GEOTECHNICAL ENGINEERING REPORT

Transcription

1 GEOTECHNICAL ENGINEERING REPORT PROJECT MINECRAFT ACCESS ROAD BOYDTON PLANK ROAD DINWIDDIE COUNTY, VIRGINIA JOB NUMBER: PREPARED FOR: DINWIDDIE COUNTY PO BOX 70 DINWIDDIE COUNTY, STATE FEBRUARY 20, 2017

2 TABLE OF CONTENTS EXECUTIVE SUMMARY... A 1. PROJECT INFORMATION FIELD EXPLORATION LABORATORY TESTING SITE GEOLOGY SUBSURFACE CONDITIONS Ground Surface Cover Existing Fill Soils Coastal Plain Groundwater EXISTING PAVEMENT SECTION THICKNESSES CONCLUSIONS AND RECOMMENDATIONS Site Preparation General Subgrade Evaluation Undercut Potential Excavations Pavement Support LIMITATIONS OF REPORT CLOSURE... 9 APPENDICES Appendix A Figures Appendix B Boring Logs Appendix C Laboratory Test Results Appendix D Asphalt Core Photos Appendix E Pavement Calculations

3 EXECUTIVE SUMMARY For your convenience, this report is summarized in outline form below. This brief summary should not be used for design or construction purposes without reviewing the more detailed conclusions and recommendations contained in this report. 1. The subsurface exploration included a visual site reconnaissance, performance of six hand auger borings to a depth of approximately five feet below the ground surface, three asphalt cores and quantitative laboratory testing. 2. The borings encountered approximately 3 to 6 inches of surficial topsoil (forest litter). Existing fill was encountered in boring HA-02 to a depth of approximately one foot below the ground surface. The fill consisted of loose silty sand (SM). Beneath the topsoil and fill in HA-02, undisturbed coastal plain soils were encountered to depths up to 5 feet below the ground surface. These soils consisted of soft to stiff highly plastic clay (CH), lean clay (CL) and silt (ML).At the time of exploration, perched water was encountered in several of the borings at a depth of approximately four feet below the ground surface. 3. We recommend that site grading be conducted during the typically drier summer months. 4. Soils encountered in the borings, excluding topsoil, should be suitable for re-use as embankment fill in roadway areas. Some near-surface soils appeared wet of optimum moisture and will likely require drying prior to their re-use as embankment fill. 5. Relatively soft soils were encountered in the majority of borings to depths of approximately 18 to 36 inches below the ground surface. These soils are expected to be suitable soils that are in a state of above-optimum moisture and lower density. We expect repair of these soils will be required.. 6. Recommended pavement sections thicknesses for the new access road and new turn lanes are presented in this report. A

4 1001 Boulders Parkway Suite 300 Richmond, VA P F February 20, 2017 Dinwiddie County PO Box 70 Dinwiddie County, Virginia Attention: Re: Ms. Morgan Ingram Geotechnical Engineering Report Project Minecraft Access Road Boydton Plank Road Dinwiddie County, Virginia Timmons Group Project No Ms. Ingram: Timmons Group is pleased to submit this geotechnical engineering report for the referenced project. The objectives of our services were to explore subsurface conditions and provide our geotechnical recommendations for site grading and pavement support. 1. PROJECT INFORMATION The site consists of newer growth brush land off of Boydton Plank Road in Dinwiddie County, Virginia. A Site Vicinity Map is shown on Figure 1. The location of the road is approximately to the south of the West End Baptist Church at 6506 Boydton Plank Road. Proposed construction will consist of a new entrance road that will intersect with Boydton Plank Road (Route 1. In addition, new right turn lane taper will be constructed off Boydton Plank Road (Route 1). The entrance road is anticipated to have an average annual daily traffic (AADT) of 1,250 vehicles with 15 percent trucks. 2. FIELD EXPLORATION The field exploration included a visual site reconnaissance by a representative of Timmons Group and performance of six soil hand auger borings (HA-01 through HA-06). Boring locations were selected by Timmons Group. A representative of Timmons Group established locations in the field using GPS equipment. Approximate boring locations are shown on Figure 2 in Appendix A. 1

