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1 March 9, 208 TIERRA AECOM 7650 West Courtney Campbell Cswy Tampa, FL Attn: RE: Mr. Edgar Figueroa, P.E. Geotechnical Engineering Services Report Purchase Order No.: 9532 AECOM Project Number: Manatee County, Florida Tierra Project No Mr. Figueroa: Tierra, Inc. (Tierra) has completed geotechnical engineering services for the above referenced project. The results of our field exploration program and subsequent geotechnical recommendations are presented in this report. Tierra appreciates the opportunity to be of service to AECOM on this project. We look forward to working with you on future projects. If you have any questions or comments regarding this report, please contact Tierra at your earliest convenience. Respectfully Submitted, TIERRA, INC. Daniel R. Ruel, P.E. Kevin H. Scott, P.E. Geotechnical Engineer Senior Geotechnical Engineer Florida License No Florida License No Daniel R. Ruel, P.E. State of Florida Professional Engineer, FL. P.E. License No This Item has been electronically signed and sealed by Daniel R. Ruel, P.E. On September 7, 208 using S- authentication code. Printed copies of this document are not considered signed and sealed and the S- authentication code must be verified on any electronic copies 735 Temple Terrace Highway Tampa, FL Phone (83) Fax (83) Florida Certificate No. 6486

2 TABLE OF CONTENTS PROJECT DESCRIPTION... Project Information... Scope of Services... SITE AND SUBSURFACE CONDITIONS... 2 USGS Quadrangle Map... 2 USDA Soil Survey... 2 Subsurface Conditions... 3 Groundwater Information... 4 Pavement Cores... 4 EVALUATION AND RECOMMENDATIONS... 4 Site Preparation... 4 Anomalous Condition... 5 California Bearing Ratio Tests Flexible Pavement... 5 Pavement Considerations... 5 Future Improvement Area... 6 REPORT LIMITATIONS... 6 APPENDIX Boring Location Plan Soil Profiles CBR Results Pavement Section Data Sheet Photographs of Pavement Cores

3 Geotechnical Engineering Services Report AECOM Project Number: Tierra Project No Page of 6 Project Information PROJECT DESCRIPTION The project, as Tierra understands it, is to construct a new North Quad Roadway to connect with the existing Clyde Jones Road at the Sarasota Bradenton International Airport. Portions of the project will include milling and resurfacing portions of Clyde Jones Road as well as reconstruction in the area of the proposed tie-in. Scope of Services The objective of our study was to obtain information concerning subsurface conditions at the site in order to base engineering estimates and recommendations in each of the following areas:. General location and description of potentially deleterious materials discovered in the borings which may interfere with construction progress and pavement performance, including existing fills or surficial organics. 2. Measure pavement and base thicknesses through coring, at the locations requested. 3. Perform SPT borings along the footprint of the proposed North Quad Access Roadway and pavement cores along the existing Clyde Jones Road. 4. Measure groundwater levels. In order to meet the preceding objectives, we provided the following services:. Reviewed published soils and topographic information. This published information was obtained from the Bradenton, Florida Quadrangle Map published by the United States Geological Survey (USGS), as well as the Manatee County Soil Survey of Florida, published by the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS). 2. Executed a program of subsurface exploration consisting of pavement cores, test borings, subsurface sampling, and field testing as follows: a. Proposed North Quad Roadway: Performed nine (9) Standard Penetration Test (SPT) borings to depths of 0 feet below the existing ground surface. One day prior to the SPT borings, the locations of the SPT borings were manually augered to estimate the Seasonal High Groundwater Table (SHGWT) as well as to obtain a 24-hour measurement of the groundwater level the following day. b. Existing Clyde Jones Road: Performed eight (8) hand auger borings to depths ranging from 4 to 5 feet below the top of the existing pavement surface. Pavement cores were performed at each boring location. c. Future Improvements: As requested, Tierra performed one () SPT boring to a depth of 5 feet below grade in a potential drainage improvement area.

