REPORT OF PRELIMINARY SUBSURFACE EXPLORATION. VCU Basketball Practice Facility 1300/1328 West Marshall Street City of Richmond, Virginia.

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1 REPORT OF PRELIMINARY SUBSURFACE EXPLORATION VCU Basketball Practice Facility 100/18 West Marshall Street City of Richmond, Virginia For Mr. Carl F. Purdin, AIA Assistant Director of Design Services VCU Facilities Management P.O. Box 80 Richmond, Virginia 8 February 1, 1

2 February 1, 1 Mr. Carl F. Purdin, AIA Assistant Director of Design Services VCU Facilities Management P.O. Box 80 Richmond, Virginia 8 ECS Project No.: 0: Reference: Report of Preliminary Subsurface Exploration VCU Basketball Practice Facility 100/18 West Marshall Street City of Richmond, Virginia Dear Mr. Purdin: ECS Mid-Atlantic, LLC (ECS) is pleased to submit this report of preliminary subsurface exploration for the for the proposed Basketball Practice Facility project to be located on the north side of West Marshall Street between Norton Street and Kinney Street in the City of Richmond, Virginia. Submitted herein are the results of our soil test borings and laboratory analyses. We have appreciated the opportunity to provide Virginia Commonwealth University with our professional consulting services during the planning phase of this project. If you should have any questions regarding the information contained in the accompanying report or if we can be of further assistance, please do not hesitate to contact us. Respectfully, ECS MID-ATLANTIC, LLC David J. Schlotterer, L.P.S.S., A.O.S.E. Senior Project Manager Robert C. Moss, P.E. Branch Manager/Principal Engineer

3 Report of Preliminary Subsurface Exploration VCU Basketball Practice Facility 100/18 West Marshall Street City of Richmond, Virginia TABLE OF CONTENTS 1.0 PROJECT OVERVIEW Purpose of Exploration 1 1. Scope of Work 1.0 EXPLORATION PROCEDURES 1.1 Exploration Procedures 1. Laboratory Testing Program.0 EXPLORATION RESULTS.1 Site Characteristics. Regional and Site Geology. Subsurface Conditions. Seismic Site Classification.0 CLOSING APPENDICES APPENDIX I Boring Location Diagram APPENDIX II Soil Test Boring Logs Generalized Subsurface Soil Profiles APPENDIX III Unified Soil Classification System Reference Notes for Boring Logs APPENDIX IV Summary of Laboratory Test Data

4 REPORT Preliminary Subsurface Exploration PROJECT VCU Basketball Practice Facility 100/18 West Marshall Street City of Richmond, Virginia PREPARED FOR Mr. Carl F. Purdin, AIA Assistant Director of Design Services VCU Facilities Management P.O. Box 80 Richmond, Virginia 8 PREPARED BY ECS Mid-Atlantic, LLC -D North Hamilton Street Richmond, Virginia 0 ECS PROJECT NO. 0: DATE February 1, 1

5 1.0 PROJECT OVERVIEW 1.1 Purpose of Exploration The purpose of this preliminary exploration was to provide the subsurface information and supporting laboratory data to be used by the design build teams in cost planning of the proposed project. In this regard, detailed geotechnical design recommendations are not provided in this report. It is expected that a final geotechnical report will be prepared to support development of final design drawings. 1. Scope of Work The professional consulting services for this project were performed in accordance with our Proposal No. 0:-GP dated January, 1, and the Memorandum of Understanding contract dated January 1, 1, authorized by Mr. Carl F. Purdin, AIA of Virginia Commonwealth University (VCU). In preparing this report, ECS Mid-Atlantic, LLC (ECS) did not receive project drawings, schematics, or site plans. Boring locations were proposed by ECS considering access limitations due to the presence of existing buildings on the site. The subsurface exploration was conducted on February 1, 1, and 18, 1, by completing a total of eight (8) soil test borings (B-1 through B-8) to depths ranging from to 0 feet below existing surface elevations. The soil test borings were completed within the approximate limits of the anticipated building and associated site improvements. Samples recovered during our subsurface exploration program were returned to our laboratory for visual classifications and laboratory testing. The subsurface information and laboratory test results are included in this report. No investigation for the presence of contamination of the soil, water, or air at or around this site was performed as part of this study. The subsurface information contained herein was developed from the data obtained from the soil test borings which indicate subsurface conditions at these specific locations at the time of the exploration. Subsurface conditions are expected to vary between borings..1 Exploration Procedures.0 EXPLORATION PROCEDURES The locations of the soil test borings indicated on the Boring Location Diagram of Appendix I were determined in the field by ECS personnel by measuring distances from existing field reference points. Actual boring locations were adjusted in the field so as to avoid buried and overhead utilities, parked vehicles, and other obstructions. In this regard, the ECS boring locations are considered approximate.

