20021410 Ver 3_Report_20100211

REPORT OF GEOTECHNICAL EXPLORATION
DIXIE RIVER ROAD EXTENSION
CHARLOTTE, NORTH CAROLINA
Prepared for:
Mr. Benjamin Taylor, P.E.
Kimley-Horn & Associates, Inc.
Charlotte, NC
coesulting
engineers
BOYLE
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4340-H Taggart Creek Road
Charlotte, NC 28208
BOYLE Project No. 05-021-03
March 19, 2009

BOYLE CONSULTING ENGINEERS, PLLC
Development and Construction Project Services 4340 Taggart Creek Rd. Ste H
Charlotte, NC 28208
Phone: [phone]
March 19, 2009 Fax: [phone]
www.boyleconsulting.com
VIA USPS & EMAIL ([e-mail])
Mr. Benjamin Taylor, P.E.
Kimley-Horn and Associates, Inc.
4651 Charlotte Park Drive, Suite 300
Charlotte, North Carolina 28217
Subject: Report of Geotechnical Exploration
Dixie River Road Extension
Charlotte, North Carolina
BOYLE Project No. 05-021-03
Dear Mr. Taylor:
As authorized by Mr. Robert Hume /Kimley-Horn & Associates, Inc. through the "Standard
Agreement for Professional Services Between Kimley-Horn and Associates, Inc. and An
Associate Consultant" signed on June. 1, 2005, "Amendment Number 1 To The Agreement
Between Kimley-Horn and Associates, Inc. and Associate Consultant" signed on October 19,
2007, and "Amendment Number 2 To The Agreement Between Kimley-Horn and Associates,
Inc. and Associate Consultant" signed on February 16, 2009, Boyle Consulting Engineers,
PLLC (BOYLE) has performed and completed the Geotechnical Exploration of the referenced
project in Charlotte, North Carolina.
This report describes the work performed, presents the data obtained, and provides our
recommendations relative to site preparation and pavement design. This report is intended
for the use of Mr. Benjamin Taylor, P.E./Kimley-Horn & Associates, Inc. (Kimley-Horn) and
the City of Charlotte. The contents of this report should not be relied upon by any other
entity without the express written consent of BOYLE.
We appreciate the opportunity to provide our professional services on this project. Please
contact us should you have any questions pertaining to this report.
Sincerely,
BOYLE CONSULTING ENGINEERS, PLLC
ichel Richards, P.E.
CMT Department Manager
Registered, NC 22760
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Shiping Yang, Ph.D., P.E. 031361
Chief Engineer •'•., ?4'?:'
Registered, NC 31361
Attachments
Report of Geotechnical Exploration March 19, 2009
Dixie River Road Extension BOYLE Project No. 05-021-03
Charlotte, NC Final
TABLE OF CONTENTS
PROJECT INFORMATION ......................................................................................... 1
SCOPE OF WORK .................................................................................................... 2
FIELD EXPLORATION .............................................................................................. 3
SOIL TEST BORINGS .................................................................................................. 3
LABORATORY TESTING .......................................................................................... . 4
Visual/Manual Soil Classification ........................................................................... . 4
Natural Moisture Content ..................................................................................... 4
SITE GEOLOGY AND SUBSURFACE CONDITIONS ................................................... . 5
REGIONAL GEOLOGY ................................................................................................. 5
SUBSURFACE CONDITIONS ........................................................................................... 5
GROUNDWATER CONDITIONS ........................................................................................ 6
CONCLUSIONS AND RECOMMENDATIONS ............................................................. . 7
SUITABILITY OF ON SITE SOILS .................................................................................... .. 7
SUBGRADE PREPARATION ........................................................................................... .. 7
SLOPE CONSTRUCTION .............................................................................................. .. H
GROUNDWATER CONTROL ......................................................................................... .. 9
CONSTRUCTION RECOMMENDATIONS FOR CULVERT ............................................................. .. 9
Foundation Design ............................................................................................. 9
Foundation Construction ..................................................................................... 9
Flow Diversion ................................................................................................. 10
Groundwater Control ........................................................................................ 10
CONSTRUCTION RECOMMENDATIONS FOR HEAD WALLS ......................................................... 11
PAVEMENT DESIGN .................................................................................................. 11
REVIEW OF GRADING PLANS ....................................................................................... 12
STANDARD OF CARE ............................................................................................. 13
APPENDICES ........................................................................................................ 14

