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RECOMMENDATIONS
Apex Peakway Segment AP3
WSA Project No: 101673
December 19, 2008
Prepared For:
Town of Apex,
North Carolina
Prepared By:
Wilbur Smith Associates
421 Fayetteville Street Mall, Suite 1303
Raleigh, NC 27601
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REPORT OF GEOTECHNICAL EXPLORATION
SEGMENT AP3 - APEX PEAKWAY
FROM NORTH SALEM STREET TO NEW DOVER ROAD
APEX, NORTH CAROLINA
Prepared for:
TOWN OF APEX, NORTH CAROLINA
Apex, North Carolina
Prepared by:
WILBUR SMITH ASSOCIATES
Raleigh, North Carolina
WSA PROJECT NO. 101673
December 19, 2008
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avid A. Rancman, P.E. C. Eric Bur ce, E.
Geotechnical Engineer Vice President
Subsurface Investigation and Geotechnical Recommendations WSA Project No. 101673
Apex Peakway - Segment AP3 December 19, 2008
Apex, North Carolina
TABLE OF CONTENTS
Page
1.0 PROJECT INFORMATION .......................................................................................... 1-3
1.1 PROJECT OVERVIEW .................................................................................................... 1-3
1.2 SCOPE OF SERVICES .................................................................................................... . 1-3
2.0 SITE INFORMATION .................................................................................................. . 2-4
2.1 SITE CONDITIONS ......................................................................................................... . 2-4
2.2 REGIONAL AND SITE GEOLOGY ............................................................................... . 2-4
2.3 SUBSURFACE EXPLORATION PROGRAM ............................................................... . 2-5
2.3.1 Generalized Stratigraphy .......................................................................................... . 2-6
2.3.2 Groundwater Conditions .......................................................................................... . 2-7
2.3.3 Laboratory Test Results ........................................................................................... . 2-8
3.0 GEOTECHNICAL RECOMMENDATIONS ............................................................ 3-10
3.1 EARTHWORK ................................................................................................................ 3-10
3.1.1 Embankment Construction ...................................................................................... 3-10
3.1.2 Cut Areas ................................................................................................................ 3-11
3.1.3 Potentially Unsuitable Soils .................................................................................... 3-11
3.1.4 Slope Stability and Settlement ................................................................................ 3-12
3.1.5 Other Considerations .............................................................................................. 3-12
3.2 BRIDGE FOUNDATIONS ............................................................................................. 3-13
3.2.1 Subsurface Conditions at Bridge Location ............................................................. 3-13
3.2.2 Piling ....................................................................................................................... 3-13
3.2.3 Drilled Piers ............................................................................................................ 3-14
3.2.4 Additional Foundation Recommendations .............................................................. 3-15
3.3 CULVERTS ..................................................................................................................... 3-16
3.3.1 Culvert Information ................................................................................................ 3-16
3.3.2 Subsurface Information at Culverts ........................................................................ 3-16
3.3.3 Culvert Geotechnical Recommendations ................................................................ 3-17
3.3.4 Culvert Construction Recommendations ................................................................ 3-18
3.4 PAVEMENTS ................................................................................................................. 3-19
3.4.1 Information and Analysis Methods ......................................................................... 3-19
3.4.2 Pavement Assumptions, Analyses, and Results ...................................................... 3-20
4.0 QUALIFICATIONS OF REPORT ................................................................................ 4-1
APPENDIX A: FIGURE 1: SITE LOCATION MAP
FIGURE 2: SITE GEOLOGY MAP
FIGURE 3: BORING LOCATION PLAN - APEX PEAKWAY BRIDGE OVER
CSXT RAILROAD
FIGURE 4: PLAN AND PROFILE OF APEX PEAKWAY BRIDGE OVER
CSXT RAILROAD
FIGURE 5: WETLAND LOCATION MAP
BORING LOCATION PLAN SHEETS (4)
BRIDGE FOUNDATION RECOMMENDATIONS SUMMARY (3)
Subsurface Investigation and Geotechnical Recommendations WSA Project No. 101673
Apex Peakway - Segment AP3 December 19, 2008
Apex, North Carolina
APPENDIX B: FIELD EXPLORATORY PROCEDURES
KEY TO SYMBOLS AND DESCRIPTIONS
SOIL TEST BORING RECORDS - 36 BORINGS (45)
APPENDIX C: LABORATORY DATA SUMMARY
TRIGON ENGINEERING LAB DATA (33)
GEOTESTING EXPRESS LAB DATA (39)
APPENDIX D: BRIDGE FOUNDATION ANALYSES (18)
EMBANKENT SETTLEMENT (6)
SLOPE STABILITY (4)
CULVERT ANALYSES (5)
PAVEMENTS (8)
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Subsurface Investigation and Geotechnical Recommendations WSA Project No. 101673
Apex Peakway - Segment AP3 December 19, 2008
Apex, North Carolina
1.0 PROJECT INFORMATION
1.1 PROJECT OVERVIEW
Wilbur Smith Associates (WSA) has been tasked by the Town of Apex, North Carolina to provide
design services for the proposed section of new roadway, designated as AP3, for the Apex
Peakway Project. The construction will consist of 3,800 feet of new roadway alignment along the
northeast quadrant of the planned Apex Peakway (mainline designated as -L-) alignment, from
North Salem Street to New Dover Road. This particular phase of the project entails construction of
two lanes left of the proposed roadway centerline for the ultimate divided four-lane roadway. The
layout will include an at-grade intersection crossing a CSXT railroad line, and a new three-span
bridge over two additional parallel CSXT railroad lines, located approximately 1,250 east of the
North Salem Street terminus. Approximately 800 feet of Laura Duncan Road (cross-street designated
-Y5-) will also be improved. The topography along the planned alignment is generally flat between
North Salem Street and the bridge crossing, although significant fill will be required for the bridge
over the CSXT railroad line, particularly in the lower-lying wetland areas along the bridge's east
approaches and in some other areas to more smoothly transition the elevation changes. No retaining
walls or major drainage structures exist, other than three reinforced concrete pipe (RCP) culverts.