5 Geotechnical Engineering Report Project No Project Minecraft Access Road Dinwiddie County, VA February 20, 2017 Locations of some prior borings from our Geotechnical Engineering Report dated July 29, 2016 (Timmons Group Project 38390) are also shown on Figure 2. Those borings are designated as (B- 01 to B-03). Hand auger borings were performed to depths of approximately 5 feet below the ground surface. Encountered materials were visually classified in the field. Dynamic Cone Penetrometer (DCP) tests were performed within hand auger borings at approximate one-foot depth intervals. The DCP test procedure is as follows: The cone point of the penetrometer is first seated 2 inches into the bearing materials to embed the point. Then the cone point is driven an additional 1-3/4 inches using a 15-pound weight (hammer) falling 20 inches. The cone point is then driven a second and third increment of 1-3/4 inches each and the number of hammer blows are recorded for each increment. The average penetration reading is the average of the second and third blow readings. The penetrometer reading is similar to the standard penetration resistance N-value as defined by ASTM D The penetrometer test results provide an index for estimating soil strength and relative density. Pavement cores were performed with a 4-inch diameter diamond-impregnated core barrel. Pavement section thicknesses were recorded and the core holes were backfilled with gravel and the surface was patched with compacted cold patch asphalt. Water levels were measured in open boreholes at the time of drilling. Upon completion, boreholes were then backfilled up to the original ground surface with drill cuttings. Representative portions of split-spoon soil samples and the bulk samples were returned to our laboratory for quantitative testing and visual classification in general accordance with Unified Soil Classification System guidelines. Hand Auger Boring Logs are provided in the Appendix. The Logs provide a summary of field data and approximate depths of changes in soil strata. Naturally, transitional changes in soil types are often gradual and cannot be defined at particular depths. 3. LABORATORY TESTING Laboratory testing was performed on representative split-spoon and bulk soil samples obtained from the borings. This testing consisted of natural moisture content, Atterberg limits, grain size analyses, Standard Proctor, and a California Bearing Ratio (CBR) tests. Laboratory tests were performed in general accordance with applicable ASTM procedures. Individual laboratory test data sheets are provided in the Appendix. A summary of laboratory test data is provided in the tables below. 2

6 Geotechnical Engineering Report Project No Project Minecraft Access Road Dinwiddie County, VA February 20, 2017 Natural Moisture and Classification Tests Boring Sample Depth (Feet) Natural Moisture Content (%) Atterberg Limits LL PL PI Grain Size Analysis % Sand % Fines* USCS Classification HA-01 Bulk CL HA-02 S CL HA-03 S SC HA-04 Bulk SC HA-05 Bulk ML HA-06 S CL *Material passing No. 200 sieve (clay and silt) Standard Proctor and CBR Testing Boring Depth (Feet) Natural Moisture Content (%) Standard Proctor Optimum Moisture Content (%) Maximum Dry Density (pcf) CBR (0.1 ) %Swell USCS Classification HA-01 Bulk CL HA-04 Bulk SC HA-05 Bulk ML Based on the Atterberg limits testing, near-surface soils are of low to moderate plasticity. Based on comparison of natural moisture contents to the optimum moisture contents of the bulk samples, near-surface soils appear near to wet of optimum moisture. Drying of some near-surface soils will likely be required prior to their re-use as fill. The time of year the grading occurs will likely have a significant impact on the moisture levels of near-surface soils. 4. SITE GEOLOGY According to the 1993 Geologic Map of Virginia, the project site is located in the Coastal Plain Physiographic Province. The coastal plain is characterized by unconsolidated marine to fluvial sediments, varying from clay to gravel, poorly to well sorted, with lateral variation in thickness, although generally increasing in thickness towards the east. Vertical variation within the geologic formations of the coastal plain is often controlled by cyclic sequences that fine or coarsen with depth, with formations separated by unconformities. Regionally, the stratigraphy of the coastal plain can be generalized as a wedge of sediments composed of fluvial and coastal plain sands and gravels of Quaternary and upper Tertiary age, underlain by marine, deltaic, and fluvial clays, silts, 3

7 Geotechnical Engineering Report Project No Project Minecraft Access Road Dinwiddie County, VA February 20, 2017 and sands of lower Tertiary age, underlain by fluvial-deltaic to shallow-shelf sands and clays of Cretaceous age, underlain by crystalline bedrock. Depth to bedrock varies from tens of feet near the western extent of the coastal plain at the Fall Line (approximate Interstate I-95 corridor) to over 3,000 feet near the Atlantic coastline. According to the Map, the site appears to be locally underlain by Pliocene Sand and Gravel, which typically consists of Upper Pliocene aged deposits of fluvial sand and gravel with thin beds of clay and silt. 5. SUBSURFACE CONDITIONS The following is a summary of subsurface conditions encountered during the exploration. 5.1 Ground Surface Cover The borings encountered approximately 3 to 6 inches of surficial topsoil. 5.2 Existing Fill Soils Existing fill was encountered in boring HA-02 to a depth of approximately one foot below the ground surface. The fill consisted of loose silty sand (SM). The average Dynamic Cone Penetrometer (DCP) value in this soil was 9 blows per increment. 5.3 Coastal Plain Beneath the topsoil and fill in HA-02, undisturbed coastal plain soils were encountered to depths up to 5 feet below the ground surface. These soils consisted of soft to stiff highly plastic clay (CH), lean clay (CL), silt (ML) and loose to medium dense clayey sand (SC). Average Dynamic Cone Penetrometer (DCP) values in these soils were 1 and 14 blows per increment. 5.4 Groundwater At the time of the exploration, perched groundwater water was encountered in borings HA-01, HA-02, and HA-04 at a depth of approximately four feet below the ground surface. It is important to realize that groundwater levels will fluctuate with changes in rainfall and evaporation rates. In addition, perched groundwater could be encountered within near-surface soils, particularly after rainfall. 6. EXISTING PAVEMENT SECTION THICKNESSES Pavement cores were performed along Boydton Plank Road (Route 1) to measure existing pavement section thicknesses. The cores encountered asphalt pavement underlain by concrete. 4

