GEOTECHNICAL ENGINEERING REPORT

Transcription

1 GEOTECHNICAL ENGINEERING REPORT INNSBROOK DOMINION BOULEVARD OUTPARCEL 4101 DOMINION BOULEVARD HENRICO COUNTY, VIRGINIA JOB NUMBER: PREPARED FOR: BELLEAU WOOD DEVELOPMENT P.O. BOX 2022 BURLINGTON, NORTH CAROLINA JUNE 11, 2015

2 TABLE OF CONTENTS EXECUTIVE SUMMARY... A 1. PROJECT INFORMATION FIELD EXPLORATION LABORATORY TESTING SITE GEOLOGY SUBSURFACE CONDITIONS Ground Surface Cover Existing Fill Residual Soils Groundwater CONCLUSIONS AND RECOMMENDATIONS Site Preparation General Subgrade Evaluation Excavations Re-use of On-Site Materials as Structural Fill Fill Placement Building Foundation Recommendations Foundation Settlement Slab-On-Grade Seismic Site Classification Pavement Support LIMITATIONS OF REPORT CLOSURE... 9 APPENDICES Appendix A Figures Appendix B Boring Logs Appendix C Laboratory Test Results

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 four soil test borings to depths of approximately 20 feet below the ground surface and quantitative laboratory testing. 2. The borings encountered approximately four to nine inches of surficial asphalt and base. Existing fill was encountered in Boring B-03 to a depth of approximately two feet below the ground surface. Fill consisted of medium stiff highly plastic (CH). Below the ground surface cover and fill, undisturbed residual soils were encountered to boring termination depths. These soils consisted of stiff to very stiff highly plastic clay, elastic silt, lean clay and silt (CH, MH, CL, ML) and very loose to medium dense clayey sand (SC). At the time of drilling, water was encountered at depths of approximately four feet to 13 feet below the ground surface. 3. We recommend that site grading be conducted during the typically drier summer months. 4. Our conclusion is that the proposed building for this site can be supported on shallow foundations. Due to presence of highly plastic soils, we recommend that perimeter foundations be embedded 3 feet below finished exterior grades. A

4 1001 Boulders Parkway Suite 300 Richmond, VA P F June 11, 2015 Belleau Wood Development P.O. Box 2022 Burlington, North Carolina Attention: Re: Mr. Ed Tam Geotechnical Engineering Report Innsbrook Dominion Boulevard Outparcel 4101 Dominion Boulevard Henrico County, Virginia Timmons Group Project No Mr. Tam: Timmons Group is pleased to submit this geotechnical engineering report for the referenced project. The primary objectives of our services were to explore subsurface conditions and provide our geotechnical recommendations for site grading and foundation support. 1. PROJECT INFORMATION The site is located at 4101 Dominion Boulevard in Henrico County, Virginia. Currently, this site consists of an existing gas station with concrete and asphalt parking areas. There are existing gas pumps to the east of the building that are serviced by underground storage tanks located at the southwest corner of the site. The site is bounded by commercial development to the north and east, West Broad Street to the south, and Dominion Boulevard to the west. The site is being considered for the construction of a multi-tenant, single-story commercial building and parking lot. The proposed building will be approximately 14,611 square feet. A grading plan was not available at the issue of this report, but we assume that cut and fill depths will not exceed two feet to reach finished grades. In addition, we expect that maximum column and wall loads for the building will be 50 kips and 2 kips per linear foot, respectively. 1