6 VCU Basketball Training Facility ECS Project No. 0: Page The soil test borings were advanced with a truck-mounted auger drill rig which utilized continuous flight, hollow stem augers to advance the boreholes. Drilling services were provided by EarthCon, Inc. of Lanexa, Virginia. Representative samples were obtained from the soil test borings by means of the splitbarrel sampling procedure in accordance with ASTM Specification D 18-, (Standard Test Method for Penetration Test and Split-Barrel Sampling of Soils). Soil samples were collected continuously to a depth of feet and at foot intervals thereafter. In the Standard Penetration Test (SPT) procedure, a inch O.D., split barrel sampler is driven into a soil a distance of inches by a 10-pound hammer falling 0 inches. The first - inch depth increment is considered the seating interval. The number of blows required to drive the sampler through the next two -inch intervals is designated the standard penetration or N value and is indicated for each sample on the boring logs. After recovery, representative portions of each sample were removed from the sampler, visually classified by a soil scientist, and placed in sealed glass jars. Field logs of the soils encountered in the soil test borings were maintained by the drill crew. The samples were taken to our laboratory for classification in accordance with ASTM D [Standard Practice for Description and Identification of Soil (Visual-Manual Procedure)] and laboratory testing. The various soil types were grouped into the major zones noted on the boring logs. The stratification lines designating the interfaces between earth materials on the boring logs are approximate; in situ, the transitions may be gradual. The soil samples will be retained in our laboratory for a period of 0 days after the date of this report, after which, they will be discarded unless other written instructions are received as to their disposition. Individual soil test boring logs are included in Appendix II of this report. An explanation of the Unified Soil Classification System and Reference Notes for the Boring Logs are included in Appendix III of this report.. Laboratory Testing Program A professional soil scientist visually classified each soil sample from the soil test borings on the basis of texture and plasticity in accordance with the Unified Soil Classification System (USCS) and ASTM D88-00 (Description and Identification of Soils- Visual/Manual Procedures). An explanation of the USCS is included in Appendix III of this report. The group symbols for each soil type are indicated in parentheses following the soil descriptions on the boring logs. Representative jar samples were selected and subjected to classification testing consisting of natural moisture content, gradation (#0 wash), and Atterberg Limits analyses. A summary of the laboratory test data is included in Appendix IV of this report.

7 VCU Basketball Training Facility ECS Project No. 0: Page.0 EXPLORATION RESULTS.1 Site Characteristics The project site is located in the city block bound to the southwest by West Marshall Street, to the northeast by East Clay Street, to the southeast by Norton Street, and to the northwest by Kinney Street in the City of Richmond, Virginia. The site is contained in that half of the block fronting West Marshall Street. At the time this report was prepared, the project site consisted of two parcels containing an 8,800 square foot building and a,800 square foot building. Most of the remainder of the two parcels was paved. The project site is located in an area which has been developed since before 100. Typical construction in this area consisted of brick houses and businesses. Historical information obtained by ECS indicates that the site once contained residential and commercial buildings which were demolished prior to development of the current commercial buildings. The current buildings were constructed ca. 1 and 11. Much of the site contains several feet of FILL, which appears to include debris from the demolition of previous site structures. Some of the structures may have contained basements, as evidenced by building rubble encountered to a depth of approximately. feet in one soil test boring and to shallower depths elsewhere.. Regional and Site Geology The project site is located on The Fall Line in downtown Richmond, Virginia. The Fall Line marks the northeast-southwest trending zone in the Mid-Atlantic States where mostly metamorphic and igneous bedrock of the Piedmont dipping down to the southeast submerges below the sediments of the Coastal Plain. To the west, the soil stratigraphy is dominated by soil residuum of the underlying rocks and by rock outcrops. To the east, the soil stratigraphy is dominated by Sands, Silts, and Clays deposited by advancing and retreating ocean/estuarine shore lines over the past million years. The dominant bedrock in the project area is Petersburg Granite of the Precambrian Era. This granite is associated with a series of plutons which intruded into older metamorphic rocks 0 million years ago. Exposed in the channel of the James River about one mile south, bedrock is expected to underlie the project site at depths in excess of 80 to 0 feet below the surface. Over the past million years, advances and retreats of the ocean shoreline, corresponding to formation and dissipation of northern glaciers, deposited marine and fluvio-alluvial sediments over the Petersburg Granite base rock. In late Miocene to Pliocene times, about million years ago, an advancing ocean submerged the Richmond area and deposited Clay, Silt, and Sand of the Lower Chesapeake Group in a near shore, marine environment. These deposits are known locally as Miocene Clay. During following ocean regressions, sea level fell some 0 or more feet below its present level, and streams cut deeply into the then exposed Lower Chesapeake Group soils. Between these erosion features, these soils, although eroded to some 0 feet or more below their