8 Geotechnical Engineering Report Project No Project Minecraft Access Road Dinwiddie County, VA February 20, 2017 The core barrel was unable to penetrate the concrete base material beneath the asphalt. A summary of the encountered pavement and concrete thicknesses are summarized in the table below. Pavement core photographs are provided in Appendix D. Core Measured Pavement Section Thicknesses Core Location Asphalt Thickness (inches) Concrete Thickness (inches) C-01 Boydton Plan Road * C-02 Boydton Plank Road 6.5 Not Sampled C-03 Boydton Plank Road 6.0 Not Sampled * Refusal of core bit occurred after penetrating 2 inches into concrete. 7. CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based upon our borings, laboratory testing, engineering analysis, and past experience with similar projects and subsurface conditions. When reviewing our recommendations, it is important to note the prior development activities have occurred at this site. Based on our past experience with previously developed sites, unexpected subsurface conditions are often encountered. These conditions could include additional zones of low-consistency fill, debris-laden materials, abandoned utilities, and others. These conditions, if encountered, can be addressed by on-site engineering evaluation at the time of construction. 7.1 Site Preparation General Site grading will be difficult during periods of extended rainfall and low temperatures that generally occur during the winter months. Near-surface soils are very moisture sensitive. Heavy rubber-tired construction equipment should not be allowed to operate on wet or unstable subgrades at this site due to the potential for rutting and other damage to the soils. To reduce potential earthwork problems, site preparation and grading should be scheduled during the typically drier summer months, if possible. We recommend that exposed subgrades be sloped and sealed at the end of each day to promote runoff and reduce infiltration from rainfall. Site preparation should begin with clearing and grubbing of trees, stripping of topsoil, and removal of any other unsuitable materials. Approximately 3 to 6 inches of topsoil was encountered in the borings. However, stripping activities often mix topsoil with underlying clean soils and cause 5

9 Geotechnical Engineering Report Project No Project Minecraft Access Road Dinwiddie County, VA February 20, 2017 stripping depths to be greater than actual topsoil depths, particularly during wet periods of the year. Topsoil should be wasted from the site or permanently stockpiled outside the proposed construction limits Subgrade Evaluation After stripping, subgrades that will receive embankment fill and finished subgrades should be evaluated by the Geotechnical Engineer or his representative. To aid the engineer during this evaluation, exposed soil subgrades should be proofrolled with a loaded tandem axle dump truck or equivalent. Proofrolling will help to reveal the presence of unstable or otherwise unsuitable surface materials. The following methods are typically used to repair soil subgrades that are observed to rut, pump, or deflect excessively during proofrolling: Undercut the unstable soils to firm soils and replace them with suitable, well compacted fill. In-place repair of near-surface soils by scarifying, drying and recompacting, when weather conditions are suitable Undercut Potential The majority of borings encountered relatively soft near-surface soils to depths ranging from 1.5 to 3 feet below the ground surface. We expect that repair of soils could be required to these depths. The amount of repairs will likely depend on the in-place density of the soil, the soil moisture content, level of construction traffic on exposed subgrades prior to proofrolling, and prevailing weather conditions at the time of grading. Performing grading in a period of hot and dry weather will likely increase the potential that some soft subgrade soils can be densified in place. 7.2 Excavations We expect that excavations will extend through moderate consistency soils. Past experience indicates that moderate consistency soils can be excavated by routine earth moving equipment. Soil types with respect to trench safety must be evaluated on a case-by-case basis. The Contractor should be responsible for all site safety, including the determination of appropriate trench safety measures according to OSHA guidelines. 7.3 Embankment Fill The following sections provide our recommendations for embankment fill materials and their placement. Site preparation, including embankment fill placement and compaction, should be observed by a VDOT-certified soils technician working under the direction of the Geotechnical 6