5 Geotechnical Engineering Report Project No Innsbrook Dominion Boulevard Outparcel Henrico County, VA June 11, FIELD EXPLORATION The field exploration included a visual site reconnaissance by a representative of Timmons Group and performance of four soil test borings (B-01 through B-04). Boring locations were selected by Timmons Group. A representative from Timmons Group established boring locations in the field using GPS equipment. Approximate boring locations are shown on Figure 2 in the Appendix. Borings were performed to a depth of approximately 20 feet below the existing ground surface with hollow stem auger drilling techniques. Split-spoon samples of subsurface soils were taken within soil test borings at approximate 2-foot depth intervals above a depth of 10 feet and at 5- foot intervals below 10 feet. Standard Penetration Tests were conducted in conjunction with split-spoon sampling in general accordance with ASTM D Water levels were measured in open boreholes at the time of drilling. Upon completion, boreholes were backfilled up to the original ground surface with drill cuttings. All boring locations were covered at the surface with cold patch asphalt. Representative portions of splitspoon samples were returned to our laboratory for quantitative testing and visual classification in general accordance with Unified Soil Classification System guidelines. Boring logs and a Generalized Soil Profile (Figure 3), which present specific information from the borings, are included in the Appendix. Stratification lines shown on the boring logs and profile are intended to represent approximate depths of changes in soil types. Naturally, transitional changes in soil types are often gradual and cannot be defined at particular depths. Ground surface elevations shown on these documents were interpolated from a topographic plan and should be considered approximate. 3. LABORATORY TESTING Laboratory testing was performed on representative split-spoon samples. This testing consisted of natural moisture content, Atterberg limits and grain size analyses. 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 Innsbrook Dominion Boulevard Outparcel Henrico County, VA June 11, 2015 Natural Moisture and Classification Tests Boring Sample Depth (Feet) Natural Moisture Content (%) Atterberg Limits LL PL PI % Sand Grain Size Analysis % Fines* USCS Classification B-01 S SC B-02 S CL B-04 S CH *Material passing No. 200 sieve (clay and silt) Based on the Atterberg limits testing, near-surface soils are of moderate to high plasticity. 4. SITE GEOLOGY According to the 1993 Geologic Map of Virginia, the site is located in the Piedmont Physiographic Province of Virginia. The Piedmont is characterized by low, rounded hills composed of saprolitic soils overlying folded metamorphic and igneous bedrock. Undisturbed soils in the Piedmont are known as residual soils, which were formed from the in-place chemical and physical weathering of parent bedrock. Triassic-age sedimentary basins, bounded by normal faults, are also located within the Piedmont region, trending along northeast-southwest axes. Diabase dikes, trending north-south to northwest-southeast, are common in some areas of the Piedmont. These dikes are related to the extensional tectonics that formed the Triassic Basins. Locally the site is underlain by the Petersburg Granite formation. 5. SUBSURFACE CONDITIONS 5.1 Ground Surface Cover The borings encountered approximately four to five inches of surficial asphalt underlain by two to six inches of crushed stone base. A summary of encountered pavement section thicknesses is provided below. Boring Measured Pavement Section Thicknesses Asphalt Thickness (inches) Crushed Stone (inches) B B B B

7 Geotechnical Engineering Report Project No Innsbrook Dominion Boulevard Outparcel Henrico County, VA June 11, Existing Fill Existing fill was encountered in Boring B-03 to a depth of approximately two feet below the ground surface. Fill consisted of medium stiff highly plastic clay (CH). The filled exhibited an SPT N-value of 8 blows per foot (bpf). Based on past experience, well-compacted fill soils should exhibit SPT N-values of at least 8 bpf. 5.1 Residual Soils Below fill in boring B-03 and below the surface materials in other borings, undisturbed residual soils were encountered to boring termination depths. These soils consisted of stiff to very stiff highly plastic clay, elastic silt, lean clay and silt (CH, MH, CL, ML) and very loose to medium dense clayey sand (SC). SPT N-values within the soil profile ranged from 2 to 26 blows per foot. 5.2 Groundwater At the time of drilling, water was encountered at depths of approximately 4 to 13 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. The water level encountered in boring B-02 (depth of 4 feet) was not consistent with water levels encountered in the other 3 borings (depth of 15 feet). We expect water encountered in boring B- 02 may be a perched groundwater condition. 6. 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. If assumed structural loads are higher from those assumed, we must be contacted to confirm or revise the recommendations of this report. When reviewing our recommendations, it is important to note that 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 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. 4