Report of Geotechnical Exploration
Dixie River Road Extension
Charlotte, NC
PROJECT INFORMATION
March 19, 2009
BOYLE Project No. 05-021-03
Final
This is a continuation of the Dixie River Road Realignment project. BOYLE performed the
geotechnical exploration for the original portion of the project. The results and
recommendations were documented in the report submitted on May 7, 2008 (BOYLE Project
No. 05-021-02). This new portion of the project includes the extension of the Dixie River
Road from the proposed culvert north to connect with the existing Dixie River Road. The total
length is approximately 2,250 feet (From Station 214+00 to Station 236+50). Figure 1 in the
attached Appendix A presents a "Site Location and Area Topography" plan indicating the
approximate site topography, general location and vicinity.
Based on the preliminary plan provided by Kimley-Horn and Associates on February 6,
2009, maximum cut along the proposed centerline of the road alignment is approximately
24 feet; maximum fill is approximately 21 feet. Cut and fill depths may be larger in the
proposed shoulder, sidewalk, and ditch areas.
As part of the roadway redevelopment, Mr. Benjamin Taylor, P.E. has requested that BOYLE
provide the geotechnical exploration based on the provided roadway configuration. The
previous project information is based on our observations of the site, preliminary design
files provided, and phone conversations with Mr. Benjamin Taylor, P.E. and Jennifer Roy/
Kimley-Horn and Associates, Inc.
Page 1 of 14
Report of Geotechnical Exploration March 19, 2009
Dixie River Road Extension BDYLE Project No. 05-021-03
Charlotte, NC Final
SCOPE OF WORK
The purpose of this exploration was to explore the soil and groundwater conditions at the
site and perform necessary engineering analyses to develop geotechnical recommendations
to guide in the design and construction of this project. BOYLE accomplished these objectives
by the following:
1. drilling soil test borings to explore the subsurface soil conditions and collect
samples for laboratory examination and classification testing,
2. measuring groundwater levels during drilling operations,
3. performing an engineering/geological site reconnaissance to observe the site
conditions and detect issues or hazards that may not have been detected by the
borings, observed by the drillers/engineering technicians or indicated by
published information,
4. performing a map records search of readily available geologic, topographic and
soils information,
5. performing visual/manual examination of soil samples from the borings to
evaluate pertinent engineering properties,
6. performing laboratory tests for soil classification and engineering parameters,
7. analyzing the field and laboratory test data to develop appropriate geotechnical
recommendations and estimate soil parameters for use in pavement design, and
S. performing pavement design.
The conclusions and recommendations contained in this report are based on the results of
seventeen soil test borings, visual evaluation and laboratory testing of the soil samples, and
engineering analyses of the results with respect to the outlined project information.
Page 2of14
Report of Geotechnical Exploration March 19, 2009
Dixie River Road Extension BOYLE Project No. 05-021-03
Charlotte, NC Final
FIELD EXPLORATION
Details of the procedures used for the field exploration, laboratory testing and map records
search are presented in Appendix E of this report. Site specific details regarding these
procedures follow.
SOIL TEST BORINGS
BOYLE advanced a total of seventeen (17) soil test borings along the proposed road
extension and culvert / head wall areas. The approximate boring locations are shown on the
attached "Boring Location Plan" (Appendix A, Figure 2). The soil test borings were
advanced to 5 to 36 feet below existing grades. The boring locations were selected by
BOYLE (based on a furnished site plan) and established in the field by BOYLE personnel
based on the centerline staked by others. Elevations and coordinates of the boring locations
were obtained from the preliminary plan and profile provided by Kimley-Horn and Associates
on February 6, 2009. The approximate station numbers, elevations, and offsets from the
centerline of the borings are indicated on the "Soil Test Boring Records". Surveying
equipment was not used to locate the borings in the field or obtain more accurate
elevations; therefore, the locations and elevations depicted on the "Boring Location Plan"
and "Soil Test Boring Records" should be considered approximate. "Soil Test Boring
Records" are attached in Appendix B, showing the soil descriptions, penetration resistances,
and other subgrade characteristics.
Details of the soil sampling procedures are presented in Appendix E of this report.
Additional background regarding field exploration, soil sample handling, and groundwater
monitoring also is presented in Appendix E.
Field logs of the borings were 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. Representative portions of the
soil samples obtained were classified by an experienced geotechnical engineer in our
laboratory. Final boring logs ("Soil Test Boring Records" in Appendix B) included with this
report represent an interpretation of the field logs and include modifications based on
laboratory observation and testing of the samples.
Page 3 of 14
Report of Geotechnica/ Exploration
Dixie River Road Extension
Charlotte, NC
LABORATORY TESTING
March 19, 2009
BOYLE Project No. 05-021-03
Final
Representative soil samples were selected and tested in our laboratory to check field
classifications and to determine pertinent engineering properties. The following is a brief
description of the specific tests completed for this project.
Visual/Manual Soil Classification
An experienced soil engineer classified each soil sample obtained at the site on the basis of
texture and plasticity in accordance with the Unified Soil Classification System. The group
symbols for each soil type are indicated in parentheses following the soil descriptions on the
boring logs. The soil engineer grouped the various soil types into the major zones noted on
the boring logs. The stratification lines designating the interfaces between earth materials on
the boring logs and profiles are approximate; in situ, the transitions may be gradual.
Natural Moisture Content
The natural moisture content of selected samples was determined in accordance with
ASTM D-2216. The moisture content of the soil is the ratio, expressed as a percentage, of the
weight of water in a given mass of soil to the weight of the soil particles. Test results are
indicated on the "Soil Test Boring Records" in Appendix B.
Page 4 of 14
Report of Geotechnical Exploration
Dixie River Road Extension
Charlotte, NC
March 19, 2009
BOYLE Project No. 05-021-03
Final
SITE GEOLOGY AND SUBSURFACE CONDITIONS
The following map records were utilized to evaluate site geology.
• Charlotte West, North Carolina 7.5-Minute Topographic Quadrangle, dated
1993, published by the US Geological Survey (see Appendix A, Figure 1).
• Geologic Map of the Charlotte 1°x 20 Quadrangle, North Carolina and
South Carolina, dated 1988, published by the USGS.
• Soil Survey of Mecklenburg County, 1980, published by the USDA Soil
Conservation Service.
REGIONAL GEOLOGY
The site is located within the Piedmont Physiographic Province of North Carolina. The
bedrock underlying the site is reported to be either granodiorite (a relatively large intrusion
of dark granitic rock which has become metamorphosed into a type of granite gneiss) or
gabbro (an intrusive dark basaltic rock). The interface between the rock types traverses the
site from the southeast to the northwest. During our site walkover, rock outcrops were not
observed on the Subject Property. Additional details of regional geology relative to the site
area are presented in Appendix C.
The Soil Survey of Mecklenburg County indicates that soils at the site are classified as Cecil
sandy clay loam, Mecklenburg fine sandy loam, and Pacolet sandy loam. Mecklenburg soils
often contain moderately plastic clays. Cecil and Pacolet soils are typically preferred by local
contractors due to their relatively ease of workability except during wet weather. In
addition, alluvial soils were encountered along the existing creek. Alluvial soils are known to
frequently contain zones of plastic clays, highly organic soils and are usually wet and are
generally unsuitable for direct road and culvert support or re-use as engineered fill.
Additional details of soil series relative to the site area are presented in Appendix C.
SUBSURFACE CONDITIONS
The sampled site soils are similar to those typically encountered on Piedmont sites in urban
areas and are consistent with the mapped soil series. Detailed information for each boring
location is shown on the "Soil Test Boring Records" included in Appendix B. The descriptions
below provide a general summary of the subsurface conditions encountered at the site.
Page 5 of 14
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• Report of Geotechnical Exploration March 19, 2009
Dixie River Road Extension BOYLE Project No. 05-021-03
• Charlotte, NC Final
Alluvial soils were encountered in the existing creek area at borings B-1, B-2, B-7, B-14,
and B-16. Alluvial soils in these areas consisted primarily of organic silts or silts with varying
• amounts of organic matter and extended to about 4 feet below existing grades. Standard
• Penetration Resistances (N) within the alluvial soils ranged between WOH (Weight of
• Hammer) and 21. Topsoil was encountered from ground surface in other areas. Topsoil was
• about 2.5 to 6 inches in thickness. Both alluvial soils and topsoil were underlain by residual
• soils. The residual soils encountered at the site typically contained silt or sandy silt (ML),
elastic silt (MH), and silty sand (SM) with standard penetration resistances (N) ranging
• between 9 and 100+.
•
• Residual material hard enough (equivalent to N=100 blows per foot or better) to be
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• designated partially weathered rock was encountered at Boring B-2, B-6, B-7, and B-17 at
• about 4 to 9 feet below existing grades. Auger refusal was encountered at Borings in the
• culvert area (B-1, B-2, and B-14 through B-17) and at Boring B-7 at about 5 to 16.5 below
• existing grades.
•
• GROUNDWATER CONDITIONS
•
• No groundwater was observed during drilling operation. Groundwater levels were rechecked
• for the borings drilled in the low areas (B-1, B-2, B-7, B-8, and B-14 through B-17) on
• March 17, 2008. Groundwater levels within these borings were at about 1 to 7 feet below
• existing grades. These groundwater levels were taken after several days of rain in the
• Charlotte area. The actual groundwater levels should be close to the existing creek water
• level which is about 4 feet below top of the banks. These water level observations provided
• an approximate indication of the groundwater situation at the site. Groundwater levels may
fluctuate several feet with industrial, seasonal, and rainfall variations and with changes in
• the water level in adjacent drainage features. Normally, the highest groundwater levels
occur in late winter and spring and the lowest levels occur in late summer and fall.
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Report of Geotechnical Exploration March 19, 2009
Dixie River Road Extension BOYLE Project No. 05-021-03
Charlotte, NC Final
CONCLUSIONS AND RECOMMENDATIONS
In general, the subsurface conditions encountered at the site appear to be suitable for the
proposed construction. Based on the soil information obtained, the following items are
emphasized to help identify potential issues that may arise during the final design and
construction of the roadways.
SUITABILITY OF ON SITE SOILS
Most of the potential backfill materials encountered in the cut areas from Station 227+50 to
236+50 are low to lightly plastic silts and are considered suitable for use as backfill
materials for the proposed roadway construction. Our laboratory tests indicate that the
existing moisture contents of these materials are close to the estimated optimum moisture
content of the same soil type. The upper portion of the soils appeared to be drier and will
need watering to achieve stability and the recommended compaction during construction.
The surficial soils (upper 2 feet) encountered at Borings B-5 and B-6 appeared to be
moderately plastic. These soils, if encountered during construction, should be removed and
disposed of in non-structural areas, such as in ditches, or placed in deep fill area.
The elastic silt encountered in the upper 4 feet at Boring B-8 and most of the alluvial soils
encountered in the proposed culvert areas are not suitable for direct support of the
proposed roadway construction, nor suitable for use as backfill. However, over 10 feet of
new fill is planned in these areas. Fill may be placed on top of the existing soils after topsoil
is stripped and proofroll testing is performed. Some undercut may be necessary for the soils
to pass the proofroll test.
SUBGRADE PREPARATION
Subgrade preparation should follow the NCDOT Standard Specifications. We have attached
part of the Division 5 of the Standard Specifications in Appendix D of this report. This
document contains detailed requirements for preparation and compaction of subgrade and
base course of roadways. Specific recommendations regarding different types of materials
encountered at the site have been address in the above sections.
Page 7 of 14
Report of Geotechnical Exploration March 19, 2009
Dixie River Road Extension BOYLE Project No. 05-021-03
Charlotte, NC Final
As mentioned earlier, the natural moisture contents of the upper portion of the in-place
materials from the proposed excavation areas (B-9 through B-13) are a fewer percent dry of
the optimum moisture content. Some moisture conditioning will be required for the majority of
the borrow area soils.
Pavements on the proposed new roads should be supported on a subgrade consisting of a
minimum of 12 inches of newly placed and compacted engineered fill, such as the silt or
sandy silt and silty sand encountered at the site. The subgrade should be placed in lifts not
exceeding 8 inches in loose thickness, moisture conditioned to 0 to 2+ percent of the
optimum moisture content, and uniformly compacted to a minimum of 100 percent of the
maximum density obtained in accordance with ASTM D-698, Standard Proctor Method.
Based on our pervious CBR test results on similar soils, a CBR of 5 may be used for
pavement design of the proposed roads if the subgrade is prepared in this manner.
SLOPE CONSTRUCTION
No cross section information has been provided for this portion of the project. Based on the
profile provided, up to 24 feet of fill will be placed at the site. Fill placed on new slopes
should consist of engineered fill and be placed in lifts not exceeding 8 inches in loose
thickness, moisture conditioned to 0 to 2+ percent of the optimum moisture content, and
uniformly compacted to a minimum of 95 percent of the maximum density obtained in
accordance with ASTM D-698, Standard Proctor Method. Sufficient number of density tests
should be performed on each lift of fill to verify that the recommended compaction effort is
met.
The top width of engineered fill should extend horizontally at least 10 feet beyond the
outside edge of the roadway subgrade or a distance equivalent to the height of fill to be
placed, whichever is greater, before sloping. The edge of fill should extend at least 5 feet
beyond paved areas. The surface of all permanent fill slopes should be constructed at
3H:1V (horizontal to vertical) or flatter in accordance with the recommendations of this
report. Cut slopes may be constructed at 2.5H:1V or flatter. All slope surfaces should be
protected from erosion by grassing or other means.
As new fills are placed adjacent to existing slopes, we recommend that the grading
equipment cut into the existing slope face every other lift. This benching activity creates a
notch or ridge that locks in the new fills with the existing soils of the slope and prevents the
Page 8 of 14
Report of Geotechnical Exploration March 19, 2009
Dixie River Road Extension BOYLE Project No. 05-021-03
Charlotte, NC Final
formation of a failure surface due to a natural planar parting at the interface between the
soil types.
GROUNDWATER CONTROL
Groundwater was only observed in the areas where fill will be placed. We do not anticipate a
need for ground-water control in the proposed roadway areas. Groundwater control may be
required during construction of the culvert.
CONSTRUCTION RECOMMENDATIONS FOR CULVERT
Foundation Design
Based on the information provided, a bottomless culvert will be constructed along the
existing creek. The proposed culvert may be supported in the medium dense to very dense
residual sands encountered at about 4 feet blow existing grades or by newly placed,
compacted and tested engineered fill (at least 95 percent of the Standard Proctor maximum
dry density per ASTM D-698). For culvert bearing in these materials, the maximum
allowable soil bearing pressure of 3,000 psf may be used for design. Any unsuitable (soft or
loose) soils, if encountered during construction, should be removed and replaced with
suitable compacted and tested engineered fill in accordance with the recommendation of
this report.
Foundation Construction
Site preparation should begin with the removal of the topsoil, vegetation and any loose,
soft, or otherwise unsuitable materials from the proposed culvert area. As mentioned above,
the upper 4 feet alluvial soils encountered at this site are considered unsuitable for support
of the foundation of the culvert. The foundation subgrade should be the residual soils at
least 4 feet below the existing grade. Care should be taken to prevent unnecessary
disturbance of foundation soils. Disturbed areas should be removed and replaced with new
fill placed and compacted in accordance with the recommendations of this report. If soft or
loose soils are encountered near the bottom of the foundation bearing elevation during
construction, these soils should be removed and replaced with suitable compacted and
tested engineered fill in accordance with recommendations of this report.
Page 9 of 14
Report of Geotechnical Exploration March 19, 2009
Dixie River Road Extension BOYLE Project No. 05-021-03
Charlotte, NC Final
Fill and backfill placed for support of the culvert should consist of approved materials which
are free of organic matter and debris. Bricks, rocks, or other solid pieces with a maximum
dimension of 3 inches or larger should not be placed in the new fill, nor should organic
material be used. Low-plasticity cohesive soil or granular soil should be used for fill. By our
definition, low-plasticity cohesive soil would have a liquid limit less than 45 and a plasticity
index less than 20. Most of the soils encountered at the site appear to meet these criteria
and may be used as new fill. Bedding material should be placed and shaped beneath the
pipe in accordance with the specifications of the pipe manufacture.
Structural fill placed below and around the culvert should be placed and compacted in lifts of
8 inches or less in loose thickness and compacted to at least 95 percent of the material's
standard Proctor maximum dry density (ASTM D-698). Fill should be placed at a moisture
content between 0 percent below and 2 percent above the material's optimum moisture
content (also based on ASTM D-698). Sufficient density tests should be performed on fills
to help verify the adequacy of the compaction levels obtained.
Special care shall be taken during backfill and compaction operations to assure sufficient
compaction on both sides of the culvert. Heavy equipment should not be used operating
over the pipe until it has been properly backfilled with a minimum 3 feet of cover.
Flow Diversion
The disturbance of the existing creek will be minimal for a bottomless culvert construction.
No flow diversion is necessary. However, the site also should be graded so that surface
water will flow to outside the construction areas.
Groundwater Control
Depending on the groundwater level at the time of construction, groundwater control may
be required during construction of the culvert. If groundwater is encountered, we
recommend that the groundwater table be lowered and maintained at a depth of at least
2 feet below maximum excavation depth during construction. Adequate control of
groundwater could likely be accomplished by means of gravity ditches and pumping from
gravel-lined, cased sumps. The contractor should also be prepared to promptly remove
surface water and perched water from the general construction area by similar methods.
Page 10 of 14
Report of Geotechnical Exploration March 19, 2009
Dixie River Road Extension BOYLE Project No. 05-021-03
Charlotte, NC Final
CONSTRUCTION RECOMMENDATIONS FOR HEAD WALLS
No detailed structural information has been provided on the headwalls near the proposed
culvert. The residual soils encountered at about 2 to 4 feet below existing grades in the
headwall areas appear to be suitable for the proposed headwall construction. We
recommend that the alluvial soils beneath the foundations of the walls be removed in their
entirety and replaced with #57 stone wrapped in a non-woven fabric such as Mirafi 140N or
equivalent. The removal depths will be in the range of 2 to 4 feet. The maximum allowable
soil bearing pressure of 3,000 psf may be used for the headwall design. Any unsuitable (soft
or loose) soils, if encountered during construction, should be removed and replaced with
suitable compacted and tested engineered fill in accordance with the recommendations in
the section of CONSTRUCTION RECOMMENDATIONS FOR CULVERT.
PAVEMENT DESIGN
The pavement design for the road extension was based on the subsurface conditions
encountered during our geotechnical exploration, laboratory test results, and traffic
information provided by Kimley-Horn and Associates. AASHTO flexible pavement design
methodology was used in the design. Traffic information was provided by Ms. Jennifer Roy/
Kimley-Horn and Associates in the form of AM and PM peak hour volumes for the years of
2008 and 2028, respectively. BOYLE was informed that these volumes included an annual
traffic increase of 2.5%. We have assumed a design life of 20 years with 5% TTST (truck
tractor and semi-trailer). Based on our previous laboratory test results of similar soil types,
a subgrade CBR of 5 was used in the design.
The North Carolina Department of Transportation (NCDOT) Superpave specifications and/or
equivalent NCDOT "Standard Specifications for Roads and Bridges" should be used as
references for preparing the pavement specifications for this project. The design for the
road is shown in Tables 1. These pavement designs also considered for the convenience of
construction at the site. Table 2 presents the specifications for each component of the
pavement sections.
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Report of Geotechnical Exploration
Dixie River Road Extension
Charlotte, NC
March 19, 2009
BOYLE Project No. 05-021-03
Final
TABLE 1, ASPHALT PAVEMENT COMPONENT THICKNESS-Dixie River Road
PAVEMENT COMPONENTS THICKNESS
Subgrade = Engineered Fill (1) 12"
Subgrade = Undisturbed Cut (2) Approved Proofroll
Base Course: 6„
Su er ave B37.5C
Intermediate Course: 3„
Su er ave I19.OC
Surface Course: 2„
Su er ave S12.5C
Notes: 1). Existing, on-site non-plastic soils
2). Where cut subgrade is exposed to construction traffic, scarify to 12-inch
depth, recompact and proceed as if subgrade is engineered fill, 100%
compacted.
TABLE 2, ASPHALT PAVEMENT COMPONENTS
PAVEMENT COMPONENT GENERAL SPECIFICATION PERCENT
SPECIFICATION & COMPACTION COMPACTION
Subgrade = Engineered Fill On-Site Non-Plastic Sandy Soils 100 %
Standard Proctor ASTM D-698 Free of Organics & Debris
Subgrade = Undisturbed Cut Residual Soil Approved
Proofroll
Aggregate Base Course NCDOT 100%
Modified Proctor ASTM D-1557 Section 520
Bituminous Concrete-Binder Course Superpave Section 10 92%
Superpave Density ASTM D-2726
Bituminous Concrete Surface Course Superpave Section 10 92%
Superpave Density ASTM D-2726
REVIEW OF GRADING PLANS
When the final grading plans for the proposed project are prepared, the plans should be
reviewed by BOYLE to assure compliance with recommendations presented in this report.
The need for additional subsurface exploration or advice can be determined by the review.
Page 12 of 14
Report of Geotechnical Exploration March 19, 2009
Dixie River Road Extension BOYLE Project No. 05-021-03
Charlotte, NC Final
STANDARD OF CARE
Our evaluation of the subject site has been based on our current understanding of site
conditions, project information provided to us, our observations, and data obtained from our
exploration. If the project information is incorrect or if project objectives are changed,
please contact us so that our recommendations can be reviewed. In addition, BOYLE should
be provided with copies of final grading/erosion control plans for review. The discovery of
any site or subsurface condition during construction which deviate from data outlined in this
report should be reported to us for our re-evaluation. The assessment of site environmental
conditions or the presence of pollutants in the soil, rock and groundwater of the site was
beyond the scope of this exploration. If this report is unclear or presents conflicting
recommendations, BOYLE should be notified promptly.
The analyses, conclusions, and recommendations submitted in this report are based on the
geotechnical exploration previously outlined and the data collected as shown on the
attachments. If significant variations become evident at any time before or during the
course of construction, it will be necessary to make a re-evaluation of the conclusions and
recommendations of this report and further exploration, observation, and/or testing may be
required.
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Report of Geotechnical Exploration
Dixie River Road Extension
Charlotte, NC
Appendix A
Appendix B
Appendix C
APPENDICES
March 19, 2009
BOYLE Project No. 05-021-03
Final
Figure 1, Site Location and Area Topography
Figure 2, Boring Location Plan
Soil Test Boring Records (17 Sheets)
Unified Soil Classification
Reference Notes
Regional Geology, Soils and Groundwater
Appendix D Recommended Construction Practices
Sections 500-520, Division 5 NCDOT Standard
Specifications
Appendix E Procedures Regarding Field Logs
Laboratory Data Sheets and Samples
Appendix F Definitions & Terminology
Page 14 of 14
Report of Geotechnical Exploration
Dixie River Road Extension
Charlotte, NC
APPENDIX A
March 19, 2009
BOYLE Project No. 05-021-03
Final
FIGURE 1, SITE LOCATION AND AREA TOPOGRAPHY
FIGURE 2, BORING LOCATION PLAN
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Y Printed from TOPO! @2001 National Geographic Holdirp (www.topo.com)
TH

Development & Construction Project Services
Site Location and Area Topography
Dixie River Road Extension
Charlotte, North Carolina
Ref: 7.5 Minute U.S.G.S. Topographic Map, BOYLE Project No. 05-021-03
Charlotte West, N.C. Quadrangle, dated 1993.
Date: 3/11/09 Drawn By: SY Scale: Shown Figure 1
r
13

NORTH
Legend
.v B-x
Soil Test Boring Location
Project Services
Ref: Electronic Site Plan Provided by Kimley-Horn and
Associates, Inc. on February 6, 2009.
Boring Location Plan
Dixie River Road Extension
Charlotte, North Carolina
BOYLE Project No. 05-021-03
Date: 3/11/09 Drawn By: SY Scale: NTS Figure:2

Report of Geotechnical Exploration
Dixie River Road Extension
Charlotte, NC
APPENDIX B
SOIL TEST BORING RECORDS (17 Sheets)
UNIFIED SOIL CLASSIFICATION
GENERAL NOTES
March 19, 2009
BOYLE Project No. 05-021-03
Final

4340-H Taggart Creek Road
Charlotte, NC 28208
consulting Phone: [phone]
engineers Fax: [phone]
BOYLE SOIL TEST BORING RECORD
Station# 214+00 Offset IL

BORING NO.: B-1
GSE*: 644.0 (Cut)/Fill: 2FG: 664.0 F
PROJECT INFORMATION DRILLING INFORMATION
PROJECT: Dixie River Road
SITE LOCATION: Charlotte, North Carolina
BOYLE JOB NO.: 05-021-03
DATE DRILLED: 2/27/2009 DRILL RIG.: Track-mounted
DRILLING METHOD: Hollow-Stem Auger
SAMPLING METHODS: ASTM D-1586
HAMMER WT./DROP 140 lb., 30 in.
Description De 11 Elevation N Penetration - Blows per Foot b f

0 1 1 0 1 00
ALLUVIUM - Dark gray silty fine
sand, trace organic matter, loose 0.0 644.0
2

4 - 19
RESIDUUM - Brown gray silty sand,
mdium dense 4.0 640.0
6

Auger refusal and bottom of boring 6
5 637
5
. . 8

10

12

1
4
Gro
Durin
N undwa
g Drillin
one ter L
g ev el s
Aft
e
r
N
D
on
ri
e
lling
3/
17
/2
0
09
3

'

•
•
?I
•
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•
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•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
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•
•
•
•
•
•
•
•
•
•
•
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•
•
•
•
•
4340-H Taggart Creek Road
Charlotte, NC 28208
consulting Phone: [phone]
engineers Fax: [phone]
BOYLE SOIL TEST BORING RECORD
Station # 214+25 Offset L10

BORING NO.: B-2
GSE*: 643.0 (Cut)/Fill: 21
FG: 664.0 FILL
PROJECT INFORMATION DRILLING INFORMATION
PROJECT: Dixie River Road
SITE LOCATION: Charlotte, North Carolina
BOYLE JOB NO.: 05-021-03
DATE DRILLED: 2/26/2009 DRILL RIG.: Track-mounted
DRILLING METHOD: Hollow-Stem Auger
SAMPLING METHODS: ASTM D-1586
HAMMER WT./DROP 140 lb., 30 in.
Description Depth Elevation N Penetration - Blows per Foot b f
1 10 100
0
ALLUVIUM - Gray brown sandy silt, 0.0 643.0
trace gravel, very stiff
2

l 4
RESIDUUM - Dark green gray si
ty
sand, very dense 3.5 639.5

6
3
8

PWR 9.0 634.0
10

12

14
1 1 0
16

Auger refusal and bottom of boring 16
5 626
5
. . 18

20
Groundwater Levels
During Drilling After Drilling 3/17/2009
None None 7'

4340-H Taggart Creek Road
Charlotte, NC 28208
4YLE nsulting Phone: [phone]
A ngineers Fax: [phone]
B SOIL TEST BORING RECORD
Station # 215+00 Offset R

