Raleigh Regional Office - 72175082 Complete Farmville Library Geotech Report

Geotechnical Engineering Report
Farmville Library
4276 West Church Street
Farmville, North Carolina
October 17, 2017
Project No. 72175082
Prepared for:
Town of Farmville
Farmville, North Carolina
Prepared by:
Terracon Consultants, Inc.
Winterville, North Carolina
Terracon Consultants, Inc. 314 Beacon Drive Winterville, North Carolina 28590
P [252] 353 1600 F [252] 353 0002 Terracon.com NC Registration Number F-0869
Terracon Consultants, Inc.314 Beacon Drive Winterville,North Carolina 28590
P [252] 353 1600 F [252] 353 0002 Terracon.com NC Registration Number F-0869
October 17, 2017
Town of Farmville
3672 North Main Street
Farmville, North Carolina 27828
Attn:Mr. David Hodgkins, ICMA-CM
Town Manager
Re: Geotechnical Engineering Report
Farmville Library
4276 West Church Street
Farmville, North Carolina
Terracon Project No. 72175082
Dear Mr. Hodgkins:
Terracon Consultants, Inc. (Terracon) has completed the geotechnical engineering services for the
above referenced project. This study was performed in general accordance with our proposal
P72177082 dated September 15, 2017.
This report presents the findings of the subsurface exploration and provides geotechnical
recommendations concerning earthwork and the design and construction of foundations, floor slabs
and pavements for the proposed building expansions.
We appreciate the opportunity to be of service to you on this project. Materials testing services are
provided by Terracon. We would be pleased to discuss these services with you. If you have any
questions concerning this report, or if we may be of further service, please contact us.
Sincerely,
Terracon Consultants, Inc.
Carl F. Bonner, P.E.Philip C Lambe, P.E.
Principal / Office Manager Senior Geotechnical Engineer
Registered NC 16252
Enclosures
Responsive ■Resourceful ■Reliable
TABLE OF CONTENTS
Page
EXECUTIVE SUMMARY ....................................................................................................................... i
INTRODUCTION ...................................................................................................................... 1
PROJECT INFORMATION ...................................................................................................... 1
2.1 Project Description ...............................................................................................1
2.2 Site Location and Description...............................................................................2
SUBSURFACE CONDITIONS................................................................................................. 2
3.1 Typical Profile ......................................................................................................2
3.2 Groundwater ........................................................................................................3
3.3 Site Geology ........................................................................................................3
RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ........................................... 3
4.1 Geotechnical Considerations ...............................................................................3
4.2 Earthwork.............................................................................................................5
Compaction and Material Requirements ...................................................5
Grading, Slopes, and Drainage ................................................................6
Construction Considerations.....................................................................6
4.3 Foundation Recommendations ............................................................................7
Shallow Foundations ................................................................................7
Construction Considerations.....................................................................8
4.4 Seismic Considerations........................................................................................8
4.5 Floor Slabs...........................................................................................................9
Design Recommendations........................................................................9
Construction Considerations.....................................................................9
GENERAL COMMENTS .......................................................................................................... 9
APPENDIX A – FIELD EXPLORATION
Exhibit A-1 Site Location Plan
Exhibit A-2 Boring Location Plan
Exhibit A-3 Field Exploration Description
Exhibits A-4 thru A-9 Boring Logs
APPENDIX B – LABORATORY TESTING
Exhibit B-1 Laboratory Testing Explanation
Exhibits B-2 thru B-3 Soils Laboratory Results
APPENDIX C – SUPPORTING DOCUMENTS
Exhibit C-1 General Notes
Exhibit C-2 Unified Soil Classification System
Exhibit C-3 Sanborn Maps
Exhibit C-4 Storm Sewer Replacement
Responsive ■Resourceful ■Reliable i
EXECUTIVE SUMMARY
The following items represent a brief summary of the findings of our subsurface exploration, our
conclusions and recommendations for the proposed library building to be located at 4276 West
Church Street in Farmville, North Carolina. Four borings and two hand auger borings were
performed to depths of approximately 3 to 20 feet below the existing ground surface. Two additional
hand auger borings were performed diagonally under the footings of the 1954 portion of the existing
library.
n The project included evaluating the observed distress of the existing building, brick veneer,
floor slabs and foundations for potential building addition that will adjoin the southeast side of
the existing building. The new library building, or building addition, will be two story, with
shallow foundations and a concrete slab on grade.
n At the time of our site exploration, the site was developed with the existing library and a paved
parking lot.
n Fill with debris and native deposits of clayey sand, lean clay, fat clay and poorly graded sand
were encountered in the borings.
n Based on the condition of the existing library, the history of the site and the soils encountered
under the existing footings, trying to rehabilitate the existing building would likely be cost
prohibitive. Rehabilitation could include foundation underpinning and jacking/straightening the
walls, leveling the floor slabs using pressure grouting, repointing the brick veneer and patching
the interior wall cracking. Additional structural evaluation would be required prior to preparing
rehabilitation plans.
n Support of footings, floor slabs, and pavements on or above existing fill soils is discussed in
this report. However, even with the recommended construction testing services, there is an
inherent risk for the owner that compressible fill or unsuitable material within or buried by the
fill will not be discovered. This risk of unforeseen conditions cannot be eliminated without
completely removing the existing fill, but can be reduced by performing additional testing and
evaluation.
n We recommend supporting the proposed building on shallow foundations after excavating and
replacing the existing uncontrolled fill and unsuitable soils under the building footprint. Shallow
foundations are expected to bear on new engineered fill compacted as recommended.
Foundations bearing on these suitable materials could be designed using a maximum net
allowable soil bearing pressure of 2,000 psf.
n The surficial clayey sands and lean clays are moisture sensitive and will be difficult to work
when wet. Performing earthwork operations during warmer periods of the year (May through
October) will reduce the potential for problems associated with unstable subgrades. Site drying
Responsive ■Resourceful ■Reliable ii
conditions are typically enhanced when it is warm. The moisture sensitivity of the on-site soils
does not preclude performing earthwork at other times of the year, but does lead to an increased
potential for having to perform over-excavation and replacement or some other form of remedial
work.
n An IBC seismic site classification of “D” is appropriate for this site.
n We recommend Terracon be retained to observe and test the foundation bearing materials as
well as other construction materials at the site.
This summary should be used in conjunction with the entire report for design purposes. Details
were not included or fully developed in this section, and the report must be read in its entirety for
a comprehensive understanding of the items contained herein. The section titled GENERAL
COMMENTS should be read for an understanding of report limitations.
Responsive ■Resourceful ■Reliable 1
GEOTECHNICAL ENGINEERING REPORT
FARMVILLE LIBRARY
FARMVILLE, NORTH CAROLINA
Terracon Project No. 72175082
October 17, 2017
INTRODUCTION
We have completed the geotechnical engineering report for the proposed building located at 4276
West Church Street in Farmville, North Carolina. Four borings and two hand auger borings were
performed to depths of approximately 3 to 20 feet below the existing ground surface. Two additional
hand auger borings were performed diagonally under the footings of the 1954 portion of the existing
library. Logs of the borings along with a site location plan and a boring location plan are included in
Appendix A of this report.