8 Geotechnical Engineering Report Project No Innsbrook Dominion Boulevard Outparcel Henrico County, VA June 11, 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 moisture sensitive. If grading is conducted during a wet time period, soils will tend to rut and pump under rubber-tired traffic and provide poor subgrade support for foundations, floor slabs and pavements. Heavy rubbertired 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 the demolition of existing structures (where planned) and their foundations, removal of asphalt pavement and concrete within the construction limits (where planned), removal of existing trees, stumps, and roots, and removal of any other unsuitable materials. Existing stone may be left in place as a working surface provided that it is stable when proofrolled. Building debris, demolished asphalt pavement, and ground surface materials should be wasted from the site Subgrade Evaluation Exposed soil subgrades in areas to receive fill and those at finished subgrade 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 favorable. 6.2 Excavations We expect that excavations will extend through low to moderate consistency soils. Past experience indicates that these soils can be excavated by routine earth moving equipment. 5

9 Geotechnical Engineering Report Project No Innsbrook Dominion Boulevard Outparcel Henrico County, VA June 11, 2015 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. 6.3 Re-use of On-Site Materials as Structural Fill Soils encountered in the borings, excluding topsoil and those with more than 5 percent organics, should be suitable for re-use as structural fill, provided the moisture content can be properly controlled. Prevailing weather conditions will have a significant impact on the amount of moisture manipulation (i.e., drying or wetting) required prior to fill placement. 6.4 Fill Placement Structural fill should be free of debris, contain less than 5 percent organics, and have a maximum particle size of 3 inches. If any off-site borrow material is used, it should meet the material requirements above and have a plasticity index less than 20. Structural fill should be placed in maximum 8 to 10-inch loose lifts and compacted to at least 95 percent of the standard Proctor maximum dry density (ASTM D 698). The final 12 inches of structural fill relative to finished subgrade should be compacted to at least 98 percent of the standard Proctor maximum dry density. Structural fill should be maintained within 3 percent points of optimum moisture during placement and compaction. Site preparation, including fill placement and compaction, should be observed by a qualified soils technician working under the direction of the Geotechnical 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. 6.5 Building Foundation Recommendations For the purposes of our engineering analysis, we assumed the future building column loads will not exceed 50 kips. Based on this assumption and encountered subsurface conditions, the proposed building may be supported on shallow foundations design using an allowable bearing pressure of 3,000 psf. Wall footings and individual column footings should be at least 18 inches and 24 inches wide, respectively, to prevent localized shear failure that can occur with narrow footings. Due to presence of highly plastic soils, which could have relatively high shrink/swell potential, we recommend perimeter footings bear at least 36 inches below exterior finished grade. Interior footings may bear at 24 inches below finished exterior grade. Foundation excavations should be evaluated by the Geotechnical Engineer or his representative prior to reinforcing steel and concrete placement. The evaluation should involve probing of foundation bearing surfaces, advancing shallow hand auger borings, and dynamic cone 6