4 Geotechnical Engineering Services Report AECOM Project Number: Tierra Project No Page 2 of 6 3. Visually classified the samples in the laboratory using the Unified Soil Classification System (USCS). Performed laboratory classification tests on selected samples to confirm the visual classifications. Identified soil conditions at each boring location. 4. Performed four (4) California Bearing Ratio (CBR) tests on selected samples collected within the project area. 5. Prepared this engineering report that summarizes the course of study pursued, the field and laboratory data generated, subsurface conditions encountered and our engineering recommendations in each of the pertinent topic areas. The scope of our services did not include an environmental assessment for determining the presence or absence of wetlands or hazardous or toxic materials in the soil, bedrock, groundwater, or air, on or below or around this site. The scope of services did not include the determination of the potential for sinkhole development. Any statements in this report or on the boring logs regarding odors, colors, unusual or suspicious items or conditions are strictly for the information of our client. USGS Quadrangle Map SITE AND SUBSURFACE CONDITIONS Based on the Bradenton, Florida USGS Quadrangle Map, ground elevations at the project site range from approximately +5 to +20 feet, National Geodetic Vertical Datum of 929 (NGVD 29). USDA Soil Survey Based on a review of the Manatee County Soil Survey, there is one () primary soil mapping unit noted with the project footprint: EauGallie Fine Sand (Map Unit: 20). The general soil descriptions are presented in the following paragraphs and table, as described in the Soil Survey. EauGallie Fine Sand (Map Unit: 20) The EauGallie, non-hydric component makes up 70 percent of the map unit. Slopes are 0 to 2 percent. This component is on flatwoods on marine terraces on coastal plains. The parent material consists of sandy and loamy marine deposits. Depth to a root restrictive layer is greater than 60 inches. The natural drainage class is poorly drained. Water movement in the most restrictive layer is moderately low. Available water to a depth of 60 inches is low. Shrink-swell potential is low. This soil is not flooded. It is not ponded. A seasonal zone of water saturation is at 2 inches during June, July, August, September, and October. Organic matter content in the surface horizon is about 5 percent. The EauGallie, hydric component makes up 5 percent of the map unit. Slopes are 0 to 2 percent. This component is on flats on marine terraces on coastal plains. The parent material consists of sandy and loamy marine deposits. Depth to a root restrictive layer is greater than 60 inches. The natural drainage class is poorly drained. Water movement in the most restrictive layer is moderately low. Available water to a depth of 60 inches is low. Shrink-swell potential is low. This soil is not flooded. It is not ponded. A seasonal zone of water saturation is at 6 inches during June, July, August, September, and October. Organic matter content in the surface horizon is about 5 percent.

5 Geotechnical Engineering Services Report AECOM Project Number: Tierra Project No Page 3 of 6 USDA Map Symbol and Soil Name (20) EauGallie, non-hydric EauGallie, hydric Depth (in) USCS SUMMARY OF USDA SOIL SURVEY MANATEE COUNTY, FLORIDA Soil Classification AASHTO Permeability (in/hr) 0-5 SP, SP-SM A SP, SP-SM A SM, SP-SM A-2-4, A SC, SC-SM, SM A-2-4, A SM, SP-SM A-2-4, A SP, SP-SM A SP, SP-SM A SM, SP-SM A-2-4, A SC, SC-SM, SM A-2-4, A SM, SP-SM A-2-4, A ph Seasonal High Water Table Depth (feet) Months June-Oct June-Oct Subsurface Conditions The subsurface conditions were explored using a total of ten (0) SPT borings performed to depths ranging from 0 to 5 feet below the ground surface and eight (8) pavement cores with hand auger borings to depths ranging from 4 to 5 feet below the pavement surface. The borings were located in the field by representatives of Tierra using handheld global positioning system (GPS) units. The locations of the borings performed are presented on the Boring Location Plan in the Appendix and should be considered approximate. The hand auger borings were performed by manually twisting and advancing a bucket auger into the ground, typically in 6-inch increments. The SPT borings were performed with the use of a drill rig equipped with an automatic hammer, using mud-rotary drilling procedures. The soil sampling was performed in general accordance with the American Society for Testing and Materials (ASTM) Test Designation D-586. The initial 4 feet of the SPT borings were advanced by hand auger to verify subsurface utility clearances. SPT resistance N-values were then taken continuously to a depth of 0 feet and at intervals of 5 feet thereafter when applicable. As each soil type was encountered samples were collected and visually classified in the field. The samples were then transported to our laboratory for verification of the visual classification and testing. The soil conditions encountered in the borings performed at the project site are summarized in the following table: Stratum Number Soil Description Unified Soil Classification System Symbol Gray to Brown Sand to Sand with Silt, Often with Shell SP/SP-SM 2 Brown Silty Sand, Often with Shell SM P Pavement and Base Material --- () () USCS does not include nomenclature for Pavement and Base Material