The purpose of these services is to provide information and preliminary geotechnical engineering
recommendations relative to:
n subsurface soil conditions n foundation design and construction
n groundwater conditions n seismic considerations
n earthwork
n pavements
n floor slab design and construction
PROJECT INFORMATION
2.1 Project Description
ITEM DESCRIPTION
Site Location See Appendix A, Exhibit A-1, Site Location Plan
Site layout See Appendix A, Exhibit A-2, Boring Location Plan
Site Coordinates Latitude: 35.59697°Longitude: -77.58725°
Structures
The project includes evaluating the condition of the existing building and
foundations for a potential building addition that will adjoin the southeast
side of the existing building. The new library building, or building
addition, will be two story, with shallow foundations and a concrete slab
on grade.
Building Construction Steel framed with a concrete slab on grade on shallow foundations.
Maximum loads
Columns: Up to 50 kips (assumed)
Walls: Up to 3 kips per linear foot (assumed)
Floor: 100 psf (assumed)
Geotechnical Engineering Report
Farmville Library ■Farmville, North Carolina
October 17, 2017 ■Terracon Project No. 72175082
Responsive ■Resourceful ■Reliable 2
ITEM DESCRIPTION
Finished floor elevation Not provided, assumed to match existing.
Maximum Allowable
Settlement
Up to 1 inch total and up to ¾-inch differential along 40 feet of wall
(assumed)
Grading Less than 2 feet of fill (assumed)
2.2 Site Location and Description
ITEM DESCRIPTION
Location The library will be located at 4276 West Church Street in Farmville, North
Carolina.
Existing improvements
The site is developed with an existing building and parking lots. The
existing library was built in two phases, an initial building constructed in
1954 and a building addition in 1996. The 1954 portion of the building
displayed evidence of foundation settlement.
Current ground cover Paved parking where not developed with the existing library building.
Existing topography Relatively level.
SUBSURFACE CONDITIONS
3.1 Typical Profile
Based on the results of the borings, subsurface conditions on the project site can be generalized as
follows:
Description Approximate Depth to
Bottom of Stratum (feet)Material Encountered Consistency/Density
Surface 0.75 to 1 Grass/Topsoil/Rootmat or
asphalt and stone base N/A
Stratum 1 13 Clayey Sand (SC), Lean Clay
(CL) and Fat Clay (CH)
Very Loose to Loose
(Sand)
Soft to Medium Stiff
(Clay)
Stratum 2 20 Poorly Graded Sand with Silt
(SP-SM) and Silty Sand (SM)
Loose to Medium
Dense
Laboratory tests for water content, Atterberg limits, and grain size were conducted on selected
soil samples. The test results are presented on the boring logs and in the Appendix B of this
report.
Geotechnical Engineering Report
Farmville Library ■Farmville, North Carolina
October 17, 2017 ■Terracon Project No. 72175082
Responsive ■Resourceful ■Reliable 3
Conditions encountered at the boring locations are indicated on the boring logs. Stratification
boundaries on the boring logs represent the approximate location of changes in soil types; in-situ,
the transition between materials may be gradual. For a comprehensive description of the
conditions encountered in the borings, refer to the boring logs in Appendix A of this report.
3.2 Groundwater
A mixture of water and “drilling mud” was used to advance the borings. The fluid used in this process
can obscure the measurements of groundwater levels. However, after a period of time the fluid
typically stabilizes at a depth near the groundwater level. The boreholes were observed while drilling
and after completion for the presence and level of groundwater. Groundwater levels were observed
at a depth of approximately 8 feet below the ground surface during drilling. Groundwater was
encountered at a depth of approximately 3 to 4 feet in our hand auger borings. The moisture condition
of the soil samples supported the groundwater levels of 3 to 4 feet below the ground surface.
The groundwater level can change due to seasonal variations in the amount of rainfall, runoff and
other factors not evident at the time the borings were performed. The possibility of groundwater
level fluctuations should be considered when developing the design and construction plans for
the project.
3.3 Site Geology
The subject site is located in the Coastal Plain Physiographic Province. The Coastal Plain soils
consist mainly of marine sediments that were deposited during successive periods of fluctuating sea
level and moving shoreline. The soils include sands, silts, and clays with irregular deposits of shells,
which are typical of those lain down in a shallow sloping sea bottom. Recent alluvial sands, silts,
and clays are typically present near rivers and creeks. According to the 1985 Geologic Map of North
Carolina, the site is mapped within the Yorktown and Duplin Formation, Undivided.
RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION
4.1 Geotechnical Considerations
In order to evaluate potential cause(s) of the observed building distress on the existing library, we
performed hand auger borings, did research on the building and site history and interviewed
persons knowledgeable about the site.
Hand auger borings advanced diagonally under the footings on the east and west sides of the
1954 portion of the existing library building encountered brick fragments and wet, soft clayey soils.
Hand auger boring HA-1, at the southwest corner of the building, encountered gravel fill. Hand
auger boring HA-2, on the west side of the building also encountered wet, clayey soils.
Geotechnical Engineering Report
Farmville Library ■Farmville, North Carolina
October 17, 2017 ■Terracon Project No. 72175082
Responsive ■Resourceful ■Reliable 4
Historical research included interviews of library personnel, local civil engineers, construction
firms and a review of historical Sanborn maps. We understand that the library was constructed
in the footprint of former structures that included a building and a storm sewer system. The site
was developed prior to 1915, shown to be developed through at least 1929, undeveloped in 1945
and developed with the library in 1955. A storm sewer, that extended parallel to the western
property line and Walnut Street, was installed in the 1930s. The 1954 portion of the existing library
was built over that storm sewer. See Appendix C for the Sanborn drawings.
Due to cracking and settlement observed in the library, the old storm sewer in the building footprint
was abandoned in place and rerouted in approximately 1982. The gravel fill encountered in Boring
HA-1 is likely from this project. See Appendix C for a drawing from this project.
When the library addition was constructed in 1996, the existing 1954 portion of the library was
reported to have out of level floors with out of plumb walls where the contractor had difficultly
matching the floors and walls of the addition to the original building.
Based on the condition of the existing library, the history of the site and the soils encountered
under the existing footings, trying to rehabilitate the existing library building would likely be cost
prohibitive. Rehabilitation could include foundation underpinning and jacking/straightening the
walls, leveling the floor slabs using pressure grouting, repointing the brick veneer and patching
the interior wall cracking. Additional structural evaluation would be required prior to preparing
rehabilitation plans.