10 Geotechnical Engineering Report Project No Innsbrook Dominion Boulevard Outparcel Henrico County, VA June 11, 2015 penetrometer (DCP) testing. Where loose/soft soils exist at bearing elevations, overexcavation and stone replacement (with VDOT No. 57 stone) of foundation bearing soils will be required. If groundwater or surface water runoff collects in any excavation, it should be removed promptly. Care should be exercised during construction of foundations in order not to disturb bearing soils and reduce their bearing strength. Concrete for the footings should be placed as soon as practical following excavation. 6.6 Foundation Settlement We have estimated that total building settlement will be one inch or less if the building is supported on shallow foundations designed using an allowable bearing pressure of 3,000 psf. Based on our past experience, that magnitude of settlement should be tolerable. 6.7 Slab-On-Grade The slab-on-grade can be adequately supported on suitable in-place soils or well- compacted fill, provided the site preparation and fill placement procedures outlined in this report are implemented. It is our opinion that a modulus of subgrade reaction of 125 pci is applicable for slab-on-grade design. We recommend that building foundations be separated from the floor slabs to allow for relative movement. In addition, we recommend that a minimum of 6 inches of VDOT 21B stone be considered for placement beneath concrete slabs to provide an all-weather construction surface and greater uniformity in slab subgrade support. We recommend that the stone be compacted to at least 98 percent of its standard Proctor maximum dry density (ASTM D 698). Exposure to the environment and construction activities will weaken the floor slab subgrade soils. Therefore, we recommend that subgrade soils in slab areas be evaluated prior to crushed stone placement. If deterioration of soils has occurred, undercutting may be necessary. 6.8 Seismic Site Classification Based on our past experience, it is our opinion the site should be considered Seismic Site Classification D in accordance with the 2012 International Building Code (IBC). 6.9 Pavement Support Pavement analyses were performed to calculate the required thicknesses for on-site flexible pavements. Based on our past experience with soils similar to those encountered at this site, a design California Bearing Ratio (CBR) value of 4 percent was used for pavement design 7

11 Geotechnical Engineering Report Project No Innsbrook Dominion Boulevard Outparcel Henrico County, VA June 11, 2015 assuming the in-place subgrade soil is compacted to at least 98 percent of its standard Proctor maximum dry density. Pavement thickness design procedures are based on the AASHTO Guide for Design of Pavement Structures, 1993 and associated literature. The following is a summary of pavement design criteria used for this project. Heavy-Duty Pavement Based on the current layout, we assumed that there will be an average of 110 vehicles per day with this traffic consisting of one percent tractor trailers and three percent box trucks. Design parameters for this pavement section were as follows: ESAL factor of 1.5 (average value for arrivals and departures), a design life of 20 years, terminal serviceability = 2.5, reliability = 85%, initial serviceability = 4.2, standard deviation = 0.49 for flexible asphalt pavements. Light-Duty Pavement In areas not receiving delivery truck traffic, design parameters for this pavement section were as follows: a design life of 20 years, terminal serviceability = 2.5, reliability = 85%, initial serviceability = 4.2, standard deviation = 0.49 for flexible asphalt pavements. The following table provides our recommendations for asphalt pavements. Heavy-Duty Pavement Light-Duty Pavement 1.5 Inches VDOT SM-9.5A 3 Inches VDOT SM-9.5A (Placed in two lifts) 2.5 Inches VDOT IM-19.0A Inches VDOT 21B 8 Inches VDOT 21B Although our analysis was based on a 20 year design life, our experience indicates that an overlay may be needed in approximately 10 to 12 years due to normal weathering (oxidation) of the asphaltic concrete. Also, some areas could require repair in a shorter time period. All materials and construction methods should conform to the 2007 edition of the VDOT Roads 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. 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 INNSBROOK DOMINION BOULEVARD OUTPARCEL HENRICO COUNTY, VA FIGURE 1

15 K:\Geotechnical\PROJECTS\2015 Projects\36310 Innsbrook Commercial Site\Drafting\Boring Location Plan.dwg Plotted on 3/25/ :58 AM by Julian Ruffin SAN W SAN W B-01 W DOMINION BOULEVARD UGT UFO UGT UGP UGT UGT UFO UGP B-03 W B-04 UGP UGP UGP GW SAN UGP UGP OHU OHU OHU OHU OH UGT UGT WEST BROAD STREET OHU NAD 83 SCALE 1"=60' 0 60' 120' APPROXIMATE LOCATION OF TEST BORING 2 SHEET NO JOB NO. INNSBROOK DOMINION BOULEVARD OUTPARCEL HENRICO COUNTY - VIRGINIA BORING LOCATION PLAN AS SHOWN SCALE N. REEVES CHECKED BY N. REEVES DESIGNED BY J. RUFFIN DRAWN BY 3/17/2015 DATE DATE.. REVISION DESCRIPTION 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.