1.2 SCOPE OF SERVICES
The objectives of our investigation were to evaluate the subsurface conditions in the area, to provide
typical pavement sections, and geotechnical parameters required for earthwork, culvert subgrade
preparation, and bridge foundations. Field work was performed by Trigon Engineering Consultants
(Trigon) and WSA personnel, and laboratory testing was performed by Trigon and Geotesting
Express (GTX) under subcontract to the WSA. The scope of services for the geotechnical exploration
includes the following:
• Perform soil test borings with standard penetration testing in accessible areas in general
accordance with NCDOT, ASTM, and AASHTO guidelines
• Perform laboratory tests on selected samples
• Perform geotechnical analyses and furnish a report with geotechnical estimates and
recommendations
This report contains a discussion of regional and site geology, the results of the field exploration
and laboratory testing, and our geotechnical recommendations for the bridge foundations,
earthwork, culverts, and pavements.
1-3
Subsurface Investigation and Geotechnical Recommendations WSA Project No. 101673
Apex Peakway - Segment AP3 December 19, 2008
Apex, North Carolina
2.0 SITE INFORMATION
2.1 SITE CONDITIONS
A site reconnaissance was performed by WSA personnel on March 27, 2008, where site access
issues were noted, and boring locations staked for the upcoming field work. Surface conditions
were evaluated to identify potential utility conflicts or wetland intrusions issues. Also noted were
surface features which could be suggestive in the consideration or estimation of subsurface or
geologic conditions. WSA returned to the site along with its subcontracted drilling firm Trigon on
April 7, 2008 to commence nine week days of field work to obtain subsurface data. WSA
conducted a supplemental investigation on November 19, 2008, in order to obtain more
information for the design of pavements. The subsurface exploration was used as part of our
assessment of the general site subsurface characteristics and to estimate appropriate soil parameters
necessary to develop the geotechnical recommendations presented in this report.
The proposed roadway will be built both in flat open grassy areas and in sloping wooded areas
requiring considerable clearing of largely wooded growth of deciduous and coniferous trees. Three
wetland areas have been delineated by others, and careful consideration was observed during the
field work to avoid these areas. Property access was granted by private owners for the boring
locations prior to drilling on private property.
The east interior and end bent borings of the bridge over the CSXT railroad lines, as well as
roadway boring L-6 were accessed by following a power easement which runs east/west several
hundred feet north of the bridge crossing before turning southward adjacent to a subdivision. The
proposed 42-inch culvert at STA 42+64, presently exists in a delineated wetland area designated as
a PFO (palustrine forested) "A" and was not accessible to our drilling equipment. A wetland
location map has been included in Appendix E.
2.2 REGIONAL AND SITE GEOLOGY
The site is regionally located within the Durham basin, a part of the Deep River Triassic belt,
which is a chain of similar belts in eastern North America that extend northeastward from South
Carolina to Nova Scotia and are exposed at the surface within the surrounding Piedmont
Physiographic Province. The basins were created about 160 million years ago when tectonic
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Subsurface Investigation and Geotechnical Recommendations WSA Project No. 101673
Apex Peakway - Segment AP3 December 19, 2008
Apex, North Carolina
activity caused north trending faults to open up long elongate basins to drop several thousand feet
relative to the surrounding land surface. Enormous volumes of soil and rock were eroded from the
surrounding metamorphic and igneous rocks of the region and deposited in inland lakes within the
troughs to form various sedimentary rocks. The sedimentary rocks that comprise these Triassic
basins are comprised within a group of rocks called the Newark Group. The Triassic sedimentary
rocks are predominantly made up of clastic types that range from conglomerates to mudstones.
The rocks consist of poorly sorted sediment, irregularly bedded, and can contain various rock types
that commonly grade abruptly into one another both laterally and vertically. Due to the variability
of these sediments, they can be divided up into three distinctive lithologic belts, from east to west
across Wake County as follows: a fanglomerate belt, a sandstone-mudstone belt, and a limestone-
chert belt.
The Triassic fanglomerate belt characterizes the rocks underlying the site. It consists of pebbles,
cobbles, and boulders of various rock types jumbled together in an argillaceous, silty and sandy
matrix. The rock fragments found in this rock matrix include vein quartz, phyllite, metavolcanic
rocks, epidote-quartz rocks, gneisses, and granite. Argillaceous sandstones and mudstones are
interbedded with the conglomerate layers, grading both laterally and vertically. Most of the rock in
this particular belt is red from hematite. Bedding for the most part strikes north-northeast, while
dipping generally eastward. This belt is located along the east border of the Durham basin, where
it ends abruptly against the north-northeast regionally trending Jonesboro fault and the much older
Mid-Paleozoic metamorphic and igneous rocks east of the Triassic basin. Throughout this region,
Triassic to Jurassic-aged diabase dikes intrude many of the metamorphic and sedimentary rocks.