BORING NO.: B-3
GSE *: 650.0 (Cut)/Fill: 14
FG: 664.0 FIL
PROJECT INFORMATION DRILLING INFORMATION
PROJECT: Dixie River Road
SITE LOCATION: Charlotte, North Carolina
BOYLE JOB NO.: 05-021-03
DATE DRILLED: 2/26/2009 DRILL RIG.: Track-mounted
DRILLING METHOD: Hollow-Stem Auger
SAMPLING METHODS: ASTM D-1586
HAMMER WT./DROP 140 lb., 30 in.
Description
De th
Elevation
N Penetration - Blows per Foot b f
1 10 100
0
Topsoil - 4 Inches 0.0 650.0
l
d 0
3 649
7
ty san
,
RESIDUUM - Tan brown si
very dense . . - -

-

--
2

Gray brown silty fine sand, very
dense
4.0
646.0 4 -- -- -
-
6 -

- 1
10 - --
Bottom of boring 11.0 639.0
12 - -

14
Groundwater Levels
During Drilling After Drilling Long Term
None None N/A

•
•

• 4340-H Taggart Creek Road SOIL TEST BORING RECORD

• Charlotte, NC 28208
676-0778
704
Ph
coconsultin Station # 217+00 Offset L8
g
one: (
)
engineers Fax: [phone]
&
4mk BORING NO.: B-4

• BonE
GSE*: 669.0 (Cut)/Fill: (3)
FG: 666.0 CUT
• PROJECT INFORMATION DRILLING INFORMATION
•
• PROJECT: Dixie River Road DRILL RIG.: Track-mounted
SITE LOCATION: Charlotte, North Carolina DRILLING METHOD: Hollow-Stem Auger
• BOYLE JOB NO.: 05-021-03 SAMPLING METHODS: ASTM D-1586
• DATE DRILLED: 2/26/2009 HAMMER WT./DROP 140 lb., 30 in.
•
• Description De th Elevation N Penetration - Blows per Foot b f
• 1 10 100
0
• Topsoil - 3 Inches 0.0 669.0
RESIDUUM - O
b
ilt
ith 2
0 8
668
• range
rown s
, w . .
fine sand, very stiff
• 2
MC=28.7%
•
•
4
•
Yellow brown fine sandy silt, hard 4.0 665.0
•
•
6
•
•

•

Bottom of boring 9.0 660.0
10

•

•
• 12

•
•
• 14

•
•
• Groundwater Levels
• During Drilling After Drilling Long Term
• None None N/A
•
•
•
•
•
i
4340-H Taggart Creek Road
Charlotte, NC 28208
consulting Phone: [phone]
A engineers Fax: [phone]
130YLE SOIL TEST BORING RECORD
Station # 219+00 Offset R

BORING NO.: B-5
GSE*: 670.0 (Cut)/Fill: (3)
FG: 667.0 CU
PROJECT INFORMATION DRILLING INFORMATION
PROJECT: Dixie River Road
SITE LOCATION: Charlotte, North Carolina
BOYLE JOB NO.: 05-021-03
DATE DRILLED: 2/24/2009 DRILL RIG.: Track-mounted
DRILLING METHOD: Hollow-Stem Auger
SAMPLING METHODS: ASTM D-1586
HAMMER WT./DROP 140 lb., 30 in.
Description De th Elevation N Penetration - Blows per Foot b f
1 10 100
0
Topsoil - 2.5 Inches 0.0 670.0
RESIDUUM - Olive brown silt
trace 0
2 669
8
,
fine sand (moderately elastic) . .
2
Gray brown silty sand, very dense 2.0 668.0
FFE
MC=11.8%
4 1 7.

6

8

10 --

12 5 8
-

Bottom of boring 13.5 656.5 14

Groundwater Levels
During Drilling After Drilling Long Term
None None N/A
•
i
•
•
4340-H Taggart Creek Road SOIL TEST BORING RECORD

• Charlotte, NC 28208
Station # 221+00 Offset L9
consulting Phone: [phone]
engineers Fax: [phone] BORING NO.: B-6
• BOYLE GSE*: 666.0 (Cut)/Fill:0
•
• FG: 666.0 AT GRADE
PROJECT INFORMATION DRILLING INFORMATION
• PROJECT: Dixie River Road DRILL RIG.: Track-mounted
•

• SITE LOCATION: Charlotte, North Carolina DRILLING METHOD: Hollow-Stem Auger
BOYLE JOB NO.: 05-021-03 SAMPLING METHODS: ASTM D-1586
DATE DRILLED: 2/24/2009 HAMMER WT./DROP 140 lb., 30 in.
•
- Description De th Elevation N Pe net ra tio n - B l ows per Foot b f
• 1 1 0 1 0 0
0
• Topsoil - 4 Inches 0.0 666.0
• RESIDUUM - Oli
b
ilt
h
d 0
3 665
7
ve
rown s
,
ar . .
• (moderately elastic)
2
A
A
0
-
• Gray brown silty dand, very dense 2.0 664.0

• MC=10.2%
• 4

•
•
• 6

• PWR 6.0 660.0
•
8
•
•

• 1 4 0
10
- -

• Bottom of boring 11.0 655.0
12
•

•
• 14

•

•
• Gro undwa ter L ev el s
• Durin g Drillin g Aft e r D ri lling L ong T e rm
• N one N on e N/ A
•

•
•

4340-H Taggart Creek Road
-- Charlotte, NC 28208
consulting Phone: [phone]
engineers Fax: [phone]
B0?E SOIL TEST BORING RECORD
Station # 223+00 Offset R6

BORING NO.: B-7
GSE*: 648.0 (Cut)/Fill: 15
FG: 663.0 FIL
PROJECT INFORMATION DRILLING INFORMATION
PROJECT: Dixie River Road
SITE LOCATION: Charlotte, North Carolina
BOYLE JOB NO.: 05-021-03
DATE DRILLED: 2/24/2009 DRILL RIG.: Track-mounted
DRILLING METHOD: Hollow-Stem Auger
SAMPLING METHODS: ASTM D-1586
HAMMER WT./DROP 140 lb., 30 in.
Description De th Elevation N Penetration - Blows per Foot b f
1 10 100
0

ALLUVIUM - Dark brown silt, with
sand
trace organic matter 0.0 648.0
, 2

4

PWR
4.0
644.0 --
Auger refusal and bottom of boring 5.0 643.0
6

8
-
10

12

14

Groundwater Levels
During Drilling After Drilling 3/17/2009
None None 1.

• 4340-H Taggart Creek Road SOIL TEST BORING RECORD

., Charlotte, NC 28208
Station # 224+40 Offset L10
Consulting Phone: [phone]
- engineers Fax: [phone] BORING NO.: B-8
*
. E GSE*: 652.0 (Cut)/Fill: 12
B
FG: 664.0 FILL
•
PROJECT INFORMATION DRILLING INFORMATION

- PROJECT: Dixie River Road DRILL RIG.: Track-mounted
• SITE LOCATION: Charlotte, North Carolina DRILLING METHOD: Hollow-Stem Auger
BOYLE JOB NO.: 05-021-03 SAMPLING METHODS: ASTM D-1586
-
DATE DRILLED: 2/24/2009 HAMMER WT./DROP 140 lb., 30 in.

Description Depth Elevation N Pe net ra tio n - B l ows er Foot b f
• 1 1 0 1 0 0

Topsoil - 2 Inches
0.0
652.0 0
RESIDUUM - Oli
b
l
ti
ilt 2
0 651
8
• ve
rown e
as
c s
, . .
- stiff (highly plastic)
2

- MC=25.0%

4

• Gray brown silty sand, dense 4.0 648.0

6
- -

8

6 8

10 ,
-
•

Bottom of boring 11.0 641.0
- 12

• 14

Gro undwa ter L ev el s
Durin g Drillin g Aft e r D ri lling 3/ 17 /2 0 0 9
N one N on e 2 '

4340-H Taggart Creek Road
- Charlotte, NC 28208
&*c n sulting Phone: [phone]
ngineers Fax: [phone]
A ( )
BOYLE SOIL TEST BORING RECORD
Station # 227+50 Offset R

BORING NO.: B-9
GSE*: 674.0 (Cut)/Fill: 0
FG: 674.0 AT GRAD
PROJECT INFORMATION DRILLING INFORMATION
PROJECT: Dixie River Road
SITE LOCATION: Charlotte, North Carolina
BOYLE JOB NO.: 05-021-03
DATE DRILLED: 2/24/2009 DRILL RIG.: Track-mounted
DRILLING METHOD: Hollow-Stem Auger
SAMPLING METHODS: ASTM D-1586
HAMMER WT./DROP 140 lb., 30 in.
Description Depth Elevation N Penetration - Blows per Foot b f

0 1 1 0 1 00
Topsoil - 4 Inches 0.0 674.0
RESIDUUM - Pink brown silt
trace 0
3 673
7
,
sand, stiff . .
2

4

- Color changed to light g
gray at 6'
8

10 12

Bottom of boring 11.0 663.0
12

14

Gro
Durin
N undwa
g Drillin
one ter L
g ev el s
Aft
e
r
No
D
n
ri
e
lling
Lo
ng
T
N/
e
A
rm

-

•

- 4340-H Taggart Creek Road

Charlotte, NC 28208
consulting Phone: [phone]
engineers Fax: [phone]
4
BOYLE SOIL TEST BORING RECORD

Station # 229+50 Offset L6

BORING NO.: B-10
GSE*: 700.0 (Cut)/Fill: (18)
FG: 682.0 CUT
•
-
•

-
- PROJECT INFORMATION
PROJECT: Dixie River Road
SITE LOCATION: Charlotte, North Carolina
BOYLE JOB NO.: 05-021-03
DATE DRILLED: 2/24/2009
Description Depth Elevation DRILLING INFORMATION
DRILL RIG.: Track-mounted
DRILLING METHOD: Hollow-Stem Auger
SAMPLING METHODS: ASTM D-1586
HAMMER WT./DROP 140 lb., 30 in.
N Penetration - Blows per Foot b f
1 10 100
0

T
il - 4 I
h 0
0 700
0
nc
es
opso . .
2
- RESIDUUM - Red silt, hard 0.3 699.7
- 4
MC
29
1%
. =
. 6

8
i
• 10 5

12

14
.
16
•
18
Red orange silt, very stiff 18.0 682.0
- 20 14

22
•
- Gray brown sandy silt, very stiff 23.0 677.0
24
2
- 26
-
28

30 21

Bottom of boring 31.0 669.0 32

-
• Groundwater Levels
During Drilling After Drilling Long Term
None None N/A

4340-H Taggart Creek Road
Charlotte, NC 28208
consulting Phone: [phone]
engineers Fax: [phone]
B &E SOIL TEST BORING RECORD
Station # 231+50 Offset R9

BORING NO.: B-11
GSE*: 714.0 (Cut)/Fill: (24)
FG: 690.0 CU
PROJECT INFORMATION DRILLING INFORMATION
PROJECT: Dixie River Road
SITE LOCATION: Charlotte, North Carolina
BOYLE JOB NO.: 05-021-03
DATE DRILLED: 2/23/2009 DRILL RIG.: Track-mounted
DRILLING METHOD: Hollow-Stem Auger
SAMPLING METHODS: ASTM D-1586
HAMMER WT./DROP 140 lb., 30 in.
Description De th Elevation N Penetration - Blows er Foot b f
1 10 100
0
T
il
4 I
h
opso
-
nc
es 0.0 714.0
RESIDUUM - Red silt, hard 0.3 713.7 2
4
MC=26.3%
6

8

10 2

12

14-

16-

18

20

22

Yellow brown silt
with fine sand and 23
0 691
0 24
,
i
iff . .
m
ca, very st 26

28

30 19

- Color changed to tan 32
gray at 32'
34

36
Bottom of boring 36
0 678
0
. .
38
Groundwater Levels
During Drilling After Drilling Long Term
None None N/A

W
•

-
4340-H Taggart Creek Road
Charlotte, NC 28208
consulting Phone: [phone]
engineers Fax: [phone]
BOYLE
SOIL TEST BORING RECORD
Station # 233+50 Offset L9

BORING NO.: B-12

GSE*: 713.0 (Cut)/Fill: (19)
FG: 694.0 CUT

•

•
- PROJECT INFORMATION
PROJECT: Dixie River Road
SITE LOCATION: Charlotte, North Carolina
BOYLE JOB NO.: 05-021-03
DATE DRILLED: 2/23/2009
Description De th Elevation DRILLING INFORMATION
DRILL RIG.: Track-mounted
DRILLING METHOD: Hollow-Stem Auger
SAMPLING METHODS: ASTM D-1586
HAMMER WT./DROP 140 lb., 30 in.
N Penetration - Blows per Foot b f
1 10 100
0
il
4 I
h 0
0 713
0
Topso
-
nc
es . .
2
- RESIDUUM - Red silt, very stiff 0.3 712.7
- 4

6

8
.
10 1
-
- 12

14
-
41
19
MC=26.4% 16
•
• 18
FFE
- 20
19

22
-
24
- -
Light yellow brown silt, with fine 23.0 690.0 22
46
- sand, very stiff 26

28
-
30 22

Bottom of boring 713.0 32

-
• Groundwater Levels
During Drilling After Drilling Long Term
None None N/A
a
40

4340-H Taggart Creek Road
Charlotte, NC 28208
cons engineers Phone: [phone]
engineers Fax: [phone]
BOYLE SOIL TEST BORING RECORD
Station # 236+00 Offset R

BORING NO.: B-13
GSE*: 697.0 (Cut)/Fill: (5)
FG: 692.0 Cu
PROJECT INFORMATION DRILLING INFORMATION
PROJECT: Dixie River Road
SITE LOCATION: Charlotte, North Carolina
BOYLE JOB NO.: 05-021-03
DATE DRILLED: 2/27/2009 DRILL RIG.: Track-mounted
DRILLING METHOD: Hollow-Stem Auger
SAMPLING METHODS: ASTM D-1586
HAMMER WT./DROP 140 lb., 30 in.
Description Dept h Elevation N Penetration - Blows per Foot b f
1 10 100
0

Topsoil - 2.5 Inches 0.0 697.0
RESIDUUM - Red brown silt, with 0.2 696.8
2
sand, very stiff
4
Orange brown silt, very stiff 4.0 693.0 FFE
MC=33.7%
6
T
T
-1
TT

8

10 1

12

Tan gray silty sand, medium dense 13.0 684.0
14
12
16

18
Brown sandy silt, with mica, very 18.0 679.0
stiff

20
13
-
Bottom of boring 21.0 676.0
22
Groundwater Levels
During Drilling After Drilling Long Term
None None N/A

4340-H Taggart Creek Road
Charlotte, NC 28208
consulting Phone: [phone]
engineers Fax: [phone]
BOYLE SOIL TEST BORING RECORD
Station # Offset

BORING NO.: B-14
GSE*: 644.0 (Cut)/Fill: 20
FG: 664.0 FILL
PROJECT INFORMATION DRILLING INFORMATION
PROJECT: Dixie River Road
SITE LOCATION: Charlotte, North Carolina
BOYLE JOB NO.: 05-021-03
DATE DRILLED: 2/27/2009 DRILL RIG.: Track-mounted
DRILLING METHOD: Hollow-Stem Auger
SAMPLING METHODS: ASTM D-1586
HAMMER WT./DROP 140 lb., 30 in.
Description De th Elevation N Penetration - Blows per Foot b f
1 10 100
0
ALLUVIUM - Dark brown silt, with
matter
ver
soft
i 0.0 644.0
,
y
organ
c 2
MC=43.6%
4
RESIDUUM - Dark green gray silty
sand, dense 4.0 640.0
6

Auger refusal and bottom of boring 6.5 637.5
8

10

12

14

Groundwater Levels
During Drilling After Drilling 3/17/2009
None None 3'

4340-H Taggart Creek Road
Charlotte, NC 28208
lioe,n sulting Phone: [phone]
411 gin cers Fax: [phone]
BOYLE SOIL TEST BORING RECORD
Station # Offset

BORING NO.: B-15
GSE*: 643.0 (Cut)/Fill: 21
FG: 664.0 FIL
PROJECT INFORMATION DRILLING INFORMATION
PROJECT: Dixie River Road
SITE LOCATION: Charlotte, North Carolina
BOYLE JOB NO.: 05-021-03
DATE DRILLED: 2/26/2009 DRILL RIG.: Track-mounted
DRILLING METHOD: Hollow-Stem Auger
SAMPLING METHODS: ASTM D-1586
HAMMER WT./DROP 140 lb., 30 in.
Description De th Elevation N Penetration - Blows per Foot b f
1 1 0 1 0 0
0
Topsoil - 6 Inches 0.0 643.0
--
RESIDUUM - Dark orange brown silt,
very stiff 0.5 642.5 - - -

Green gray sandy silt, hard 3.0 640.0
-
MC=14.9% 4 -

- Became very hard at 6' 6

8 _

- 4
10 -- - -

12

14 - - - - -
Auger refusal and bottom of boring 15.0 628.0
16
Gro
Duri
N
undwa
ng Drillin
one
ter
g
Lev
el
s
Af

te

r
N

D
o

r
n

illing
e

3

/1

7/

20
4

0
.