8 VCU Basketball Training Facility ECS Project No. 0: Page original surface, remained as intervening high ground. Later ocean advances during Pliocene times million years ago and less capped the older and eroded surface of the Lower Chesapeake Group soils with primarily Sands, Gravels, and Clays in fluvial, nearshore, and strandline environments. The thickness of these mid to late Tertiary Period deposits varies with undulations in the eroded Miocene surface. These Tertiary deposits are geologically mapped as the dominant soil type in the area. Much of the project site is covered with shallow uncontrolled FILL encountered to depths between approximately and. feet below existing surface elevations. Tertiary Clays, Sands, and Gravels were encountered below the FILL to boring termination at 0 feet in the deepest borings. Rock was not encountered in the 0-foot depths explored.. Subsurface Conditions Soil Conditions Surface Cover: The soil test borings encountered asphalt pavements over an aggregate base course, with organic topsoil in landscaped areas. The asphalt depths encountered across the area explored ranged between approximately 1 and inches, and the aggregate base course material ranged in depth between approximately 1 and inches. Topsoil depths ranged between and inches. Surficial gravel was encountered to a depth of 1 inches in soil test boring B-. Stratum S1: Where encountered in soil test borings B-, B-, B-, B-, and B-, this stratum ranged in thickness from to. feet. Deeper FILL may represent areas where basements were present. This stratum consisted of man-placed FILL generally comprised of Silty SAND (SM), Clayey SAND (SC), CLAY (CL and CH), and RUBBLE (GP) consisting of concrete and brick fragments of variable size. The FILL soils also contained varying amounts of gravel and crushed stone. SPT N-Values in the FILL ranged between blows per foot (bpf) and 0 blows in 1 inch, although elevated N-values may reflect the presence of hard debris such as brick and concrete. It should be noted that boring B- encountered auger refusal in concrete and brick rubble at a depth of feet. The drill rig was offset approximately feet and an auger probe also refused at feet in apparent rubble. Stratum S: This stratum consisted of Tertiary deposits which extended from directly below the surface cover or FILL to the maximum boring termination depth of 0 feet. Soils in this stratum consisted of mixed deposits of Poorly Graded fine to coarse SAND (SP-SM) and Clayey SAND (SC) that contained variable amounts of gravel. Layers of fine-grained CLAY (CL) were encountered at the top of this stratum. The SPT N-values generally increased with depth through these deposits ranging from greater than bpf in the first to feet to greater than bpf below this depth. Spoon refusal, taken as an N-value of 0 blows without significant penetration was encountered at a depth of 8 feet at boring B-. This refusal was likely due to the presence of gravel. In boring B-, a relatively low SPT N-value of bpf was encountered at sampling depths between and feet.

9 VCU Basketball Training Facility ECS Project No. 0: Page Groundwater Conditions Observations for groundwater were made during sampling and upon completion of the drilling operations at each boring location. The presence of restrictive, less permeable layers may result in perching of groundwater above the actual level of the groundwater table, particularly in the rubble FILL. It appears that the groundwater table is located below a depth of about 18 feet while zones of perched water may be present above this depth. It is noted that groundwater levels are influenced by seasonal conditions and periods of significant precipitation or prolonged drought. In order to refine the observed level of the groundwater table, temporary piezometers could be employed. The following table summarizes surface cover, FILL depths, and groundwater depths encountered at the boring locations. Boring No. Boring Depth (ft) Topsoil Thickness (in) Asphalt Thickness (in) Aggregate Base Course Thickness (in) FILL Depth (ft) Groundwater Table Contact Depth (ft) B B None to B B None to B B- - - None to B B Note: 1 - This material consisted of gravel or crushed stone pavement.. Seismic Site Classification The Seismic Site Class is defined based on the SPT N bar in the upper 0 feet of the soil profile as described in Table.. of the IBC 0. Based on the SPT N-Values obtained from the borings and our experience with seismic testing in this geologic environment, it is our opinion that the site is of Seismic Site Class D. In-situ shear wave velocity testing can be employed by the design team to confirm this.

