For. Report of Geotechnical Exploration. University of North Florida Parking Lot 47 Jacksonville, Florida

Transcription

1 Report of Geotechnical Exploration For University of North Florida Parking Lot 47 Jacksonville, Florida MAE Project No April 5, 2017 Revised: April 6, 2017 Prepared for: Prepared by: Jacksonville, Florida Phone (904) Fax (904)

2 April 5, 2017 Revised: April 6, 2017 Mr. William J. Byers, P.E. GAI Consultants, Inc Riverplace Boulevard, Suite 900 Jacksonville, Florida Reference: P. Rodney Mank, State of Florida, Professional Engineer, License No This item has been electronically signed and sealed by P. Rodney Mank, P.E. on 04/06/2017 using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Report of Geotechnical Exploration University of North Florida (UNF) Parking Lot 47 Jacksonville, Florida MAE Project No Dear Mr. Byers: Meskel & Associates Engineering, LLC (MAE) has completed a geotechnical exploration for the subject project. Our work was performed in general accordance with our updated proposal of April 20, The existing parking lot had several areas where depressions had formed at the surface. The purposes of this geotechnical exploration were to measure the thickness of the existing pavement structure (asphalt surface, base course and stabilized subgrade if encountered) within the existing UNF Parking Lot 47, and to explore underlying subgrade soils for any unsuitable soils, particularly any unsuitable organic soils/muck and clays. This report replaces our original report dated April 5, 2017 in its entirety. In summary, the pavement cores encountered a surficial asphalt course ranging from 1-1/2 to 2-1/4 inches in thickness, underlain by a limerock base course that ranged from 6 to 8-1/2 inches in thickness. The soil borings encountered predominately sands ( soils) below the limerock base course to a depth of 5 to 6 feet below the pavement surface. Below the soils, the borings encountered silty sands (A-2-4 soils) containing few amounts of organic fines and root fragments to the boring termination depths of 7 to 7-1/2 feet below the pavement surface. Groundwater was measured at depths of about 4, 11 to 6, 6 below the pavement surface. The cores encountered the limerock in a generally dry state, and no evidence of limerock staining was observed on the pavement surface. Based on our observations and the results of our field exploration, it is our opinion that the encountered subsurface conditions are favorable for support of the pavement structure. We appreciate this opportunity to be of service as your geotechnical consultant on this phase of the project. If you have any questions, or if we may be of any further service, please contact us. Sincerely, MESKEL & ASSOCIATES ENGINEERING, LLC MAE FL Certificate of Authorization No W. Josh Mele, E.I. Staff Engineer Distribution: signed Philip R Digitally by Philip R Mank Date: Mank 12:43:23-04'00' P. Rodney Mank, P.E. Principal Engineer Licensed, Florida No Mr. William J. Byers, P.E. GAI Consultants, Inc. Jacksonville, Florida Phone: (904) Fax: (904) pdf

3 University of North Florida Parking Lot 47 MAE Project No TABLE OF CONTENTS Subject Page No. PROJECT INFORMATION... 1 Project Description & Site Conditions... 1 FIELD EXPLORATION... 1 Pavement Cores... 1 Auger Borings... 1 LABORATORY TESTING... 2 GENERAL PAVEMENT & SUBSURFACE CONDITIONS... 2 Pavement Core Samples... 2 General Soil Profile... 2 Groundwater Level... 3 EVALUATION OF ENCOUNTERED SUBSURFACE CONDITIONS... 3 General... 3 SITE PREPARATION AND EARTHWORK RECOMMENDATIONS... 3 Stripping of Existing Pavement Materials... 3 Removal of Existing Subgrade... 4 Compaction... 4 Subgrade Backfill... 4 Pavement Layer... 5 QUALITY CONTROL TESTING... 5 REPORT LIMITATIONS... 5 FIGURES Figure 1. Figure 2. Figures 3-4. APPENDICES Appendix A. Appendix B. Appendix C. Site Location Plan Core / Auger Location Plan Generalized Soil Profiles Soil Boring Logs Field Exploration Procedures Key to Boring Logs Key to Soil Classification Summary of Laboratory Test Data Laboratory Test Procedures Pavement Core Photographs Jacksonville, Florida Phone: (904) Fax: (904) Page i