They generally trend north-northwest and dip almost vertically. Most of the dikes are tabular with
locally uniform thicknesses. The diabase dikes are black, massive, and generally fine grained.
2.3 SUBSURFACE EXPLORATION PROGRAM
In total, thirty-four soil test borings were conducted during both explorations in Apex and private
property right of way. Eighteen borings were performed along the main alignment of the proposed
Apex Peakway, designated "L." Eight borings were performed for the Apex Peakway Bridge over
the CSXT RR. Three hand auger borings were performed for the 42-inch culvert which will run
underneath -L- at Station 42+64, and five borings were performed for the cross roads N. Salem
street and Laura Duncan Rd., designated "Y-1" and "Y-5," respectively. Boring Location Plan
sheets are included in Appendix A. The majority of the drilling and sampling was executed
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Subsurface Investigation and Geotechnical Recommendations WSA Project No. 101673
Apex Peakway - Segment AP3 December 19, 2008
Apex, North Carolina
between April 7, 2008 and April 17, 2008 by Trigon with a CME-55 ATV-mounted drill rig using
2.25-in diameter hollow stem augers for most borings. For boring locations where rock coring was
anticipated, the sampler was advanced via the wash boring method. Standard penetration test
(SPT) borings (ASTM D 1586) were performed and soil samples obtained at regular intervals after
10 feet. Generally, four samples were obtained in the upper 10 feet. Bulk samples were obtained
at ten boring locations so that CBR testing could be performed to assist in pavement design. A
supplemental investigation was conducted WSA personnel using a power auger on November 19,
2008 in order to obtain more data, such as additional CBR and resilient modulus testing, required
for pavement design.
The ground surface elevations at the boring locations were obtained from surveying data provided
by WSA. Borings were originally located in the field by taping distances from existing site
features and control points, which were re-staked just prior to the field work by WSA survey and
geotechnical personnel. Some borings locations had to be relocated as they would infringe on
delineated wetlands. Interior Bent borings for the Apex Peakway Bridge over the CSXT Railroad
also had to be relocated slightly outside of the railroad right of way. Final boring elevations were
determined from placement of the as-drilled boring locations on plan contour sheets.
In the SPT, the number of hammer blows required to drive the sampler 12 inches was recorded and
is designated the "standard penetration resistance" or "N-value." The standard penetration
resistance, when properly evaluated, can be used as an index to the soil strength and supporting
capability. Field Exploratory Procedures have been outlined in Appendix B. Boring Logs are also
included in Appendix B, and provide a detailed description of subsurface conditions encountered
along with the penetration resistances. A Key to Symbols and Descriptions is also included.
Representative portions of the soil samples were placed in glass jars by the Trigon drill crew after
being examined and visually classified in the field by a WSA geotechnical engineer. The samples
were retained by Trigon. Representative samples were selected by a WSA Geotechnical Engineer for
laboratory testing. For the supplementary investigation, bag samples were obtained with a power
auger by WSA personnel, and the samples were sent to GeoTesting Express Inc (GTX) for analyses.
2.3.1 Generalized Stratigraphy
Across the site, mostly silty sands (SM) and clayey sands (SC) were sampled of varying densities,
but were generally found to be medium dense. Some clayey soils, classified as sandy and silty
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Subsurface Investigation and Geotechnical Recommendations WSA Project No. 101673
Apex Peakway - Segment AP3 December 19, 2008
Apex, North Carolina
clays (CL), of stiff to hard consistency were also sampled near the areas which have been
delineated as wetlands. Clays of increased plasticity (CL-CH) that appear to be normally consolidated
were encountered in boring L-7 which is near wetland 2. These soils generally overlie dense to
very dense poorly graded sands with silt (SP-SM), which in turn overlie fanglomerate/conglomerate
rock.
2.3.2 Groundwater Conditions
Groundwater readings were generally taken at the end of drilling. However it was possible to
obtain stabilized groundwater levels at several boring locations. Table 2.3.2 summarizes the
groundwater conditions encountered at the time of drilling (ATD), and at completion of boring
(COB). If a boring is not indicated in the table, the borehole was found to be dry.
TABLE 2.3.2- Summary of Groundwater Readings
Boring Depth ATD Depth COB ft Water Table
No. (ft) Time Measurement Elevation (ft)
L-2 12.2 5 days 3 +484
L-3 9.8 n/a n/a +471.2
L-5 10 4.8 hrs 5 +479
L-6 9.8 24 hrs 2.5 +461.2
L-7 11 6 days 3.2 +469
L-8 n/a 6 days 3.5 +486.8
L-9 13 3.5 hrs 3.2 +490.9
L-10 n/a 4 days 7.4 +470.4
L-12 2 - - +462
L-13 8.7 - - +462.9
LC-1 0 - - not encountered
LC-2 0.5 - - not encountered
LC-3 0.5 - - not encountered
Y I-1 n/a - - not encountered
Y5-1 n/a 7 hrs 2.2 +485.8
EB 1-A 11 48 Ins 5 +479.9
EB 1-B 10.5 - - +474.4
B 1-A n/a - - not encountered
BI-13 14 24 hrs 5 +479.6
B2-A 16.2 48 hrs 4.5 +478.1
B2-B n/a - - not encountered
EB2-A n/a - - not encountered
EB2-B n/a 48 hrs 5 +474.6
Groundwater was observed to be at or near the surface in the areas delineated as wetlands.