6 Geotechnical Engineering Services Report AECOM Project Number: Tierra Project No Page 4 of 6 The subsurface soil stratification is of a generalized nature to highlight the major subsurface stratification features and material characteristics. The Soil Profiles included in the Appendix should be reviewed for specific information at individual boring locations. These profiles include soil descriptions, stratifications and penetration resistances when applicable. The stratifications shown on the boring profiles represent the conditions only at the actual boring location. Variations did occur and should be expected between boring locations. The stratifications represent the approximate boundary between subsurface materials and the actual transition may be gradual. Groundwater Information At the time of our field activities, the groundwater table was encountered at depths ranging from 3½ to 8 feet below the ground surface at the locations of the SPT borings. At these locations, an auger hole was maintained open for 24 hours prior to groundwater measurement to allow the water table to stabilize within the borehole. At the locations of the pavement cores/auger borings along Clyde Jones Road, the groundwater was not encountered prior to boring termination. As a result, GNE (Groundwater Not Encountered) is shown adjacent to these soil profiles. Groundwater conditions will vary with environmental variations and seasonal conditions, such as the frequency and magnitude of rainfall patterns, as well as man-made influences (i.e. existing swales, drainage ponds, underdrains and areas of covered soils, such as paved parking lots). Based upon the results of our borings, the SHGWT is estimated to occur at depths ranging from ½ to 3 feet below the existing ground surface. The SHGWT estimate at these specific boring locations are shown adjacent to the soil profiles in the Appendix. As previously noted, the locations of our borings were based on our hand-held GPS devices and should be considered approximate. If the SHGWT levels are critical to design, Tierra recommends the locations of our borings be survey located. Pavement Cores Tierra performed eight (8) pavement cores within the existing pavement along Clyde Jones Road. The detailed results of the pavement coring operations as well as photographic documentation are included in the Appendix. Tierra recommends that this information and the information presented on the Soil Profiles and Boring Location Plan sheets be reviewed by the design engineer. Site Preparation EVALUATION AND RECOMMENDATIONS Prior to construction, the location of any existing underground utilities within the construction area should be established. Material suitable for re-use may be stockpiled; however, any material stockpiled for re-use shall be tested for conformance to material specifications as indicated in the following sections of this report. Provisions should then be made to relocate any interfering utility lines within the construction area to appropriate locations and backfilling the resulting excavations with compacted structural fill. In this regard, it should be noted that if abandoned underground pipes are not properly removed or plugged, they might serve as conduits for subsurface erosion, which subsequently may result in excessive settlement.