4 University of North Florida Parking Lot 47 MAE Project No PROJECT INFORMATION 1.1 Project Description & Site Conditions Project information was provided to us by Mr. William Byers, P.E. with GAI Consultants, Inc. The general project location is on the northeast corner of the intersection of Alumni Drive and UNF Drive within the University of North Florida (UNF) campus, which is north of JTB Boulevard and east of I-295 in Jacksonville, Duval County, Florida. The general site location is shown on Figure 1. We understand that Parking Lot 47 supports a Parking and Transportation Services office that provides parking permits to students and visitors to the campus. The paved areas include a drive-thru lane and several parking spaces. Based on the information provided to us, we understand that the parking lot has experienced settlement of the pavement surface in several, isolated areas. Our site observations at the time of the field work showed most of the settlement areas (depressions) to be towards the north half of the paved area. The generally circular depressions varied in depth and size (diameter), with the deepest being about 3 inches in depth and the largest about 6 feet in largest lateral dimension. An existing underground power line was marked across almost the entire length of the pavement area, including through the approximate center of the deepest depression located about 60 feet from the edge of pavement for UNF Drive at the exit of Lot FIELD EXPLORATION A field exploration consisting of pavement core samples and hand auger borings was performed on March 27, The boring locations were determined by a geotechnical engineer during his site visit at the time of our exploration. GPS coordinates were obtained at each location using a hand-held GPS receiver. The coordinates are shown on the Generalized Soil Profiles sheets (Figures 3 and 4) and on the soil boring logs. An aerial photograph obtained from Google Earth was used to show the approximate boring locations on the attached Core/Auger Location Plan, Figure 2. It should be understood that the boring locations as shown on Figure 2 are approximate. 2.1 Pavement Cores Five core samples of the existing pavement structure (asphalt surface, base course) were obtained within the existing Parking Lot 47. Each core location was drilled using a 4-inch diameter diamond coated core barrel connected to free standing mechanical drill equipment. Water was used during core sampling to cool the core barrel and to limit dust and debris generated from the coring process. The pavement layers (asphalt surface and limerock base) were measured in the field by the field crew. The asphalt surface core samples were transported to our laboratory. Photographs of the recovered asphalt surface core samples (labelled C-1 through C-5 corresponding to the locations B-1 through B-5 as shown on Figure 2) are included in Appendix C. 2.2 Auger Borings Each pavement core location was advanced as a soil boring in general accordance with ASTM D-1452 into the underlying subgrade soils using a hand-held bucket auger. The borings were terminated at a depth of 7 to 7-1/2 feet below the existing pavement surface. Representative soil samples recovered from the auger borings were returned to our laboratory for classification and testing. A summary of the field procedures used for the hand auger borings is included in Appendix A. Jacksonville, Florida Phone: (904) Fax: (904) Page 1

5 University of North Florida Parking Lot 47 MAE Project No LABORATORY TESTING Representative soil samples obtained during our field exploration were visually classified by a geotechnical engineer using the AASHTO Soil Classification System in general accordance with ASTM D A Key to the Soil Classification System is included in Appendix A. Quantitative laboratory testing was performed on selected soil samples encountered during the field exploration to better define the composition of the soils encountered, and to provide data for correlation to their anticipated strength and compressibility characteristics. The laboratory testing determined the natural moisture content, percent fines and organic content of the selected soil samples. The results of the laboratory testing are shown in the Summary of Laboratory Test Data included in Appendix B. Also, these results are shown on the Generalized Soil Profiles (Figures 3 and 4) and on the Log of Boring records (Appendix A) at the respective depths from which the tested samples were recovered. 4.0 GENERAL PAVEMENT & SUBSURFACE CONDITIONS Graphical presentation of the pavement structure and generalized subsurface conditions encountered at the pavement core/auger boring locations is presented on the Generalized Soil Profiles sheet, Figures 3 and 4. Detailed boring records are included in Appendix A. When reviewing these profiles and records, it should be understood that the soil conditions will vary between the boring locations. 4.1 Pavement Core Samples The pavement cores were returned to our laboratory to verify the thickness of the asphalt surface and base courses as measured in the field, and to observe the overall condition of the asphalt sample. The measured asphalt and base thicknesses are shown in the table below: Core No./Boring Location Asphalt Thickness (in.) Limerock Base Thickness (in.) C-1/B-1 2-1/4 8-1/2 C-3/B-3 2-1/4 7 C-2/B-2 C-4/B-4 C-5/B-5 1-1/2 1-1/2 1-3/ /2 6 Based on our observations of the core samples, four of the five cores consisted of one distinct layer of asphalt containing fine to coarse aggregate. The apparent exception is core C-5, that showed a thin (1/4inch) layer underlain by a 1-1/2-inch layer. A typical, commercially produced limerock material was encountered as the pavement base at the core locations. The limerock material appeared to be relatively dry at the time of our exploration. 4.2 General Soil Profile Generally, the hand auger borings encountered fine sands and fine sands with silt () below the base course to a depth of about 5 to 6 feet below the pavement surface. Trace amounts of organic fines and root fragments were encountered in some of the samples. Below the soils, the borings encountered silty fine sands (A-2-4) containing few amounts of organic fines and root fragments. As an exception, the silty sand samples obtained within this general stratum at boring location B-5 did not contain Jacksonville, Florida Phone: (904) Fax: (904) Page 2