Although no borings were drilled in these areas due to environmental permitting restrictions, it
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Subsurface Investigation and Geotechnical Recommendations WSA Project No. 101673
Apex Peakway - Segment AP3 December 19, 2008
Apex, North Carolina
should be anticipated that the water table exists at a depth of about 1 foot in these areas. No
artesian or other water spring conditions were observed at the site. Spring boxes therefore do not
appear to be necessary.
2.3.3 Laboratory Test Results
Table 2.3.3A summarizes the laboratory test results. Laboratory analyses were reported to be
performed in accordance with ASTM standards.
TABLE 2.3.3A - Laboratory Test Results Summary
Standard Proctor CBR Tests Reselient Modulus Testin

Boring
Number
Sample
Depth (ft.)
Sample
No. Natural
Moisture
Content (MC)
°
(1°1

LL

PI
°
/° fines
Opt.
moisture
° n)
(10)
Max Dry
Density
(1)
(Pcfl CBR
100%
max
Standard
Proctor
Densi
Specimen
(MC) as
compacted
(°I0)
Specimen
MC after
°
testing (h)
Specimen
Dry
Density
(Pcf)

Average
Mr (psi) (Z!
HA-1 0.5-3.0 HA-1 10.4 NP NP 28 NIA N/A NA 13.7 11.9 118.4 2,800
HA-2 0.5-3.0 HA-2 8.5 NP NP 26 10.0 121 13 10.1 10.3 121.1 7,500
HA-3 0.5-3.0 HA-3 19.2 48 23 45 19.0 105 10 19.5 18.9 104.7 13,200
HA-3 0.5-3.0 HA-3 19.2 48 23 45 19.0 105 10 22.5 22.3 104.7 6,156
HA-4 0.5-3.0 HA-4 10.0 NP NP 31 9.5 123.5 12 9.6 9.5 123.6 6,883
HA-4 0.5-3.0 HA-4 10.0 NP NP 31 9.5 123.5 12 12.3 11.8 123.9 1,000
L-1 1.0-5.0 Bulk 15.0 - 13.0 118.9 6.0*
L-2 6.0-7.5 S-3 24.4 62
L-3 8.5-10.0 S-4 21.0 49 23 46
L-4 3.5-5.0 S-2 29.3 - - 80
L-5 8.5-10.0 S-4 32.7 53 20 58
L-6 3.5-5.0 S-2 19.4 - 39
L-6 13.5-15.0 S-5 10.9 31 4 22
L-7 3.5-5.0 S-2 28.4 - 70
L-7 13.5-15.0 S-5 34.3 45 22 82
L-8 6.0-7.5 S-3 25.7 50 18 44
L-8 5.0-10.0 Bulk 18.4 - - 19.7 105.2 5.8*
L-10 6.0-7.5 S-3 34.3 - - 62
L-11 8.5-10.0 S-2 19.2 31 12 65
L-14 4.0-8.0 Bulk 28.3 - - - 21.0 100.6 5.7*
EB1-A 28.5-30.0 S-8 23.3 37 4 39
EB1-B 8.5-10.0 S-4 36.6 51 16 51
B1-B 8.5-10.0 S-4 32.4 46 10 42
B1-B 13.5-15.0 S-5 38.0 - - 47
EB2-A 3.5-5.0 S-2 28.3 54 23 49
EB2-A 13.5-15.0 S-5 28.1 42 9 30
EB2-B 18.5-20.0 S-6 25.7 42 5 39
Y5-3 1.0-5.0 Bulk 19.4 - - - 18.4 105.6 5.9*
LC-2 1.0-2.5 S-2 11.9 - 21
(1) Before correction for oversize (gravel) particles
(2) Average of resilient modulus values at the range of confining pressures anticipated when pavement is in service
* Method of preparation 95% of Standard Proctor - Supplemental lab work performed to verify results
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Subsurface Investigation and Geotechnical Recommendations WSA Project No. 101673
Apex Peakway - Segment AP3 December 19, 2008
Apex, North Carolina
Soil samples collected during the field exploration were visually classified in the field and samples
were selected for laboratory testing. Results of laboratory testing as summarized by the
subcontracted testing firms are summarized in Appendix C along with the complete, results as they
were provided. Trigon performed sieve analyses, natural moisture content, Atterberg limits,
standard Proctor, and CBR testing. Supplemental laboratory testing conducted by GTX to obtain
refined parameters required for the design of pavements included sieve analyses, natural moisture
content, Atterberg limits, optimum lime content, standard Proctor, resilient modulus, and CBR
testing.