10 Geotechnical Engineering Report Project No Project Minecraft Access Road Dinwiddie County, VA February 20, 2017 Engineer. During fill placement, a sufficient amount of in-place density tests should be conducted to confirm that compaction and fill moisture is in accordance with our recommendations Embankment Fill Materials Embankment fill should contain less than 5 percent organics or debris, have a maximum particle size of 3 inches, have a maximum liquid limit (LL) of 50, and have a maximum plasticity index (PI) of 25. Embankment fill placed within 3 feet of finished soil subgrade must meet the design CBR of 6.9 (VDOT Test Method VTM 8). These requirements apply for on-site or imported embankment fill materials Re-use of On-Site Soils as Embankment Fill Based on visual observation and comparison of the measured natural moisture contents of the bulk soil samples to the optimum moisture contents from the standard Proctor tests, near-surface soils appeared to be near to wet of optimum moisture. Prevailing weather conditions will have a significant impact on the amount of moisture manipulation (i.e., drying or wetting) required prior to embankment fill placement. However, based on our exploration, drying of some on-site soils should be anticipated prior to their reuse as embankment fill. Fine grained soils are often difficult to dry and manipulate, even during favorable weather conditions Compaction Recommendations Embankment fill material should be placed compacted in accordance with the latest edition of the VDOT Road and Bridge Specifications. Embankment fill testing should be performed in accordance with the procedures and sampling frequencies in Section 309 of the VDOT Manual of Instruction, Chapter III CBR Testing of Subgrade Materials Sufficient California Bearing Ratio (CBR) testing of embankment fill and finished subgrade soils should be conducted during construction to adequately represent the soils encountered on the project. CBR testing should be conducted in accordance with VDOT Method VTM 8. We recommend that CBR testing be performed for every 2,000 cubic yards of embankment fill placed and every 500 linear feet in areas receiving excavation to reach finished subgrade. A design CBR of 6.9 was used for this project. Any soils that do not meet the design CBR should not be placed as embankment fill within 3 feet of finished soil subgrade. For areas that receive excavation to reach finished grade, any in-place soils that do not meet the design CBR should be removed to a of 2 feet below finished soil subgrade and replaced with suitable materials that meet the design CBR. 7

11 Geotechnical Engineering Report Project No Project Minecraft Access Road Dinwiddie County, VA February 20, Pavement Support Because the entrance road is a secondary road with a relatively low annual daily traffic (ADT) of 1,250 vehicles (15% trucks), the pavement analyses for this road was conducted using the VDOT 2014 Pavement Design Guide for Subdivision and Secondary Roads in Virginia. A design California Bearing Ratio (CBR) value of 6.9 percent was used (two-thirds of the average measured CBR values stated in this report). Pavement analyses are provided in Appendix E. According to our pavement analysis, the minimum required pavement sections for the new access road is approximately 6 inches of asphalt over 8 inches of base. We have assumed the turn lanes off of Boydton Plank Road (Route 1) will have the same traffic load conditions, and the required asphalt pavement thickness for the access road is approximately the same thickness existing asphalt pavement along Boydton Plank Road. Therefore, we recommend the new access road and turn lane taper have the same pavement section thickness, as shown in the following table. Recommended Pavement Section Minecraft Access Road and New Turn Lanes 2 Inches VDOT SM-12.5A (Placed in single lift) 4 Inches VDOT BM-25.0A (Placed in single lift) 8 Inches VDOT 21B All materials and construction methods should conform to the latest edition of the VDOT Road and Bridge Specifications. To confirm that the base course stone has been uniformly compacted and meets VDOT density requirements, in-place density tests should be performed by a qualified soils technician and the area should be thoroughly proofrolled under his observation. Important factors regarding pavement performance are the condition of subgrade soils at time of construction and post construction drainage. We recommend that all pavement subgrade areas be evaluated prior to base course stone placement. Any areas which deflect or rut during proofrolling must be repaired prior to stone placement. Sufficient testing and observation should be performed during pavement construction to confirm that the required thickness, density, and quality requirements of the specifications are followed. 8

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13 APPENDIX A FIGURES

14 NORTH APPROXIMATE SITE LOCATION Source: Google Maps SCALE: NTS CHECKED BY: JNR PLOTTED BY: DATE: JMR PROJECT NUMBER: SITE VICINITY MAP PROJECT MINECRAFT ACCESS ROAD BOYDTON PLANK ROAD DINWIDDIE COUNTY, VA FIGURE 1