6 University of North Florida Parking Lot 47 MAE Project No appreciable amounts of organics. These soils continued to the terminating depth of 7 to 7-1/2 feet below the existing pavement surface. 4.3 Groundwater Level The hand auger borings encountered the groundwater level at depths of about 4 feet, 11 inches to 6 feet, 6 inches below the pavement surface at the time of the field work. However, it should be anticipated that the groundwater levels will fluctuate seasonally and with changes in climate. Measured groundwater levels are shown on the Generalized Soil Profiles, Figures 3 and 4, and on the boring logs. 5.0 EVALUATION OF ENCOUNTERED SUBSURFACE CONDITIONS 5.1 General The soil borings encountered predominately sandy soils from below the base course to the terminating depth. Four of the borings (B-1 through B-4)) encountered silty fine sands with few amounts of organic fines and root fragments beginning at depths of 5 to 6 feet below the existing pavement surface. However, neither excessively organic (muck) soils or soft clay soils were encountered in our exploration based on the samples recovered. The overlying sands () contained trace amounts of roots and root fragments in some of the samples, but no large roots or high concentrations of roots were encountered. Therefore, based on our exploration, there do not appear to be significant amounts of deleterious soils within the depths explored that would have contributed to the isolated depressions observed within the paved area. Groundwater was encountered in the borings at depths of approximately 5 to 6.5 feet below the pavement surface. The difference in depth of the groundwater level is likely due to changes in elevation of the pavement surface within the area of exploration. The soil markers that would otherwise be present on undeveloped sites were not apparent on this site to help estimate the historic seasonal high groundwater level. However, the site is bordered to the east by a slough. Therefore, we estimate that the seasonal high groundwater level to be about 2 feet below the existing pavement surface. Based on our observations and the results of our field exploration, no deleterious soils or high groundwater levels were encountered that would affect pavement performance. Therefore, it is our opinion that the encountered subsurface conditions are favorable for support of the pavement structure. We understand that portions of the parking area where the depressions have formed will have rebuilt pavement sections. Unaffected areas will have the asphalt surface layer milled and replaced with new asphalt. For areas where the pavement section will be rebuilt, we recommend that the existing pavement structure be stripped to expose the underlying subgrade soils. Due to the proximity of the existing structure, we also recommend stripping the top 12 inches of the existing subgrade soils to allow for uniform compaction of the exposed subgrade to a depth of 2 feet below the bottom of the pavement base course. Detailed recommendations for this option are provided in the following section. 6.0 SITE PREPARATION AND EARTHWORK RECOMMENDATIONS Site preparation as outlined in this section should be performed to provide more uniform pavement subgrade conditions and help maintain the integrity of a flexible pavement section. 6.1 Stripping of Existing Pavement Materials Prior to construction, the location of existing underground utility lines within the construction area Jacksonville, Florida Phone: (904) Fax: (904) Page 3

7 University of North Florida Parking Lot 47 MAE Project No should be established. Care should be taken not to damage these lines during earthwork and compaction operations. The existing pavement area should be stripped of all pavement material (asphalt and limerock base). Based on the results of our field exploration, it should be anticipated that approximately 8 to 11 inches of pavement materials may be encountered across the site. 6.2 Removal of Existing Subgrade Once the existing pavement materials are removed, the existing subgrade soils should be excavated to a depth of 12 inches. The soil borings showed traces or roots and root fragments in some of the samples. Any large concentrations of roots, or roots greater than ½-inch in diameter should be removed from the subgrade soil prior to stockpiling for reuse. 6.3 Compaction After stripping the existing pavement and removing the top 12 inches of the existing subgrade soils, the exposed surface area should be compacted with a vibratory drum roller having a minimum static, atdrum weight, on the order of 10 tons. The roller should be operated in the static mode due to the proximity of the existing structure. In addition, hand-held compaction equipment will be necessary to compact the soils adjacent to any existing underground utilities. Typically, the soil should exhibit moisture contents within ±2 percent of the modified Proctor optimum moisture content (ASTM D 1557) during the compaction operations. Compaction should continue until densities of at least 98 percent of the modified Proctor maximum dry density (ASTM D 1557) have been achieved to a depth of 12 inches below the soil surface. Should the soils experience pumping and soil strength loss during the compaction operations, compaction work should be immediately terminated. The disturbed soils should be removed and backfilled with dry structural fill soils, which are then compacted, or the excess moisture content within the disturbed soils should be allowed to dissipate before recompacting. As noted earlier, care should be exercised to avoid damaging the adjacent structure while the compaction operation is underway. Prior to commencing compaction, occupants of adjacent structures should be notified, and the existing conditions of the structures should be documented with photographs and survey (if deemed necessary). Compaction should cease if deemed detrimental to adjacent structures, and Meskel & Associates Engineering should be contacted immediately. It is recommended that only a track-mounted bulldozer or a vibratory roller, operating in the static mode, or hand-held equipment be used. 6.4 Subgrade Backfill Once the subgrade soils have been satisfactorily compacted as discussed above, the excavated subgrade soils can be placed and compacted, once any large roots or high concentrations of roots have been removed, as noted in Section 6.1 above. The excavated soil should be placed in one lift of 12 inches, or 2 equal lifts of 6 inches, and each lift compacted to 98 percent of the modified Proctor maximum dry density (ASTM D 1557). The moisture content of the soil should be controlled within 2 percent of the optimum moisture content. If additional fill soil is necessary to achieve the desired pavement subgrade elevation, it should consist of a non-plastic, inorganic, granular soil having less than 10 percent material passing the No. 200 mesh sieve and containing less than 4 percent organic material. Any additional fill should be placed and compacted as recommended above. Jacksonville, Florida Phone: (904) Fax: (904) Page 4