9
5'
r?
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
4340-H Taggart Creek Road
Charlotte, NC 28208
A consulting Phone: [phone]
engineers Fax: [phone]
BOYLE SOIL TEST BORING RECORD
Station # Offset

BORING NO.: B-16
GSE* : 644.0 (Cut)/Fill : 20
FG: 664.0 FILL
PROJECT INFORMATION DRILLING INFORMATION
PROJECT: Dixie River Road
SITE LOCATION: Charlotte, North Carolina
BOYLE JOB NO.: 05-021-03
DATE DRILLED: 2/27/2009 DRILL RIG.: Track-mounted
DRILLING METHOD: Hollow-Stem Auger
SAMPLING METHODS: ASTM D-1586
HAMMER WT./DROP 140 lb., 30 in.
Description De th Elevation N Penetration -Blows per Foot b f
1 10 100
0

ALLUVIUM - Dark gray brown
organic silt
midium stiff 0.0 644.0
, 2

4
RESIDUUM - Green gray silty fine
sand, mdedium dense 4.0 640.0
6
- Became dense at 6.5'
8

Auger refusal and bottom of boring 8.5 635.5
10

12

14

Groundwater Levels
During Drilling After Drilling 3/17/2009
None None 3'

4340-H Taggart Creek Road
Charlotte, NC 28208

nsulting Phone: [phone]
ngineers Fax: [phone]
**E
B SOIL TEST BORING RECORD
Station # Offset

BORING NO.: B-17

*: 645.0 (Cut)/Fill: 19
GSE
FG: 664.0 FIL
PROJECT INFORMATION DRILLING INFORMATION
PROJECT: Dixie River Road
SITE LOCATION: Charlotte, North Carolina
BOYLE JOB NO.: 05-021-03
DATE DRILLED: 2/26/2009 DRILL RIG.: Track-mounted
DRILLING METHOD: Hollow-Stem Auger
SAMPLING METHODS: ASTM D-1586
HAMMER WT./DROP 140 lb., 30 in.
Description De th Elevation N Penetration - Blows per Foot b f
1 10 100
0
Topsoil - 6 Inches 0.0 645.0
644
5 -
RESIDUUM - Gray brown silt, with
sand, stiff 0.5 . -- - -
2 -
-
Gray brown silty fine sand, very
dense 4.0 641.0 4- -
-
PWR 6.0 639.0 6 -

8 - -

10 - - -
Auger refusal and bottom of boring 11.0 634.0
-
12 - --- -

14 - -- - - -
Groundwater Levels
During Drilling After Drilling 3/17/2009
None None

•

Major Divisions Group Typical Names Laboratory Classification Criteria
Symbols
Well graded gravels, gravel- - CLL D60/Djo greater than 4
o GW sand mixtures, little or no fines N C.= (D30)2/(D10 x D60) between 1 and 3

N M Eli Z N
.
.i
a? > o Poorly graded gravels, gravel- o
> .? GP ° Not meeting all gradation requirements for GW
U sand mixtures, little or no fines c
N
c °
N U
> C,.., r-a N
Z
? 3 T
N

° Z

d

ravel-sand-silt
Silly Gravels = 'Z'
Y ° P. -

o

imits
Atterber g
z Y
3 GMa ,
mixtures E 0 N ? v below "A" line or P.I. Above "A" line with P.I.
?, u o
[
less than 4
between 4 and 7 are
U =

o a:
Atterberg limits borderline cases requiring
°p GC Clayey Gravels, gravel-sand- bb ° 3 ? N below "A" line with use of dual symbols
.? clay mixtures P.I. greater than 7
ll
ll
W
d
d
d o th
n 6
C
D
/D
t
-gra
san
s, grave
y
e
e •
0 er
,,
60
io grea
a
b w SW sands, little or no fines 0
o d Cc= (D30)2/(Djo x D60) between 1 and 3
0
U
? 0 = o ;;
U
oq oq

°

i3
N ??

U

SP Poorly graded sands, gravelly

?a

Not meeting all gradation requirements for SW
o "t
U a sands, little or no fines
c f
O U N
rA 41 -5 0
Y
° 0
a
SM
d

Silt
sands
sand-silt mixtures «, .
a Atterberg limits

below "A" line or P
I
Limits plotting in hatched

o y
,
Ca .
.
i
h P
I
b
4
3 less than 4 zone w
t
.
.
etween
y N u o and 7 are borderline cases
o E Z
Clayey sands
sand-clay Atterberg limits requiring use of dual
SC , Q below "A" line with symbols
mixtures P.I. greater than
Inorganic silts and very fine sands,

ML rock flour, silty or clayey fine
ti sands, or clayey silts with slight
U plasticity Plasticity Chart
.?y c Inorganic clays of low to medium tiU
N CL plasticity, gravelly clays, sandy
5C CH
c ;t? b clays, silt clays, lean clays
OL Organic silts and organic silty
clays of low plasticity
ro ° Inorganic silts, micaceous or
'

MH
diatomaceous fine sandy or silty OH aild
MH
soils, elastic silts

a?
U Inorganic clays of high plasticity, till and
ol
'~ M r to CH fat clays U 1 ?.
(i.e. Bull Tallow) 0 10 20 30 X10 50 60 rJ 8o 90 100
o
w Liquid Limit.
OH Organic clays of medium to high
a plasticity, organic silts

a?
O v
v ; Pt Peat and other highly organic soils
O Reference: Winterkorn & Fang, 1975 (ASTM D-2487)
-uivision or um ana Nm groups into subdivision of d and u are for road and airtields only. Subdivision is based on Atterberg limits; suffix d used
when L.L. is 28 or less and the P.I. is 6 or less; the suffix u is used when L.L. is greater that 28.
bBorderline 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.
consulting
\engineers
Unified Soil
Classification System
7
REFERENCE NOTES FOR BORING LOGS
Drilling and Sampling Symbols:
SS: Split Spoon Sampler CME: Central Mining Equipment
ST: Shelby Tube Sampler RB: Rock Bit Drilling
RC: Rock Core; NX, BX, AX BS: Bulk Sample of Cuttings
NQ: Rock Core, 2-1/16" Diameter PA: Power Auger (no sample)
PM: Pressuremeter HSA: Hollow Stem Auger
DC: Dutch Cone Penetrometer WS: Wash Sample
REC: Recovery of Core Run (%) RQD: Rock Quality of Core Run
II
III.
Standard Penetration (Blows/Ft) refers to the blows per foot of a 140 lb hammer falling
30 inches on a 2 inch O.D. split spoon sample, as specified in ASTM D-1586. The blow
count is commonly referred to as the N value. Autohammer refers to an automatic
hammer as opposed to the manual "Cathead" and rope type. Core Drilling meets ASTM
D-2113
Correlation of Penetration Resistances to Soil Properties:
Relative Densitv of Cohesionless Soils
SPT-N Relative Density
0-4 Very Loose
5-10 Loose
11 - 30 Finn
31 - 50 Dense
51 or more Very Dense
Consistencv of Cohesive Soils
SPT-N Consistency
0-1 Very Soft
2-4 Soft
5-8 Firm
9- 15 Stiff
l6 - 30 Very Stiff
31 or more Hard
Unified Soil Classification Symbols:
GP: Poorly Graded Gravel
GW: Well Graded Gravel
GM: Silty Gravel
GC: Clayey Gravel
SP: Poorly Graded Sands
SW: Well Graded Sands
SM: Silty Sands
SC: Clayey Sands
IV.
Water Level Measurement Symbols:
ML: Low Plasticity Silts
MH: High Plasticity Silts
CL: Low Plasticity Clays
CH: High Plasticity Clays
OL: Low Plasticity Organics
OH: High Plasticity Organics
CL-ML: Dual Classification (Typical)
•WL: Water Level
WL: While Sampling
WD: While Drilling
DCD: Dry Caved Depth
WCD: Wet Caved Depth
The water levels are those water 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 clays 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.
C. IC_ WORD forms lreport appendix-2pgs-BCE.doc
J resulting
:engineers

Report of Geotechnical Exploration
Dixie River Road Extension
Charlotte, NC
APPENDIX C
March 19, 2009
BOYLE Project No. 05-021-03
Final
REGIONAL GEOLOGY, SOILS AND GROUNDWATER
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Report of Geotechnical Exploration March 19, 2009
Dixie River Road Extension BOYLE Project No. 05-021-03
Charlotte, NC Final
REGIONAL GEOLOGY, SOILS AND GROUNDWATER
Regional Geology of the Piedmont
Geologists subdivide the Piedmont into geologic "belts," each having a somewhat different
set of characteristics as noted below. The belts are discussed in the order in which they are
geographically located in a west to east manner.
Inner Piedmont Belt - The Inner Piedmont Belt is the most intensely deformed and
metamorphosed segment of the Piedmont. These metamorphic rocks range from 500 to
750 million years in age and include gneiss and schist that have been intruded by younger
granitic rocks. The northeast-trending Brevard fault zone forms much of the boundary
between the Blue Ridge and the Inner Piedmont belts.
Kings Mountain Belt - The belt consists of moderately deformed and metamorphosed
volcanic and sedimentary rocks. The rocks are about 400-500 million years old.
Milton Belt - This belt consists of gneisses, schist and metamorphosed intrusive rocks.
Charlotte Belt -The belt consists mostly of 300-500 million years old igneous rocks such as
granite, diorite and gabbro.
Carolina Slate Belt - This belt consists of a band of heated and deformed volcanic and
sedimentary rocks stretching from Georgia through the Carolinas into Virginia and was the
site of a series of oceanic volcanic islands about 550-650 million years ago. The rocks have
been subjected to heat and pressure (metamorphism) over geologic time since their formation.
The major rock type encountered in this belt is not slate, but includes a variety of metavolcanic
and metasedimentary rocks. The metavolcanics include tuffs, rhyolitic, dacitic and andesitic
flows and breccias; the metasediments include slate, mudstones, sericite schist, and argillite.
The belt is also known for its numerous abandoned gold mines and prospects.
Triassic basins - Some sites may be located in Triassic lowland, one of several trough
shaped basins that occur in the Piedmont Physiographic Province. The basins are filled with
sedimentary rocks that formed about 190-200 million years ago when faulting activity
caused long narrow areas to drop several thousand feet relative to the surrounding areas.
Soil and rock materials were eroded from the adjacent areas and deposited in inland fresh
water lakes within the troughs to eventually form sedimentary rocks. The Triassic rocks
consist of sandy and clayey sandstone, siltstone, mudstone, and shale. Isolated calcareous
(limestone) zones exist in the fine-grained rocks, and occasional coal beds are interbedded
with dark-colored shales and siltstones. Conglomerate and fanglomerate are found along
both the eastern and western margins of the basins.
Basic igneous rocks, commonly classed as diabase, have been intruded in the form of dikes
and sills into the Triassic rocks. The great majority of these dikes tend in a northwesterly
direction. The intrusives are massive, crystalline, unmetamorphosed diabase rocks that are
dark brown, dark gray, or black in color. Outcrops of diabase are common in the form of
boulders, which are produced by spheroidal weathering along the joints in the rocks.
Raleigh belt - The Raleigh belt contains granite, gneiss and schist and is considered to be an
eastern version of the Charlotte Belt.
- Report of Geotechnical Exploration March 19, 2009
Dixie River Road Extension BOYLE Project No. 05-021-03
• Charlotte, NC Final
Eastern Slate Belt - This belt contains slightly metamorphosed volcanic and sedimentary
- rocks similar to those of the Carolina slate belt. The rocks are poorly exposed and partially
covered by the Coastal Plain sediments. The 500-600 million years old metamorphic rocks
are intruded by younger, approximately 300 million-year-old, granitic bodies.
The region has many gold mines arranged in zones within two physiographic provinces, the
Piedmont and the Blue Ridge. Most of the deposits and the most productive mines are in
- the Piedmont province in Mecklenburg, Rowan, Cabarrus, and Davidson Counties of North
Carolina. The first information on gold production in the area occurred in 1799, when a
17 pound nugget was found on the Reed plantation in Cabarrus County. This discovery and
others on the Reed property stimulated interest in gold mining in the Southeastern States,
• and by 1825 mining was in full swing. Prospecting was likely also performed by farmers
during the slower times of the year resulting in many shallow pits and diggings. The first
production in North Carolina was from placers and saprolite; by 1850 several important lode
• mines were opened. Placer mining sometimes involved pumping water onto hillsides and
washing the lighter-weight soil tows the creek leaving the heavier gold particles. Remains
of placers currently appear as long deeply incised ravines. The lode mines were deeper and
- more extensive. Most mines were closed during the Civil War, but were reactivated after
the war. Depth of the prospects and mines was often limited to the capacity of the
dewatering pumps. Most mines were limited to 120 ft in depth until new pumps were
- developed in the 1900's.
Soils of the Piedmont
The Piedmont Province lies between the Coastal Plain and the Blue Ridge Mountains. The
Piedmont physiographic province is characterized by its particular types of landforms and
- occupies about 45 percent of the area of the state. The Piedmont Province is a deeply
eroded, plateau-like segment of the Appalachian Mountain System. The Piedmont in this
region is about 80 to 120 miles wide. It is bounded on the northwest by the Blue Ridge
- Province and on the southeast by the Atlantic Coastal Plain Province. The plateau generally
- slopes southeastward from an elevation of about 1200 ft near the Blue Ridge to about 400 ft
near the Coastal Plain. The Piedmont is also characterized by gently rolling, rounded hills
- and long low ridges with up to a few hundred feet of elevation difference between the hills
- and valleys. The Piedmont also includes some relatively low mountains including the South
Mountain and the Uwharrie Mountains.
- The soils in the Piedmont Province consist mainly of residuum derived from the parent
bedrock, which are found in various states of weathering. Although the residual saprolitic
materials normally retain the structure of the original parent bedrock, they typically have a
• much lower density and exhibit strengths and other engineering properties typical of soil.
In a mature undisturbed weathering profile of the Piedmont Province, the soils are generally
found to be finer grained (or more clayey) at the surface where more extensive weathering
- has occurred. This near-surface finer-grained layer is often referred to as the upper clayey
zone and is typically encountered from beneath topsoil to about 3 to 6 ft below the ground
surface. Layers of clayey soils are rarely present beyond depths greater than 6 ft and tend
- to exist as thin seams, which decrease in thickness and frequency as depth increases. The
particle size of the residual soils generally becomes larger and more granular with
increasing depth and gradually changes first to partially weathered rock and finally to
• unweathered bedrock. The mineral composition of the parent rock and the environment in
which weathering occurs largely control the resulting soil's engineering characteristics.
Report of Geotechnical Exploration March 19, 2009
Dixie River Road Extension BOYLE Project No. 05-021-03
Charlotte, NC Final
Some of the soils along the site drainage features and in the flood plain areas are water-
deposited (alluvial) materials that have been eroded and washed down from adjacent higher
ground. Alluvial soils often contain layers of rounded gravel and cobbles, interbedded with
zones of soft compressible, fine grained soils. Such alluvial soils are usually soft since they
have never been consolidated by pressures in excess of the existing overburden pressure.
In some cases, particularly along major rivers channels, the alluvial soils were deposited
such a long time ago that the river channel has eroded deeply into to bedrock leaving old
floodplain soils "high and dry." These soils are called Terrace Deposits or sometimes
Ancient Alluvium since they begin to reacquire some of the characteristics of residual soils.
Groundwater in the Piedmont
Groundwater is water that is found underground in the cracks and spaces in soil, sand
partially weathered rock and bedrock. Groundwater is stored in and moves through layers
of soil, sand and bedrock called aquifers. In the Piedmont, most aquifers are unconfined.
Unconfined aquifers are those that are bounded by the water table. Some aquifers,
however, lie beneath layers of impermeable materials. These are called confined aquifers,
or sometimes artesian aquifers. A well in such an aquifer is called an artesian well. The
water in these wells rises higher than the top of the aquifer because of confining pressure.
If the water level rises above the ground surface a flowing artesian well occurs. The
piezometric surface is the level to which the water in an artesian aquifer will rise.
During a geotechnical exploration, the borings or test pits penetrate the overlying soil/rock
strata and sometimes reach the top of an aquifer, which corresponds to the top of
groundwater often called the water table. The process of drilling the borings or excavating
test pits often disturbs the walls of the borehole or excavation such that the water which
may be present within the strata are partly prevented from immediately filling the borehole
up to the piezometric surface. These water levels are those water levels actually measured
in the borehole at the times indicated, usually as "time of boring" or "during drilling". The
measurements are relatively reliable when augering, without adding fluids, in a granular
soil. In clays and plastic silts, the accurate determination of water levels may require
24 hours up to several days for the water level to stabilize.
Depending largely upon topographic location and proximity to drainage features, ground-
water levels may fluctuate several feet or up to 15 feet or more with typical seasonal and
rainfall variations and with changes in the water level in adjacent drainage features.
Normally, the highest ground-water levels occur in late winter and spring and the lowest
levels occur in late summer and fall. At the time of this exploration water levels are
probably intermediate between their seasonal extremes. Fluctuations in the ground-water
level can be expected depending on variations in precipitation, run-off, and other factors not
evident or apparent at the time of our subsurface exploration.
Sometimes water levels are recorded at elevations above the groundwater table. These
water levels are indicative of perched water conditions. Perched water is surface water that
has infiltrated the upper soil layers only to become trapped above deeper relatively
impermeable soil or rock layers. Perched water is often encountered as small pockets or
depressions within fill soil layers, above clayey soils and bedrock or partially weathered
rock. The approximate quantity of perched water is not typically substantial; however in
some cases it can be significant.
The caved and dry depths noted on the soil test boring records may indicate the presence of
ground water at or just below the indicated caved depth which likely caused the soils to