15 K:\Geotechnical\PROJECTS\2016 Projects\---COMPLETED PROJECTS FOLDER ---\ Minecraft Entrance Road\Drafting\Boring Location Plan.dwg Plotted on 2/20/2017 2:42 PM by Julian Ruffin C C HA C BOYDTON PLANK ROAD HA-01 HA HA B HA B HA NAD 83 SCALE 1"=150' ' 300' APPROXIMATE LOCATION OF PREVIOUS TEST BORING APPROXIMATE LOCATION OF HAND AUGER BORING B APPROXIMATE LOCATION OF ASPHALT CORE 188 YOUR VISION ACHIEVED THROUGH OURS. THIS DRAWING PREPARED AT THE Corporate Headquarters 1001 Boulders Parkway Richmond, VA TEL FAX SHEET NO JOB NO. PROJECT MINECRAFT ACCESS ROAD DINWIDDIE COUNTY - VIRGINIA LOCATION PLAN These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. AS SHOWN SCALE N. REEVES CHECKED BY N. REEVES DESIGNED BY J. RUFFIN DRAWN BY 10/11/2016 DATE DATE... REVISION DESCRIPTION

16 APPENDIX B BORING LOGS

17 Project: PROJECT MINECRAFT ACCESS ROAD Project No: Performed By: J. Ruffin Date Boring 10/27/2016 HA-01 10/27/2016 HA-02 10/27/2016 HA-03 Depth (Feet) HAND AUGER BORING LOG Description Depth (Feet) Average 0 Topsoil (6 Inches) (Groundwater at 4 feet) Sandy Silt (ML), moist, medium stiff, gray, contains roots Sandy Lean Clay (CL), wet, soft, light brownish gray Change: very soft Change: soft, light orangeish brown and gray Change: medium stiff Hand Auger Terminated 5 0 Topsoil (3 Inches) (Groundwater at 4 feet) Fill-Silty Sand (SM), fine to medium grained, moist, loose, 0.25 gray 1 Sandy Fat Clay (CH), moist, soft, light brownish gray Sandy Lean Clay (CL), moist, medium stiff, light orangeish brown 3 Change: stiff, light orangeish brown and gray Sandy Fat Clay (CH), wet, medium stiff, light orangeish brown and gray 5 Hand Auger Terminated 5 0 Topsoil (3 Inches) Sandy Silt (ML), moist, medium stiff, gray Sandy Fat Clay (CH), moist, soft, orangeish brown and gray Clayey Sand (SC), fine to medium, moist, medium dense, light orangeish brown and gray 3 Change: orangeish gray and gray Hand Auger Terminated 5 The dynamic cone penetrometer (DCP) test procedure is as follows: The cone point of the penetrometer is first seated 2 inches into the bearing materials to embed the point. Then the cone point is driven an additional 1-3/4 inches using a 15-pound weight falling 20 inches. The penetrometer reading is the number of blows required to drive the cone point 1-3/4 inches. DCP Values

18 Project: PROJECT MINECRAFT ACCESS ROAD Project No: Performed By: J. Ruffin HAND AUGER BORING LOG Date Boring 10/27/2016 HA-04 10/27/2016 HA-05 10/27/2016 HA-06 Depth (Feet) Description Depth (Feet) DCP Values Average 0 Topsoil (4 Inches) (Groundwater at 4 feet) Sandy Silt (ML), moist, medium stiff, gray Sandy Fat Clay (CH), moist, soft, orangeish brown and gray Clayey Sand (SC), fine to medium grained, moist, loose, orangeish brown Sandy Fat Clay (CH), wet, stiff, orangeish brown and gray Hand Auger Terminated 5 0 Topsoil (5 Inches) Sandy Lean Clay (CL), moist, soft, gray Sandy Silt (ML), moist, soft, light orangeish brown and gray Change: stiff Hand Auger Terminated 5 0 Topsoil (3 Inches) Lean Clay with Sand (CL), moist, medium stiff, light gray, 0.25 contains roots 1 Change: soft, light brown and gray Change: Sandy Lean Clay (CL), medium stiff, light orangeish brown and gray Change: stiff Hand Auger Terminated 5 The dynamic cone penetrometer (DCP) test procedure is as follows: The cone point of the penetrometer is first seated 2 inches into the bearing materials to embed the point. Then the cone point is driven an additional 1-3/4 inches using a 15-pound weight falling 20 inches. The penetrometer reading is the number of blows required to drive the cone point 1-3/4 inches.