Optimum lime testing was performed in accordance with ASTM D6276 on sample HA-3. Results
are summarized in Table 2.3.3B below:
TABLE 2.3.3B - Optimum Lime Content
Lime Percentage Measured pH
2 12.2
3 12.0
4 12.3
5 12.2
6 12.2
7 12.4
8 12.3
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Subsurface Investigation and Geotechnical Recommendations WSA Project No. 101673
Apex Peakway - Segment AP3 December 19, 2008
Apex, North Carolina
3.0 GEOTECHNICAL RECOMMENDATIONS
3.1 EARTHWORK
3.1.1 Embankment Construction
We recommend that the fill placement and compaction be observed and documented by an
experienced soil technician. Significant deviations, either from specifications or good practice,
should be brought to the attention of the owner's representative, along with appropriate
recommendations. Prior to fill placement, topsoil, vegetation, debris, and surface soils containing
organic material should be removed from the construction area and either wasted from the site or
used as topsoil in areas to be landscaped. A shrinkage factor of 20% can be used for on-site soils
used as fill.
After subgrade preparation, structural fill may be placed to bring the roadway to the desired grade.
Details regarding the pavement section will be discussed in Section 3.4. The following
recommendations for testing and placement of imported fill material are provided:
• Before beginning to place the fill, sample and test each proposed fill material to determine
its maximum dry density, optimum moisture content, and natural moisture content.
• Place new fill in loose lifts no more than 8 inches thick, and compact to at least 95 percent
of its standard Proctor maximum dry density (AASHTO T 99). Moisture content of fill
material should be controlled to remain within plus or minus three percent of its optimum
moisture content as determined by AASHTO T 99.
• Fill placement should be witnessed by an experienced soils technician working under the
guidance of the resident engineer. In-place density testing should be performed to ensure
that the compaction criteria have been met. In-place density testing should also be
performed for backfilling in the utility trenches. It is recommended that the frequency of
testing be based on NCDOT criteria.
We recommend that fill surfaces be sloped to achieve sufficient drainage and to prevent water from
ponding. If fill construction is temporarily halted, the surface should be rolled with a steel-
drummed roller to seal the subgrade and improve surface run-off. If the surface soils become
excessively wet or frozen, fill operations should be halted and the engineer consulted for guidance.
Fill slopes should be protected from erosion by vegetation or by other means.
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Subsurface Investigation and Geotechnical Recommendations WSA Project No. 101673
Apex Peakway - Segment AP3 December 19, 2008
Apex, North Carolina
3.1.2 Cut Areas
Up to 10 feet of cut is expected along segments of the roadway. Before commencement of
excavation activities in the widening areas, existing topsoil, vegetation, debris, and surface soils
containing organic material should be removed and either wasted from the site or used as topsoil in
areas to be grassed. Based on the laboratory test results, the majority of the tested soil samples
from the cut areas are sandy clay and silty sand. We recommend that the soils at these locations
identified as potential borrow areas be tested to determine whether they meet the AASHTO
requirements and can be used for embankment fill as indicated in Section 3. 1.1
Perched water may be encountered at some cut sections, and dewatering methods may be required
during construction. Based on the measured stabilized groundwater levels encountered in the cut
areas between stations 32+00 and 36+00, it is likely that measures to control water will be required
since the excavations are below the apparent water table. It is important that the contractor
maintains good water control, so that the subgrade can be appropriately prepared per the specified
compaction requirements. Optimum moisture contents for existing soils anticipated to be used as
fills can be found in summarized lab results Table 2.3.3, and the laboratory test data in Appendix C.
3.1.3 Potentially Unsuitable Soils
Based on the present subsurface exploration program, it appears as though the residual sandy soils,
sandy silts, and sandy clays can be used as compacted fills and as pavement subgrade. Some of the
clayey materials can become unsuitable if they are exposed and/or contain excessive moisture at
the time of construction. It appears that moisture contents of the soils can be adjusted to within
acceptable levels and sufficiently compacted. Standard moisture and compaction requirements
appear as though they can be accomplished at the time of construction based on the laboratory
testing that was performed. Since this is a net fill project, off-site borrow soils will likely need to
be reviewed to asses their suitability.
Based on the field and laboratory data soil stabilization methods do not appear to be necessary at
this time. Some organic content was encountered near the wetland southeast of the bridge crossing
(S percent in Sample 2 of boring L-7). Again, the wetland areas could not be accessed at the time
of the subsurface investigation to obtain information due to permitting issues. Thus, some
potentially unsuitable soils may exist in these areas that would require removal prior to
embankment placement.
3-11
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Subsurface Investigation and Geotechnical Recommendations WSA Project No. 101673
Apex Peakway - Segment AP3 December 19, 2008
Apex, North Carolina
3.1.4 Slope Stability and Settlement
Three analyses were performed for the approach embankments to the bridge crossing. These
analyses were performed at stations 23+50 (west approach), 27+50 (east approach), and 29+00
(east approach). Although the height of the fill is significantly less at 29+00, this analysis was
performed in order to conservatively model potentially weak soils which may exist in the wetland
area which could not be explored. One analysis was performed at the deepest cut section at station
33+50. For both the cut area and the fills placed at the bridge approaches, which can reach as high
as 40 feet above the exist grade, minimum calculated factors of safety were found to be acceptable
for side slopes of 2(H): I (V) and flatter. Slope stability analyses have been included in Appendix D.