• Report of Geotechnical Exploration March 19, 2009
Dixie River Road Extension BOYLE Project No. 05-021-03
- Charlotte, NC Final
collapse into the hole. They may also be the result of soil cuttings left in the borehole upon
removal of the drilling tools. We examine the profile of caved elevations and examine the
- boring logs for comments regarding moistness of soils below the caved depths to evaluate
whether or not a caved depth is likely due to groundwater or the result of soil cuttings
sloughing during removal of the drilling tools.
If groundwater is encountered during construction, the groundwater table be lowered and
maintained at a depth of at least 2-ft below bearing levels and excavation bottoms during
- construction. Adequate control of this groundwater could likely be accomplished by means
of gravity ditches and pumping from gravel-lined, cased sumps. The contractor should be
prepared to promptly remove surface water and perched water from the general
• construction area by similar methods. Some sites require more time or more complex
- approaches to properly dewater.
Lowering the groundwater level of larger site areas will increase the effective stress within
the soils surrounding the face of the excavation. This will result in some ground surface
settlement. The effect of this settlement on surrounding streets, utilities and particularly
any nearby buildings should be considered during the planning for major dewatering
S systems.
Construction projects sometimes require a system consisting of underfloor drains below the
. building and vertical drains behind retaining walls. Such systems should be designed to
drain by gravity (if possible) or at least drain by gravity to permanent sumps from which the
water can then be pumped to outfalls to drain by gravity. The use of granular fill (washed
• stone) behind the below ground walls would be more traditional than a manufactured
composite system (such as Miradrain or Enkedrain) due to the inability to access the drain
materials for maintenance should problems develop. If manufactured products are used,
• they must be properly installed and must function over the life of the structure as designed.

Report of Geotechnical Exploration
Dixie River Road Extension
Charlotte, NC
APPENDIX D
RECOMMENDED CONSTRUCTION PRACTICES
March 19, 2009
BOYLE Project No. 05-021-03
Final
SECTIONS 500-520, DIVISION 5
NCDOT STANDARD SPECIFICATIONS
Report of Geotechnica/ Exploration
Dixie River Road Extension
Charlotte, NC
DIVISION 5
SUBGRADE, BASES, AND
SHOULDERS
March 19, 2009
BOYLE Project No. 05-021-03
Final
SECTION 500
FINE GRADING SUBGRADE, SHOULDERS
AND DITCHES

500-1 DESCRIPTION.
The work covered by this section consists of the preparation, shaping, and compaction
of either an unstabilized or stabilized roadbed to a condition suitable for placement of
base course, pavement, and shoulders. It shall also include the cleaning, shaping, and
maintenance of roadway ditches; the stripping of existing vegetation; and the placement
and compaction in accordance with Sections 235 and 560 of all materials resulting from
the shaping operation. Such work shall extend over those portions of the project which
will be paved under the contract.
On those portions of the roadway where there is no pavement to be placed under the
contract, the work covered by this section shall be performed under the provisions of
Section 225 or Section 230, depending upon the source of the material. The provisions of
this Section will not be applicable to such work.
500-2 CONSTRUCTION METHODS.
(A) General:
The roadway shall be shaped to conform to the lines, grades, and typical sections
shown on the plans or established by the Engineer. All existing vegetation shall be
stripped from the ground surface wherever shaping of the roadway is to be done. All
suitable surplus material shall be utilized in the construction of the roadway or stockpiled
for use in shoulder construction. Surplus material in excess of that needed for roadway or
shoulder construction shall be disposed of as waste. Additional material, if needed, shall
be obtained from roadway excavation or borrow sources.
All unsuitable material, boulders, and all vegetative matter shall be removed and
replaced with suitable material. Suitable material, when not available from the shaping
or fine grading operation, shall be obtained from roadway excavation or borrow sources.
Roadway ditches shall be cleaned, reshaped, and maintained in a satisfactory
condition until final acceptance of the project.
The Contractor shall conduct his operations in such a manner as to avoid damage to
any previously constructed structures and facilities.
(B) Preparation of Subgrade:
The subgrade shall be shaped to the lines, grades, and typical sections shown on the
plans. Where the Engineer directs that areas of the subgrade are to be stabilized with
Report of Geotechnical Exploration March 19, 2009
Dixie River Road Extension BOYLE Project No. 05-021-03
Charlotte, NC Final
aggregate, the subgrade surface in such areas may, subject to the approval of the
Engineer, be left uniformly below grade to provide for the addition of the stabilizer
material.
Material excavated in preparing the subgrade shall be stored or stockpiled in such a
manner as to not interfere with proper drainage or any subsequent operations of
stabilization, or placing base or pavement.
(C) Compaction of Subgrade:
All material to a depth of 8 inches below the finished surface of the subgrade shall be
compacted to a density equal to at least 100% of that obtained by compacting a sample of
the material in accordance with AASHTO T99 as modified by the Department. Copies of
these modified testing procedures are available upon request from the Materials and Test
Unit.
The subgrade shall be compacted at a moisture content which is approximately that
required to produce the maximum density indicated by the above test method. The
Contractor shall dry or add moisture to the subgrade when required to provide a
uniformly compacted and acceptable subgrade.
Where the subgrade is to be stabilized with lime, aggregate, or cement, the above
density requirements will not apply prior to the incorporation of the stabilizing material
but compaction shall be in accordance with the requirements of Article 501-10, 510-3, or
542-9, as appropriate.
500-3 TOLERANCES.
A tolerance of plus or minus 1/2 inch from the established grade will be permitted
after the subgrade has been graded to a uniform surface.
The maximum differential between the established grade and the graded subgrade
within any 100 foot section shall be 1/2 inch.
500-4 PROTECTION OF SUBGRADE.
Ditches and drains shall be provided and maintained as may be necessary to
satisfactory drain the subgrade. Where previously approved subgrade is damaged by
natural causes, by hauling equipment, or by other traffic, the Contractor shall restore the
subgrade to the required lines, grades, and typical sections and to the required density at
no additional cost to the Department.
500-5 COMPENSATION.
-
The work covered by this section will be paid for at the contract lump sum price for
"Fine Grading." Such lump sum price will be full payment for all material excavated to a
depth of 0.4 foot below the existing graded surface.
Any material which has been excavated from the subgrade at the depth greater than
0.4 foot below the existing graded surface will be considered unclassified excavation and
will be paid for as provided in Article 225-8.

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Report of Geotechnical Exploration March 19, 2009
Dixie River Road Extension BOYLE Project No. 05-021-03
Charlotte, NC Final
As an exception to the above, on those areas in which the Contractor is responsible for
constructing the embankment on which the subgrade is located, no payment will be made for
that excavation that may be necessary to bring the grade to the established subgrade
elevation and typical section. Such surplus material shall be incorporated into the project at
no additional cost to the Department.
When sufficient material is not available from the fine grading operation to complete the
work of fine grading, additional material will be paid for as provided in Article 225-8 for
"Unclassified Excavation" or in Article 230-6 for "Borrow Excavation," depending on the
source of material.
Surplus material stockpiled for shoulder construction and incorporated into the work will
be paid for as provided in Article 560-5 for "Shoulder Borrow". No payment will be made
for the removal and disposal of any surplus material remaining in the stockpile after the
shoulders have been completed.
The above prices and payments will be full compensation for all work covered in this
section including but not limited to all grading, shaping, and compacting of the roadway;
stripping existing vegetation; construction of the subgrade; all cleaning, shaping, and
maintaining of the roadway ditches; all hauling; stockpiling of surplus material for the
construction of shoulders; and any necessary disposal of surplus stockpile material as waste.
Payment will be made under:
Fine Grading .........................................................................................................Lump Sum
SECTION 501
LIME TREATED SOIL
501-1 DESCRIPTION.
The work covered by this section consists of treating the subgrade, embankment, natural
ground, or existing pavement structure by adding water and lime in the form specified
herein, mixing, shaping, compacting, and finishing the mixture to the required density. The
work shall be constructed in conformity with the typical sections, lines, and grades shown on
the plan or as established by the Engineer, and in accordance with these specifications.
501-2 MATERIALS.
All materials shall meet the requirements of Division 10 shown below:
Lime ............................................................................................................... Article 1052-3
Water .............................................................................................................. Article 1024-4
Soil material shall consist of material upon which the pavement is to be placed, existing
material upon which the embankment is to be placed, approved borrow material, or a
combination of these materials proportioned as directed by the Engineer. The soil shall be
free from vegetation, roots, or other objectionable matter, and shall not contain aggregate or
stone larger than 2 inches for the full depth to be treated.
Report of Geotechnical Exploration
Dixie River Road Extension
Charlotte, NC
501-3 LIMITATIONS.
March 19, 2009
BOYLE Project No. 05-021-03
Final
Lime stabilization shall not be performed when the air temperature is below 45 degrees F
nor in the period from October 16 to March 31 except by written permission of the Engineer.
The lime shall not be mixed with frozen soils or when the soils contain frost. Lime shall be
applied to such areas as can be initially mixed and sealed during the day of application.
Lime shall not be applied when wind conditions, as determined by the Engineer, are such
that blowing lime becomes hazardous to traffic, workers, or adjacent property owners, or
when excessive loss of lime may occur.
No lime treated soil shall be constructed that will not be covered with a layer of pavement
or base by December 1 of that same calendar year. The Engineer may suspend the lime
stabilization operations in writing when he determines that the Contractor will not cover the
completed stabilization by December 1 as specified above. Failure of the Contractor to
cover the lime treated soil as required above will result in the Engineer notifying the
contractor in writing to cover the lime treated soil with a sand seal. The sand seal shall be
applied in accordance with the requirements of Section 660 except that Articles 660-3,
660-11, and 660-12 will not apply. This work shall be performed by the Contractor at no
cost to the Department. In the event the Contractor fails to apply the sand seal within 72
hours after receipt of such notice, the Engineer may proceed to have such work performed by
other forces and equipment. The cost of such work performed by other forces will be
deducted from monies due or to become due to the Contractor. The application of the sand
seal by the Contractor or other forces will in no way relieve the Contractor of the
responsibility to maintain or repair the damaged stabilization, no matter what the cause of
damage, at no cost to the Department.
501-4 EQUIPMENT.
(A) General:
Any combination of machines or equipment that are in good, safe working condition and
that will produce the required results may be used with approval of the Engineer, except
where certain types of equipment are specified in the project special provisions. Equipment
necessary for the proper prosecution of the work shall be on the project and have been
approved by the Engineer prior to its use in the construction operations. The machines and
equipment shall be maintained in a satisfactory operating condition at all times during use.
Leakage of water, oil, grease or other objectionable materials shall be corrected promptly or
the Engineer may order such equipment removed from the work and replaced with
satisfactory equipment. Equipment used to apply water, curing seal, and blotting sand shall
be of such type and weight that it will not damage the base.
(B) Lime Spreaders:
Lime shall be spread at the required rate by methods and equipment which have been
approved by the Engineer.