19 TG GEOTECH BH LOG V2.0 - GINT STD US LAB.GDT - 15/6/16 10:11 - K:\GEOTECHNICAL\PROJECTS\2016 PROJECTS\38390 PROJECT MINECRAFT - FINAL GEOTECH PHASE\FINANCIAL\37316 PATTON MINECRAFT\LOGS\PATTON MINECRAFT.GPJ PROJECT NUMBER CLIENT DRILLING CONTRACTOR LOGGED BY NOTES DEPTH (ft) ELEVATION (ft) AM King Construction Julian Ruffin TOPSOIL: (4 Inches) SANDY FAT CLAY, (CH): grayish brown, moist (CH): medium stiff Landmark Drilling, Inc. DRILLING METHOD Hollow Stem Auger MATERIAL DESCRIPTION CLAYEY SAND, (SC): gray, fine to medium grained, moist, medium dense SANDY FAT CLAY, (CH): orangeish brown and gray, moist, very stiff (CH): brown and gray, stiff Timmons Group 1001 Boulders Parkway, suite DATE STARTED 9/10/2015 COMPLETED 9/10/2015 CHECKED BY Bottom of borehole at 10.0 feet. SYMBOL PROJECT NAME PROJECT LOCATION GROUND ELEVATION SAMPLING BLOW COUNTS (N-VALUE) S-1, SPT (4) S-2, SPT (8) S-3, SPT (19) S-4, SPT (27) S-5, SPT (11) POCKET PEN. (tsf) 186 ft BOREHOLE WATER LEVELS: AT END OF DRILLING Project Minecraft Patton AT 24 HOURS DRILLING --- Dinwiddie County, Virginia LAB TESTS HOLE DEPTH --- not encountered BORING B-01 PAGE 1 OF 1 CAVE DEPTH 10 feet REMARKS

20 TG GEOTECH BH LOG V2.0 - GINT STD US LAB.GDT - 15/6/16 10:11 - K:\GEOTECHNICAL\PROJECTS\2016 PROJECTS\38390 PROJECT MINECRAFT - FINAL GEOTECH PHASE\FINANCIAL\37316 PATTON MINECRAFT\LOGS\PATTON MINECRAFT.GPJ PROJECT NUMBER CLIENT DRILLING CONTRACTOR LOGGED BY NOTES DEPTH (ft) ELEVATION (ft) AM King Construction Julian Ruffin Landmark Drilling, Inc. DRILLING METHOD Hollow Stem Auger Timmons Group 1001 Boulders Parkway, suite DATE STARTED 9/10/2015 COMPLETED 9/10/2015 CHECKED BY MATERIAL DESCRIPTION TOPSOIL: (4 Inches) SANDY LEAN CLAY, (CL): brown, moist, medium stiff CLAYEY SAND, (SC): brown and gray, fine to medium grained, moist, loose SILTY SAND, (SM): reddish brown, fine to medium grained, moist, medium dense SANDY FAT CLAY, (CH): orangeish brown and gray, moist, stiff Bottom of borehole at 10.0 feet. SYMBOL PROJECT NAME PROJECT LOCATION GROUND ELEVATION SAMPLING BLOW COUNTS (N-VALUE) S-1, SPT (6) S-2, SPT (8) S-3, SPT (19) S-4, SPT (12) S-5, SPT (15) POCKET PEN. (tsf) 186 ft BOREHOLE WATER LEVELS: AT END OF DRILLING Project Minecraft Patton AT 24 HOURS DRILLING --- Dinwiddie County, Virginia LAB TESTS HOLE DEPTH --- not encountered BORING B-02 PAGE 1 OF 1 CAVE DEPTH 10 feet REMARKS

21 TG GEOTECH BH LOG V2.0 - GINT STD US LAB.GDT - 15/6/16 10:11 - K:\GEOTECHNICAL\PROJECTS\2016 PROJECTS\38390 PROJECT MINECRAFT - FINAL GEOTECH PHASE\FINANCIAL\37316 PATTON MINECRAFT\LOGS\PATTON MINECRAFT.GPJ PROJECT NUMBER CLIENT DRILLING CONTRACTOR LOGGED BY NOTES DEPTH (ft) ELEVATION (ft) AM King Construction Julian Ruffin TOPSOIL: (4 Inches) SANDY SILT, (ML): grayish brown, moist, medium stiff SANDY LEAN CLAY, (CL): brown and gray, moist (CL): stiff CLAYEY SAND, (SC): gray, fine to medium grained, moist, medium dense Brown and gray Landmark Drilling, Inc. DRILLING METHOD Hollow Stem Auger Timmons Group 1001 Boulders Parkway, suite DATE STARTED 9/10/2015 COMPLETED 9/10/2015 CHECKED BY MATERIAL DESCRIPTION Bottom of borehole at 10.0 feet. SYMBOL PROJECT NAME PROJECT LOCATION GROUND ELEVATION SAMPLING BLOW COUNTS (N-VALUE) S-1, SPT (7) S-2, SPT (18) S-3, SPT (12) S-4, SPT (23) S-5, SPT (11) POCKET PEN. (tsf) 187 ft BOREHOLE WATER LEVELS: AT END OF DRILLING Project Minecraft Patton AT 24 HOURS DRILLING --- Dinwiddie County, Virginia LAB TESTS HOLE DEPTH --- not encountered BORING B-03 PAGE 1 OF 1 CAVE DEPTH 10 feet REMARKS