It is expected that embankment fill materials as well as the underlying soils will experience some
settlement during and after construction. Settlement calculations can be found in Appendix D.
Settlements will vary depending on the height of the embankments. Based on the types of soils
encountered and without information in the wetland areas, we expect the settlement to be elastic in
nature and to occur as fill is placed. Thus, we anticipate that the majority of the settlement will
occur prior to roadway and bridge construction, so that settlement impacts will be minor. Unless
more difficult conditions exist in the areas delineated as wetlands where subsurface data could not
be obtained, no subsurface remediation or surcharge loading is recommended prior to the construction
of the roadway or bridge. We do suggest that settlement plates are installed around Station 30+00, and
that a 1-2 month duration be allowed for this settlement to occur.
3.1.5 Other Considerations
No rock excavation is anticipated, and based on the subsurface exploration, only clearing of
topsoils, stumps, root mats, or other vegetation will be necessary. Over the majority of the project
length, 8 inches of clearing and grubbing can be used for estimation purposes. We recommend
assuming up to 18 inches of grubbing or undercutting may be required in wetland areas. No other
areas of significant undercut were identified although conditions in the field may differ between
boring locations. Furthermore, since boring could not be performed in the wetland areas due to
permitting issues, subsurface conditions may exist where undercutting would be required.
Embankment settlements in these areas could also be greater, and slope stability factors of safety
may also be reduced.
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Subsurface Investigation and Geotechnical Recommendations WSA Project No. 101673
Apex Peakway - Segment AP3 December 19, 2008
Apex, North Carolina
Any voids created due to stump removal, as will be in the case for nearly half of the project length
in the largely wooded areas, should be carefully backfilled with compacted fill where planned
foundations and pavements are at or near existing ground surface. No slope inclinometers or
settlement gauges are recommended at this time, nor is the use of select fill materials. No wells
were encountered that would require sealing. The installation of pavement underdrains will likely
be required in the areas delineated as wetlands.
3.2 BRIDGE FOUNDATIONS
The Apex Peakway Bridge over CSXT Railroad (dual track) is a three-span structure with span
lengths of 55, 94, and 55 feet (Spans A, B, and C, respectively). The approach fills at both integral
abutments have 2:1 slopes with concrete slope protection down to the approximate railroad
elevation. It is our understanding that end bents will be supported on 12x53 H-piles with single-
pile axial design loads of 60 tons, and the interior bents will be supported on 48-inch diameter
drilled piers with maximum axial design loads of 305 tons.
3.2.1 Subsurface Conditions at Bridge Location
In general, silty and clayey sands and some sandy and silty clay layers were encountered at the
planned bridge location. SPT N-values ranged from 7 to 100 blows per foot (bpf). These soils
overly partially weathered rock (PWR) which transitions to conglomerate/fanglomerate and weak
sandstone layers. Water was encountered in the borings, and stabilized measurements were taken
at depths of 4.5 to 5 feet below the existing ground surface. A subsurface profile (Figure 4) is
included in Appendix A, and indicates assumed subsurface conditions along the centerline of the
proposed bridge, and in the transverse direction at each bent location with offsets respective to the
centerline of the Apex Peakway alignment.
3.2.2 Piling
Field and laboratory test data were primarily used to develop the subsurface models used in our
analyses. Initially, static piles analyses were performed using Driven 1.2 in order to obtain a
general idea of anticipated axial capacities. These preliminary analyses were used to obtain initial
pile lengths and for comparison with the static analysis models developed in GRLWEAP 2005.
GRLWEAP was used to both provide after-driving ultimate pile capacities and to predict blow
counts and pile stresses. Since approach embankments settlements are anticipated to be minimal
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Subsurface Investigation and Geotechnical Recommendations WSA Project No. 101673
Apex Peakway - Segment AP3 December 19, 2008
Apex, North Carolina
and it is assumed that the majority of this total settlement will occur before pile driving, post-
construction effects on the piling is anticipated to be minimal. According to Section 4.5.6.2 of the
AASHTO Standard Specifications for Highway Bridges (17Th ed), a factor of safety of 2.25 has been
assumed, provided that supplemental wave equation analyses and dynamic pile testing will be
conducted.
A Delmag D19-42 with a 4 kip ram weight was assumed for the wave equation analysis, although
other hammers of comparable energy transfer (45 kip-ft) should generate similar results. As Table
3.2.4 indicates, pile lengths will likely range from 60 to 70 feet, with approximately 17 and 22 feet
driven through the bridge approach fills at abutments 1 and 2, respectively. Table 3.2.4 presents tip
and cutoff elevations (based on the structure plans provided) associated pile capacity, and final blow
counts at each of the bent structures.
Table 3.2.4 - Foundation Analysis Summary for HP 12X53 Piles
Bottom of Estimated Estimated Estimated Estimated
Cap Existing Pile Tip Pile Termination Allowable
Substructure Ground
Elevation
Elev. (ft) Elevation Length Blow Count Capacity
(ft) (ft) (ft) (blows/in) (tons)*
End Bent 1 +501.6 +485 +445-+440 60 - 65 4 to 5 60
End Bent 2 +501.6 +480 +450 - +440 60 - 70 4 to 5 60
*Allowable pile capacity based on a 2.25 factor of safety per AASHTO specification
The GRLWEAP analysis summaries in Appendix D indicate the distribution of capacity along the
shaft and pile toe. Driving stresses and energy transfer are also presented. For Grade 50 steel, the
maximum allowable stress is 0.9 FY = 45 ksi. The results indicate that pile stresses should remain
within tolerable limits provided that the driving system has a similar rated energy than that
modeled, with proper hammer/pile alignment.