8 University of North Florida Parking Lot 47 MAE Project No Pavement Layer Once the subgrade soils have been prepared in accordance with the above recommendations, construction of the pavement layers should follow FDOT or City of Jacksonville specifications. As a minimum, the wearing surface should consist of Florida Department of Transportation (FDOT) Type S asphaltic concrete having a minimum Marshall Stability of 1,500 lbs. The limerock base course should have a minimum Limerock Bearing Ratio (LBR) of 100 and should be compacted to 100 percent of the modified Proctor maximum dry density (ASTM D 1557) value. The subgrade soil immediately below the base course should have a minimum LBR of 40 and be compacted to 98 percent of the modified Proctor maximum dry density (ASTM D 1557 value. 7.0 QUALITY CONTROL TESTING A representative number of field in-place density tests should be made in the upper 2 feet of the compacted subgrade soils and in each lift of any compacted backfill and fill, and within the stabilized subgrade and base courses of the pavement layer. The density tests are considered necessary to verify that satisfactory compaction operations have been performed. We recommend density testing be performed at a minimum of 2 locations within the pavement area. 8.0 REPORT LIMITATIONS This report has been prepared for the exclusive use of GAI Consultants, Inc. and the University of North Florida for specific application towards the evaluation of the existing subsurface conditions at Parking Lot 47. Our work for this project was performed in accordance with generally accepted geotechnical engineering practice. No warranty, express or implied, is made. The evaluation contained in this report is based on observation of the existing pavement surface, and on the data obtained from the pavement cores and hand auger borings performed for the project. The pavement and subsurface conditions provided in this report are based only on those conditions encountered at the specific locations and times as reported, and only to the depths explored. These results do not reflect pavement and subsurface variations that may exist away from the core/boring locations, and/or variations in subsurface conditions at depths below the boring termination depths. Subsurface conditions and groundwater levels at other locations may differ from conditions encountered at the tested locations. In addition, it should be understood that the passage of time may result in a change in the subsurface conditions at the tested locations. MAE is not responsible for conclusions, interpretations, opinions or recommendations made by others based on the data contained in this report. The scope of our services did not include any environmental assessment or testing for the presence or absence of hazardous or toxic materials in the soil, groundwater, or surface water within or beyond the subject site. Any statements made in this report, and/or notations made on the generalized soil profiles or soil boring logs, regarding odors or other potential environmental concerns are based on observations made during execution of our scope of services and as such are strictly for the information of our client. No opinion of any environmental concern of such observations is made or implied. Unless complete environmental information regarding the site is already available, an environmental assessment is recommended. Jacksonville, Florida Phone: (904) Fax: (904) Page 5

9 Figures

10 N Approximate Site Location Site Location Map PREPARED BY PROJECT NAME UNF Parking Lot 47 NE Corner Alumni Dr & UNF Dr, Jacksonville, Florida REFERENCE SCALE Delorme XMap 7.0 NTS PREPARED FOR MAE PROJECT NO. FIGURE NO. GAI Consultants, Inc