Fill with debris and native deposits of clayey sand, lean clay, fat clay and poorly graded sand were
encountered in the borings. Support of footings, floor slabs, and pavements on or above existing
fill soils is discussed in this report. However, even with the recommended construction testing
services, there is an inherent risk for the owner that compressible fill or unsuitable material within
or buried by the fill will not be discovered. This risk of unforeseen conditions cannot be eliminated
without completely removing the existing fill, but can be reduced by performing additional testing
and evaluation.
We recommend supporting the proposed building on shallow foundations after excavating and
replacing the existing uncontrolled fill and unsuitable soils under the building footprint. Shallow
foundations are expected to bear on new engineered fill compacted as recommended.
Foundations bearing on these suitable materials could be designed using a maximum net
allowable soil bearing pressure of 2,000 psf.
The surficial clayey sands and lean clays are moisture sensitive and will be difficult to work when
wet. Performing earthwork operations during warmer periods of the year (May through October) will
reduce the potential for problems associated with unstable subgrades. Site drying conditions are
typically enhanced when it is warm. The moisture sensitivity of the on-site soils does not preclude
Geotechnical Engineering Report
Farmville Library ■Farmville, North Carolina
October 17, 2017 ■Terracon Project No. 72175082
Responsive ■Resourceful ■Reliable 5
performing earthwork at other times of the year, but does lead to an increased potential for having
to perform over-excavation and replacement or some other form of remedial work.
4.2 Earthwork
The scope of earthwork will depend upon the decision regarding whether to demolish the existing
building. If the existing building will be demolished site preparation should begin with its complete
removal including footings, utilities and pavements in the proposed new building footprint. Due to
the debris and uncontrolled fill encountered in our borings, we recommend that the upper 3 feet
of existing soil be removed and replaced with offsite fill. If required, the site grades should be
raised with additional off site fill. The purpose of removing and replacing the uncontrolled fill is to
potentially reduce the chance of settlement in the new building by removing compressible fill or
unsuitable material within or buried by the existing fill.
If the existing parking lot is to be reused, it can remain in place.
Existing utilities that are to be abandoned should be removed and the excavations filled with
compacted structural fill. Utilities that are to remain in service should be accurately located
horizontally and vertically to minimize conflict with new foundation construction. The formerly
abandoned in place storm sewer should be removed.
Compaction and Material Requirements
Engineered fill should meet the following material property requirements:
Fill Type 1 USCS
Classification Acceptable Location for Placement
Imported Soil
>15% fines SC, SM All locations and elevations
1. Controlled, compacted fill should consist of approved materials that are free of deleterious material
such as organic matter and debris. A sample of each material type should be submitted to the
geotechnical engineer for evaluation.
Geotechnical Engineering Report
Farmville Library ■Farmville, North Carolina
October 17, 2017 ■Terracon Project No. 72175082
Responsive ■Resourceful ■Reliable 6
We recommend that the fill be placed as recommended in the following table.
ITEM DESCRIPTION
Fill Lift Thickness 9-inches or less in loose thickness (4” to 6” lifts when hand-
operated equipment is used).
Compaction Requirements 1, 2 Compact to a minimum of 95% of the materials standard
Proctor maximum dry density (ASTM D 698).
Moisture Content – Structural Fill
Within the range of -2% to +2% of optimum moisture content
as determined by the standard Proctor test at the time of
placement and compaction.
1. Engineered fill should be tested for moisture content and compaction during placement. If in-place
density tests indicate the specified moisture or compaction limits have not been met, the area
represented by the tests should be reworked and retested as required until the specified moisture
and compaction requirements are achieved.
Grading, Slopes, and Drainage
During construction, grades should be sloped to promote runoff away from the construction area.
Final surrounding grades should be sloped away from the structures on all sides to prevent ponding
of water. If gutters / downspouts do not discharge directly onto pavement, they should not
discharge directly adjacent to the building. This can be accomplished through the use of splash-
blocks, downspout extensions and flexible pipes that are designed to attach to the end of the
downspout. Flexible pipe should only be used if it is daylighted in such a manner that it gravity-
drains collected water. Splash-blocks should also be considered below hose bibs and water
spigots.
Construction Considerations
Performing earthwork operations during warmer periods of the year (May through October) will
reduce the potential for problems associated with unstable subgrades. Site drying conditions are
typically enhanced when it is warm. The moisture sensitivity of the on-site soils does not preclude
performing earthwork at other times of the year, but does lead to an increased potential for having
to perform overexcavation and replacement or some other form of remedial work.
The site should be graded to prevent ponding of surface water on the prepared subgrades or in
excavations. If the subgrade should become frozen, desiccated, saturated, or disturbed, the
affected material should be removed or these materials should be scarified, moisture conditioned,
and recompacted.
As a minimum, all temporary excavations should be sloped or braced as required by Occupational
Safety and Health Administration (OSHA) regulations to provide stability and safe working
conditions. Temporary excavations will most likely be required during grading operations. The
grading contractor, by his contract, is usually responsible for designing and constructing stable,
Geotechnical Engineering Report
Farmville Library ■Farmville, North Carolina
October 17, 2017 ■Terracon Project No. 72175082
Responsive ■Resourceful ■Reliable 7
temporary excavations and should shore, slope or bench the sides of the excavations as required,
to maintain stability of both the excavation sides and bottom. All excavations should comply with
applicable local, state and federal safety regulations, including the current OSHA Excavation and
Trench Safety Standards.
The geotechnical engineer should be retained during the construction phase of the project to
observe earthwork and to perform necessary tests and observations during subgrade preparation;
placement and compaction of controlled compacted fills; and backfilling of excavations.
4.3 Foundation Recommendations
Shallow Foundations
In our opinion, the proposed structure can be supported by a shallow foundation system after the
recommended removal and replacement of the existing uncontrolled fill. The shallow foundations
can consist of either isolated column and wall footings or thickened portions of a monolithic slab.
Design recommendations for a shallow foundation system are presented in the following table
and paragraphs.
DESCRIPTION VALUE
Maximum Net allowable bearing pressure 1 2,000 psf
Minimum embedment below lowest adjacent finished
grade for frost protection and protective embedment 2 12 inches
Minimum width for continuous wall footings 16 inches
Minimum width for isolated column footings 24 inches
Approximate total settlement 3 Up to 1 inch
Estimated differential settlement 3 Up to 1/2 inch between columns
Ultimate coefficient of sliding friction 4 0.35
1. The recommended net allowable bearing pressure is the pressure in excess of the minimum
surrounding overburden pressure at the footing base elevation.
2. For perimeter footings and footings beneath unheated areas.
3. The actual magnitude of settlement that will occur beneath the foundations will depend upon the
variations within the subsurface soil profile, the structural loading conditions and the quality of the
foundation excavation. The estimated total and differential settlements listed assume that the foundation
related earthwork and the foundation design are completed in accordance with our recommendations.