10 VCU Basketball Training Facility ECS Project No. 0: Page.0 CLOSING The purpose of this preliminary exploration was to provide the subsurface information and supporting laboratory data to be used by the design build teams in cost planning of the proposed project. It is expected that a final geotechnical report will be prepared to support development of final design drawings. This report has been prepared for the use of the client for specific application to the project described herein. Our findings have been rendered in a manner consistent with the level and skill ordinarily exercised by members of the geotechnical engineering profession in the Commonwealth of Virginia. No warranty is expressed or implied. ECS is not responsible for the conclusions, opinions, or recommendations of others made based on the data in this report.

11 APPENDICES APPENDIX I Boring Location Diagram APPENDIX II Soil Test Boring Logs Generalized Subsurface Soil Profiles APPENDIX III Unified Soil Classification System Reference Notes for Boring Logs APPENDIX IV Summary of Laboratory Test Data

12 APPENDIX I BORING LOCATION DIAGRAM

13 BORING LOCATION DIAGRAM VCU Basketball Practice Facility 100/18 West Marshall Street Richmond, Virginia ECS Project No.: 0: B- (0 ) B- ( ) B-8 (0 ) B- ( ) B- ( ) B- ( ) B- (0 ) B-1 (0 ) - Approximate Boring Location

14 APPENDIX II SOIL TEST BORING LOGS AND GENERALIZED SUBSURFACE SOIL PROFILES

15 CLIENT JOB # BORING # SHEET VCU Facilities Management PROJECT NAME Basketball Practice Facility Geotechnical Investigation SITE LOCATION ARCHITECT-ENGINEER B-1 1 OF CALIBRATED PENETROMETER TONS/FT 100 W Marshall St, City of Richmond, Virginia NORTHING EASTING STATION 1 + ROCK QUALITY DESIGNATION & RECOVERY RQD% REC.% % 0% 0% 80% 0% DEPTH (FT) 0 SAMPLE NO. S-1 S- S- S- S- SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION Asphalt Depth ["], ABC Stone Depth ["] Clayey fine to medium SAND, brownish red, moist, loose (SC) Clayey fine to coarse SAND, mottled reddish brown, tan, and light gray, moist, loose (SC) Clayey fine to coarse SAND, with gravel, mottled, orangish brown and light gray, moist, medium dense (SC) ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/" PLASTIC WATER CONTENT % LIQUID STANDARD PENETRATION BLOWS/FT S- 1.0 S- Poorly graded fine to coarse SAND, with silt and gravel, mottled, orangish brown and light gray, moist to wet [below '], loose to dense (SP- SM) S S CONTINUED ON NEXT PAGE. THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL.0' WS WD BORING STARTED 0/1/1 WL(BCR) WL(ACR) BORING COMPLETED 0/1/1 CAVE IN WL RIG CME B FOREMAN R. Scott DRILLING METHOD HSA

16 CLIENT JOB # BORING # SHEET VCU Facilities Management PROJECT NAME Basketball Practice Facility Geotechnical Investigation SITE LOCATION ARCHITECT-ENGINEER B-1 OF CALIBRATED PENETROMETER TONS/FT 100 W Marshall St, City of Richmond, Virginia NORTHING EASTING STATION 1 + ROCK QUALITY DESIGNATION & RECOVERY RQD% REC.% % 0% 0% 80% 0% DEPTH (FT) SAMPLE NO. S- SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) 1 DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION Poorly graded fine to coarse SAND, with silt and gravel, mottled, orangish brown and light gray, moist to wet [below '], loose to dense (SP- SM) ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/" PLASTIC 1. WATER CONTENT % LIQUID STANDARD PENETRATION BLOWS/FT S S S-1 1 END OF 0.00' 0 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL.0' WS WD BORING STARTED 0/1/1 WL(BCR) WL(ACR) BORING COMPLETED 0/1/1 CAVE IN WL RIG CME B FOREMAN R. Scott DRILLING METHOD HSA

17 CLIENT JOB # BORING # SHEET VCU Facilities Management PROJECT NAME Basketball Practice Facility Geotechnical Investigation SITE LOCATION ARCHITECT-ENGINEER B- 1 OF 1 CALIBRATED PENETROMETER TONS/FT 100 W Marshall St, City of Richmond, Virginia NORTHING EASTING STATION 1 + ROCK QUALITY DESIGNATION & RECOVERY RQD% REC.% % 0% 0% 80% 0% DEPTH (FT) 0 SAMPLE NO. S-1 S- SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) 1 DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION Asphalt Depth ["], ABC Stone Depth [1"] FILL - BRICK AND CONCRETE RUBBLE, red and gray, moist, medium dense to very dense (GP FILL) AUGER ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/" 8 PLASTIC STANDARD PENETRATION BLOWS/FT WATER CONTENT % LIQUID 1 0 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL DRY WS WD BORING STARTED 0/18/1 WL(BCR) WL(ACR) BORING COMPLETED 0/18/1 CAVE IN DEPTH None WL RIG CME B FOREMAN R. Scott DRILLING METHOD HSA