22 APPENDIX C LABORATORY TEST RESULTS

23 GRAIN SIZE DISTRIBUTION TEST REPORT Project Number Project Name Location Minecraft Entrance Road HA-05 Bulk/ 0-5 Liquid Limit Plastic Index USCS AASHTO 33 8 ML A-4 (0.0) Percent Gravel Percent Sand Percent Silt and Clay 0.0% 34.0% 66.0% Material Description Sandy SILT Natural Moisture 18.8% SPT Blow Counts N/A Grain Size Distribution 100 #4 #10 #40 # Percent Finer Grain Size - mm DATE 12/13/16 FIGURE NUMBER GS4

24 PROCTOR TEST REPORT Project Number Project Name Minecraft Entrance Road Location HA-05 Bulk/ 0-5 Maximum Dry Density, pcf Optimum Moisture Material Description Sandy SILT Uncorrected Rock Corrected Results USCS Natural Moisture Liquid Limit ML AASHTO A-4 (0.0) 18.8% Percent Fines 66.0% 33 Plastic Index 8 Moisture-Density Curve Dry Density, pcf % 5.0% 10.0% 15.0% 20.0% 25.0% 30.0% Water Content DATE 12/13/16 FIGURE NUMBER PR2

25 CBR TEST REPORT Project Number Project Name Minecraft Entrance Road Location HA-05 Bulk/ 0-5 *NOTE: 10 lbs. surcharge weights in place during soak and loading CBR at.1" CBR at.2 " Swell % Dry Density Moisture Compaction Molded % 100.1% Soaked % 98.8% Material Description Sandy SILT USCS Natural Moisture Liquid Limit Maximum Dry Density ML 18.8% AASHTO Percent Fines Plastic Index Optimum Moisture A-4 (0.0) 66.0% % 1.8% % Penetration Resistance, psi Swell 1.4% 1.2% 1.0% 0.8% 0.6% % 0.2% Penetration, Inches 0.0% Time, hours DATE 12/13/16 FIGURE NUMBER CBR 1

26 GRAIN SIZE DISTRIBUTION TEST REPORT Project Number Project Name Location Minecraft Entrance Road HA-04 Bulk/ 0-5 Liquid Limit Plastic Index USCS AASHTO SC A-6 (3.3) Percent Gravel Percent Sand Percent Silt and Clay 0.0% 52.5% 47.5% Material Description Clayey SAND Natural Moisture 20.3% SPT Blow Counts N/A Grain Size Distribution 100 #4 #10 #40 # Percent Finer Grain Size - mm DATE 12/13/16 FIGURE NUMBER GS4

27 PROCTOR TEST REPORT Project Number Project Name Minecraft Entrance Road Location HA-04 Bulk/ 0-5 Maximum Dry Density, pcf Optimum Moisture Material Description Clayey SAND Uncorrected Rock Corrected Results USCS Natural Moisture Liquid Limit SC AASHTO A-6 (3.3) 20.3% Percent Fines 47.5% 39 Plastic Index 20 Moisture-Density Curve Dry Density, pcf % 5.0% 10.0% 15.0% 20.0% 25.0% 30.0% Water Content DATE 12/13/16 FIGURE NUMBER PR2

28 CBR TEST REPORT Project Number Project Name Minecraft Entrance Road Location HA-04 Bulk/ 0-5 *NOTE: 10 lbs. surcharge weights in place during soak and loading CBR at.1" CBR at.2 " Swell % Dry Density Moisture Compaction Molded % 101.6% Soaked % 100.9% Material Description Clayey SAND USCS Natural Moisture Liquid Limit Maximum Dry Density SC 20.3% AASHTO Percent Fines Plastic Index Optimum Moisture A-6 (3.3) 47.5% % % 1.6% Penetration Resistance, psi Swell 1.4% 1.2% 1.0% 0.8% 0.6% % 0.2% Penetration, Inches 0.0% Time, hours DATE 12/13/16 FIGURE NUMBER CBR 1