Report of Geotechnical Exploration March 19, 2009
Dixie River Road Extension BOYLE Project No. 05-021-03
Charlotte, NC Final
(C) Water Distribution Equipment:
Water shall be added to the soil with a pressure distributor or other suitable equipment
capable of uniformly distributing the required amount.
(D) Mixers:
Mixing shall be done with a self-propelled rotary mixer, except that disc harrows, motor
graders, and other equipment may be used only to supplement the mixing done by the rotary
mixer.
All mixing equipment shall be capable of mixing to a compacted depth of at least 10
inches.
(E) Compaction Equipment:
All compaction equipment shall be self-propelled. Finish rolling shall be accomplished
with a pneumatic tired roller, or as permitted by the Engineer, a smooth, steel-wheel roller,
or a combination of both types.
(F) Scarifying Equipment:
A grader-scarifier, shall be used for the initial scarification of the soil. The equipment
shall be capable of scarifying to the full depth of the stabilized treatment. When required by
the Engineer, scarifying during finishing operations shall be done with a weeder, spiketooth
harrow, or nail drag, followed by a broom drag.
501-5 PROTECTION AND SAFETY.
Before dry lime is spread, the Contractor shall take necessary precautions and provide
necessary equipment, including eye protection, dust masks, and training to protect personnel
from lime dust created by the lime application and mixing operations.
501-6 PREPARATION OF ROADBED.
Prior to the addition of any lime to the soil, the area to be stabilized shall be graded and
shaped in close conformity to the typical sections, lines, and grades shown on the plans or
established by the Engineer. All materials such as roots, turf, and aggregate larger than 2
inches shall be removed.
501-7 SCARIFYING.
When required by the method of application, the soil shall be scarified to the required
depth and width and then partially pulverized by making one pass through the area with a
pulverizing rotary mixer. The pulverizing portion of the scarifying operation may be deleted
in areas where, if determined by the Engineer, the soil types or conditions make pulverizing
with a rotary mixer impractical.
501-8 APPLICATION OF LIME.
(A) General:
When the Contractor has brought the soil layer to the elevation required by the plans or as
directed by the Engineer, the Engineer will sample the soil to be stabilized in order to
Report of Geotechnical Exploration March 19, 2009
Dixie River Road Extension BOYLE Project No. 05-021-03
Charlotte, NC Final
determine the quantity of lime to be incorporated. The Contractor shall incorporate 45 days
in his schedule to allow the Engineer sufficient time to perform the required sampling,
testing, and final design of the lime stabilization.
Lime or lime slurry shall be spread only on an area of such size that all primary mixing
operations can be completed in the same day during daylight hours except where the work is
to be done at night as required by the project special provisions or the traffic control plans.
The lime or lime slurry shall be incorporated into the soil mixture at the rates shown in
the plans or as directed by the Engineer. The lime shall be distributed at the uniform rate and
in such a manner as to reduce the scattering by the wind to a minimum. The lime shall be
mixed into the soil within 2 hours after application.
No equipment, except that used in spreading, slaking, and mixing, will be allowed to pass
over the freshly spread lime until it is mixed with the soil.
(B) Slurry Method:
Lime slurry shall not be added to the soil when the moisture content exceeds 2% above
optimum moisture. Soil having a moisture content higher than 2% above optimum shall be
aerated or allowed to dry naturally until it contains no more than this percentage of moisture
unless otherwise directed by the Engineer. The optimum moisture will be determined by the
Engineer.
Hydrated lime applied by this method shall be mixed with water in approved agitating
equipment and applied to the soil to be treated as a thin water suspension or slurry. When
the Contractor elects to use quicklime to produce the slurry, the slurry shall be produced by
the use of equipment specifically manufactured for the slaking of quicklime. The
distributing equipment shall be equipped to provide to continuous agitation of the slurry
from the slurry production site until the slurry is applied to the soil. The proportion of lime
shall be such that the "Dry Solids Content" shall be at least 30% by weight.
The lime application shall be split into approximately 2 equal applications with the first
being partially mixed into the soil to a minimum depth of 3 inches prior to applying the
second application.
(C) Quicklime:
Dry quicklime shall not be added to the soil when the moisture content exceeds 4% above
optimum moisture. Soil having a moisture content higher than 4% above optimum shall be
aerated or allowed to dry naturally until it contains no more than this percentage of moisture
unless otherwise directed by the Engineer. The optimum moisture will be determined by the
Engineer.
Where the "Bottom-Dump" method of application is used, the preliminary scarification of
the soil surface shall be omitted. The quicklime will be applied by slowly driving the tanker
truck over the coverage area with the bottom discharge valves open which will create a
windrow of quicklime.
Repeat the process until the tanker is empty in order to provide a minimum of 3 (for 24ft.
roadway) reasonably uniform and equally spaced windrows over the area being stabilized.
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Dixie River Road Extension BOYLE Project No. 05-021-03
Charlotte, NC Final
The number of windrows required will depend on the width of the section being stabilized
and will be stipulated by the Engineer.
Carefully spread the windrows of quicklime with a motor grader into an equal depth layer
over the entire area to be stabilized.
After the lime has been spread, it will be followed by sprinkling to slake the lime. After a
complete slaking of the lime, it will then be thoroughly mixed with the soil. The Engineer
may direct that the lime first be mixed into the soil followed by sprinkling and additional
mixing to insure complete slaking of the lime throughout the layer to be stabilized.
(D) Hydrated Lime:
Hydrated lime shall be used only with written permission of the Engineer and shall not be
added to the soil when the moisture content exceeds 6% above optimum moisture.
501-9 MIXING.
(A) Primary Mixing:
Immediately after the lime has been spread (and slaked, if required), it shall be mixed
into the soil for the full depth of treatment. The lime shall be mixed into the soil to provide a
minimum compacted depth of 8 inches unless otherwise directed by the Engineer. A
minimum number of mixing passes will be required to assure uniform incorporation of the
lime. Water shall be added as necessary and thoroughly mixed with the soil lime mixture so
that the mixture will contain no less than optimum. A tolerance of 3% above optimum will
be allowed. All of the lime shall be thoroughly and uniformly incorporated into the soil
layer to the full depth of treatment in such a manner that the result is a homogeneous, friable
mixture of soil and lime, free of clods or lumps exceeding 2 inches in size.
After primary mixing operations, the lime-treated layer shall be shaped to approximate
section and compacted lightly prior to curing in order to minimize evaporation loss. The
surface shall be crowned as to properly drain.
(B) Preliminary Curing:
Following primary mixing operations, the stabilized layer shall be allowed to cure for 1
to 4 days. The actual duration of this curing period will be determined by the Engineer.
During the curing period the surface of the material shall be kept moist to prevent drying and
cracking, and maintained in a properly sealed and crowned condition as directed by the
Engineer. The stabilized layer shall be mixed, compacted, shaped, and finished no later than
4 days after primary mixing.
(C) Final Mixing and Pulverizing:
Immediately after the completion of the preliminary curing period, the stabilized layer
shall again be completely mixed and pulverized to the full depth of the stabilization. Final
mixing shall continue until all of the clods are broken down to pass a 1/2 inch sieve and at
least 80% pass a No. 4 sieve, exclusive of rock. Additional water may be required during the
final mixing to raise the moisture content prior to compaction.
Report of Geotechnical Exploration March 19, 2009
Dixie River Road Extension BOYLE Project No. 05-021-03
Charlotte, NC Final
501-10 COMPACTING, SHAPING, AND FINISHING.
Compaction of the mixture shall begin immediately after completion of the final mixing
operations. The mixture shall be aerated or moistened as necessary during compaction
operations to maintain the moisture between optimum and optimum plus 2%. The full depth
of the mixture shall be compacted to a density equal to at least 97% of that obtained by
compacting a sample of the soil lime mixture in accordance with AASHTO T99 as modified
by the Department. Copies of these modified procedures are available upon request from
Materials and Tests Unit. Compaction shall be accompanied by sufficient blading to
eliminate irregularities.
Final rolling of the completed surface shall be accomplished with a pneumatic- tired
roller or if permitted by the Engineer, a smooth, steel wheel roller.
Upon completion of the preliminary curing, the shaping, the final mixing, compacting,
and finishing shall be completed on the same day during daylight hours unless provided
otherwise in the project special provisions or the traffic control plans. If the above work is
not completed as directed, the entire section shall be ripped up and additional lime shall be
added, if necessary, as directed by the Engineer. The additional lime shall be furnished and
work performed at no cost to the Department.
501-11 THICKNESS.
The compacted thickness of the completed treated soil layer will be determined by
measurements made in test holes located at random intervals not to exceed 500 feet. The
measured thickness shall not deviate from that shown on the plans or established by the
Engineer by more than plus I inch or minus 1 /2 inch.
Where the lime treated soil layer is deficient in thickness by more than 1/2 inch, the area
of deficient thickness shall be removed and replaced by lime treated soil having the required
thickness at no cost to the Department.
As an exception to the above, if the deficiency is not considered sufficient to seriously
impair the required strength of the lime treated soil layer, the deficient area may, at the
discretion of the Engineer, be left in place. However, only 50% payment will be made for
the lime treated soil and the theoretical amount of lime used.
501-12 FINAL CURING.
After the lime treated soil has been finished in accordance with Article 501-10, it shall be
protected against drying for a 7 day curing period in accordance with the provisions of
Section 543.
501-13 TRAFFIC.
Completed sections of the lime treated soil may be opened when necessary to lightweight
local traffic, provided it has hardened sufficiently to prevent marring or distorting of the
surface, and provided the curing is not impaired. Construction equipment shall not use the
lime treated soil except as necessary to discharge material into the spreader during paving
operations, or except as may be otherwise permitted for embankment construction.

Report of Geotechnical Exploration
Dixie River Road Extension
Charlotte, NC
501-14 MAINTENANCE.
March 19, 2009
BOYLE Project No. 05-021-03
Final
The Contractor shall maintain the lime treated soil in an acceptable condition until final
acceptance of the project. Maintenance shall include immediate repair of any defects or
damage that may occur. This work will be performed by the Contractor at no cost to the
Department and shall be repeated as often as may be necessary to keep the lime treated soil
in an acceptable condition. Repairs to lime treated soil shall be performed by replacing the
lime treated soil for its full depth rather than by adding a thin layer of lime stabilized
material to the existing layer. An alternate repair method may be approved in writing by the
Engineer.
501-15 METHOD OF MEASUREMENT.
(A) Lime Treated Soil:
The quantity of lime treated soil to be paid for will be the number of square yards of each
layer of lime treated soil which has been completed and accepted. In determining this
quantity, the width of the lime treated soil will be measured across the top surface of the
treated layer. The length will be the actual length constructed, measured along the centerline
of the surface of the treated layer.
(B) Lime:
Where hydrated lime or quick lime is spread directly on the soil in solid form or when
hydrated lime is used to produce a slurry, the quantity of lime to be paid for will be the
number of tons of lime that has been incorporated into the soil at the required rates. No
measurement will be made of any lime added or replaced for corrective measures during
construction or for repairing damaged areas. Measurement is to be made in bulk in the truck
on certified platform scales or other certified weighting devices.
Where quicklime is slaked on the project and applied in slurry form, measurement will be
calculated as indicated below for each truckload using the certified lime purity for that load.
A = Certified weight of quicklime delivered x % purity x 1.32
B = Certified weight of quicklime delivered x % inert material
A+B =Total hydrated lime produced (pay quantity)
501-16 BASIS OF PAYMENT.
The quantity of lime treated soil, measured as provided in Subarticle 501-15(A), will be
paid for at the contract unit price per square yard for "Lime Treated Soil".
The quantity of lime, measured as provided in Subarticle 501-15(B), will be paid for at
the contract unit price per ton for "Lime for Lime Treated Soil".
Asphalt curing seal will be paid for as provided in Article 543-6.
Blotting sand will be paid for as provided in Article 818-5.
In the event that a layer of lime treated soil is deficient in thickness but has been
permitted to be left in place in accordance with Article 501-11, payment for that lime treated
soil and lime will be made at 50 percent of the contract unit prices for "Lime Treated Soil"
and "Lime for Lime Treated Soil".
Report of Geotechnical Exploration March 19, 2009
Dixie River Road Extension BOYLE Project No. 05-021-03
Charlotte, NC Final
The above prices and payments will be full compensation for all work covered by this
section including but not limited to the furnishing of lime and water; preparation of the soil
layer to be stabilized; the hauling, proportioning, spreading, and mixing of the materials
within the depth range as shown on plans; manipulating, compacting, and finishing the lime
treated soil; correcting, repairing, and maintaining the lime treated soil; and applying a sand
seal in accordance with the provisions of Article 501-3.
Payment will be made under:
Lime Treated Soil .............................................................................................. Square Yard
Lime for Lime Treated Soil ............................................................................................. Ton
SECTION 510
AGGREGATE STABILIZATION
510-1 DESCRIPTION.
The work covered by this section consists of furnishing, placing, and mixing the required
amount of aggregate with the subgrade materials, shaping the stabilized subgrade to the
required grade and typical section, and compacting.
510-2 MATERIALS.
The aggregate shall meet the requirements of Division 10 shown below:
Stabilizer aggregate ........................................................................................ Article 1008-1
510-3 CONSTRUCTION METHODS.
(A) Mixing:
Sufficient subgrade material shall be removed, if necessary, to compensate for the
addition of the stabilizer aggregate. The quantity of aggregate required by the plans or
special provisions, or established by the Engineer, shall be spread uniformly over the
subgrade by means of a mechanical spreader unless otherwise permitted by the Engineer.
Aggregate shall be spread on the subgrade in advance of the mixing operations only to the
extent that processing can be completed within one week. The aggregate shall then be mixed
with the top 3 inches of the subgrade soil. Mixing shall continue until the aggregate is
uniformly mixed with the soil to the width and depth to be treated.
The aggregate shall have been sampled, tested, and approved prior to the placing layers
of base material or pavement thereon.
(B) Shaping and Compaction:
The stabilized subgrade shall be shaped to the lines, grades, and typical sections shown
on the plans or established by the Engineer.
The entire depth and width of the stabilized subgrade shall be compacted to a density
equal to at least 100% of that obtained by compacting a sample of the material in accordance
with AASHTO T99 as modified by the Department. Copies of these modified testing
procedures are available upon request from the Materials and Tests Unit.
Report of Geotechnical Exploration March 19, 2009
Dixie River Road Extension BOYLE Project No. 05-021-03
Charlotte, NC Final
The stabilized subgrade shall be compacted at a moisture content which is approximately
that required to produce the maximum density indicated by the above test method. The
Contractor shall dry or add moisture to the material when required to provide a uniformly
compacted and acceptable subgrade.
510-4 TOLERANCE.
A tolerance of plus or minus 1/2 inch from the established grade will be permitted after
the stabilized subgrade has been graded to a uniform surface.
The maximum differential between the established grade and the stabilized subgrade
within any 100 foot distance shall be 1 /2 inch.
510-5 PROTECTION.
The provisions of Article 500-4 will be applicable to the protection of the aggregate
stabilized subgrade.
510-6 METHOD OF MEASUREMENT.
The quantity of stabilizer aggregate to be paid for will be the actual number of tons of
aggregate, exclusive of any corrective material, which have been mixed with the completed
and accepted subgrade. This quantity will be measured as provided for in Article 520-12.
510-7 BASIS OF PAYMENT.
The quantity of stabilizer aggregate, measured as provided in Article 510-6, will be paid
for at the contract unit price per ton for "Stabilizer Aggregate." Such price and payment will
be full compensation for all work covered by this section including but not limited to
excavating, furnishing all aggregate and water, hauling, spreading, mixing, shaping,
compaction, and maintenance.
Payment will be made under:
Stabilizer Aggregate ........................................................................................................ Ton
SECTION 520
AGGREGATE BASE COURSE
520-1 DESCRIPTION.
The work covered by this section consists of the construction of a base composed of an
approved aggregate material hauled to the road, placed on the road, compacted, and shaped
to conform to the lines, grades, depths, and typical sections shown in the plans or established
by the Engineer.
Report of Geotechnical Exploration
Dixie River Road Extension
Charlotte, NC
520-2 MATERIALS.
March 19, 2009
BOYLE Project No. 05-021-03
Final
All materials shall meet the requirements of Division 10 shown below:
Aggregate base course ................................................. Articles 1010-1, 1010-2, and 1010-3
520-3 METHODS OF PRODUCTION.
(A) General:
The Contractor may, at his option, furnish aggregate base course material produced by
any of the methods described below unless otherwise specified in the special provisions.
(B) Type A Aggregate:
Aggregate upon which no restrictions are placed on the production or stockpiling except
as provided in Section 1005.
(C) Type B Aggregate:
Aggregates from an approved stockpile which has been constructed, tested, and approved
in accordance with the provisions of Subarticle 520-6(C)(2); and which have been placed on
the roadway, sampled, tested, and approved in accordance with the provisions of
Subarticle 520-6(C)(3).
520-4 SUBGRADE PREPARATION.
The subgrade shall be prepared in accordance with Section 500 prior to placement of the
base material.
520-5 HAULING AND PLACING AGGREGATE BASE MATERIAL.
The aggregate material shall be placed on the subgrade with a mechanical spreader
capable of placing the material to a uniform loose depth and without segregation except that
for areas inaccessible to a mechanical spreader, the aggregate material may be placed by
other methods approved by the Engineer.
Where the Contractor elects to use more than one type of aggregate as described in
Article 520-3, the placing of the various types used shall be done in an approved manner
which will permit the sampling and testing required by Article 520-6.
Where the required compacted thickness of base is 8 inches or less, the base material may
be spread and compacted in one layer. Where the required compacted thickness is more than
8 inches, the base material shall be spread and compacted in 2 or more approximately equal
layers. The minimum compacted thickness of any one layer shall be approximately 4 inches.
Each layer of material shall have been sampled, tested, compacted, and approved prior to
placing succeeding layers of base material or pavement.
No base material shall be placed on frozen subgrade or base.
Base course which is in place on November 15 shall have been covered with a
subsequent layer of pavement structure or with a sand seal. Base course which has been
placed between November 16 and March 15 inclusive shall be covered within 7 calendar
days with a subsequent layer of pavement structure or with a sand seal.
- Report of Geotechnical Exploration March 19, 2009
Dixie River Road Extension BOYLE Project No. 05-021-03
- Charlotte, NC Final
Sand seal shall be applied in accordance with the requirements of Section 660 except that
Articles 660-3, 660-11, and 660-12 will not apply.
Failure of the Contractor to cover the base course as required above will result in the
Engineer notifying the Contractor in writing to cover the base course with a sand seal and to
suspend the operations of placing aggregate base course until such cover has been placed.
This work shall be performed by the Contractor at no cost to the Department. In the event
• that the Contractor fails to apply the sand seal within 72 hours after receipt of such notice,
- the Engineer may proceed to have such work performed with other forces and equipment.
The cost of such work performed by the Department will be deducted from monies due or to
become due the Contractor. The application of the sand seal by the Contractor or by others
will in no way relieve the Contractor of the responsibility to maintain or repair the damaged
base or subgrade, no matter what the cause of damage, at no cost to the Department.
No traffic shall be allowed on the completed base course other than necessary local traffic
- and that developing from the operation of essential construction equipment as may be
authorized by the Engineer. Any defects that develop in the completed base or any damage
caused by local or construction traffic shall be acceptably repaired at no cost to the
Department. Hauling equipment may be operated with the approval of the Engineer, over a
lower layer of base, however, any rutting, weaving, or soft areas that develop shall be
acceptably repaired at no cost to the Department.
The maximum speed of hauling equipment traveling over any part of the base shall be as
- directed by the Engineer, but in no case shall it exceed 35 miles per hour.
• The Contractor shall utilize methods of handling, hauling, and placing which will
• minimize segregation and contamination. If segregation occurs, the Engineer may require
that changes be made in the Contractor's methods to minimize segregation, and may also
require mixing on the road which may be necessary to correct any segregation. No
additional compensation will be allowed for the work of road mixing as may be required
under this provision. Aggregate which is contaminated with foreign materials to the extent
that the base course will not adequately serve its intended use shall be removed and replaced
i by the Contractor at no additional cost to the Department. The above requirements will be
_ applicable regardless of the type of aggregate placed and regardless of prior acceptance.
520-6 SAMPLING, TESTING, AND ACCEPTANCE.
(A) General:
Sampling for the determination of gradation, liquid limit, and plasticity index for the
various types of aggregate, as defined in Article 520-3, will be performed as outlined below
• in (B) and (C). Acceptance of the applicable type of aggregate will also be based upon the
requirements listed below. Testing of all samples shall be in accordance with
Subarticle 520-6(D).
(B) Type A Aggregate:
- For sampling and acceptance purposes, a lot will be considered to be 1000 tons or
- fraction thereof.
Report of Geotechnical Exploration March 19, 2009
Dixie River Road Extension BOYLE Project No. 05-021-03
Charlotte, NC Final
For each lot of aggregate placed on the road, 2 samples will be taken at random locations
on the road prior to compaction.
To be acceptable, the average test results shall meet the gradation requirements shown in
Column B of Table 520-1 and the range between the test results of the 2 samples shall not
exceed the requirements of Column D of Table 520-1. When the average test result exceeds
the gradation limits given in Column B but fails within the limits given in Column C, the lot
shall be rejected and shall be removed and replaced by the contractor, or at the option of the
Contractor, the lot may be left in place and the material will be considered as being
reasonably acceptable in accordance with the provisions of Article 105-3, and an adjustment
in contract unit price will be made as follows:
The number of points shown in Column E of Table 520-1 will be assigned to the lot
involved on an accumulative basis for each percent that the base material is outside the
gradation range shown in Column B. Price adjustments will be made by reducing the
contract unit price by 2 percent for each point assigned.
TABLE 520-1
AGGREGATE BASE COURSE
GRADATION ACCEPTANCE RANGES
Column A Column B
% Passing Column C
% Passin Column D
Range Column E
1 1/2" 100 98-100 3 1
V 75-97 72-100 15 1
1/2" 55-80 51-83 20 1
# 4 35-55 35-60 18 3
# 10 25-45 20-50 18 2
# 40 14-30 10-34 14 3
# 200a 4-12 3-13 7 5
4200 b 4-10 3-11 6 5
Material Passing No. 10 Sieve (Soil Mortar)
# 40 40-84 36-86 35 2
# 200 11-35 10-36 20 2
a This requirement will be applicable unless otherwise specified in the special provisions.
b This requirement will be applicable only when specified in the special provisions.
When the test results for a lot exceed the gradation shown in Column C of Table 520-1,
the lot will be rejected and shall be removed and replaced by the Contractor at no cost
to the Department. When so rejected, the Contractor may request the Engineer to take
and test additional samples from within the lot. The Engineer will take 2 additional
random samples from within the lot. When the average test results of the additional
samples fall within the gradation limits as shown in Column B of Table 520-1 and the