18 CLIENT JOB # BORING # SHEET VCU Facilities Management PROJECT NAME Basketball Practice Facility Geotechnical Investigation SITE LOCATION ARCHITECT-ENGINEER B- 1 OF 1 CALIBRATED PENETROMETER TONS/FT 100 W Marshall St, City of Richmond, Virginia NORTHING EASTING STATION 1 + ROCK QUALITY DESIGNATION & RECOVERY RQD% REC.% % 0% 0% 80% 0% DEPTH (FT) 0 SAMPLE NO. S-1 S- S- S- SAMPLE TYPE SAMPLE DIST. (IN) 1 RECOVERY (IN) 1 1 DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION Topsoil Depth ["] FILL - Clayey fine to medium SAND, contains brick and asphalt fragments, brownish orange and black, moist, loose (SC FILL) FILL - Silty fine to coarse SAND, contains concrete and brick fragments, brown and red, moist, very dense (SM FILL) FILL - CONCRETE AND BRICK RUBBLE, gray and red, moist, very dense to medium dense (GP FILL) ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/" 1 0 0/1 0/1 PLASTIC STANDARD PENETRATION BLOWS/FT WATER CONTENT % 0/1 0/1 LIQUID S S- Poorly Graded fine to coarse SAND, with silt and gravel, light red and white, moist to wet, medium dense (SM) 1 18 S- 1 END OF THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 18.0' WS WD BORING STARTED 0/1/1 WL(BCR) WL(ACR) BORING COMPLETED 0/1/1 CAVE IN 1.0' WL RIG CME B FOREMAN R. Scott DRILLING METHOD HSA

19 CLIENT JOB # BORING # SHEET VCU Facilities Management PROJECT NAME Basketball Practice Facility Geotechnical Investigation SITE LOCATION ARCHITECT-ENGINEER B- 1 OF 1 CALIBRATED PENETROMETER TONS/FT 100 W Marshall St, City of Richmond, Virginia NORTHING EASTING STATION 1 + ROCK QUALITY DESIGNATION & RECOVERY RQD% REC.% % 0% 0% 80% 0% DEPTH (FT) 0 SAMPLE NO. S-1 S- S- S- S- SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION Asphalt Depth [1"] FILL - Sandy Lean CLAY, contains crushed stone, brown and dark gray, moist, stiff (CL FILL) Clayey fine to medium SAND, mottled orangish brown and yellow, moist, loose (SC) Clayey fine to coarse SAND, trace gravel, mottled yellowish brown, red, and light gray, moist, loose to medium dense (SC) ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/" PLASTIC WATER CONTENT % LIQUID STANDARD PENETRATION BLOWS/FT Clayey fine to coarse SAND, with gravel, red and light gray, moist, dense (SC) 1 S S- Poorly graded fine to coarse SAND, with silt and gravel, red and light gray, moist, medium dense (SP-SM) END OF THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL DRY WS WD BORING STARTED 0/1/1 WL(BCR) WL(ACR) BORING COMPLETED 0/1/1 CAVE IN 1.0' WL RIG CME B FOREMAN R. Scott DRILLING METHOD HSA

20 CLIENT JOB # BORING # SHEET VCU Facilities Management PROJECT NAME Basketball Practice Facility Geotechnical Investigation SITE LOCATION ARCHITECT-ENGINEER B- 1 OF CALIBRATED PENETROMETER TONS/FT 100 W Marshall St, City of Richmond, Virginia NORTHING EASTING STATION 1 + ROCK QUALITY DESIGNATION & RECOVERY RQD% REC.% % 0% 0% 80% 0% DEPTH (FT) 0 SAMPLE NO. S-1 S- S- S- S- SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION Topsoil Depth ["] FILL - Sandy Fat CLAY, brownish red and dark gray, moist, soft (CH FILL) FILL - Sandy Lean CLAY, contains concrete fragments, brownish red and dark gray, moist, soft (CL FILL) Sandy Lean CLAY, brownish red with light gray mottles, moist, very stiff (CL) ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/" PLASTIC 1 WATER CONTENT % LIQUID STANDARD PENETRATION BLOWS/FT S- 1 Poorly graded fine to coarse SAND, with silt and gravel, reddish brown and light gray, moist to wet [below '], very loose to dense (SP-SM) S S S CONTINUED ON NEXT PAGE. THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL.0' WS WD BORING STARTED 0/1/1 WL(BCR) WL(ACR) BORING COMPLETED 0/1/1 CAVE IN WL RIG CME B FOREMAN R. Scott DRILLING METHOD HSA