16 TG SUBSURFACE PROFILE V2.0 - GINT STD US LAB.GDT - 6/4/15 14:36 - K:\GEOTECHNICAL\PROJECTS\2015 PROJECTS\36310 INNSBROOK COMMERCIAL SITE\LOGS\INNSBROOK.GPJ Elevation (ft) Asphalt Clayey Sand Breccia B Lithology Symbols High Plasticity Clay Well-graded Gravel Silt Low Plasticity Clay Fill (made ground) Groundwater Symbols 13 At End of Drilling B-02 B-03 B-04 At 24 Hours Exploration Symbols B-01 (Exploration ID) (N-Value) 53% 98%(RQD REC) Distance Along Baseline (ft) Timmons Group 1001 Boulders Parkway, suite Innsbrook Dominion Boulevard Outparcel Henrico County, Virginia PROJECT NUMBER HORIZONTAL SCALE VERTICAL SCALE Fence Diagram DRAWN BY APPROVED BY DATE DRAWN FIGURE 3

17 APPENDIX B BORING LOGS

18 KEY TO BORING LOG TERMINOLOGY Relative Density Used for soils with less than 50% passing No. 200 sieve Consistency Used for soils with 50 percent or more passing No. 200 sieve Relative Density SPT N-Value SPT N-Value Consistency (blows/ft) (blows/foot) Very Loose 0 to 3 Very Soft 0 to 2 Loose 4 to 10 Soft 3 to 4 Medium Dense 11 to 30 Firm 4 to 8 Dense 31 to 49 Stiff 9 to 15 Very Dense Greater than 50 Very Stiff 15 to 30 Hard 31 to 49 Very Hard Greater than 50 Grain Size Terminology (U.S. Standard Sieves) Term Particle Size Boulder 12 inches + Cobble 3 to 12 inches Coarse Gravel ¾ to 3 inches Fine Gravel #4 to ¾ inches Coarse Sand #10 to #4 Medium Sand #40 to #10 Fine Sand #200 to #40 Silt and Clay <#200 Dry Moist Wet Natural Moisture Content Very little apparent moisture, dusty Damp, but no free water visible Visible free water, or in cohesive soil, clearly saturated

19 Timmons Group 1001 Boulders Parkway, suite BORING B-01 PAGE 1 OF 1 PROJECT NUMBER PROJECT NAME Innsbrook Dominion Boulevard Outparcel CLIENT Belleau Development PROJECT LOCATION Henrico County, Virginia DATE STARTED 24/3/15 COMPLETED 24/3/15 GROUND ELEVATION 277 ft HOLE DEPTH 20 feet DRILLING CONTRACTOR Fishburne Drilling, Inc. BOREHOLE WATER LEVELS: DRILLING METHOD Hollow Stem Auger AT END OF DRILLING ft / Elev ft LOGGED BY Julian Ruffin CHECKED BY AT 24 HOURS DRILLING --- NOTES CAVE DEPTH TG GEOTECH BH LOG V2.0 - GINT STD US LAB.GDT - 11/6/15 13:29 - K:\GEOTECHNICAL\PROJECTS\2015 PROJECTS\36310 INNSBROOK COMMERCIAL SITE\LOGS\INNSBROOK.GPJ DEPTH (ft) ELEVATION (ft) ASPHALT: (2 Inches) CRUSHED STONE: (2 Inches) CLAYEY SAND, (SC): gray, moist, medium dense SANDY SILT, (ML): gray, very stiff CLAYEY SAND, (SC): gray, fine to medium grained, moist, medium dense Light brown Wet, very loose Loose MATERIAL DESCRIPTION Bottom of borehole at 20.0 feet. SYMBOL SAMPLING BLOW COUNTS (N-VALUE) S-1, SPT (26) S-2, SPT (14) S-3, SPT (24) S-4, SPT (23) S-5, SPT (14) S-6, SPT (2) S-7, SPT (6) POCKET PEN. (tsf) LAB TESTS REMARKS

