSE Engineering & Consulting, Inc. 90 SW 6th Street Gainesville, FL Telephone: (32) BORING NUMBER B-11 CLIENT Bureau of Citrus Budwood Registration PROJECT NAME LaCrosse Citrus Repository PROJECT NUMBER 1128 PROJECT LOCATION LaCrosse, Alachua County, Florida DATE STARTED 8/22/11 COMPLETED 8/22/11 GROUND ELEVATION HOLE SIZE DRILLING CONTRACTOR Whitaker Drilling, Inc. GROUND WATER LEVELS: DRILLING METHOD Mud Rotary AT TIME OF DRILLING.0 feet LOGGED BY GW CHECKED BY JJJ ESTIMATED SEASONAL HIGH 2. feet NOTES DEPTH (ft) 0 GRAPHIC LOG MATERIAL DESCRIPTION (SP-SM) Loose to medium dense gray and brown SAND with silt CONTACT DEPTH (ft) SAMPLE TYPE NUMBER BLOW COUNTS (N VALUE) LIQUID LIMIT, % PLASTIC LIMIT, % PLASTICITY INDEX PERCENT PASS NO. 200 SIEVE MOISTURE CONTENT, % N VALUE (6) BORINGS - GINT STD US.GDT - 9/8/11 10:27 - Z:\PROJECTS\1128 LACROSSE CITRUS REPOSITORY\1128 BORINGS\1128 BORINGS.GPJ (SP-SM) Medium dense light gray and dark brown SAND with silt (SP-SM) Medium dense gray and brown SAND with silt and root debris (SP-SM) Medium dense to loose gray to dark gray SAND with silt (SM) Medium dense dark gray to black silty SAND (CL/CH) Very stiff gray sandy CLAY Bottom of borehole at 20.0 feet (1) -6-7 (13) (16) (17) 3-3- (7) (29) (18)

38 Summary Report of a Geotechnical Site Exploration September 8, 2011 LaCrosse Citrus Repository LaCrosse, Alachua County, Florida GSE Project No Laboratory Results -

39 SUMMARY REPORT OF LABORATORY TEST RESULTS Project Number: 1128 Project Name: LaCrosse Citrus Repository Boring Number Depth (ft) Soil Description Natural Moisture Content (%) Liquid Limit Plastic Limit Plasticity Index Percent Passing No. 200 Sieve Organic Content (%) Unified Soil Classification B-1.-7 Brown SAND with silt SP-SM B-3 -. Dark brown SAND with silt SP-SM B Brown to dark brown SAND with silt SP-SM B Dark gray SAND with silt 19.8 SP-SM P-2 2- Light brown and gray SAND with silt SP-SM P Light brown and gray SAND with silt SP-SM P Brown and gray SAND with silt SP-SM

40 Constant Head Permeability Test Results Project No.: 1128 Test Date 8/26/2011 Project: LaCrosse Citrus Repository Tested By CF Boring No.: Sample Depth: Soil Description: P-2 2- Light brown and gray SAND with silt Length Between Manometer Outlets 7.62 cm Diameter of Soil Specimen 7.62 cm Cross Section Area of Specimen (A).60 cm Bottom height of Specimen (h 1 ) 2. cm Top height of Specimen (h 2 ) 1.0 cm Volume of Specimen [(h 2 -h 1 ) * A] cm 3 Mass of Air Dry Soil g Mass of Unused Soil g Mass of Soil Specimen 99.9 g Unit Weight of Soil Specimen (air dry) lb/ft 3 Water Content percent Dry Unit Weight of Soil 96.7 lb/ft 3 Trial No. Manometer Readings Head Q Time (sec) Temp Permeability H 1 H E E E E-03 Average Permeability = 1.30E-03 cm/sec ft/day