7 Geotechnical Engineering Services Report AECOM Project Number: Tierra Project No Page 5 of 6 As a minimum, it is recommended that the clearing operations extend to the depth needed to remove material considered deleterious at least 5 feet beyond the proposed development area. Deleterious materials to be removed include existing pavement and base sections, roots, organics, tree stumps or other buried or surface debris. Anomalous Condition Upon the completion of core/boring B-4, the removed soils from the auger process were used to backfill the borehole. Once all the removed soils were utilized to backfill the open borehole, the auger hole was not filled to the existing grade. The auger hole was still open to a depth of approximately 3½ feet below the pavement surface and additional sand was required to backfill the borehole to the surface. It is Tierra s understanding that there are no know utilities at this location. The condition observed could be the result of multiple conditions. One possibility is an unknown/abandoned conduit. If critical to the project Tierra recommends additional geotechnical services be performed in this area. Tierra has coordinated with AECOM and it s our understanding the reconstruction of Clyde Jones Road is being extended to include the area of B-4. The contractor should be aware of this area and relay any unusual conditions to the engineer. California Bearing Ratio Tests Flexible Pavement Four (4) bulk samples were collected at the project site for CBR testing. The tests were performed using bulk samples obtained from within 2 feet of the existing ground surface at the locations of borings S-2, S-5, and at two on-site stockpiles, identified as CBR- and CBR-2. The results of the CBR tests are presented in the Appendix. Pavement Considerations Actual pavement section thickness should be provided by the design civil engineer based on traffic loads, volume, and the owners design life requirements. The following sections represent minimum thicknesses representative of typical load and construction practices and as such periodic maintenance should be anticipated. All pavement materials and construction procedures should conform to project requirements. In general, following the completion of the recommended clearing and grading operations, subgrade preparation and fill placement, the compacted fill and natural sandy soils should be acceptable for construction and support of a flexible (limerock, crushed concrete, or shell base) type pavement section. Any fill utilized to elevate the cleared pavement areas to subgrade elevation should consist of reasonably clean (maximum 2% passing #200 sieve sizes) sands uniformly compacted to a minimum depth of 2 inches to a minimum density of 95% of the Modified Proctor maximum dry density. In flexible pavement areas we recommend 2 inches of Type B stabilized subgrade (LBR = 40%) below the base course. Traffic should not be allowed on the subgrade as the base is placed to avoid rutting. The subgrade should be checked for soundness and be true to line and grade prior to the placement of the base course.

8 Geotechnical Engineering Services Report AECOM Project Number: Tierra Project No Page 6 of 6 The choice of pavement base type will depend on final pavement grades. If a minimum separation of 8 inches between the bottom of the base and the seasonal high groundwater level is obtained, then a limerock, shell, or crushed concrete base can be utilized. A crushed concrete base should be utilized if the separation between final grade and the seasonal high groundwater is a minimum of 2 inches and less than 8 inches. Base material elevations should not be designed for saturated conditions. If the designer wishes to have base material closer than 2 inches to the SHGWT, then an underdrain system should be utilized that will maintain the 2 inches of separation. The SHGWT should be re-established relative to a known elevation prior to setting final grades. Limerock, shell and crushed concrete base material should meet Florida Department of Transportation (FDOT) requirements including compaction to a minimum density of 98% of the Modified Proctor maximum dry density and a minimum Limerock Bearing Ratio (LBR) of 00%. Crushed concrete should be graded in accordance with FDOT Standard Specifications. As a guideline for pavement design, we recommend that the base course be a minimum of 6 inches thick in parking areas and 8 inches thick in heavily traveled drives. Before paving, the base should be checked for soundness. Based on our experience, the asphaltic concrete structural course should consist of at least one and one-half (½) inches of Type S or SP asphaltic concrete material in areas of light duty traffic and at least two (2) inches of Type S or SP asphaltic concrete material in areas of heavy duty traffic. The asphaltic concrete should meet standard FDOT material requirements and placement procedures as outlined in the current FDOT Specifications. Future Improvement Area As requested, Tierra performed SPT boring (T-) at a location of a potential future drainage improvement area. The results of the soils encountered along with the measured groundwater table are presented on the Soil Profiles in the Appendix. REPORT LIMITATIONS The conclusions and recommendations contained in this report are opinions based on the site conditions and project layout described herein and further assume that the conditions observed in the exploratory borings are representative of the subsurface conditions throughout the site, i.e., the subsurface conditions elsewhere on the site are the same as those disclosed by the borings. If, during construction, subsurface conditions different from those encountered in the exploratory borings are observed or appear to be present beneath excavations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. If there is a substantial lapse in time between the submittal of this report and the start of work at the site, or if conditions or project layout are changed due to natural causes or construction operations at or adjacent to the site, we recommend that this report be reviewed to determine the applicability of conclusions and recommendations considering the changed conditions and time lapse. This report was prepared for the exclusive use of AECOM and their Clients for evaluating the design of the project as it relates to the geotechnical aspects discussed herein. It should be made available to prospective contractors for information on factual data only and not as a warranty of subsurface conditions included in this report. Unanticipated soil conditions may require that additional expense be made to attain a properly constructed project. Therefore, some contingency fund is recommended to accommodate such potential extra costs.