21 CLIENT JOB # BORING # SHEET VCU Facilities Management PROJECT NAME Basketball Practice Facility Geotechnical Investigation SITE LOCATION ARCHITECT-ENGINEER B- OF CALIBRATED PENETROMETER TONS/FT 100 W Marshall St, City of Richmond, Virginia NORTHING EASTING STATION 1 + ROCK QUALITY DESIGNATION & RECOVERY RQD% REC.% % 0% 0% 80% 0% DEPTH (FT) SAMPLE NO. SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION Poorly graded fine to coarse SAND, with silt and gravel, reddish brown and light gray, moist to wet [below '], very loose to dense (SP-SM) ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/" PLASTIC WATER CONTENT % LIQUID STANDARD PENETRATION BLOWS/FT S- 0 S Clayey fine to coarse SAND, trace gravel, orangish brown, saturated, medium dense (SC) S S SPOON 8.00' 0/0 0/0 0 0 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL.0' WS WD BORING STARTED 0/1/1 WL(BCR) WL(ACR) BORING COMPLETED 0/1/1 CAVE IN WL RIG CME B FOREMAN R. Scott DRILLING METHOD HSA

22 CLIENT JOB # BORING # SHEET VCU Facilities Management PROJECT NAME Basketball Practice Facility Geotechnical Investigation SITE LOCATION ARCHITECT-ENGINEER B- 1 OF 1 CALIBRATED PENETROMETER TONS/FT 100 W Marshall St, City of Richmond, Virginia NORTHING EASTING STATION 1 + ROCK QUALITY DESIGNATION & RECOVERY RQD% REC.% % 0% 0% 80% 0% DEPTH (FT) 0 SAMPLE NO. S-1 S- S- S- S- SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION Topsoil Depth ["] FILL - Sandy Lean CLAY, contains brick fragments, brown, dark gray, and red, moist, medium stiff (CL FILL) Clayey fine to medium SAND, red, moist, loose (SC) Clayey fine to coarse SAND, trace gravel, yellowish brown and brownish red, moist, loose to dense (SC) ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/" 8 PLASTIC WATER CONTENT % LIQUID STANDARD PENETRATION BLOWS/FT S- 1 S- END OF THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL DRY WS WD BORING STARTED 0/18/1 WL(BCR) WL(ACR) BORING COMPLETED 0/18/1 CAVE IN 1.0' WL RIG CME B FOREMAN R. Scott DRILLING METHOD HSA

23 CLIENT JOB # BORING # SHEET VCU Facilities Management PROJECT NAME Basketball Practice Facility Geotechnical Investigation SITE LOCATION ARCHITECT-ENGINEER B- 1 OF 1 CALIBRATED PENETROMETER TONS/FT 100 W Marshall St, City of Richmond, Virginia NORTHING EASTING STATION 1 + ROCK QUALITY DESIGNATION & RECOVERY RQD% REC.% % 0% 0% 80% 0% DEPTH (FT) 0 SAMPLE NO. S-1 S- S- S- S- SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION Gravel Depth [1"] Sandy Lean CLAY, red with light gray mottles below feet, moist, very stiff to stiff (CL) Clayey fine to coarse SAND, with gravel, red and white, moist, dense (SC) ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/" PLASTIC 1 WATER CONTENT % LIQUID STANDARD PENETRATION BLOWS/FT S S- 1 Poorly graded fine to coarse SAND, with gravel, orangish brown and white, wet [below 18'], dense (SP-SM) END OF THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 18.0' WS WD BORING STARTED 0/18/1 WL(BCR) WL(ACR) BORING COMPLETED 0/18/1 CAVE IN 1.8' WL RIG CME B FOREMAN R. Scott DRILLING METHOD HSA