41 Constant Head Permeability Test Results Project No.: 1128 Test Date 8/26/2011 Project: LaCrosse Citrus Repository Tested By CF Boring No.: Sample Depth: Soil Description: P Light brown and gray SAND with silt Length Between Manometer Outlets 7.62 cm Diameter of Soil Specimen 7.62 cm Cross Section Area of Specimen (A).60 cm Bottom height of Specimen (h 1 ) 2. cm Top height of Specimen (h 2 ) 1.7 cm Volume of Specimen [(h 2 -h 1 ) * A] 6.32 cm 3 Mass of Air Dry Soil g Mass of Unused Soil g Mass of Soil Specimen g Unit Weight of Soil Specimen (air dry) lb/ft 3 Water Content 8.70 percent Dry Unit Weight of Soil 9.3 lb/ft 3 Trial No. Manometer Readings Head Q Time (sec) Temp Permeability H 1 H E E E E-03 Average Permeability = 3.3E-03 cm/sec 9 ft/day

42 Constant Head Permeability Test Results Project No.: 1128 Test Date 8/26/2011 Project: LaCrosse Citrus Repository Tested By CF Boring No.: Sample Depth: Soil Description: P Brown and gray SAND with silt Length Between Manometer Outlets 7.62 cm Diameter of Soil Specimen 7.62 cm Cross Section Area of Specimen (A).60 cm Bottom height of Specimen (h 1 ) 2. cm Top height of Specimen (h 2 ) 1.0 cm Volume of Specimen [(h 2 -h 1 ) * A] cm 3 Mass of Air Dry Soil g Mass of Unused Soil g Mass of Soil Specimen g Unit Weight of Soil Specimen (air dry) lb/ft 3 Water Content percent Dry Unit Weight of Soil 9.03 lb/ft 3 Trial No. Manometer Readings Head Q Time (sec) Temp Permeability H 1 H E E E E-03 Average Permeability = 2.16E-03 cm/sec 6 ft/day p

43 Summary Report of a Geotechnical Site Exploration September 8, 2011 LaCrosse Citrus Repository LaCrosse, Alachua County, Florida GSE Project No Key to Soil Classification -

44 GRAPHIC LETTER COARSE-GRAINED SOILS Gravels Clean Gravels Cu and 1 Cc 3 GW Well graded GRAVEL More than 0% retained on No. 200 sieve Less than % fines Cu < and/or 1 > Cc > 3 GP Poorly graded GRAVEL Gravels with fines Fines classify as ML or MH GM Silty GRAVEL More than 12% fines Fines classify as CL or CH GC Clayey GRAVEL Sands Clean Sands Cu 6 and 1 Cc 3 SW Well graded SAND Less than % fines Cu < 6 and/or 1 > Cc > 3 SP Poorly graded SAND Sand with fines Fines classify as ML or MH SP-SM SAND with silt % fines < 12% Fines classify as CL or CH SP-SC SAND with clay Sand with fines Fines classify as ML or MH SM Silty SAND 12% fines < 30% Fines classify as CL or CH SC Clayey SAND Sand with fines Fines classify as ML or MH SM Very silty SAND More than 30% fines Fines classify as CL or CH SC Very clayey SAND FINE-GRAINED SOILS Clays inorganic 0% fines < 70% CL/CH Sandy CLAY 0% or more passes the No. 200 sieve 0% or more of coarse fraction passes No. sieve KEY TO SOIL CLASSIFICATION CHART Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests More than 0% of coarse fraction retained on No. sieve 70% fines < 8% CL/CH CLAY with sand fines 8% SYMBOLS CL/CH CLAY Silts and Clays inorganic PI > 7 and plots on/above "A" line CL Lean CLAY Liquid Limit less than 0 PI < or plots below "A" line ML SILT organic Liquid Limit - oven dried Organic clay < 0.7 OL Liquid Limit - not dried Organic silt Silts and Clays inorganic PI plots on or above "A" line CH Fat CLAY Liquid Limit 0 or more PI plots below "A" line MH Elastic SILT organic Liquid Limit - oven dried Organic clay < 0.7 OH Liquid Limit - not dried Organic silt HIGHLY ORGANIC SOILS Primarily organic matter, dark in color, and organic odor PT PEAT GROUP NAME CORRELATION OF PENETRATION RESISTANCE WITH RELATIVE DENSITY AND CONSISTENCY No. OF BLOWS, N RELATIVE DENSITY No. OF BLOWS, N CONSISTENCY 0 - Very Loose 0-2 Very Soft - 10 Loose SILTS 3 - Soft SANDS: Medium dense & - 8 Firm 31-0 Dense CLAYS: 9-1 Stiff OVER 0 Very Dense Very Stiff 31-0 Hard OVER 0 Very Hard PARTICLE SIZE IDENTIFICATION SAMPLE GRAPHIC TYPE LEGEND BOULDERS: Greater than 300 mm COBBLES: 7 mm to 300 mm GRAVEL: Coarse mm to 7 mm Fine -.7 mm to 19.0 mm SANDS: Coarse mm to.7 mm Medium mm to 2.00 mm Location of Sample LABORATORY TEST LEGEND Fine mm to 0.2 mm LL = Liquid Limit, % SILTS & CLAYS: Less than 0.07 mm PL = Plastic Limit, % PI = Plasticity Index, % % PASS = Percent Passing the No. 200 Sieve MC = Moisture Content, % ORG = Organic Content, % k v = Vertical Permeability, ft/day Location of Auger Sample