11 Electric Line (Approx. Location)

12 B-1 Latitude: 30 15'49.60"N Longitude: 81 30'18.28"W 0 B-2 Latitude: 30 15'50.71"N Longitude: 81 30'18.61"W Asphalt (2 1/4") Limerock Base (8 1/2") 1 Gray brown fine SAND with silt, poorly graded. () B-3 Latitude: 30 15'50.30"N Longitude: 81 30'18.59"W 0 Asphalt (1 1/2") Asphalt (2 1/4") Limerock Base (8") Limerock Base (7") Dark gray fine SAND with silt, trace organic fines and root fragments, poorly graded. () Dark brown fine SAND with silt, poorly graded. () Very dark gray fine SAND with silt, trace organic fines and root fragments, poorly graded. () Light gray brown fine SAND, trace root fragments, poorly graded. () Light gray fine SAND, poorly graded. () Gray to light gray fine SAND, poorly graded. () 4 4 Light gray fine SAND, poorly graded. () 5 Depth (ft) Depth (ft) 1 5 w = = 20 Very dark brown silty fine SAND, trace root fragments, poorly graded. (A-2-4) 6 6 w = = 11 OC = Note: 1.) 4" diameter core barrel used to advance boring through pavement layers. Notes: 1.) 4" diameter core barrel used to advance boring through pavement layers. 2.) Boring located in existing depression. 7.5'. Date Drilled: 3/27/2017 Boring backfilled with soil cuttings and capped with Asphalt Cold Patch. 8 Very dark brown silty fine SAND, few organic fines and root fragments, poorly graded. (A-2-4) Very dark brown silty fine SAND, few organic fines and root fragments, poorly graded. (A-2-4) Very dark brown silty fine SAND, few organic fines and root fragments, poorly graded. (A-2-4) 7 Note: 1.) 4" diameter core barrel used to advance boring through pavement layers. 7.5'. Date Drilled: 3/27/2017 Boring backfilled with soil cuttings and capped with Asphalt Cold Patch. 7.5'. Date Drilled: 3/27/2017 Boring backfilled with soil cuttings and capped with Asphalt Cold Patch. 8 Legend Asphalt Limerock Base Fine Sand Silty Fine Sand Fine Sand with Silt BT DATE BY DESCRIPTION DATE () AASHTO Soil Classification System Boring Terminated at Depth Below Existing Grade P. RODNEY MANK, P.E. P.E. NO.: BY DESCRIPTION FL Certificate of Authorization No , Jacksonville, FL Depth to Groundwater at Time of Drilling w -200 % Passing No. 200 U.S. Standard Sieve OC GAI Consultants, Inc. DATE: MAE PROJECT NO. 4/4/ Natural Moisture Content (%) Organic Content (%) SHEET TITLE: Generalized Soil Profiles PROJECT NAME: UNF Parking Lot 47 NE Corner Alumni Dr & UNF Dr, Jacksonville, Florida FIGURE NO. 3

13 B-4 Latitude: 30 15'50.57"N Longitude: 81 30'18.59"W 0 B-5 Latitude: 30 15'50.93"N Longitude: 81 30'18.75"W 0 Asphalt (1 1/2") Asphalt (1 3/4") Limerock Base (7 1/2") Limerock Base (6") Dark gray fine SAND with silt, trace organic fines, poorly graded. () Dark gray and gray brown fine SAND with silt, trace root fragments, poorly graded. () Light gray brown fine SAND, poorly graded. () 3 3 Gray to light gray fine SAND, poorly graded. () Depth (ft) Depth (ft) Dark gray to gray fine SAND, trace root fragments, poorly graded. () 5 Light gray fine SAND, poorly graded. () w = = 15 OC = Very dark brown silty fine SAND, few organic fines and root fragments, poorly graded. (A-2-4) Notes: 1.) 4" diameter core barrel used to advance boring through pavement layers. 2.) Boring located on E edge of existing depression. Notes: 1.) 4" diameter core barrel used to advance boring through pavement layers. 2.) Boring located within existing depression. 7 7'. Date Drilled: 3/27/2017 Boring backfilled with soil cuttings and capped with Asphalt Cold Patch. Very dark brown silty fine SAND, poorly graded. (A-2-4) 7 7.5'. Date Drilled: 3/27/2017 Boring backfilled with soil cuttings and capped with Asphalt Cold Patch. 8 8 Legend Asphalt Limerock Base Fine Sand Silty Fine Sand Fine Sand with Silt BT DATE BY DESCRIPTION DATE () AASHTO Soil Classification System Boring Terminated at Depth Below Existing Grade P. RODNEY MANK, P.E. P.E. NO.: BY DESCRIPTION FL Certificate of Authorization No , Jacksonville, FL Depth to Groundwater at Time of Drilling w -200 % Passing No. 200 U.S. Standard Sieve OC GAI Consultants, Inc. DATE: MAE PROJECT NO. 4/4/ Natural Moisture Content (%) Organic Content (%) SHEET TITLE: Generalized Soil Profiles PROJECT NAME: UNF Parking Lot 47 NE Corner Alumni Dr & UNF Dr, Jacksonville, Florida FIGURE NO. 4