9 Appendix Boring Location Plan Soil Profiles CBR Results Pavement Section Data Sheet Photographs of Pavement Cores

10 D D C C B B A A Sarasota Bradenton International Airport 6000 Airport Circle Sarasota, Florida TIERRA 735 Temple Terrace Highway Tampa, Florida Phone: Fax: FL Cert. No.: NORTH QUAD DEVELOPMENT BORING LOCATION PLAN 5

11 D BOR # T- EASTING NORTHING 6674 DATE 2/23/208 DRILLER A. JACKSON MMER AUTOMATIC RIG D-25 BOR # S-0 EASTING NORTHING 624 DATE 2/2/208 DRILLER A. JACKSON MMER AUTOMATIC RIG D-25 BOR # S-02 EASTING NORTHING 602 DATE 2/23/208 DRILLER A. JACKSON MMER AUTOMATIC RIG D-25 BOR # S-03 EASTING NORTHING 5765 DATE 2/2/208 DRILLER A. JACKSON MMER AUTOMATIC RIG D-25 BOR # S-04 EASTING NORTHING 5522 DATE 2/23/208 DRILLER A. JACKSON MMER AUTOMATIC RIG D-25 D DEPTH IN FEET N N N N = 2 N DEPTH IN FEET C C BOR # S-05 EASTING NORTHING 5266 DATE 2/23/208 DRILLER A. JACKSON MMER AUTOMATIC RIG D-25 BOR # S-06 EASTING NORTHING 5026 DATE 2/23/208 DRILLER A. JACKSON MMER AUTOMATIC RIG D-25 BOR # S-07 EASTING NORTHING 5023 DATE 2/23/208 DRILLER A. JACKSON MMER AUTOMATIC RIG D-25 BOR # S-08 EASTING NORTHING 506 DATE 2/23/208 DRILLER A. JACKSON MMER AUTOMATIC RIG D-25 BOR # S-09 EASTING NORTHING 5779 DATE 2/23/208 DRILLER A. JACKSON MMER AUTOMATIC RIG D-25 B DEPTH IN FEET = 3 N = 5 N 7 N 22 5 N 5 3 N DEPTH IN FEET B A A Sarasota Bradenton International Airport 6000 Airport Circle Sarasota, Florida NORTH QUAD DEVELOPMENT TIERRA 735 Temple Terrace Highway Tampa, Florida Phone: Fax: FL Cert. No.: SOIL PROFILES () 2

12 D BOR # B- EASTING NORTHING 6232 DATE 2/22/208 BOR # B-2 EASTING NORTHING 6240 DATE 2/22/208 BOR # B-3 EASTING NORTHING 6232 DATE 2/22/208 BOR # B-4 EASTING NORTHING 6240 DATE 2/22/208 BOR # B-5 EASTING NORTHING 6245 DATE 2/22/208 D DEPTH IN FEET 0 5 GNE P -200 = 7 NMC = 8 LL = NP PI = NP -200 = 7 GNE P = 9 NMC = 5 LL = NP PI = NP GNE P 2 GNE P 2 GNE P 2 REFUSAL ON APPARENT ROCK 0 5 DEPTH IN FEET C BOR # B-6 EASTING NORTHING 6253 DATE 2/22/208 BOR # B-7 EASTING NORTHING 6258 DATE 2/22/208 BOR # B-8 EASTING NORTHING 6266 DATE 2/22/208 C DEPTH IN FEET 0 5 GNE P -200 = 7 NMC = 3 LL = NP PI = NP GNE P 2 REFUSAL DUE TO POTENTIAL UTILITY GNE P DEPTH IN FEET B B A A Sarasota Bradenton International Airport 6000 Airport Circle Sarasota, Florida NORTH QUAD DEVELOPMENT TIERRA 735 Temple Terrace Highway Tampa, Florida Phone: Fax: FL Cert. No.: SOIL PROFILES (2) 3

13 TIERRA INC. RESULTS OF CALIFORNIA BEARING RATIO TEST Tested For: Project: Sarasota Airport Quad Access Road Project No Date: 3/6/208 Report No. CBR at S-2 CBR & MOISTURE-DENSITY RELATIONSHIP 00 CBR Value 0 Dry Unit Weight (pcf) % 9% 0% % 2% 3% 4% 5% 6% 7% 8% 9% 20% Moisture Content CBR Value 26 Description: Maximum Density 07.4 pcf Brown Slightly Silty Sand Optimum Moisture.9 % Test Method: ASTM D-883 (5 lb Surcharge) Sample Location: Tested By: L. Heitman B-2 Sample Depth: % Pass No. 4 Sieve: 00.0% to 2 feet