20 Timmons Group 1001 Boulders Parkway, suite BORING B-02 PAGE 1 OF 1 PROJECT NUMBER PROJECT NAME Innsbrook Dominion Boulevard Outparcel CLIENT Belleau Development PROJECT LOCATION Henrico County, Virginia DATE STARTED 24/3/15 COMPLETED 24/3/15 GROUND ELEVATION 278 ft HOLE DEPTH 20 feet DRILLING CONTRACTOR Fishburne Drilling, Inc. BOREHOLE WATER LEVELS: DRILLING METHOD Hollow Stem Auger AT END OF DRILLING 4.00 ft / Elev ft LOGGED BY Julian Ruffin CHECKED BY AT 24 HOURS DRILLING --- NOTES CAVE DEPTH TG GEOTECH BH LOG V2.0 - GINT STD US LAB.GDT - 11/6/15 13:29 - K:\GEOTECHNICAL\PROJECTS\2015 PROJECTS\36310 INNSBROOK COMMERCIAL SITE\LOGS\INNSBROOK.GPJ DEPTH (ft) ELEVATION (ft) ASPHALT: (3 Inches) CRUSHED STONE: (6 Inches) SANDY LEAN CLAY, (CL): gray, moist, stiff CLAYEY SAND, (SC): gray, fine to medium grained, moist, medium dense SANDY FAT CLAY, (CH): gray, moist, very stiff (CH): stiff MATERIAL DESCRIPTION CLAYEY SAND, (SC): brown, fine to medium grained, moist, loose Bottom of borehole at 20.0 feet. SYMBOL SAMPLING BLOW COUNTS (N-VALUE) S-1, SPT (12) S-2, SPT (15) S-3, SPT (18) S-4, SPT (13) S-5, SPT (4) S-6, SPT (5) POCKET PEN. (tsf) LAB TESTS REMARKS

21 Timmons Group 1001 Boulders Parkway, suite BORING B-03 PAGE 1 OF 1 PROJECT NUMBER PROJECT NAME Innsbrook Dominion Boulevard Outparcel CLIENT Belleau Development PROJECT LOCATION Henrico County, Virginia DATE STARTED 24/3/15 COMPLETED 24/3/15 GROUND ELEVATION 278 ft HOLE DEPTH 20 feet DRILLING CONTRACTOR Fishburne Drilling, Inc. BOREHOLE WATER LEVELS: DRILLING METHOD Hollow Stem Auger AT END OF DRILLING ft / Elev ft LOGGED BY Julian Ruffin CHECKED BY AT 24 HOURS DRILLING --- NOTES CAVE DEPTH TG GEOTECH BH LOG V2.0 - GINT STD US LAB.GDT - 11/6/15 13:29 - K:\GEOTECHNICAL\PROJECTS\2015 PROJECTS\36310 INNSBROOK COMMERCIAL SITE\LOGS\INNSBROOK.GPJ DEPTH (ft) ELEVATION (ft) ASPHALT: (5 Inches) CRUSHED STONE: (2 Inches) SANDY FAT CLAY, (CH): grayish brown, moist, medium stiff, fill SANDY LEAN CLAY, (CL): gray, moist, stiff CLAYEY SAND, (SC): gray, fine to medium grained, moist, medium dense SANDY LEAN CLAY, (CL): gray, moist, very stiff CLAYEY SAND, (SC): brown, fine to medium grained, moist, medium dense Loose MATERIAL DESCRIPTION Bottom of borehole at 20.0 feet. SYMBOL SAMPLING BLOW COUNTS (N-VALUE) S-1, SPT (8) S-2, SPT (14) S-3, SPT (20) S-4, SPT (23) S-5, SPT (18) S-6, SPT (4) S-7, SPT (9) POCKET PEN. (tsf) LAB TESTS REMARKS