24 CLIENT JOB # BORING # SHEET VCU Facilities Management PROJECT NAME Basketball Practice Facility Geotechnical Investigation SITE LOCATION ARCHITECT-ENGINEER B-8 1 OF CALIBRATED PENETROMETER TONS/FT 100 W Marshall St, City of Richmond, Virginia NORTHING EASTING STATION 1 + ROCK QUALITY DESIGNATION & RECOVERY RQD% REC.% % 0% 0% 80% 0% DEPTH (FT) 0 SAMPLE NO. S-1 S- S- S- S- SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION Asphalt Depth ["], ABC Stone Depth ["] Clayey fine to coarse SAND, red, moist, loose (SC) Clayey fine to coarse SAND, with gravel, brownish red and light gray, moist, medium dense (SC) Poorly graded fine to coarse SAND, with gravel, light red and white, moist to saturated [below 18'], loose to medium dense (SM) ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/" 1 8 PLASTIC 1 WATER CONTENT % LIQUID STANDARD PENETRATION BLOWS/FT S- 8 1 S S S CONTINUED ON NEXT PAGE. THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 18.0' WS WD BORING STARTED 0/18/1 WL(BCR) WL(ACR) BORING COMPLETED 0/18/1 CAVE IN WL RIG CME B FOREMAN R. Scott DRILLING METHOD HSA

25 CLIENT JOB # BORING # SHEET VCU Facilities Management PROJECT NAME Basketball Practice Facility Geotechnical Investigation SITE LOCATION ARCHITECT-ENGINEER B-8 OF CALIBRATED PENETROMETER TONS/FT 100 W Marshall St, City of Richmond, Virginia NORTHING EASTING STATION 1 + ROCK QUALITY DESIGNATION & RECOVERY RQD% REC.% % 0% 0% 80% 0% DEPTH (FT) SAMPLE NO. SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION Poorly graded fine to coarse SAND, with gravel, light red and white, moist to saturated [below 18'], loose to medium dense (SM) ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/" PLASTIC WATER CONTENT % LIQUID STANDARD PENETRATION BLOWS/FT S S S-1 Clayey fine to coarse SAND, with gravel, orangish brown, saturated, medium dense to dense (SC) 18 0 S-1 END OF 0.00' THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 18.0' WS WD BORING STARTED 0/18/1 WL(BCR) WL(ACR) BORING COMPLETED 0/18/1 CAVE IN WL RIG CME B FOREMAN R. Scott DRILLING METHOD HSA

26 0 8 1 B-1 SC 18 1 B- AUGER ' GP FILL 0/1 0/1 1 B- SC FILL SM FILL GP FILL 1 8 B- CL FILL SC 1 B- CH FILL CL FILL CL 1 B- CL FILL SC 1 B- CL 1 B-8 SC 0 18 SM SP-SM 8 1 SP-SM 1 SC SM 1 SM Depth in Feet 0 1 SP-SM END OF ' END OF ' 0 END OF ' END OF ' Depth in Feet SC SC 0 END OF 0' 0/0 SPOON 8' END OF 0' GENERALIZED SUBSURFACE SOIL PROFILE NOTES: 1 SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION. PENETRATION TEST RESISTANCE IN BLOWS PER FOOT (ASTM D18). HORIZONTAL DISTANCES ARE NOT TO SCALE. Basketball Practice Facility Geotechnical Investigation VCU Facilities Management 100 W Marshall St, City of Richmond, Virginia PROJECT NO.: DATE: /1/1 VERTICAL SCALE: 1"='