4. For uplift resistance, use the weight of the foundation concrete plus the weight of the soil over the plan
area of the footings. 105 pounds per cubic foot should be used for the density of the soil.
Geotechnical Engineering Report
Farmville Library ■Farmville, North Carolina
October 17, 2017 ■Terracon Project No. 72175082
Responsive ■Resourceful ■Reliable 8
Construction Considerations
The foundation bearing materials should be evaluated at the time of the foundation excavation.
This is an essential part of the construction process. A representative of the geotechnical engineer
should use a combination of hand auger borings and dynamic cone penetrometer (DCP) testing
to determine the suitability of the bearing materials for the design bearing pressure. DCP testing
should be performed to a depth of 3 to 5 feet below the bottom of footing excavation. Excessively
soft, loose or wet bearing soils should be overexcavated to a depth recommended by the
geotechnical engineer. The excavated soils should be replaced with compacted soil fill or washed,
crushed stone (NCDOT No. 57) wrapped in a geotextile fabric (Mirafi 140 N or equivalent).
The base of all foundation excavations should be free of water and loose soil prior to placing
concrete. Concrete should be placed soon after excavating to reduce bearing soil disturbance.
Should the soils at bearing level become excessively disturbed or saturated, the affected soil
should be removed prior to placing concrete.
4.4 Seismic Considerations
Code Used Seismic Parameters1
2012 North Carolina Building Code
Seismic Site Class D
Ss = 0.168 S1 = 0.068
Sms = 0.269 Sm1 = 0.163
SDS = 0.180 SD1 = 0.109
1) Seismic parameters are based off of the 2009 International Building Code (IBC) referenced in the
2012 NC Building Code.
Based on our experience with the geology of the area and the results of the borings, it is our
opinion that the subsurface characteristics reflect those of Site Class D as described in the 2012
North Carolina State Building Code.
Liquefaction is not expected based on its fines content and the relatively low level of ground
motions projected for a seismic event.
Geotechnical Engineering Report
Farmville Library ■Farmville, North Carolina
October 17, 2017 ■Terracon Project No. 72175082
Responsive ■Resourceful ■Reliable 9
4.5 Floor Slabs
Design Recommendations
ITEM DESCRIPTION
Floor slab support New engineered fill
Modulus of subgrade reaction 100 pounds per square inch per inch (psi/in) for point
loading conditions
Base Course 4 inches of washed crushed stone (NCDOT No. 57)
Saw-cut control joints should be placed in the slab to help control the location and extent of
cracking. For additional recommendations refer to the ACI Design Manual.
The use of a vapor retarder should be considered beneath concrete slabs on grade that will be
covered with wood, tile, carpet or other moisture sensitive or impervious coverings. The slab
designer should refer to ACI 302 and/or ACI 360 for procedures and cautions regarding the use
and placement of a vapor retarder.
Construction Considerations
On most project sites, the site grading is generally accomplished early in the construction phase.
However as construction proceeds, the subgrade may be disturbed due to utility excavations,
construction traffic, desiccation, rainfall, etc. If such disturbance occurs, the floor slab subgrade
may not be suitable for placement of the stone sub base and concrete and corrective action will be
required.
We recommend the area underlying the structure footprint be rough graded and evaluated for
stability prior to the placement of the stone base course layer. Particular attention should be paid
to high traffic areas that were rutted and disturbed by construction activities and to areas where
backfilled trenches are located. Areas where unsuitable conditions are located should be repaired
by removing and replacing the affected material with properly compacted fill. Floor slab subgrade
areas should be moisture conditioned and properly compacted to the recommendations in this
report immediately prior to placement of the aggregate base course and concrete.
GENERAL COMMENTS
Terracon should be retained to review the final design plans and specifications so comments can
be made regarding interpretation and implementation of our geotechnical recommendations in
the design and specifications. Terracon also should be retained to provide observation and testing
services during grading, excavation, foundation construction and other earth-related construction
phases of the project.
Geotechnical Engineering Report
Farmville Library ■Farmville, North Carolina
October 17, 2017 ■Terracon Project No. 72175082
Responsive ■Resourceful ■Reliable 10
The analysis and recommendations presented in this report are based upon the data obtained
from the borings performed at the indicated locations and from other information discussed in this
report. This report does not reflect variations that may occur between borings, across the site, or
due to the modifying effects of construction or weather. The nature and extent of such variations
may not become evident until during or after construction. If variations appear, we should be
immediately notified so that further evaluation and supplemental recommendations can be
provided.
The scope of services for this project does not include either specifically or by implication any
environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or
prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the
potential for such contamination or pollution, other studies should be undertaken.
This report has been prepared for the exclusive use of our client for specific application to the
project discussed and has been prepared in accordance with generally accepted geotechnical
engineering practices. No warranties, either expressed or implied, are intended or made. Site
safety, excavation support, and dewatering requirements are the responsibility of others. In the
event that changes in the nature, design, or location of the project as outlined in this report are
planned, the conclusions and recommendations contained in this report shall not be considered
valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this
report in writing.
APPENDIX A
FIELD EXPLORATION
7.5 MINUTE SERIES (TOPOGRAPHIC)
Drawn By:
Checked By:
Approved By:
Project Mngr:
File No.
Date:
Scale:
Project No.
Consulting Engineers and Scientists
EXHIBITSITE LOCATION PLAN
A-1
GEOTECHNICAL ENGINEERING REPORT
FARMVILLE LIBRARY
4276 W CHURCH STREET
FARMVILLE, NC
CB
JSL
MRF/CB
CB
72175082
AS SHOWN
GEO72175082-A1
OCT. 2017 314 Beacon Drive Winterville, NC 28590
[phone] [phone]
SITE
THIS DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSESLEGENDSITEProject Mngr:Approved By:Checked By:Drawn By:Project No.Scale:Date:File No.Consulting Engineers and ScientistsEXHIBITBORING LOCATION PLANA-2GEOTECHNICAL ENGINEERING REPORTFARMVILLE LIBRARY4276 W CHURCH STREETFARMVILLE, NCCBJSLMRF/CBCB72175082AS SHOWNGEO72175082-A2OCT. 2017314 Beacon DriveWinterville, NC 28590(252) 353-1600(252) 353-0002APPROXIMATE BORINGLOCATIONApproximate Scale0(Feet)60HAND AUGERB-1S
W
A
L
N
U
T

S
T
W CHURCH STHA-1HA-2B-3B-2B-4FARMVILLELIBRARYCOMMERCIALBUILDINGSCOMMERCIALBUILDINGSPARKINGLOTPARKINGLOT
Geotechnical Engineering Report
Farmville Library ■Farmville, North Carolina
October 17, 2017 ■Terracon Project No. 72175082
Responsive ■Resourceful ■Reliable Exhibit A-3
Field Exploration Description
Coordinates of the borings were determined by referencing site features on aerial photography. The
boring locations were marked by representatives of Terracon using a measuring wheel and
referencing site features. The locations of the borings should be considered accurate only to the
degree implied by the means and methods used to define them.