14 Appendix A

15 BORING B-1 Meskel & Associates Engineering, LLC FL Certificate of Authorization No Jacksonville, FL P: (904) F: (904) PROJECT NAME PAGE 1 OF 1 PROJECT NO UNF Parking Lot 47 PROJECT LOCATION NE Corner Alumni Dr & UNF Dr, Jacksonville, Florida CLIENT GAI Consultants, Inc. MAE, LLC 30 15'49.60"N DRILLING METHOD 81 30'18.28"W HAMMER TYPE MOISTURE FINES ORGANIC LIQUID LIMIT PLASTICITY INDEX POCKET PEN. (tsf) RECOVERY % (RQD) MATERIAL DESCRIPTION LONGITUDE Hand Auger GROUND ELEVATION N-VALUE CHECKED BY P.R.Mank AASHTO SAMPLE DEPTH NUMBER DEPTH (ft) LOGGED BY J.Fincher 0.0 LATITUDE BLOW COUNTS DRILLING CONTRACTOR COMPLETED 3/27/17 GRAPHIC LOG DATE STARTED 3/27/17 REMARKS Asphalt (2 1/4") Limerock Base (8 1/2") 1 2 Gray brown fine SAND with silt, poorly graded. Very dark gray fine SAND with silt, trace organic fines and root fragments, poorly graded. Light gray brown fine SAND, trace root fragments, poorly graded. Light gray fine SAND, poorly graded. 2.5 NEW MAE LAT/LONG AASHTO - NEW TEMPLATE GDT - 4/4/17 11:03 - M:\GINT\GINT FILES\PROJECTS\ \UNF LOT 47.GPJ Very dark brown silty fine SAND, few organic fines and root fragments, poorly graded A Bottom of borehole at 8 feet. NOTES 1). 4" diameter core barrel used to advance boring through pavement layers. GROUND WATER LEVELS AT TIME OF DRILLING 5 ft 4 in AFTER DRILLING ---

16 BORING B-2 Meskel & Associates Engineering, LLC FL Certificate of Authorization No Jacksonville, FL P: (904) F: (904) PROJECT NAME PAGE 1 OF 1 PROJECT NO UNF Parking Lot 47 PROJECT LOCATION NE Corner Alumni Dr & UNF Dr, Jacksonville, Florida CLIENT GAI Consultants, Inc. MAE, LLC 30 15'50.71"N DRILLING METHOD 81 30'18.61"W HAMMER TYPE MOISTURE FINES ORGANIC LIQUID LIMIT PLASTICITY INDEX POCKET PEN. (tsf) RECOVERY % (RQD) MATERIAL DESCRIPTION LONGITUDE Hand Auger GROUND ELEVATION N-VALUE CHECKED BY P.R.Mank AASHTO SAMPLE DEPTH NUMBER DEPTH (ft) LOGGED BY J.Fincher 0.0 LATITUDE BLOW COUNTS DRILLING CONTRACTOR COMPLETED 3/27/17 GRAPHIC LOG DATE STARTED 3/27/17 REMARKS Asphalt (1 1/2") Limerock Base (8") 1 Dark gray fine SAND with silt, trace organic fines and root fragments, poorly graded. Light gray fine SAND, poorly graded. 2 NEW MAE LAT/LONG AASHTO - NEW TEMPLATE GDT - 4/4/17 11:03 - M:\GINT\GINT FILES\PROJECTS\ \UNF LOT 47.GPJ Very dark brown silty fine SAND, trace root fragments, poorly graded. A-2-4 Very dark brown silty fine SAND, few organic fines and root fragments, poorly graded. A Bottom of borehole at 8 feet. 1). Boring located in existing depression. NOTES 2). 4" diameter core barrel used to advance boring through pavement layers. GROUND WATER LEVELS AT TIME OF DRILLING 5 ft 9 in AFTER DRILLING ---

17 BORING B-3 Meskel & Associates Engineering, LLC FL Certificate of Authorization No Jacksonville, FL P: (904) F: (904) PROJECT NAME PAGE 1 OF 1 PROJECT NO UNF Parking Lot 47 PROJECT LOCATION NE Corner Alumni Dr & UNF Dr, Jacksonville, Florida CLIENT GAI Consultants, Inc. MAE, LLC 30 15'50.30"N DRILLING METHOD 81 30'18.59"W HAMMER TYPE MOISTURE FINES ORGANIC LIQUID LIMIT PLASTICITY INDEX POCKET PEN. (tsf) RECOVERY % (RQD) MATERIAL DESCRIPTION LONGITUDE Hand Auger GROUND ELEVATION N-VALUE CHECKED BY P.R.Mank AASHTO SAMPLE DEPTH NUMBER DEPTH (ft) LOGGED BY J.Fincher 0.0 LATITUDE BLOW COUNTS DRILLING CONTRACTOR COMPLETED 3/27/17 GRAPHIC LOG DATE STARTED 3/27/17 REMARKS Asphalt (2 1/4") Limerock Base (7") 1 Dark brown fine SAND with silt, poorly graded. Gray to light gray fine SAND, poorly graded. 2 NEW MAE LAT/LONG AASHTO - NEW TEMPLATE GDT - 4/4/17 11:03 - M:\GINT\GINT FILES\PROJECTS\ \UNF LOT 47.GPJ Very dark brown silty fine SAND, few organic fines and root fragments, poorly graded. 7.5 A Bottom of borehole at 8 feet. NOTES 1). 4" diameter core barrel used to advance boring through pavement layers. GROUND WATER LEVELS AT TIME OF DRILLING 6 ft 1 in AFTER DRILLING ---