29 GRAIN SIZE DISTRIBUTION TEST REPORT Project Number Project Name Location Minecraft Entrance Road HA-01 Bulk/ 0-5 Liquid Limit Plastic Index USCS AASHTO CL A-6 (2.3) Percent Gravel Percent Sand Percent Silt and Clay 0.0% 38.0% 62.0% Material Description Sandy Lean CLAY Natural Moisture 17.1% SPT Blow Counts N/A Grain Size Distribution 100 #4 #10 #40 # Percent Finer Grain Size - mm DATE 12/13/16 FIGURE NUMBER GS4

30 PROCTOR TEST REPORT Project Number Project Name Minecraft Entrance Road Location HA-01 Bulk/ 0-5 Maximum Dry Density, pcf Optimum Moisture Material Description Uncorrected Sandy Lean CLAY Rock Corrected Results USCS Natural Moisture Liquid Limit CL AASHTO A-6 (2.3) 17.1% Percent Fines 62.0% 30 Plastic Index 15 Moisture-Density Curve Dry Density, pcf % 5.0% 10.0% 15.0% 20.0% 25.0% 30.0% Water Content DATE 12/13/16 FIGURE NUMBER PR2

31 CBR TEST REPORT Project Number Project Name Minecraft Entrance Road Location HA-01 Bulk/ 0-5 *NOTE:10 lbs. surcharge weights in place during soak and loading CBR at.1" CBR at.2 " Swell % Dry Density Moisture Compaction Molded % 100.9% Soaked % 99.2% Material Description Sandy Lean CLAY USCS Natural Moisture Liquid Limit Maximum Dry Density CL 17.1% AASHTO Percent Fines Plastic Index Optimum Moisture A-6 (2.3) 62.0% % % 1.6% Penetration Resistance, psi Swell 1.4% 1.2% 1.0% 0.8% 0.6% % 0.2% Penetration, Inches 0.0% Time, hours DATE 12/13/16 FIGURE NUMBER CBR 1

32 GRAIN SIZE DISTRIBUTION TEST REPORT Project Number Project Name Location Minecraft Entrance Road HA-02/ 1-2 Liquid Limit Plastic Index USCS AASHTO CL A-4 (0.0) Percent Gravel Percent Sand Percent Silt and Clay 0.0% 44.7% 55.3% Material Description Sandy Lean CLAY Natural Moisture 13.0% SPT Blow Counts Grain Size Distribution 100 #4 #10 #40 # Percent Finer Grain Size - mm DATE 12/13/16 FIGURE NUMBER GS4

33 GRAIN SIZE DISTRIBUTION TEST REPORT Project Number Project Name Location Minecraft Entrance Road HA-03/ 2-3 Liquid Limit Plastic Index USCS AASHTO SC A-6 (0.4) Percent Gravel Percent Sand Percent Silt and Clay 0.0% 63.0% 37.0% Material Description Clayey SAND Natural Moisture 18.7% SPT Blow Counts Grain Size Distribution 100 #4 #10 #40 # Percent Finer Grain Size - mm DATE 12/13/16 FIGURE NUMBER GS4

34 GRAIN SIZE DISTRIBUTION TEST REPORT Project Number Project Name Location Minecraft Entrance Road HA-06/ 0-1 Liquid Limit Plastic Index USCS AASHTO 24 9 CL A-4 (0.0) Percent Gravel Percent Sand Percent Silt and Clay 0.0% 28.5% 71.5% Material Description Lean CLAY with Sand Natural Moisture 16.4% SPT Blow Counts Grain Size Distribution 100 #4 #10 #40 # Percent Finer Grain Size - mm DATE 12/13/16 FIGURE NUMBER GS4

35 APPENDIX D ASPHALT CORE PHOTOS

36 C INCHES ASPHALT 2.0 INCHES CEMENT TREATED BASE* *CORE BARREL REFUSAL IN CEMENT TREATED BASE C INCHES ASPHALT CORE BARREL REFUSAL IN CEMENT TREATED BASE SCALE: NTS CHECKED BY: JNR PLOTTED BY: JMR DATE: PROJECT NUMBER: ASPHALT CORE LOG PROJECT MINECRAFT ACCESS ROAD BOYDTON PLANK ROAD DINWIDDIE COUNTY, VA FIGURE 1

37 C INCHES ASPHALT SCALE: NTS CHECKED BY: JNR PLOTTED BY: DATE: JMR PROJECT NUMBER: ASPHALT CORE LOG PROJECT MINECRAFT ACCESS ROAD BOYDTON PLANK ROAD DINWIDDIE COUNTY, VA FIGURE 2

38 APPENDIX E PAVEMENT CALCULATIONS

39

40