Report of Exploratory Test Pits

Transcription

1 Report of Exploratory Test Pits UNF Transportation Projects Stockpile Investigation Osprey Ridge Road Extension Jacksonville, Florida CSI Geo Project No.: Arcadis Project No.: JK Prepared by CSI Geo, Inc St. Johns Bluff Road S., Suite 200 Jacksonville, FL Tel: (904) Fax: (904) Prepared for Arcadis U.S., Inc. April 11, 2018

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3 TABLE OF CONTENTS SECTION PAGE NUMBER 1.0 Project Information General Project Information 1.2 Existing Site Conditions 2.0 Geotechnical Exploration Field Exploration 2.2 Laboratory Testing 3.0 Soil Conditions Geotechnical Engineering Evaluation Basis of Evaluation & Recommendations 4.2 Suitability of Stockpiled Soils for Construction 5.0 Report Limitations APPENDIX Site Location Map Field Exploration Plan Test Pit Logs Summary of Laboratory Test Results Key to Soil Classification Laboratory Test Procedures UNF Transportation Projects Stockpile Investigation Page i of i

4 1.0 PROJECT INFORMATION 1.1 General Project Information This geotechnical exploration report was prepared for the existing stockpiled material located just north of the end of Osprey Ridge Road at the University of North Florida (UNF). The geotechnical scope of work consisted of performing exploratory test pits to evaluate the stockpiled soils in order to determine the suitability of the soils for use select material. This report describes the field and laboratory testing activities and presents the findings. Our evaluation required the collection of subsurface data and the performance of geotechnical engineering review of the collected data. Information about this project has been provided to us by Mr. Erik van Zanden, P.E. of Arcadis, U.S., Inc. (Arcadis). The following related documents have been furnished to us electronically: Overall Concept Roll Plot Prepared by: Arcadis Received: Electronic Design Files Prepared by: Arcadis Received: Existing Site Conditions The existing stockpile is within the limits of the roadway corridor of the proposed extension of Osprey Ridge Road to Varsity Lane. A site location map is included in the Appendix. The existing site conditions consist of relatively flat wooded grounds with an existing retention pond to the east of the stockpile. The stockpiled soils are located in two large piles, approximately 13 to 17 feet in height and about 1,000 feet in total length. From visual observation, the stockpile appeared to consist of granular material with small trees, brush, and vegetation growing on the surface. Seemingly random scattered construction debris material consisting of broken concrete, UNF Transportation Projects Stockpile Investigation Page 1 of 12

5 brick, PVC pipes, and silt fencing were visible at the surface. The following are photos taken on December 19 th 2017 showing the existing site conditions. Photo No. 01 Southern end of stockpile looking north Photo No. 02 Stockpile looking north UNF Transportation Projects Stockpile Investigation Page 2 of 12

6 Photo No. 03 Stockpile looking south Photo No. 04 Northern end of stockpile, looking west UNF Transportation Projects Stockpile Investigation Page 3 of 12

7 Photo No. 05 Stockpile showing surficial debris UNF Transportation Projects Stockpile Investigation Page 4 of 12

8 2.0 GEOTECHNICAL EXPLORATION 2.1 Field Exploration On February 22, 2018, a total of six test pits (TP-1 through TP-6) were performed by CSI Geo. The test pit excavations were performed from the side of the stockpiles and samples were collected from the top to the bottom of the existing stockpile surface. Soil samples obtained during the field exploration program were visually classified in the field and then reviewed and reclassified, as needed, by a geotechnical engineer. After completion, each test pit was photographed by a geotechnical engineer. Care was taken during the field exploration not to excavate test pits to depths below the existing natural ground surface. 2.2 Laboratory Testing Quantitative laboratory testing was performed on selected samples of the soils recovered from the field exploration. The laboratory testing was necessary to better define the physical composition of the soils encountered. Laboratory tests were performed to determine the fines content, grain size distribution, organic content, and natural moisture content of the selected soil samples. The results of the laboratory testing are shown on the Summary of Laboratory Test Results presented in the Appendix. The laboratory testing procedures used are also briefly presented in the Laboratory Test Procedures presented in the Appendix. UNF Transportation Projects Stockpile Investigation Page 5 of 12