18 BORING B-4 Meskel & Associates Engineering, LLC FL Certificate of Authorization No Jacksonville, FL P: (904) F: (904) PROJECT NAME PAGE 1 OF 1 PROJECT NO UNF Parking Lot 47 PROJECT LOCATION NE Corner Alumni Dr & UNF Dr, Jacksonville, Florida CLIENT GAI Consultants, Inc. MAE, LLC 30 15'50.57"N DRILLING METHOD 81 30'18.59"W HAMMER TYPE MOISTURE FINES ORGANIC LIQUID LIMIT PLASTICITY INDEX POCKET PEN. (tsf) RECOVERY % (RQD) MATERIAL DESCRIPTION LONGITUDE Hand Auger GROUND ELEVATION N-VALUE CHECKED BY P.R.Mank AASHTO SAMPLE DEPTH NUMBER DEPTH (ft) LOGGED BY J.Fincher 0.0 LATITUDE BLOW COUNTS DRILLING CONTRACTOR COMPLETED 3/27/17 GRAPHIC LOG DATE STARTED 3/27/17 REMARKS Asphalt (1 1/2") Limerock Base (7 1/2") 1 NEW MAE LAT/LONG AASHTO - NEW TEMPLATE GDT - 4/4/17 11:03 - M:\GINT\GINT FILES\PROJECTS\ \UNF LOT 47.GPJ 2.5 Dark gray fine SAND with silt, trace organic fines, poorly graded. Gray to light gray fine SAND, poorly graded Very dark brown silty fine SAND, few organic fines and root fragments, poorly graded A Bottom of borehole at 7 feet. 1). Boring located within an existing depression. NOTES 2). 4" diameter core barrel used to advance boring through pavement layers. GROUND WATER LEVELS AT TIME OF DRILLING 6 ft 6 in AFTER DRILLING ---

19 BORING B-5 Meskel & Associates Engineering, LLC FL Certificate of Authorization No Jacksonville, FL P: (904) F: (904) PROJECT NAME PAGE 1 OF 1 PROJECT NO UNF Parking Lot 47 PROJECT LOCATION NE Corner Alumni Dr & UNF Dr, Jacksonville, Florida CLIENT GAI Consultants, Inc. MAE, LLC 30 15'50.93"N DRILLING METHOD 81 30'18.75"W HAMMER TYPE MOISTURE FINES ORGANIC LIQUID LIMIT PLASTICITY INDEX POCKET PEN. (tsf) RECOVERY % (RQD) MATERIAL DESCRIPTION LONGITUDE Hand Auger GROUND ELEVATION N-VALUE CHECKED BY P.R.Mank AASHTO SAMPLE DEPTH NUMBER DEPTH (ft) LOGGED BY J.Fincher 0.0 LATITUDE BLOW COUNTS DRILLING CONTRACTOR COMPLETED 3/27/17 GRAPHIC LOG DATE STARTED 3/27/17 REMARKS Asphalt (1 3/4") Limerock Base (6") 1 NEW MAE LAT/LONG AASHTO - NEW TEMPLATE GDT - 4/4/17 11:03 - M:\GINT\GINT FILES\PROJECTS\ \UNF LOT 47.GPJ 2.5 Dark gray and gray brown fine SAND with silt, trace root fragments, poorly graded. Light gray brown fine SAND, poorly graded. Dark gray to gray fine SAND, trace root fragments, poorly graded. Light gray fine SAND, poorly graded Very dark brown silty fine SAND, poorly graded. 7.5 A Bottom of borehole at 8 feet. 1). Boring located on E edge of existing depression. NOTES 1). 4" diameter core barrel used to advance boring through pavement layers. GROUND WATER LEVELS AT TIME OF DRILLING 4 ft 11 in AFTER DRILLING ---

20 FIELD EXPLORATION PROCEDURES Hand Auger Boring The auger boring(s) were performed manually by the use of a hand auger and in general accordance with the latest revision of ASTM D 1452, Soil Investigation and Sampling by Auger Borings. Representative samples of the soils brought to the ground surface by the augering process were placed in sealed containers and transported to our laboratory where they were examined by our engineer to verify the driller s field descriptions.