14 TIERRA INC. RESULTS OF CALIFORNIA BEARING RATIO TEST Tested For: Project: Sarasota Airport Quad Access Road Project No Date: 3/4/208 Report No. CBR at S-5 CBR & MOISTURE-DENSITY RELATIONSHIP 00 CBR Value 0 Dry Unit Weight (pcf) % 9% 0% % 2% 3% 4% 5% 6% 7% 8% 9% 20% Moisture Content CBR Value 35 Description: Maximum Density 03.4 pcf Gray Fine Sand Optimum Moisture 3.3 % Test Method: ASTM D-883 (5 lb Surcharge) Sample Location: Tested By: L. Heitman B-5 Sample Depth: % Pass No. 4 Sieve: 00.0% to 2 feet

15 TIERRA INC. RESULTS OF CALIFORNIA BEARING RATIO TEST Tested For: Project: Sarasota Airport Quad Access Road Project No Date: 3/6/208 Report No. CBR- (Western Stockpile) CBR & MOISTURE-DENSITY RELATIONSHIP 00 CBR Value 0 Dry Unit Weight (pcf) % 9% 0% % 2% 3% 4% 5% 6% 7% 8% 9% 20% Moisture Content CBR Value 23 Description: Maximum Density 07.4 pcf Brownish Gray Fine Sand Optimum Moisture 2.3 % Test Method: ASTM D-883 (5 lb Surcharge) Sample Location: Tested By: L. Heitman Western Stockpile Sample Depth: % Pass No. 4 Sieve: 00.0% to 2 feet

16 TIERRA INC. RESULTS OF CALIFORNIA BEARING RATIO TEST Tested For: Project: Sarasota Airport Quad Access Road Project No Date: 3/6/208 Report No. CBR-2 (Eastern Stockpile) CBR & MOISTURE-DENSITY RELATIONSHIP 00 CBR Value 0 Dry Unit Weight (pcf) % 9% 0% % 2% 3% 4% 5% 6% 7% 8% 9% 20% Moisture Content CBR Value 7 Description: Maximum Density 07.4 pcf Dark Brown Fine Sand Optimum Moisture 2.2 % Test Method: ASTM D-883 (5 lb Surcharge) Sample Location: Tested By: L. Heitman Eastern Stockpile Sample Depth: % Pass No. 4 Sieve: 00.0% to 2 feet

17 PAVEMENT SECTION DATA SHEET Project Name: Cored By: TIERRA Tierra Project Number: Core No. State Plane Coordinates (FL West NAD 83) () Asphalt Thickness Easting Northing (in) Type Base Material Thickness (in) Subgrade Pavement Condition (2) Notes B Soil Cement with Shell 5.6 Refer to Soil Profiles Poor to Fair B Soil Cement with Shell 8.3 Refer to Soil Profiles Poor to Fair B Soil Cement with Shell 7.2 Refer to Soil Profiles Poor to Fair B Soil Cement with Shell 5.2 Refer to Soil Profiles Poor to Fair B Soil Cement with Shell 8.0 Refer to Soil Profiles Poor to Fair Cracked full depth B Soil Cement with Shell 6. Refer to Soil Profiles Poor to Fair Cracked full depth B Soil Cement with Shell 5.2 Refer to Soil Profiles Poor to Fair B Soil Cement with Shell 7.0 Refer to Soil Profiles Poor to Fair () Pavement core locations were estimated utilizing GPS coordinates obtained by Tierra, Inc. in the field and should be considered approximate (2) Pavement condition based on visual characterization at core location

18 Core Photographs of Pavement Cores

19 Core 2 Photographs of Pavement Cores

20 Core 3 Photographs of Pavement Cores

21 Core 4 Photographs of Pavement Cores

22 Core 5 Photographs of Pavement Cores

23 Core 6 Photographs of Pavement Cores

24 Core 7 Photographs of Pavement Cores

25 Core 8 Photographs of Pavement Cores