9 3.0 SOIL CONDITIONS The results of our exploration indicate that the stockpile generally consists of slightly silty fine sands (AASHTO Classification A-3) and silty fine sands (A-2-4). Roots, and other vegetation, were encountered across the surface of the stockpile. The samples recovered from the stockpile were very consistent among all test pits. It should be noted that soils mixed with varying amounts of debris consisting of PVC pipe, silt fencing, broken concrete, bricks, and clothing were encountered in test pits TP-4 through TP-6. For a detailed description of the soils and materials encountered during the excavation process, refer to the Test Pit logs presented in the Appendix. The Test Pit logs are presented in depth from the top to bottom at the specific locations tested. The following are photos of the test pits taken during the excavation process: Photo No. 06 Test Pit No. TP-1 UNF Transportation Projects Stockpile Investigation Page 6 of 12

10 Photo No. 07 Test Pit No. TP-2 Photo No. 08 Test Pit No. TP-3 UNF Transportation Projects Stockpile Investigation Page 7 of 12

11 Photo No. 09 Test Pit No. TP-4 Photo No. 10 Test Pit No. TP-5 UNF Transportation Projects Stockpile Investigation Page 8 of 12

12 Photo No. 11 Test Pit No. TP-6 UNF Transportation Projects Stockpile Investigation Page 9 of 12

13 4.0 GEOTECHNICAL ENGINEERING EVALUATION 4.1 Basis of Evaluation and Recommendations Our geotechnical evaluation and recommendations are based on our visual observations, field and laboratory test data obtained in the course of this exploration program as well as the project information described previously in this report. Field and laboratory test data was used to evaluate the stockpiled soils. It is important that the discovery of any site conditions during construction that deviates from the findings of this exploration should be reported to us for our evaluation. 4.2 Suitability of Stockpiled Soils for Construction Based on our geotechnical findings the majority of the stockpiled soils generally consist of slightly silty fine sands (A-3) and silty fine sands (A-2-4), with traces of roots. This material can be considered suitable for use in roadway construction. The slightly silty sands (A-3) are considered as suitable select material and can be used in roadway construction. The silty fine sands (A-2-4) can also be treated as select material; however, this stratum may retain excess moisture and may be difficult to dry and to compact and should be used in the embankment above the groundwater level at the time of construction. A certain degree of stripping will be required to remove and separate the surficial vegetation from the suitable stockpiled soils. Varying amounts of construction debris consisting of PVC pipe, silt fencing, broken concrete, bricks, and clothing were encountered in test pits TP-4 through TP-6. However, debris was visually observed at the surface in other areas, and therefore it is cautioned that debris may be present in other areas of the stockpile between test locations. These surficial soils mixed with construction debris should be regarded as unsuitable for construction. Based on our findings and visual observation, we recommend an allowance of approximately 10% to 15% of the estimated volume of stockpiled soils should be made to account for unsuitable construction debris materials. Therefore, we anticipate that 85% to 90% of the UNF Transportation Projects Stockpile Investigation Page 10 of 12

14 estimated volume of stockpile soils can be regarded as suitable fill for use in roadway construction. We recommend that the stockpiled soils should be segregated to separate any debris material consisting of organic soils, large tree roots and limbs, and other vegetation or organic matter from otherwise suitable soils. The separated unsuitable soils and construction debris materials should be disposed of appropriately. UNF Transportation Projects Stockpile Investigation Page 11 of 12

15 5.0 REPORT LIMITATIONS This exploration program including our evaluation and recommendations was performed in general accordance of accepted geotechnical engineering principles and standard practices. CSI Geo is not responsible for any independent conclusions, opinions, or interpretations made by others based on the data presented in this report. This report does not reflect any variations that may occur adjacent or between test pits. The discovery of any conditions during construction that deviates from the findings and data as presented in this report should be reported to CSI Geo for evaluation. UNF Transportation Projects Stockpile Investigation Page 12 of 12

16 APPENDIX

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19 CSI Geo, Inc. TEST PIT NO. TP-1 PAGE 1 OF 1 CLIENT Arcadis PROJECT NUMBER DATE STARTED 2/22/18 GROUND ELEVATION GROUND WATER LEVELS: ESHWL --- GWT --- COMPLETED 2/22/18 PROJECT NAME UNF Transportation Improvements-Stockpile Investigation PROJECT LOCATION University of North Florida, Jacksonville, Florida EXCAVATION CONTRACTOR CSI Geo, Inc. DEPTH (ft) 0 GRAPHIC LOG SAMPLE TYPE NUMBER MATERIAL DESCRIPTION 5 BROWN FINE SAND (A-3) WITH TRACE OF ORGANICS 10 Boring Terminated at 13.0 feet.