45 Summary Report of a Geotechnical Site Exploration September 8, 2011 LaCrosse Citrus Repository LaCrosse, Alachua County, Florida GSE Project No Warranty 6.0 LIMITATIONS This report has been prepared for our client for his exclusive use, in accordance with generally accepted soil and foundation engineering practices, and makes no other warranty either expressed or implied as to the professional advice provided in the report. This exploration was confined to the zone of soil likely to be stressed by the proposed construction. Our work did not address the potential for surface expression of deep geological conditions, such as sinkhole development related to karst activity. If desired, this type of evaluation could require a more extensive range of field services than performed as part of this geotechnical investigation. 6.2 Auger and Borings The determination of soil type and conditions was performed from the ground surface to the maximum depth of the borings, only. Any changes in subsurface conditions that occur between or below the borings would not have been detected or reflected in this report. Soil classifications that were made in the field are based upon identifiable textural changes, color changes, changes in composition or changes in resistance to penetration in the intervals from which the samples were collected. Abrupt changes in soil type, as reflected in boring logs and/or cross sections may not actually occur, but instead, be transitional. Depth to the water table is based upon observations made during the performance of the borings. This depth is an estimate and does not reflect the annual variations that would be expected in this area due to fluctuations in rainfall and rates of evapotranspiration. 6.3 Site Figures The measurements used for the preparation of the figures in this report were made with a fiberglass tape and by estimating distances from existing structures and site features. Figures in this report were not prepared by a licensed land surveyor and should not be interpreted as such. 6. Unanticipated Soil Conditions The analysis and recommendations submitted in this report are based upon the data obtained from soil borings performed at the locations indicated on the Boring Location Plan. This report does not reflect any variations that may occur between these borings. The nature and extent of variations between borings may not become known until excavation begins. If variations appear, we may have to re-evaluate our recommendations after performing on-site observations and noting the characteristics of any variations. 6-1

46 Summary Report of a Geotechnical Site Exploration September 8, 2011 LaCrosse Citrus Repository LaCrosse, Alachua County, Florida GSE Project No Misinterpretation of Soil Engineering Report GSE Engineering & Consulting, Inc. is responsible for the conclusions and opinions contained within this report based upon the data relating only to the specific project and location discussed herein. If others make the conclusions or recommendations based upon the data presented, those conclusions or recommendations are not the responsibility of GSE. 6-2

47 Summary Report of a Geotechnical Site Exploration September 8, 2011 LaCrosse Citrus Repository LaCrosse, Alachua County, Florida GSE Project No FIGURES

48 PROJECT LOCATION NORTH NOT TO SCALE LACROSSE CITRUS REPOSITORY LACROSSE, ALACHUA COUNTY, FLORIDA GSE PROJECT No PROJECT SITE LOCATION MAP DESIGNED BY: JJJ CHECKED BY : JBN DRAWN BY : EJT FIGURE 1