3.2.3 Drilled Piers
Service loads were provided and used in conjunction with the L-Pile 4.0 software for lateral
analysis. Lateral loading, point of fixity, and maximum lateral deflection assumptions are included
in Appendix D in addition to axial capacities calculations. Since the transition between PWR, the
weak sandstone/siltstone, and fanglomerate/congolomerate layers are gradual but more importantly
difficult to identify, geotechnical engineering assessments have been made to estimate the "in soil,
and "not-in soils" excavation depths summarized. These assessments included applying
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Subsurface Investigation and Geotechnical Recommendations WSA Project No. 101673
Apex Peakway - Segment AP3 December 19, 2008
Apex, North Carolina
geotechnical knowledge and experience for the types of materials encountered, reviewing averaged
depths of where coring data was taken (depth with sufficient RQD values), and depths where
difficult drilling during the subsurface explorations occurred, in order to develop the subsurface
profile that was ultimately used to estimate the drilled shaft excavation quantities.
Results of analysis indicate that drilled piers can obtain the required axial and lateral capacities
with a 10-foot socket into competent rock. Table 3.2.5A summarizes analyses at the interior bents
for the 48-inch drilled piers. L-Pile and axial capacity analysis results are included in Appendix D.
Table 3.2.5.A - Foundation Analysis Summary for 48-inch Drilled Piers
Bottom of Est. Top of Estimated Estimated

Column
Rock
Tip
Estimated Est. Fixity
Allowable
Substructure Elevation Elevation Elevation Length (ft) Elevation Capacity
(ft)
(ft) (ft) (ft) (tons)*
Bentl +476.1 +440 +430 45 +465 345
Bent 2 +476.1 +440 +430 45 +465 325
*Allowable pile capacity based on a 10 foot rock socket and a 2.75 factor of safety per AASH1 U specification
Lateral loads and the resulting deflections and load distributions along the drilled piers were
calculated to be within tolerable limits. Table 3.2.5B below summarizes linear feet of excavation
for drilled piers in soil and rock.
Table 3.2.5.13 - Drilled Pier Quantity Estimates
Substructure Estimated Linear Feet per Shaft
In Soil Not in Soil
Bent 1 35 10
Bent 2 35 10
3.2.4 Additional Foundation Recommendations
• Dynamic pile testing complying with ASTM D 4945 is required in addition to CAPWAP
analysis per AASHTO and NCDOT specifications, and is recommended to be performed
on a single production pile at both End Bents 1 and 2.
• For the driven piles, the contractor's driving system must be reviewed by the engineer and
additional wave equation analyses should be performed for the actual hammer used.
• Dynamic load testing will establish termination blow counts at depths as they relate to pile
capacity and insures that maximum allowable stresses are not exceeded.
• Drilled shaft installation should be closely monitored by the engineer to insure the quality
of the socket into the bearing stratum.
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Subsurface Investigation and Geotechnical Recommendations WSA Project No. 101673
Apex Peakway - Segment AP3 December 19, 2008
Apex, North Carolina
A foundation summary sheet is included in Appendix A which summarizes the results for both the
end and interior bent analyses, and includes notes and comments for the plan sheets.
3.3 CULVERTS
3.3.1 Culvert Information
At the time of this report, three culverts have been identified of sufficient size and length to require
foundation recommendations. At the time of the subsurface exploration, information regarding
only one culvert of sufficient size was known. At Station 42+64, a 42-inch reinforced concrete
pipe of 159.2 foot length, running northwest to southeast will carry an unnamed creek beneath
Apex Peakway. This culvert intersects the proposed Apex Peakway at a skew of approximately 120
degrees. Since the culvert is located in an area designated as a wetland and was difficult to access,
WSA personnel conducted three borings with a hand auger to obtain soil samples. The existence of
a 42-inch reinforced concrete pipe culvert at station 20+32 (running southwest to northeast and
intersecting the roadway centerline at approximately 65 degrees) was not known at the time of the
geotechnical exploration; however, since it exists in the vicinity of other boring locations,
recommendations will be provided.
Geotechnical recommendations regarding a third 54-inch reinforced concrete pile culvert at station
27+69 cannot be provided at this time since it's existence was also not known at the time of the
exploration, and no subsurface information in the vicinity could be obtained since it exists in a
wetland. If no additional information is obtained before construction, a geotechnical engineer
should be consulted to so that geotechnical recommendations can be provided. The geotechnical
engineer should be present during construction to insure proper geotechnical oversight. Invert inlet
and outlet elevation information is not known for any of the three major culverts at this time.
3.3.2 Subsurface Information at Culverts
Detailed subsurface records for the borings are provided on the boring logs in Appendix B. For the
42-inch RCP at Station 20+32, boring L-5 was used to developed geotechnical parameters. Over
the length of the RCP, the culvert foundation subgrade will likely consists of firm sandy clays
(CL), medium dense silty sands (SM), and/or hard sandy silts (ML). Stabilized groundwater was
found to be 4 feet below the existing ground surface.