20 CSI Geo, Inc. TEST PIT NO. TP-2 PAGE 1 OF 1 CLIENT Arcadis PROJECT NUMBER DATE STARTED 2/22/18 GROUND ELEVATION GROUND WATER LEVELS: ESHWL --- GWT --- COMPLETED 2/22/18 PROJECT NAME UNF Transportation Improvements-Stockpile Investigation PROJECT LOCATION University of North Florida, Jacksonville, Florida EXCAVATION CONTRACTOR CSI Geo, Inc. DEPTH (ft) 0 GRAPHIC LOG SAMPLE TYPE NUMBER MATERIAL DESCRIPTION 5 BROWN FINE SAND (A-3) WITH TRACE OF ORGANICS Boring Terminated at 17.0 feet.

21 CSI Geo, Inc. TEST PIT NO. TP-3 PAGE 1 OF 1 CLIENT Arcadis PROJECT NUMBER DATE STARTED 2/22/18 GROUND ELEVATION GROUND WATER LEVELS: ESHWL --- GWT --- COMPLETED 2/22/18 PROJECT NAME UNF Transportation Improvements-Stockpile Investigation PROJECT LOCATION University of North Florida, Jacksonville, Florida EXCAVATION CONTRACTOR CSI Geo, Inc. DEPTH (ft) 0 GRAPHIC LOG SAMPLE TYPE NUMBER MATERIAL DESCRIPTION 5 BROWN FINE SAND (A-3) WITH TRACE OF ORGANICS Boring Terminated at 15.0 feet.

22 CSI Geo, Inc. TEST PIT NO. TP-4 PAGE 1 OF 1 CLIENT Arcadis PROJECT NUMBER DATE STARTED 2/22/18 GROUND ELEVATION GROUND WATER LEVELS: ESHWL --- GWT --- COMPLETED 2/22/18 PROJECT NAME UNF Transportation Improvements-Stockpile Investigation PROJECT LOCATION University of North Florida, Jacksonville, Florida EXCAVATION CONTRACTOR CSI Geo, Inc. DEPTH (ft) 0 GRAPHIC LOG SAMPLE TYPE NUMBER MATERIAL DESCRIPTION BROWN FINE SAND (A-3) 5 BROWN FINE SAND (A-3) WITH FEW PIECES OF BROKEN PVC PIPE 10 BROWN FINE SAND (A-3) WITH TRACE OF ORGANICS 15 Boring Terminated at 15.0 feet.

23 CSI Geo, Inc. TEST PIT NO. TP-5 PAGE 1 OF 1 CLIENT Arcadis PROJECT NUMBER DATE STARTED 2/22/18 GROUND ELEVATION GROUND WATER LEVELS: ESHWL --- GWT --- COMPLETED 2/22/18 PROJECT NAME UNF Transportation Improvements-Stockpile Investigation PROJECT LOCATION University of North Florida, Jacksonville, Florida EXCAVATION CONTRACTOR CSI Geo, Inc. DEPTH (ft) 0 GRAPHIC LOG SAMPLE TYPE NUMBER MATERIAL DESCRIPTION BROWN FINE SAND (A-3) WITH TRACE OF ROCKS, CONCRETE, AND ORGANICS 5 BROWN FINE SAND (A-3) WITH FEW PIECES OF BROKEN PVC PIPE AND CLOTHING 10 BROWN FINE SAND (A-3) WITH TRACE OF ROCKS, CONCRETE, AND ORGANICS 15 Boring Terminated at 15.0 feet.