22 Timmons Group 1001 Boulders Parkway, suite BORING B-04 PAGE 1 OF 1 PROJECT NUMBER PROJECT NAME Innsbrook Dominion Boulevard Outparcel CLIENT Belleau Development PROJECT LOCATION Henrico County, Virginia DATE STARTED 24/3/15 COMPLETED 24/3/15 GROUND ELEVATION 278 ft HOLE DEPTH 20 feet DRILLING CONTRACTOR Fishburne Drilling, Inc. BOREHOLE WATER LEVELS: DRILLING METHOD Hollow Stem Auger AT END OF DRILLING ft / Elev ft LOGGED BY Julian Ruffin CHECKED BY AT 24 HOURS DRILLING --- NOTES CAVE DEPTH TG GEOTECH BH LOG V2.0 - GINT STD US LAB.GDT - 11/6/15 13:29 - K:\GEOTECHNICAL\PROJECTS\2015 PROJECTS\36310 INNSBROOK COMMERCIAL SITE\LOGS\INNSBROOK.GPJ DEPTH (ft) ELEVATION (ft) ASPHALT: (3 Inches) CRUSHED STONE: (3 Inches) SANDY FAT CLAY, (CH): gray, moist, stiff SANDY ELASTIC SILT, (MH): gray, moist, very stiff CLAYEY SAND, (SC): brown, fine to medium grained, moist, medium dense Loose MATERIAL DESCRIPTION Bottom of borehole at 20.0 feet. SYMBOL SAMPLING BLOW COUNTS (N-VALUE) S-1, SPT (16) S-2, SPT (11) S-3, SPT (15) S-4, SPT (20) S-5, SPT (13) S-6, SPT (7) S-7, SPT (4) POCKET PEN. (tsf) LAB TESTS REMARKS

23 APPENDIX C LABORATORY TEST RESULTS

24 GRAIN SIZE DISTRIBUTION TEST REPORT Project Number Project Name Location Innsbrook Dominion Blvd. Outparcel 01/ 2-4 Liquid Limit Plastic Index USCS AASHTO SC A-6 (4.4) Percent Gravel Percent Sand Percent Silt and Clay 0.2% 50.6% 49.2% Material Description Clayey SAND Natural Moisture 16.7% SPT Blow Counts Grain Size Distribution 100 #4 #10 #40 # Percent Finer Grain Size - mm DATE 3/31/15 FIGURE NUMBER GS4

25 GRAIN SIZE DISTRIBUTION TEST REPORT Project Number Project Name Location Innsbrook Dominion Blvd. Outparcel 02/ 2-4 Liquid Limit Plastic Index USCS AASHTO CL A-7-6 (6.9) Percent Gravel Percent Sand Percent Silt and Clay 0.0% 46.9% 53.1% Material Description Sandy Lean CLAY Natural Moisture 15.8% SPT Blow Counts Grain Size Distribution 100 #4 #10 #40 # Percent Finer Grain Size - mm DATE 3/31/15 FIGURE NUMBER GS4

26 GRAIN SIZE DISTRIBUTION TEST REPORT Project Number Project Name Location Innsbrook Dominion Blvd. Outparcel 04/ 4-6 Liquid Limit Plastic Index USCS AASHTO CH A-7-5 (10.4) Percent Gravel Percent Sand Percent Silt and Clay 0.0% 35.5% 64.5% Material Description Sandy Fat CLAY Natural Moisture 28.6% SPT Blow Counts Grain Size Distribution 100 #4 #10 #40 # Percent Finer Grain Size - mm DATE 3/31/15 FIGURE NUMBER GS4