The soil test borings were performed by a trailer-mounted power drilling rig utilizing mud rotary
drilling procedures to advance the boreholes. The drilling tools were removed from the borehole
and representative soil samples were obtained at 2.5 to 5 foot intervals using split-barrel sampling
procedures. In the split barrel sampling procedure, the number of blows required to advance a
standard 2 inch O.D. split barrel sampler 12 inches after the first 6 inches by means of a 140
pound automatic hammer with a free fall of 30 inches, is the standard penetration resistance value
(SPT-N). This value is used to estimate the in-situ relative density of cohesionless soils and
consistency of cohesive soils.
An automatic SPT hammer was used to advance the split-barrel sampler in the borings performed
on this site. A greater efficiency is typically achieved with the automatic hammer compared to the
conventional safety hammer operated with a cathead and rope. Published correlations between
the SPT values and soil properties are based on the lower efficiency cathead and rope method.
This higher efficiency affects the standard penetration resistance blow count (N) value by
increasing the penetration per hammer blow over what would be obtained using the cathead and
rope method. The effect of the automatic hammer's efficiency has been considered in the
interpretation and analysis of the subsurface information for this report.
Hand auger borings were also performed at the site and relative soil strength was determined
using a Dynamic Cone Penetrometer.
The samples were tagged for identification, sealed to reduce moisture loss, and taken to our
laboratory for further examination, testing, and classification. Information provided on the boring logs
attached to this report includes soil descriptions, consistency evaluations, boring depths, sampling
intervals, and groundwater conditions.
A field log of each boring was prepared by the drill crew. These logs included visual classifications
of the materials encountered during drilling as well as the driller’s interpretation of the subsurface
conditions between samples. Final boring logs included with this report represent the engineer's
interpretation of the field logs and include modifications based on laboratory observation and tests
of the samples. Additional information provided on the boring logs attached to this report includes
soil descriptions, consistency evaluations, boring depths, sampling intervals, and groundwater
conditions
57
14
30
31
23
25
26
27-15-12
2-4-4
N=8
1-1-1
N=2
2-3-3
N=6
2-2-2
N=4
3-5-6
N=11
5-5-7
N=12
1
2
3
4
5
6
1.0
3.0
6.0
13.0
20.0
Topsoil
FILL - SANDY LEAN CLAY (CL), with brick debris, medium stiff
SANDY LEAN CLAY (CL), dark brownish gray, very soft
LEAN CLAY WITH SAND (CL), light gray, soft to medium stiff
POORLY GRADED SAND (SP), light tan, medium dense
Boring Terminated at 20 FeetGRAPHIC LOGHammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 72175082 FARMVILLE LIBRARY; FARMVILLE, NC.GPJ TERRACON_DATATEMPLATE.GDT 10/13/17PERCENT FINESWATERCONTENT (%)LL-PL-PI
ATTERBERG
LIMITS
WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20 SAMPLE TYPEFIELD TESTRESULTSSAMPLE 4276 W Church Street
Famville, NC
SITE:
Page 1 of 1
Advancement Method:
Mud Rotary
Abandonment Method:
Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 72175082
Drill Rig: 45-17
Boring Started: 09-28-2017
BORING LOG NO. B-1
Town of FarmvilleCLIENT:
Farmville, NC
Driller: Carolina Drilling, Inc.
Boring Completed: 09-28-2017
Exhibit:A-4
See Exhibit A-3 for description of field
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
abbreviations.
PROJECT: Farmville Library
314 Beacon Dr
Winterville, NC
While drilling
WATER LEVEL OBSERVATIONS
DEPTH
LOCATION
Latitude: 35.596968° Longitude: -77.587249°
See Exhibit A-2
612850-16-34
3-4-3
N=7
1-2-3
N=5
2-2-2
N=4
5-8-8
N=16
4-5-6
N=11
4-5-4
N=9
1
2
3
4
5
6
0.2
0.7
3.0
8.0
13.0
18.0
20.0
Asphalt
Stone base
FILL - SILTY SAND (SM), with brick debris, dark gray, loose
SANDY FAT CLAY (CH), trace gravel, light gray, orange and red, soft
to medium stiff
CLAYEY SAND (SC), light gray, medium dense
POORLY GRADED SAND WITH SILT (SP-SM), light tan, medium
dense
POORLY GRADED SAND (SP), light tan, medium dense
Boring Terminated at 20 FeetGRAPHIC LOGHammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 72175082 FARMVILLE LIBRARY; FARMVILLE, NC.GPJ TERRACON_DATATEMPLATE.GDT 10/13/17PERCENT FINESWATERCONTENT (%)LL-PL-PI
ATTERBERG
LIMITS
WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20 SAMPLE TYPEFIELD TESTRESULTSSAMPLE 4276 W Church Street
Famville, NC
SITE:
Page 1 of 1
Advancement Method:
Mud Rotary
Abandonment Method:
Boring backfilled with Auger Cuttings and/or Bentonite
Surface Capped with Asphalt
Notes:
Project No.: 72175082
Drill Rig: 45-17
Boring Started: 09-28-2017
BORING LOG NO. B-2
Town of FarmvilleCLIENT:
Farmville, NC
Driller: Carolina Drilling, Inc.
Boring Completed: 09-28-2017
Exhibit:A-5
See Exhibit A-3 for description of field
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
abbreviations.
PROJECT: Farmville Library
314 Beacon Dr
Winterville, NC
While drilling
WATER LEVEL OBSERVATIONS
DEPTH
LOCATION
Latitude: 35.596968° Longitude: -77.587249°
See Exhibit A-2
4-2-3
N=5
1-2-2
N=4
2-2-3
N=5
5-6-5
N=11
4-5-7
N=12
5-7-8
N=15
1
2
3
4
5
6
0.2
0.7
3.0
13.0
18.0
20.0
Asphalt
Stone base
FILL - CLAYEY SAND (SC), with brick debris, loose
CLAYEY SAND (SC), gray to light gray, loose to medium dense
POORLY GRADED SAND WITH SILT (SP-SM), light tan, medium
dense
SILTY SAND (SM), orange to reddish orange, medium dense
Boring Terminated at 20 FeetGRAPHIC LOGHammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 72175082 FARMVILLE LIBRARY; FARMVILLE, NC.GPJ TERRACON_DATATEMPLATE.GDT 10/13/17PERCENT FINESWATERCONTENT (%)LL-PL-PI
ATTERBERG
LIMITS
WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20 SAMPLE TYPEFIELD TESTRESULTSSAMPLE 4276 W Church Street
Famville, NC
SITE:
Page 1 of 1
Advancement Method:
Mud Rotary
Abandonment Method:
Boring backfilled with Auger Cuttings and/or Bentonite
Surface Capped with Asphalt
Notes:
Project No.: 72175082
Drill Rig: 45-17
Boring Started: 09-28-2017
BORING LOG NO. B-3
Town of FarmvilleCLIENT:
Farmville, NC
Driller: Carolina Drilling, Inc.