24 CSI Geo, Inc. TEST PIT NO. TP-6 PAGE 1 OF 1 CLIENT Arcadis PROJECT NUMBER DATE STARTED 2/22/18 GROUND ELEVATION GROUND WATER LEVELS: ESHWL --- GWT --- COMPLETED 2/22/18 PROJECT NAME UNF Transportation Improvements-Stockpile Investigation PROJECT LOCATION University of North Florida, Jacksonville, Florida EXCAVATION CONTRACTOR CSI Geo, Inc. DEPTH (ft) 0 GRAPHIC LOG SAMPLE TYPE NUMBER MATERIAL DESCRIPTION BROWN FINE SAND (A-3) WITH TRACE OF ORGANICS 5 BROWN FINE SAND (A-3) WITH FEW BROKEN CONCRETE FRAGMENTS 10 BROWN FINE SAND (A-3) 15 Boring Terminated at 15.0 feet.

25 Boring No. Sample No. Approximate Depth (ft) Natural Moisture Content (%) SUMMARY OF LABORATORY TEST RESULTS Organic Content (%) UNF Transportation Projects Stockpile Investigation Jacksonville, Florida Percent Passing Sieve Size (%) Atterberg Limits #4 #10 #40 #60 #100 #200 LL Pl Soil Classification Symbol TP A-3 TP A-3 TP A-3 TP A-3 TP A-3 TP A-3 G:\Projects\2017\71-GEO\ , UNF Transportation Projects\Lab\Master Labsum - Test Pits.xls

26 KEY TO SOIL CLASSIFICATION Correlation of Penetration Resistance with Relative Density and Consistency Granular Materials Safety Hammer SPT N-Value (Blows/foot) Automatic Hammer SPT N-Value (Blows/foot) Silts and Clays Safety Hammer SPT N-Value (Blows/foot) Automatic Hammer SPT N- Value (Blows/foot) Relative Density Consistency Very Loose Less than 4 Less than 3 Very Soft Less than 2 Less than 1 Loose Soft Medium Dense Firm Dense Stiff Very Dense Greater than 50 Greater than 40 Very Stiff Hard Greater than 30 Greater than 24 Particle Size Identification (Unified Soil Classification System) Boulders: Cobbles: Gravel: Sand: Diameter exceeds 8 inches 3 to 8 inches diameter Coarse - 3/4 to 3 inches in diameter Fine mm to 3/4 inch in diameter Coarse mm to 4.76 mm in diameter Medium mm to 2.0 mm in diameter Fine mm to 0.42 mm in diameter Modifiers These modifiers provide our estimate of the amount of fines (silt or clay size particles) in soil samples. Approximate Fines Content Modifiers 5% Fines 12% Slightly silty or slightly clayey 12% Fines 30% Silty or clayey 30% Fines 50% Very silty or very clayey These modifiers provide our estimate of shell, rock fragments, or roots in the soil sample. Approximate Content, By Weight Modifiers 1% to 5% Trace 5% to 12% Few 12% to 30% Some 30% to 50% Many These modifiers provide our estimate of organic content in the soil sample. Organic Content Modifiers 1% to 3% Trace 3% to 5% Slightly Organic 5% to 20% Organic 20% to 75% Highly Organic (Muck) > 75% Peat

27 LABORATORY TEST PROCEDURES Percent Fine Content To determine the percentage of soils finer than No. 200 sieve, the dried samples were washed over a 200 mesh sieve. The material retained on the sieve was oven dried and then weighed and compared with the unwashed dry weight in order to determine the weight of the fines. The percentage of fines in the soil sample was then determined as the percent of weight of fines in the sample to the weight of the unwashed sample. This test was conducted in accordance with ASTM D Grain Size Distribution - The grain size tests were performed to determine the particle size and distribution of the samples tested. Each sample was dried, weighed, and washed over a No. 200 mesh sieve. The dried sample was then passed through a standard set of nested sieves to determine the grain size distribution of the soil particles coarser than the No. 200 sieve. This test is similar to that described by FM I - T 088. Natural Moisture Content The water content is the ratio, expressed as a percentage, of the weight of water in a given mass of soil to the weight of the solid particles. This test was conducted in the general accordance with ASTM D2216. Percent Organic Content This test is based on the percent of organics by weight of the total sample. This test was conducted in accordance with ASTM D2974.

28 SERVICES OFFERED Geotechnical & Foundations Engineering Construction Materials Testing (CMT) Construction Engineering & Inspection (CEI) 2394 St. Johns Bluff Road, Suite 200. Jacksonville, FL (904) Phone (904) Fax