21 KEY TO BORING LOGS AASHTO Soil Classification Soil classification of samples obtained at the boring locations is based on the American Association of State Highway and Transportation Officials (AASHTO) Classification System. Coarse grained soils have more than 50% of their dry weight retained on a #200 sieve. Their principal descriptors are: sand, cobbles and boulders. Fine grained soils have less than 50% of their dry weight retained on a #200 sieve. They are principally described as clays if they are plastic and silts if they are slightly to non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency. BORING LOG LEGEND Symbol Description N Standard Penetration Resistance, the number of blows required to advance a standard spoon sampler 12" when driven by a 140-lb hammer dropping 30". WOR WOH 50/2 Split Spoon sampler advanced under the weight of the drill rods Split Spoon sampler advanced under the weight of the SPT hammer Indicates 50 hammer blows drove the split spoon 2 inches; 50 Hammer blows for less than 6inches of split spoon driving is considered Refusal. () -200 w OC LL PI NP PP AASHTO Soil Classification System Fines content, % Passing No. 200 U.S. Standard Sieve Natural Moisture Content (%) Organic Content (%) Liquid Limit Plasticity Index Non-Plastic Pocket Penetrometer in tons per square foot (tsf) MODIFIERS RELATIVE DENSITY (Coarse-Grained Soils) Relative Density N-Value SECONDARY CONSTITUENTS (Sand, Silt or Clay) Trace With Sandy, Silty or Clayey Very Sandy, Very Silty or Very Clayey Less than 5% 5% to 12% 12% to 35% 35% to 50% Less than 4 4 to to to 50 Greater than 50 CONSISTENCY (Fine-Grained Soils) Consistency N-Value ORGANIC CONTENT Trace Few Little With Very Loose Loose Medium Dense Dense Very Dense 2% or less 3% to 5% 5% to 10% Greater than 10% MINOR COMPONENTS (Shell, Rock, Debris, Roots, etc.) Very Soft Soft Firm Stiff Very Stiff Hard Less than 2 2 to 4 4 to 8 8 to to 30 Greater than 30 RELATIVE HARDNESS (Limestone) Relative Hardness N-Value Trace Less than 5% Few 5% to 10% Soft Less than 50 Little 15% to 25% Hard Greater than 50 Some 30% to 45% KBL-AASHTO-safety

22 AASHTO Soil Classification System (from AASHTO M 145 or ASTM D 3282) General Classification Granular Materials Silt-Clay Materials (35% or less passing the mm sieve) (>35% passing the mm sieve) A-1 Group Classification A-1-a A-2 A-1-b A-7 A-4 A-5 A-6 A-7-5* A-7-6* A-2-4 A-2-5 A-2-6 A-2-7 Sieve Analysis, % passing: 2.00 mm (No. 10) 50 max (No. 40) 30 max 50 max 51 min (No. 200) 15 max 25 max 10 max 35 max 35 max 35 max 35 max 36 min 36 min 36 min 36 min 40 max 41 min 40 max 41 min 40 max 41 min 10 max 10 max 11 min 11 min 10 max 10 max 11 min 11 min Characteristics of fraction passing mm (No. 40): Liquid Limit Plasticity Index Usual types of significant constituent materials General local** rating as a subgrade 6 max N.P. stone fragments, gravel and sand fine sand excellent to good 40 max 41 min silty or clayey gravel and sand silty soils clayey soils fair to poor * Plasticity index of A-7-5 subgroup is equal to or less than the LL Plasticity index of A-7-6 subgroup is greater than LL 30 ** Northeast Florida

23 Appendix B

24 SUMMARY OF LABORATORY TEST RESULTS Meskel & Associates Engineering, LLC FL Certificate of Authorization No Jacksonville, FL P: (904) F: (904) PROJECT NAME B-1 B-2 B-4 4/4/2017 NE Corner Alumni Dr & UNF Dr, Jacksonville, FloridaCLIENT GAI Consultants, Inc. Sample No Note: "---" Untested Parameter LAB SUMMARY_MAE_ALL PROJECTS-AASHTO - GINT STD US LAB.GDT - 4/5/17 11:22 - M:\GINT\GINT FILES\PROJECTS\ \LAB_UNF LOT 47.GPJ DATE. UNF Parking Lot 47 PROJECT LOCATION Borehole PROJECT NO Approx. Depth (ft) %<#200 Sieve Water Content (%) Organic Content (%) Liquid Limit Plastic Limit Plasticity Index AASHTO Classification A-2-4 A-2-4 A-2-4 Comments

25 LABORATORY TEST PROCEDURES Percent Fines Content The percent fines or material passing the No. 200 mesh sieve of the sample tested was determined in general accordance with the latest revision of ASTM D The percent fines are the soil particles in the silt and clay size range. Natural Moisture Content The water content of the tested sample was determined in general accordance with the latest revision of ASTM D The water content is defined as the ratio of pore or free water in a given mass of material to the mass of solid material particles. Organic Loss on Ignition (Percent Organics) The organic loss on ignition or percent organic material in the sample tested was determined in general accordance with ASTM D The percent organics is the material, expressed as a percentage, which is burned off in a muffle furnace at 455±10 degrees Celsius.

26 Appendix C

27 Core C-1 Core C-2 Core C-4 Core C-3 Core- C-5