Boring Completed: 09-28-2017
Exhibit:A-6
See Exhibit A-3 for description of field
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
abbreviations.
PROJECT: Farmville Library
314 Beacon Dr
Winterville, NC
While drilling
WATER LEVEL OBSERVATIONS
DEPTH
LOCATION
Latitude: 35.596968° Longitude: -77.587249°
See Exhibit A-2
3-5-5
N=10
2-3-2
N=5
2-2-2
N=4
3-6-7
N=13
3-4-4
N=8
3-4-5
N=9
1
2
3
4
5
6
0.2
0.7
3.0
6.0
8.0
13.0
18.0
20.0
Asphalt
Stone base
FILL - CLAYEY SAND (SC), with brick debris, dark gray, medium
dense
LEAN CLAY WITH SAND (CL), light gray and orange, medium stiff
SANDY LEAN CLAY (CL), light gray, soft to medium stiff
CLAYEY SAND (SC), light gray, medium dense
POORLY GRADED SAND WITH SILT (SP-SM), light tan, loose
POORLY GRADED SAND (SP), light tan, loose
Boring Terminated at 20 FeetGRAPHIC LOGHammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 72175082 FARMVILLE LIBRARY; FARMVILLE, NC.GPJ TERRACON_DATATEMPLATE.GDT 10/13/17PERCENT FINESWATERCONTENT (%)LL-PL-PI
ATTERBERG
LIMITS
WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20 SAMPLE TYPEFIELD TESTRESULTSSAMPLE 4276 W Church Street
Famville, NC
SITE:
Page 1 of 1
Advancement Method:
Mud Rotary
Abandonment Method:
Boring backfilled with Auger Cuttings and/or Bentonite
Surface Capped with Asphalt
Notes:
Project No.: 72175082
Drill Rig: 45-17
Boring Started: 09-28-2017
BORING LOG NO. B-4
Town of FarmvilleCLIENT:
Farmville, NC
Driller: Carolina Drilling, Inc.
Boring Completed: 09-28-2017
Exhibit:A-7
See Exhibit A-3 for description of field
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
abbreviations.
PROJECT: Farmville Library
314 Beacon Dr
Winterville, NC
WATER LEVEL OBSERVATIONS
DEPTH
LOCATION
Latitude: 35.596968° Longitude: -77.587249°
See Exhibit A-2
DCP: 4-6-9
DCP: 5-5-6
DCP: 4-4-5
1
2
33.0
FILL - POORLY GRADED SAND WITH GRAVEL (SP), brown and
gray
Boring Terminated at 3 FeetGRAPHIC LOGStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 72175082 FARMVILLE LIBRARY; FARMVILLE, NC.GPJ TERRACON_DATATEMPLATE.GDT 10/13/17PERCENT FINESWATERCONTENT (%)LL-PL-PI
ATTERBERG
LIMITS
WATER LEVELOBSERVATIONSDEPTH (Ft.)SAMPLE TYPEFIELD TESTRESULTSSAMPLE 4276 W Church Street
Famville, NC
SITE:
Page 1 of 1
Advancement Method:
Abandonment Method:
Notes:
Project No.: 72175082
Drill Rig:
Boring Started: 09-28-2017
BORING LOG NO. HA-1
Town of FarmvilleCLIENT:
Farmville, NC
Driller:
Boring Completed: 09-28-2017
Exhibit:A-8
See Exhibit A-3 for description of field
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
abbreviations.
PROJECT: Farmville Library
314 Beacon Dr
Winterville, NC
WATER LEVEL OBSERVATIONS
DEPTH
LOCATION
Latitude: 35.596968° Longitude: -77.587249°
See Exhibit A-2
DCP: 4-3-3
DCP: 1-1-1
DCP: 3-2-1
1
2
3
0.5
1.3
3.0
Topsoil
SILTY SAND (SM), brown
SANDY LEAN CLAY (CL), gray and black
Boring Terminated at 3 FeetGRAPHIC LOGStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 72175082 FARMVILLE LIBRARY; FARMVILLE, NC.GPJ TERRACON_DATATEMPLATE.GDT 10/13/17PERCENT FINESWATERCONTENT (%)LL-PL-PI
ATTERBERG
LIMITS
WATER LEVELOBSERVATIONSDEPTH (Ft.)SAMPLE TYPEFIELD TESTRESULTSSAMPLE 4276 W Church Street
Famville, NC
SITE:
Page 1 of 1
Advancement Method:
Abandonment Method:
Notes:
Project No.: 72175082
Drill Rig:
Boring Started: 09-28-2017
BORING LOG NO. HA-2
Town of FarmvilleCLIENT:
Farmville, NC
Driller:
Boring Completed: 09-28-2017
Exhibit:A-9
See Exhibit A-3 for description of field
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
abbreviations.
PROJECT: Farmville Library
314 Beacon Dr
Winterville, NC
WATER LEVEL OBSERVATIONS
DEPTH
LOCATION
Latitude: 35.596968° Longitude: -77.587249°
See Exhibit A-2
APPENDIX B
LABORATORY TESTING
Geotechnical Engineering Report
Farmville Library ■Farmville, North Carolina
October 17, 2017 ■Terracon Project No. 72175082
Responsive ■Resourceful ■Reliable Exhibit B-1
Laboratory Testing
Descriptive classifications of the soils indicated on the boring logs are in accordance with the
enclosed General Notes and the Unified Soil Classification System. Also shown are estimated
Unified Soil Classification Symbols. A brief description of this classification system is attached to
this report. Soils laboratory testing was performed under the direction of a geotechnical engineer
and included visual classification, moisture content, grain size analysis and Atterberg limits testing
as appropriate. The results of the laboratory testing are shown on the borings logs, Appendix B.
The laboratory test methods are described in the ASTM Standards listed below:
ASTM D2216 Standard Test Method of Determination of Water Content of Soil and Rock by Mass
ASTM D2487 Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil
Classification System)
ASTM D2488 Standard Practice of Description and Identification of Soils (Visual Manual Method)
ASTM D422 Standard Test Method for Particle Size Analysis of Soils
ASTM D1140 Standard Test Methods for Determining the Amount of Material Finer than No. 200
Sieve in Soils by Washing
ASTM D4318 Standard Test Method for Liquid Limit, Plastic Limit and Plasticity Index of Soils
Procedural standards noted above are for reference to methodology in general. In some cases
variations to methods are applied as a result of local practice or professional judgment.