Report of Geotechnical Exploration
Dixie River Road Extension
Charlotte, NC
March 19, 2009
BOYLE Project No. 05-021-03
Final
range between the test results of the two samples does not exceed that given by Column
D of Table 520-1, the lot shall be acceptable. If, however, the average gradation of the
2 additional examples exceeds the limits of Column B but falls within the limits
established by Column C, the lot shall be rejected and shall be removed and replaced by
the Contractor, or at the option of the Contractor, the lot may be left in place and the
material will be considered as being reasonably acceptable in accordance with the
provisions of Article 105-3 and an adjustment in contract unit price will be made as
indicated above.
When the test results for the 2 samples used to determine the average test result for
acceptance exceed the range established by Column D of Table 520-1, the lot will be judged
to be nonuniform and acceptance will be made in accordance with Article 105-3 and an
adjustment in contract unit price will be made as follows:
The number of points shown in Column E of Table 520-1 will be assigned to the lot
involved on an accumulative basis for each percent that the range between the test
results of the 2 samples exceeds those values given in Column D. Price adjustments
will be made by reducing the contract unit price by 2 percent for each point assigned.
The unit price adjustment for nonuniform base material will be in addition to any price
adjustment determined necessary for average gradation.
Any lot having an assigned accumulative gradation and range total of 50 or more points
will be rejected and shall be replaced by the Contractor at no cost to the Department, unless
otherwise approved by the Engineer.
Where visual observation indicates the need to do so, the Engineer may require the
Contractor to road mix areas of nonuniform gradation at no additional cost to the
Department. The Engineer reserves the right to take samples in addition to the lot
acceptance samples from within the lot in areas exhibiting nonuniform gradation. When the
test results from such an additional sample is outside the gradation limits given in Column C
of Table 520-1 and the nonuniformity cannot be corrected by road mixing, the aggregate
base course represented by the sample will be rejected and replaced by the Contractor at no
cost to the Department.
When the test results for either the lot or additional samples taken within the lot indicate
the material is to be rejected and removed by the Contractor, and the test results can be
corrected by the addition of fine aggregate, the Engineer may allow the material to be
corrected provided there is no cost to the Department for furnishing, remixing, reshaping,
and recompacting of the base material. The average test result of the corrected material shall
be within the gradation limits shown in Column B of Table 520-1 and the range between the
test results shall not exceed the requirements of Column D of Table 520-1, otherwise the
base material will be rejected and shall be replaced at no additional cost to the Department,
unless otherwise determined by the Engineer.
In addition to the gradation acceptance requirements listed in Table 520-1, the material
passing the No. 40 sieve shall not have a liquid limit in excess of 30 nor a plasticity index in
excess of 5 (See Standard Special Provisions). If any individual test results indicates
values exceeding these, the Engineer may reject the entire lot.
Report of Geotechnical Exploration
Dixie River Road Extension
Charlotte, NC
(C) Type B Aggregate:
(1) General:
March 19, 2009
BOYLE Project No. 05-021-03
Final
To be acceptable, the material shall have been stockpiled, sampled, tested, and
approved in accordance with the provisions of Subarticle 520-6(C)(2) and subsequently
placed on the roadway, sampled, tested, and approved in accordance with the provisions
of Subarticle 520-6(C)(3).
(2) Stockpile:
A stockpile sampling unit shall consist of approximately 2000 tons of base material in
a layer of approximately 2 feet in thickness which has been constructed in thoroughly
mixed sublayers of approximately 8 inches of thickness. The acceptance lot size shall be
the entire stockpile subject to the provisions of this article.
The base material shall contain approximate optimum moisture when placed in the
stockpile. When more than 2000 tons of base material is to be placed in a stockpile layer,
the layers shall be divided into sections of approximately 2000 tons and each section
identified by properly maintained corner stakes as the work proceeds.
For each sampling unit, 2 random samples shall be taken. The gradation test results
of these samples shall be averaged and the average shall be used to determine the
acceptability of the unit.
Where a unit fails to meet the specification requirements of Article 1010-3(B) the unit
represented shall be removed from the stockpile or covered by spreading the required
amount of corrective material over the surface of the unit. Correction will not be allowed
when the amount of corrective material required exceeds (See Standard Special
Provisions) 5 inches in depth in which case the unit will be rejected and shall be
removed from the stockpile.
In addition to the gradation acceptance requirements listed in Table 1010-2, the
material passing the No. 40 sieve shall not have a liquid limit in excess of 30 nor a
plasticity index in excess of 6. If any individual test results indicates values exceeding
these, the Engineer may reject the entire lot.
Sampling of a replaced unit will be performed in the same manner as the original
sampling. Resampling of a corrected unit will be done in accordance with procedures
established by the Department. Copies of these procedures are available upon request
from the Materials and Tests unit.
The completed stockpile will be approved only when the average of all the individual
unit gradation test results meet the requirements for Subarticle 1010-3(B) for a completed
stockpile.
The minimum height of an approved stockpile layer shall not be less than 5 layers.
The material shall be removed from the stockpile by loading from the bottom edge of the
pile.
No additional material shall be placed on a stockpile which has been completed and
approved.
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Report of Geotechnical Exploration
Dixie River Road Extension
Charlotte, NC
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BOYLE Project No. 05-021-03
Final
Where more than one stockpile is constructed for a project, they shall not overlap and
proper identification shall be maintained on each stockpile at all times.
(3) Roadway:
For sampling and acceptance purposes, a lot shall consist of 20,000 tons of ABC
material or fraction thereof.
The sampling procedure shall consist of randomly selecting 1000 tons of base from
the first 5000 tons of material placed, excluding the first 1000 tons, and taking 2 samples
from the selected 1000 tons at random locations.
The gradation test results of the 2 samples will be averaged and the average will be
used to determine the acceptability of the lot.
The gradation indicated in Table 520-1, Column C, will be used for determining
acceptance of the ABC Type B material. When the average gradation test results fall
within the limits of Column C, the entire 20,000 ton lot will be accepted.
When the average gradation test results fall outside the limits of Column C, the
following steps will be followed:
1. Additional sampling of the 5000 tons of material shall be in order to isolate the
unacceptable material. The procedure for this additional sampling shall consist of
dividing the 5000 tons of material into two 2500 ton sub-lots and taking 2 samples
at random locations from each of these two sub-lots. The gradation results of the 2
samples shall be averaged and this average shall be used to determine the
acceptance of each of the sub-lots.
When the average gradation test results for a sub-lot is within the limits shown in
Table 520-1, Column C, the sub-lot will be considered acceptable.
When the average gradation test results for a sub-lot exceeds any of the limits
shown in Table 520-1, Column C, and the sub-lot cannot be corrected by the
addition of fine aggregate or when the average gradation of a corrected sub-lot
exceeds any of the limits of Table 520-1, Column B, the sublot will be rejected and
shall be removed and replaced at no additional cost to the Department unless
otherwise approved by the Engineer. The replacement material shall meet the
specification requirements for Type A aggregate or Type B aggregate depending on
the source of the material.
When the average gradation test results for a sub-lot exceeds any of the limits
shown in Table 520-1, Column C, and the test results indicate the material can be
corrected by the additional of fine aggregate, the Engineer may allow the material
to be corrected provided there is no additional cost to the Department for
furnishing, adding, remixing, reshaping, and recompacting of the added material.
When the average gradation test results of the corrected sub-lot are within the
limits shown in Table 520-1, Column B, the sub-lot will be considered acceptable.
Report of Geotechnical Exploration
Dixie River Road Extension
Charlotte, NC
March 19, 2009
BOYLE Project No. 05-021-03
Final
2. A new lot, comprising 20,000 tons of ABC or fraction thereof placed after the 5000
tons addressed in Step No. 1 above, will be designated and the sampling procedure
of Subarticle 520-6(C)(3) shall be followed.
In the event of failures of 2 consecutive lots, the Department will withdraw its
approval of Type B ABC and the material will be sampled, tested, and accepted in
accordance with the provisions of Subarticle 520-6(B) for Type A aggregate.
(D) TESTING.
Testing will be performed at the Department laboratory, except where the Contractor has
requested and the Engineer has agreed to perform on site testing. The Contractor shall make
available, a laboratory meeting the requirements of Article 520-7, and samples may be tested
at the Contractor's laboratory.
520-7 CONTRACTOR FURNISHED LABORATORY.
Laboratories and equipment furnished by the Contractor for on site testing in accordance
with the provisions of Subarticle 520-6(D) for the use of Department personnel in testing
aggregate material shall meet the approval of the Engineer. The laboratory shall have a
minimum floor space of approximately 160 square feet and a minimum interior height of
approximately 7 feet. The laboratory shall have facilities for proper heating and ventilation,
and shall be provided with electricity and a water supply.
A list of the testing equipment required will be furnished by the Materials and Tests Unit.
The Contractor shall maintain the laboratory and testing equipment in a satisfactory
condition.
The laboratory shall be used exclusively for testing purposes by the Engineer.
520-8 SHAPING AND COMPACTION.
Within 48 hours after beginning the placing of a layer of the base, the Contractor shall
begin machining and compacting of the layer. Each layer shall be maintained to the required
cross section during compaction and each layer be compacted to the required density prior to
placing the next layer.
Each layer of the base shall be compacted to a density equal to at least 100% of that
obtained by compacting a sample of the material in accordance with AASHTO T180 as
modified by the Department. Copies of these modified testing procedures are available upon
request from the Materials and Test Unit.
Where the Engineer elects to use nuclear methods to determine the density, the
requirements for density shall be as specified in Article 520-10.
The base material shall be compacted at a moisture content which is approximately that
required to produce a maximum density indicated by the above test method. The Contractor
shall dry or add moisture to the material when required to provide a uniformly compacted
and acceptable base.
Report of Geotechnical Exploration March 19, 2009
Dixie River Road Extension BOYLE Project No. 05-021-03
Charlotte, NC Final
The final layer of base material shall be shaped to conform to the lines, grades, and
typical as shown on the plans or established by the Engineer. When completed, the base
course shall be smooth, hard, dense, unyielding, and well bonded. A broom drag may be
used in connection with the final finishing and conditioning of the surface of the base course.
520-9 TOLERANCES.
After final shaping and compacting of the base, the Engineer will check the surface of the
base for conformance to the grade and typical section and determine the base thickness.
The thickness of the base shall be within a tolerance of plus or minus 1/2 inch of the base
thickness required by the plans.
The maximum differential between the established grade and the base within any 100
foot section shall be 1/2 inch.
520-10 DENSITY DETERMINATION BY NUCLEAR METHODS
(A) Application:
The Engineer may, at his option, utilize nuclear methods as described below to determine
the density of selected base course materials required by Sections 520, 540, and 541. The
use of nuclear methods will include the establishment of the required density through the use
of control strips constructed from materials actually being used on the project, and the
determination of the density being obtained in test sections located throughout the project.
Testing will be performed in the direct transmission mode on all aggregate base course.
Additional information on testing is provided in the N.C.D.O.T. Nuclear Gauge Operators
Manual. Copies are available upon request from the Materials and Tests Unit.
(B) Control Strip:
- (1) General:
- A control strip is a section of material being tested having a minimum area of 400
- square yards unless otherwise approved by the Engineer; and a layer depth not greater
- than the layer depth shown in the plans or required by the Specifications, whichever is
less. Roadway control strips may be used to determine required density for shoulder
material when approved by the Engineer. When shoulder control strips are deemed
necessary by the Engineer, they shall be constructed to the full shoulder width. The
location of a control strip shall be as directed by the Engineer. The material used in
- constructing the control strip shall consist of material from the same source and shall be
• of the same type of material being tested. Each control strip is to remain in place and
become a portion of the completed project. At least one control strip shall be constructed
when a change is made of the source of materials, when a significant change occurs in the
composition of the materials from the same source, or when deemed necessary by the
Engineer.
Report of Geotechnical Exploration
Dixie River Road Extension
Charlotte, NC
(2) Equipment:
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BOYLE Project No. 05-021-03
Final
Equipment used in compaction of control strips shall have been approved by the
Engineer prior to use. Where uniform density is not being obtained throughout the depth
of the layer of material being tested, the type and/or weight of the compaction equipment
shall be changed as necessary to achieve uniform density even though such equipment
has been previously approved by the Engineer.
When aggregate base course material is involved, at least one of the rollers shall be a
steel wheel vibratory roller weighing not less than 6 tons.
(3) Compaction:
After the material in a control strip is spread and shaped to the required width and
depth, the compaction of the material shall begin. Compaction shall be carried out in
such a manner as to obtain uniform maximum density over the entire control strip.
When aggregate base course material is being compacted, it shall have a moisture
content satisfactory to the Engineer immediately before compaction. If it is necessary to
add water after the material is placed, the material shall be scarified and the water added
uniformly throughout the full depth of the layer of the base course material.
(4) Target Density:
After the Contractor has completed compaction of the control strip, the Engineer will
conduct 10 density tests at random locations within 10 equal segments of the control
strip. The surface of the material being tested shall be smooth prior to any tests being
performed. The results of the 10 tests will be averaged and the resulting average density
will be the target density for all test sections being constructed in conjunction with a
particular control strip. The required density will be expressed as a percentage of the
target density.
When aggregate base course control strips are being constructed, the 10 random tests
will not be made when the surface of the aggregate base course contains free moisture.
In addition to determining the nuclear target density, a conventional density test No. 3
(ring test) will be performed in the control strip to assure the final density of the control
strip is at least equal to 100% of that obtained by compacting a sample of the material in
accordance with AASHTO T180 as modified by the Department. Copies of these
modified testing procedures and conventional density test No. 3 procedures are available
upon request from the Materials and Test Unit. If the density as determined by
conventional density test No. 3 meets the required density, the control strip will be
accepted for use. If it fails to meet the required density, additional compactive effort
shall be expended by the Contractor on the strip or a new control strip shall be
constructed. No aggregate base course density tests will be performed until an acceptable
control strip has been constructed.