27 APPENDIX III UNIFIED SOIL CLAIFICATION SYSTEM AND REFERENCE NOTES FOR BORING LOGS

28 UNIFIED SOIL CLAIFICATION SYSTEM (ASTM D-8) Coarse-grained soils (More than half of material is larger than No. 0 Sieve size) Major Divisions Gravels (More than half of coarse fraction is larger than No. sieve size) Sands (More than half of coarse fraction is smaller than No. sieve size) Clean gravels (Little or no fines) Gravels with fines (Appreciable amount of fines) Clean sands (Little or no fines) Sands with fines (Appreciable amount o fines) Group Symbols GM a SM a GW GP GC SW SP SC d u d u Typical Names Well-graded gravels, gravelsand mixtures, little or no fines Poorly graded gravels, gravel-sand mixtures, little or no fines Silty gravels, gravel-sand mixtures Clayey gravels, gravel-sandclay mixtures Well-graded sands, gravelly sands, little or no fines Poorly graded sands, gravelly sands, little or no fines Silty sands, sand-silt mixtures Clayey sands, sand-clay mixtures Determine percentage of sand and gravel from grain-size curve. Depending on percentage of fines (fraction smaller than No. 0 sieve size), coarse-grained soils are classified as follows: Less than percent GW, GP, SW, SP More than 1 percent GM, GC, SM, SC to 1 percent Border line cases requiring dual symbols b Laboratory Classification Criteria C u = D 0/D greater than C c = (D 0) /(D xd 0) between 1 and Not meeting all gradation requirements for GW Atterberg limits below A line or P.I. less than Atterberg limits below A line or P.I. less than C u = D 0/D greater than C c = (D 0) /(D xd 0) between 1 and Above A line with P.I. between and are borderline cases requiring use of dual symbols Not meeting all gradation requirements for SW Atterberg limits above A line or P.I. less than Atterberg limits above A line with P.I. greater than Limits plotting in CL-ML zone with P.I. between and are borderline cases requiring use of dual symbols Fine-grained soils (More than half material is smaller than No. 0 Sieve) Silts and clays (Liquid limit less than 0) Silts and clays (Liquid limit greater than 0) Highly Organic soils ML CL OL MH CH OH Pt Inorganic silts and very fine sands, rock flour, silty or clayey fine sands, or clayey silts with slight plasticity Inorganic clays of low to medium plasticity, gravelly clays, sandy clays Organic silts and organic silty clays of low plasticity Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts Inorganic clays of high plasticity, fat clays Organic clays of medium to high plasticity, organic silts Peat and other highly organic soils Plasticity Index Plasticity Chart "A" line CH CL MH and OH CL-ML ML and OL Liquid Limit a Division of GM and SM groups into subdivisions of d and u are for roads and airfields only. Subdivision is based on Atterberg limits; suffix d used when L.L. is 8 or less and the P.I. is or less; the suffix u used when L.L. is greater than 8. b Borderline classifications, used for soils possessing characteristics of two groups, are designated by combinations of group symbols. For example: GW-GC,well-graded gravel-sand mixture with clay binder. (From Winterkorn and Fang. 1)

29 REFERENCE NOTES FOR BORING LOGS I. Drilling Sampling Symbols: Split Spoon Sampler ST Shelby Tube Sampler RC Rock Core, NX, BX, AX PM Pressuremeter DC Dutch Cone Penetrometer RD Rock Bit Drilling BS Bulk Sample of Cuttings PA Power Auger (no sample) HAS Hollow Stem Auger WS Wash sample II. Correlation of Penetration Resistances to Soil Properties: Standard Penetration (blows/ft) refers to the blows per foot of a 10 lb. hammer falling 0 inches on a -inch OD split-spoon sampler, as specified in ASTM D-18. The blow count is commonly referred to as the N value. A. Non-Cohesive Soils (Silt, Sand Gravel and Combinations) Density Relative Properties Under blows/ft Very Loose Adjective Form 1% to % to blows/ft Loose With % to 1% to 0 blows/ft Medium Dense 1 to 0 blows/ft Dense Over 1 blows/ft Very Dense Particle Size Identification Boulders 8 inches or larger Cobbles to 8 inches Gravel Coarse 1 to inches Medium ½ to 1 inch Fine ¼ to ½ inch Sand Coarse.00 mm to ¼ inch (dia. of lead pencil) Medium 0. to.00 mm (dia. of broom straw) Fine 0.0 to 0. mm (dia. of human hair) Silt and Clay 0.0 to 0.0 mm (particles cannot be seen) B. Cohesive Soils (Clay, Silt, and Combinations) Blows/ft Consistency Unconfined Comp. Strength Q p (tsf) Degree of Plasticity Plasticity Index Under Very Soft Under 0. None to slight 0 to Soft Slight to 8 Medium Stiff Medium 8 to 1 Stiff High to Very High Over 1 to 0 Very Stiff Over 0 Hard Over.00 III. Water Level Measurement Symbols: WL Water Level BCR Before Casing Removal DCI Dry Cave-In WS While Sampling ACR After Casing Removal WCI Wet Cave-In WD While Drilling Est. Groundwater Level Est. Perched Water Level The water levels are those levels actually measured in the borehole at the times indicated by the symbol. The measurements are relatively reliable when augering, without adding fluids, in a granular soil. In clay and plastic silts, the accurate determination of water levels may require several days for the water level to stabilize. In such cases, additional methods of measurement are generally applied.

30 APPENDIX IV SUMMARY OF LABORATORY TEST DATA VCU Basketball Practice Facility 100/18 West Marshall Street Henrico County, Virginia ECS Project No. 0: SPT Boring Samples Boring No. Sample No. Sample Depth (ft) Natural Moisture Content (%) Silt and/or Clay Fraction (%) Atterberg Limits (LL/PL/PI) Unified Soil Classification B-1 S /1/ SC B-1 S SC B-1 S SC B-1 S SP-SM B- S SC B- S //8 SC B- S SP-SM B- S SP-SM B- S SC B- S- -. 1/1/ SC B-8 S SP-SM B-8 S SP-SM