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
% FINES % CLAY USCS
0.0 0.0 43.4
0.082
GRAIN SIZE
BORING ID
SANDY LEAN CLAY (CL)
16 20
100
90
80
70
60
50
40
30
20
10
0
REMARKS
SILT OR CLAYCOBBLESGRAVELSAND
medium
56.6
GRAIN SIZE IN MILLIMETERS
PERCENT FINER
3/4 1/2 3/8
SIEVE
(size)
D60
30 403 60
HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS
44 100632
fine coarse
B-1
SOIL DESCRIPTION
CU
10 14 506 2001.5 81 140
coarse fine
COEFFICIENTS
% COBBLES % GRAVEL % SAND
D30
D10
CCPERCENT FINER BY WEIGHTPERCENT COARSER BY WEIGHT% SILT
1 1/2"
1"
3/4"
1/2"
3/8"
#4
#10
#20
#40
#60
#100
#200
100.0
99.09
96.85
89.59
81.95
56.62
___
GRAIN SIZE DISTRIBUTION
ASTM D422
CL
PROJECT NUMBER: 72175082PROJECT: Farmville Library
SITE: 4276 W Church Street
Famville, NC
CLIENT: Town of Farmville
Farmville, NC
EXHIBIT: B-2
314 Beacon Dr
Winterville, NC
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. 70131102-GRAIN SIZE RPT 72175082 FARMVILLE LIBRARY; FARMVILLE, NC.GPJ TERRACON_DATATEMPLATE.GDT 10/13/17
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
% FINES % CLAY USCS
0.0 1.4 37.3
GRAIN SIZE
BORING ID
SANDY FAT CLAY (CH)
16 20
100
90
80
70
60
50
40
30
20
10
0
REMARKS
SILT OR CLAYCOBBLESGRAVELSAND
medium
61.3
GRAIN SIZE IN MILLIMETERS
PERCENT FINER
3/4 1/2 3/8
SIEVE
(size)
D60
30 403 60
HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS
44 100632
fine coarse
B-2
SOIL DESCRIPTION
CU
10 14 506 2001.5 81 140
coarse fine
COEFFICIENTS
% COBBLES % GRAVEL % SAND
D30
D10
CCPERCENT FINER BY WEIGHTPERCENT COARSER BY WEIGHT% SILT
1 1/2"
1"
3/4"
1/2"
3/8"
#4
#10
#20
#40
#60
#100
#200
100.0
98.61
94.78
93.71
92.32
89.02
83.81
61.28
___
GRAIN SIZE DISTRIBUTION
ASTM D422
CH
PROJECT NUMBER: 72175082PROJECT: Farmville Library
SITE: 4276 W Church Street
Famville, NC
CLIENT: Town of Farmville
Farmville, NC
EXHIBIT: B-3
314 Beacon Dr
Winterville, NC
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. 70131102-GRAIN SIZE RPT 72175082 FARMVILLE LIBRARY; FARMVILLE, NC.GPJ TERRACON_DATATEMPLATE.GDT 10/13/17
APPENDIX C
SUPPORTING DOCUMENTS
Trace
With
Modifier
Water Level After
a Specified Period of Time
GRAIN SIZE TERMINOLOGYRELATIVE PROPORTIONS OF SAND AND GRAVEL
Trace
With
Modifier
Standard Penetration or
N-Value
Blows/Ft.
Descriptive Term
(Consistency)
Loose
Very Stiff
Exhibit C-1
Standard Penetration or
N-Value
Blows/Ft.
Ring Sampler
Blows/Ft.
Ring Sampler
Blows/Ft.
Medium Dense
Dense
Very Dense
0 - 1 < 3
4 - 9 2 - 4 3 - 4
Medium-Stiff 5 - 9
30 - 50 WATER LEVELAuger
Shelby Tube
Ring Sampler
Grab Sample
8 - 15
Split Spoon
Macro Core
Rock Core
PLASTICITY DESCRIPTION
Term
< 15
15 - 29
> 30
Descriptive Term(s)
of other constituents
Water Initially
Encountered
Water Level After a
Specified Period of Time
Major Component
of SamplePercent of
Dry Weight
(More than 50% retained on No. 200 sieve.)
Density determined by Standard Penetration Resistance
Includes gravels, sands and silts.
Hard
Very Loose 0 - 3 0 - 6 Very Soft
7 - 18 Soft
10 - 29 19 - 58
59 - 98 Stiff
less than 500
500 to 1,000
1,000 to 2,000
2,000 to 4,000
4,000 to 8,000> 99
LOCATION AND ELEVATION NOTESSAMPLING FIELD TESTS(HP)
(T)
(b/f)
(PID)
(OVA)
DESCRIPTION OF SYMBOLS AND ABBREVIATIONS
Descriptive Term
(Density)
Non-plastic
Low
Medium
High
Boulders
Cobbles
Gravel
Sand
Silt or Clay
10 - 18
> 50 15 - 30 19 - 42
> 30 > 42
_
Hand Penetrometer
Torvane
Standard Penetration
Test (blows per foot)
Photo-Ionization Detector
Organic Vapor Analyzer
Water levels indicated on the soil boring
logs are the levels measured in the
borehole at the times indicated.
Groundwater level variations will occur
over time. In low permeability soils,
accurate determination of groundwater
levels is not possible with short term
water level observations.
CONSISTENCY OF FINE-GRAINED SOILS
(50% or more passing the No. 200 sieve.)
Consistency determined by laboratory shear strength testing, field
visual-manual procedures or standard penetration resistance
DESCRIPTIVE SOIL CLASSIFICATION
> 8,000
Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy
of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was
conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic
maps of the area.
Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry
weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have
less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and
silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be
added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined
on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.
Plasticity Index
0
1 - 10
11 - 30
> 30
RELATIVE PROPORTIONS OF FINES
Descriptive Term(s)
of other constituents
Percent of
Dry Weight
< 5
5 - 12
> 12
No Recovery
RELATIVE DENSITY OF COARSE-GRAINED SOILS
Particle Size
Over 12 in. (300 mm)
12 in. to 3 in. (300mm to 75mm)
3 in. to #4 sieve (75mm to 4.75 mm)
#4 to #200 sieve (4.75mm to 0.075mm
Passing #200 sieve (0.075mm)STRENGTH TERMSUnconfined Compressive
Strength, Qu, psf
4 - 8
GENERAL NOTES
Exhibit C-2
UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A
Soil Classification
Group
Symbol Group Name B
Coarse Grained Soils:
More than 50% retained
on No. 200 sieve
Gravels:
More than 50% of
coarse fraction retained
on No. 4 sieve
Clean Gravels:
Less than 5% fines C
Cu  4 and 1  Cc  3 E GW Well-graded gravel F
Cu  4 and/or 1  Cc  3 E GP Poorly graded gravel F
Gravels with Fines:
More than 12% fines C
Fines classify as ML or MH GM Silty gravel F,G,H
Fines classify as CL or CH GC Clayey gravel F,G,H
Sands:
50% or more of coarse
fraction passes No. 4
sieve
Clean Sands:
Less than 5% fines D
Cu  6 and 1  Cc  3 E SW Well-graded sand I
Cu  6 and/or 1  Cc  3 E SP Poorly graded sand I
Sands with Fines:
More than 12% fines D
Fines classify as ML or MH SM Silty sand G,H,I
Fines classify as CL or CH SC Clayey sand G,H,I
Fine-Grained Soils:
50% or more passes the
No. 200 sieve
Silts and Clays:
Liquid limit less than 50
Inorganic: PI  7 and plots on or above “A” line J CL Lean clay K,L,M
PI  4 or plots below “A” line J ML Silt K,L,M
Organic: Liquid limit - oven dried  0.75 OL Organic clay K,L,M,N
Liquid limit - not dried Organic silt K,L,M,O
Silts and Clays:
Liquid limit 50 or more
Inorganic: PI plots on or above “A” line CH Fat clay K,L,M
PI plots below “A” line MH Elastic Silt K,L,M
Organic: Liquid limit - oven dried  0.75 OH Organic clay K,L,M,P
Liquid limit - not dried Organic silt K,L,M,Q
Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat

A Based on the material passing the 3-inch (75-mm) sieve
B If field sample contained cobbles or boulders, or both, add “with cobbles
or boulders, or both” to group name.