Report of Geotechnical Exploration
Dixie River Road Extension
Charlotte, NC
(C) Test Sections:
(1) General:
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BOYLE Project No. 05-021-03
Final
A test section is the testing unit for compaction. The material used in a test section
shall be from the same source and shall be of the same type as the material used in the
application control strip. The depth of a test section shall be equal to that of the control
strip previously constructed for use with the test section involved except in cases where
roadway for control strips are used to determine required density for shoulder material.
The length of a test section shall be determined by the width as shown in the Nuclear
Gauge Operator's Manual. Copies of this manual may be obtained from the Materials
and Tests Unit.
(2) Acceptance Requirements:
The required density for aggregate base course shall be 98% of the nuclear target
density. In addition, the nuclear density at any test location shall be at least 95% of the
nuclear target density. Density tests will not be made when the surface of an aggregate
base course contains free moisture.
The required density will be determined by the average of 5 nuclear density tests
made at random locations within 5 equal segments of the test section.
520-11 MAINTENANCE.
Where the base material is placed in a trench section, the Contractor shall provide
adequate drainage through the shoulders to protect the subgrade and base until such time as
the shoulders are completed.
The Contractor shall maintain the surface of the base by watering, machining, and rolling
or dragging when necessary to prevent damage to the base by weather or traffic.
Where the base or subgrade is damaged, the Contractor shall repair the damaged area;
reshape the base to required lines, grades, and typical sections; and recompact the base to the
required density at no cost to the Department.
520-12 METHOD OF MEASUREMENT.
The quantity of aggregate base course to be paid for will be the actual number of tons of
aggregate which has been incorporated into the completed and accepted work.
The aggregate will be measured by being weighed in trucks on certified platform scales
or other certified weighing devices. If permitted by the special provisions, the weight of
base course material shipped by barge may be determined from water displacement
measurements.
No deductions will be made for any moisture contained in the aggregate at the time of
weighing.
520-13 BASIS OF PAYMENT.
The quantity of aggregate base course, measured as provided in Article 520-12, will be
paid for at the contract unit price per ton for "Aggregate Base Course" except when the
Contractor has elected to leave a lot in place which exceeds the range of Column B of
a
a
Report of Geotechnical Exploration March 19, 2009 -
Dixie River Road Extension BOYLE Project No. 05-021-03
Charlotte, NC Final
Table 520-1 but which is otherwise in accordance with the provisions of Article 520-6,
the quantity of base course included in this lot will be paid for at a unit price which will
be the contract unit price reduced by the percentage established in accordance with
Article 520-6.
The above prices and payments will be full compensation for all work covered by this
section including but not limited to furnishing aggregate and water, mixing, hauling,
spreading materials, compacting, shaping, applying a sand seal in accordance with the
provisions of Article 520-5, and maintaining the base.
Payment will be made under:
Aggregate Base Course ...................................................................................................Ton
a

Report of Geotechnical Exploration
Dixie River Road Extension
Charlotte, NC
APPENDIX E
March 19, 2009
BOYLE Project No. 05-021-03
Final
PROCEDURES REGARDING FIELD LOGS, LABORATORY DATA SHEETS AND SAMPLES
Report of Geotechnical Exploration March 19, 2009
Dixie River Road Extension BOYLE Project No. 05-021-03
Charlotte, NC Final
PROCEDURES REGARDING FIELD LOGS, LABORATORY DATA SHEETS AND SAMPLES
In the process of obtaining and testing samples and preparing this report, procedures are
followed that represent reasonable and accepted practice in the field of soil and foundation
engineering.
Specifically, field logs are prepared during performance of the drilling and sampling
operations that are intended to portray essentially field occurrences, sampling locations, and
other information.
Samples obtained in the field are frequently subjected to additional testing and
reclassification in the laboratory by more experienced soil engineers, and differences
between the field logs and the final logs exist.
The engineer preparing the report reviews the field and laboratory logs, classifications and
test data, and his judgment in interpreting this data, may make further changes.
Samples are taken in the field, some of which are later subjected to laboratory tests, are
retained in our laboratory for sixty (60) days and are then discarded unless special
disposition is requested by our client. Samples retained over a long period of time, even if
sealed in jars, are subject to moisture loss, which changes the apparent strength of
cohesive soil generally increasing the strength from what was originally encountered in the
field. Since they are then no longer representative of the moisture conditions initially
encountered, an inspection of these samples should recognize this factor.
It is common practice in the soil and foundation engineering profession that field logs and
laboratory data sheets not be included in engineering reports because they do not represent
the engineer's final opinions as to appropriate descriptions for conditions encountered in the
exploration and testing work. On the other hand, we are aware that perhaps certain
contractors submitting bids or proposals on work may have an interest in studying these
documents before submitting a bid or proposal. For this reason, the field logs will be
retained in our office for inspection by all contractors submitting a bid or proposal. We
would welcome the opportunity to explain any changes that have been and typically are
made in the preparation of our final reports, to the contractor or subcontractors, before the
firm submits the bid or proposal, and to describe how the information was obtained to the
extent the contractor or subcontractor wishes. Results of the laboratory tests are generally
shown on the boring logs or described in the extent of the report, as appropriate.
Soil Test Borings (ASTM D-698)
Soil test borings are performed by mechanically twisting a continuous flight hollow-stem
steel auger into the soil. Soil sampling and penetration testing are performed in general
accordance with ASTM D-1586. At regular intervals, soil samples are obtained with a
standard 1.4-inch I. D., 2-inch O. D., split-tube sampler. The sampler is first seated 6
inches to penetrate any loose cuttings, then driven an additional 12 inches with blows of a
140-pound hammer falling 30 inches. The number of hammer blows required to drive the
sampler the final 12 inches is recorded and designated the "penetration resistance". The
penetration resistance, when properly evaluated, is an index to the soil's strength and
foundation supporting capability.
Representative portions of the obtained soil samples are placed in glass jars or plastic
containers and transported to the laboratory. In the laboratory, the samples were

Report of Geotechnical Exploration March 19, 2009
Dixie River Road Extension BDYLE Project No. 05-021-03
Charlotte, NC Final
examined by an engineering geologist or geotechnical engineer to verify the driller's field
classifications.
Soil Test Borings (ASTM STP #399)
Soil test borings are made by mechanically twisting a solid-stem, continuous-flight solid
steel auger into the soil. Soil samples are obtained at regular intervals. Soil classification
and dynamic cone penetrometer testing in accordance with ASTM Special Publication #399
is performed at each boring location. The penetration resistance value of the DCP test,
when properly evaluated, can be an indicator of the soil's strength and foundation
supporting capability. The DCP test records the average number of blows required to drive
the test equipment a 1.75-inch increment by a 15-pound hammer falling 20 inches and is
designated the "penetration resistance" or blowcount.
Representative portions of the soil samples obtained were classified in our laboratory. Soil
Test Boring Records are attached, showing the soil descriptions, penetration resistances,
and other subgrade characteristics.
Observation Wells (Piezometers)
Water level readings taken during the field operations do not provide information on the long
term fluctuations of the water table. When this information is required, observation wells are
necessary to prevent the borings from caving. Observation wells (when installed) are typically
constructed by inserting PVC plastic pipe to the desired depths. A closed end slotted portion of
PVC pipe is attached to the bottom of the plastic pipe to allow subsurface water to enter the
observation well. Clean sand is backfilled around the bottom slotted portion of the well. The
remainder of the hole is backfilled with an impervious material, using a bentonite or mortar
cap to seal out surface water. The top of the PVC pipe has a removable cover to seal out
rainwater and surface water.
Report of Geotechnical Exploration
Dixie River Road Extension
Charlotte, NC
APPENDIX F
March 19, 2009
BOYLE Project No. 05-021-03
Final
DEFINITIONS
TERMINOLOGY

- Report of Geotechnica/ Exploration March 19, 2009
Dixie River Road Extension BOYLE Project No. 05-021-03
- Charlotte, NC Final
DEFINITIONS & TERMINOLOGY
- Alluvium - Soil and/or rock materials that have been transported by water such that much
of the original structure or texture of the original material is lost or diminished.
- Bedrock - Subsurface materials that cannot be excavated or pre-loosened with a track
mounted backhoe having a minimum bucket curling force rating of at least 25,500
pounds (i.e. Caterpillar 225) and occupying an original volume of at least 1 cubic yard.
. Bedrock can be defined differently depending upon the type of project. Auger refusal is
the generally accepted "stop of bedrock", however, zones of soft material may exist at
lower elevations than the auger refusal. In such cases, bedrock is usually defined as
- material having a rock quality designation (RQD) of 90 or greater.
Building Limits - the plan outline of the exterior of the building (either wall or footing)
perimeter.
r Caved and dry depths - A measured depth of a borehole partially filled with soil checked
24 hours or more after being drilled. This phenomenon, sometimes designated as a "C-°
- on the Test Boring Records, may indicate the presence of ground water at or just below
the indicated depth which likely caused the soils to collapse into the hole. It may also
be the result of soil cuttings left in the hole upon removal of the drilling tools.
Dikes and sills - dikes and sills are igneous intrusions (similar to volcanic lava) that are
substantially wider than they are thick (i.e. Planar). Dikes are often steeply inclined or
- nearly vertical where sills are oriented horizontally or tabular. These igneous intrusions
were injected along zones of weakness in existing bedrock, such as faults, fractured
zones and joint concentrations.
Engineered fill - Engineered Fill soil shall be generally free of roots larger than 1-inch
diameter and shall have an organic content less than 5 (five) percent per ASTM D-2974.
- Engineered fill should be an approved material, free of debris (no more than 5 percent
by weight), and have a liquid limit and plasticity index less than 40 and 15, respectively.
Fill used for raising site grade or for replacement of material that is undercut should be
- placed in lifts not exceeding 8 inches in loose thickness, moisture conditioned to within
2 percent of the optimum moisture content, and uniformly compacted to a minimum of
95 percent of the maximum density obtained in accordance with ASTM Specification D-
698, standard Proctor method. Soil types usually suitable for use as engineered fill
- include: SC, SM, SP, SW, GC, GM, GP, GW, ML, and CL.
Existing fill - Soil materials transported by man and placed by man into their current
- position. Existing fill may be documented or undocumented, suitable or unsuitable.
Geotechnical Exploration - A study that is performed after building and infrastructure
- positioning has occurred and preliminary grades have been estimated in order to identify
potential problems with the building location and provide recommendations for building
and pavement construction.
Ground water - The water levels are those water levels actually measured in the borehole
at the times indicated. The measurements are relatively reliable when augering, without
- adding fluids, in a granular soil. In clays and plastic silts, the accurate determination of
water levels may require several days for the water level to stabilize.
Report of Geotechnical Exploration March 19, 2009
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Charlotte, NC Final
Definitions & Terminology (Continued)
In situ - In the natural or original position or place.
Organics - Material derived from living or formerly living organisms usually plants such as
limbs, roots, leaves and bark.
Partially weathered rock -An undisturbed residual material with standard penetration-
resistances in excess of 100 blows per foot using ASTM 1586 standards.
Physiographic - An area of similar topographic landforms and geomorphologic processes.
Piedmont - any area near the foot of a mountain, particularly the plateau extending from
New York to Alabama east of the Blue Ridge and/or Appalachian Mountains and west of
the Atlantic coastal plain.
Preliminary Geotechnical Exploration - A geotechnical exploration that is performed
before building and infrastructure positioning has occurred and before preliminary
grades have been estimated in order to identify potential problems with the building and
infrastructure design and provide preliminary recommendations for building and
pavement construction.
Rock - Subsurface materials that cannot be excavated or pre-loosened with a track
mounted backhoe having a minimum bucket curling force rating of at least 25,500
pounds (i.e. Caterpillar 225) and occupying an original volume of at least 1/2 cubic yard.
Mechanized auger refusal is the generally accepted "top of rock".
Saprolite or saprolitic - An undisturbed residual soil material weathered in-place that
retains the visual appearance (coloration, foliation or cleavage, relict joints, etc.) of the
parent bedrock and also retains a portion of the intergranular bond strength once
present in the parent rock,
Soil - Materials such as sand, silt and clay that are readily excavated with regular duty
grading equipment.
Standard Penetration - (Blows/Ft) refers to the blows per foot of a 140 lb. hammer falling
30 inches on a 2 inch O.D. split spoon sampler, as specified in ASTM D-1586. The blow
count is commonly referred to as the N-value.
Topsoil - Organic surficial soil containing more than 5 percent by weight organic material.
Unsuitable Soils - Unsuitable soils are determined on a site by site basis, however, there
are several soil types that are typically considered unsuitable to provide support of building
foundations. These are: CH-highly plastic clays, topsoil and highly organic soils (containing
10 percent or more organics by weight), and undocumented fills containing slag and/or
other deleterious debris. Unsuitable and marginally unsuitable soil types often include CL,
MH, OL, OH, and Pt (Peat).