C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded
gravel with silt, GW -GC well-graded gravel with clay, GP-GM poorly
graded gravel with silt, GP-GC poorly graded gravel with clay.
D Sands with 5 to 12% fines require dual symbols: SW -SM well-graded
sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded
sand with silt, SP-SC poorly graded sand with clay
E Cu = D60/D10 Cc =
6010
2
30
DxD
)(D

F If soil contains  15% sand, add “with sand” to group name.
G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

H If fines are organic, add “with organic fines” to group name.
I If soil contains  15% gravel, add “with gravel” to group name.
J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.
K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,”
whichever is predominant.
L If soil contains  30% plus No. 200 predominantly sand, add “sandy” to
group name.
M If soil contains  30% plus No. 200, predominantly gravel, add
“gravelly” to group name.
N PI  4 and plots on or above “A” line.
O PI  4 or plots below “A” line.
P PI plots on or above “A” line.
Q PI plots below “A” line.

0 Feet 150 300 600
Project Manager: Project No.
Drawn by: Scale:
Checked by: File Name:
Approved by: Date:
Certified Sanborn® Map
page-
1955
Site Name:
Address:
City, ST, ZIP:
Client:TAG/Terracon
EDR Inquiry:5075277.1
Order Date:10/12/2017
Certification #1F82-45D4-89A91F82-45D4-89A9
Copyright 1955
Volume 1, Sheet 5
Volume 1, Sheet 4
Volume 1, Sheet 3
Volume 1, Sheet 2
1955 SANBORN MAP
1955
5075277 1 5
Farmville Library
4276 W Church Street
Farmville, NC 27828
Appendix
As Shown
Farmville Library
Farmville, NC 27828 C314 Beacon Drive 4276 W Church Street
Winterville, NC 28590
0 Feet 150 300 600
Project Manager: Project No.
Drawn by: Scale:
Checked by: File Name:
Approved by: Date:
Certified Sanborn® Map
page-
1945
Site Name:
Address:
City, ST, ZIP:
Client:TAG/Terracon
EDR Inquiry:5075277.1
Order Date:10/12/2017
Certification #1F82-45D4-89A91F82-45D4-89A9
Copyright 1945
Volume 1, Sheet 5
Volume 1, Sheet 4
Volume 1, Sheet 3
Volume 1, Sheet 2
1945 SANBORN MAP
1945
5075277 1 6
Farmville Library
4276 W Church Street
Farmville, NC 27828
Appendix
As Shown
Farmville Library
Farmville, NC 27828 C314 Beacon Drive 4276 W Church Street
Winterville, NC 28590
0 Feet 150 300 600
Project Manager: Project No.
Drawn by: Scale:
Checked by: File Name:
Approved by: Date:
Certified Sanborn® Map
page-
1929
Site Name:
Address:
City, ST, ZIP:
Client:TAG/Terracon
EDR Inquiry:5075277.1
Order Date:10/12/2017
Certification #1F82-45D4-89A91F82-45D4-89A9
Copyright 1929
Volume 1, Sheet 5
Volume 1, Sheet 4
Volume 1, Sheet 3
Volume 1, Sheet 2
Volume 1, Sheet Keymap/Sheet1
1929 SANBORN MAP
1929
5075277 1 7
Farmville Library
4276 W Church Street
Farmville, NC 27828
Appendix
As Shown
Farmville Library
Farmville, NC 27828 C314 Beacon Drive 4276 W Church Street
Winterville, NC 28590
0 Feet 150 300 600
Project Manager: Project No.
Drawn by: Scale:
Checked by: File Name:
Approved by: Date:
Certified Sanborn® Map
page-
1923
Site Name:
Address:
City, ST, ZIP:
Client:TAG/Terracon
EDR Inquiry:5075277.1
Order Date:10/12/2017
Certification #1F82-45D4-89A91F82-45D4-89A9
Copyright 1923
Volume 1, Sheet 3
Volume 1, Sheet 2
Volume 1, Sheet Keymap/Sheet1
1923 SANBORN MAP
1923
5075277 1 8
Farmville Library
4276 W Church Street
Farmville, NC 27828
Appendix
As Shown
Farmville Library
Farmville, NC 27828 C314 Beacon Drive 4276 W Church Street
Winterville, NC 28590
0 Feet 150 300 600
Project Manager: Project No.
Drawn by: Scale:
Checked by: File Name:
Approved by: Date:
Certified Sanborn® Map
page-
1915
Site Name:
Address:
City, ST, ZIP:
Client:TAG/Terracon
EDR Inquiry:5075277.1
Order Date:10/12/2017
Certification #1F82-45D4-89A91F82-45D4-89A9
Copyright 1915
Volume 1, Sheet 4
Volume 1, Sheet 3
Volume 1, Sheet Keymap/Sheet1
1915 SANBORN MAP
1915
5075277 1 9
Farmville Library
4276 W Church Street
Farmville, NC 27828
Appendix
As Shown
Farmville Library
Farmville, NC 27828 C314 Beacon Drive 4276 W Church Street
Winterville, NC 28590
THIS DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSESProject Mngr:Approved By:Checked By:Drawn By:Project No.Scale:Date:File No.Consulting Engineers and ScientistsEXHIBITSTORM SEWER REPLACEMENTC-4GEOTECHNICAL ENGINEERING REPORTFARMVILLE LIBRARY4276 W CHURCH STREETFARMVILLE, NCCBJSLMRF/CBCB72175082AS SHOWNGEO72175082-C4OCT. 2017314 Beacon DriveWinterville, NC 28590(252) 353-1600(252) 353-0002Approximate Scale0(Feet)40