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Subsurface Investigation and Geotechnical Recommendations WSA Project No. 101673
Apex Peakway - Segment AP3 December 19, 2008
Apex, North Carolina
The subsurface conditions at the 42-inch RCP at Station 42+64 were explored with hand auger
borings LC-1 through LC-3. Clayey sands (SC) and sandy clays (CL) with 2- to 3-inch diameter
placed stone, and larger rip rap fragments were sampled. Some organic soils were deposited in the
upper foot. Water was found to be at or near the surface.
3.3.3 Culvert Geotechnical Recommendations
Allowable Bearing Pressure of Culvert and Wingwalls
Based on the subsurface conditions encountered in the borings and the expected loading conditions,
for both culverts, the culvert and wingwall footings that bear on compacted fill or crushed stone
can use an allowable bearing pressure of 2,500 pounds per square foot (psf). The subgrade bearing
conditions should be observed and approved by a geotechnical engineer prior to placement of the
RCP or the placement of wingwall and headwall concrete.
Win,nwall and Headwall Earth Pressure Coefficients
The headwalls and wingwalls should be designed to withstand lateral soil pressure. The lateral
earth pressure recommendations provided in this section are based on the forthcoming backfill
requirements. The recommended earth pressure coefficients assume that a cohesionless, free
draining backfill is used behind theses walls. Lateral pressure arising from hydrostatic pressure
and/or surcharge loading should be added to the earth pressures, where appropriate, to determine
the total design lateral pressures which the walls must resist. Transient loads imposed on the walls
by construction equipment during backfilling should also be taken into consideration.
A coefficient of at-rest earth pressure (Ko = horizontal stress/vertical stress) of 0.60 is
recommended for design. If cases exist where sufficient wall movement would allow an active
earth pressure condition a coefficient (Ka) of 0.45 may be used. A compacted mass unit weight of
the backfill soil (assumed as 120 pcf) should be used with the above earth pressure coefficients to
calculate lateral earth pressures. Resistance to sliding is normally provided by the friction between
the footing and the foundation soils. A coefficient of friction against sliding of 0.35 may be used in
the design of the head and wingwalls.
Culvert Settlement
For the culverts at stations 20+32 and 42+64, there will be approximately 10 and 20 feet of
embankment fills, respectively. Estimated settlements due to embankment loads above the culvert
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Subsurface Investigation and Geotechnical Recommendations WSA Project No. 101673
Apex Peakway - Segment AP3 December 19, 2008
Apex, North Carolina
are anticipated to be elastic in nature. It does not appear to be necessary to design for a camber as
the maximum differential settlement along the length of the culvert should not exceed 1/4 inch
assuming that soft soils are undercut and replaced with suitably compacted material.
3.3.4 Culvert Construction Recommendations
Excavations and Site Preparation
Construction of both the roadway embankment and culvert will occur along the existing stream
channel around station 42+60. The contractor should be cautioned against the accumulation of
water, particularly during wet conditions. Prior to construction of the culvert, topsoil, vegetation,
debris, and surface soils containing organic material should be removed from the construction area
and either wasted from the site or used as topsoil in areas to be landscaped per Articles 200-3 and
200-4 of the NCDOT Standard Specifications for Roads and Structures.
For the culvert at station 42+64, it is anticipated that undercutting a few feet of the alluvial and
partially organic soils will be required. It is not expected that this undercutting will exceed 2 feet.
Undercut areas should extend for a sufficient horizontal distance to avoid differential settlement of
the embankment and roadway along Apex Peakway.
Conditioniniz Culvert Foundation
The culvert foundation bearing areas should be relatively level and free of loose soils and/or debris.
During stripping and site grading, positive surface drainage should be maintained to prevent the
accumulation of surface water. Preparation should be made for groundwater control during culvert
foundation preparation. The exposed subgrade should be observed and documented by a
geotechnical engineer or his representative. Either culvert bearing over competent subgrade soil or
weathered rock will require a minimum of 12 inches of conditioning material. Class VI, Select
Material, a course aggregate meeting the gradation for standard size #57 in Table 1005-1 of the
NCDOT specifications. If unsuitable conditions are encountered at the culvert foundation, this
information should be conveyed to the geotechnical engineer so appropriate recommendations for
improvement can be provided.
Backftll Material
Fill used as backfill adjacent to the culvert, head walls, and wing walls must be free draining, and
should be compacted in accordance with the most recent version of Subarticle 2354 (C) of the
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Subsurface Investigation and Geotechnical Recommendations WSA Project No. 101673
Apex Peakway - Segment AP3 December 19, 2008
Apex, North Carolina
NCDOT Specifications. Other fill should be placed in 6-inch lifts and compacted to a density
comparable to the adjacent undisturbed material. It is recommended that fill placement and
compaction be observed and documented by a geotechnical engineer or his representative. Heavy
compaction equipment should not be used over the culvert roof until at least 3 feet of soil cover is
in-place. Very heavy grading equipment should not be allowed within about 5 feet (horizontally)
from the walls.
3.4 PAVEMENTS
3.4.1 Information and Analysis Methods
Analyses were performed to determine the pavement structure required to support the anticipated
traffic. The analyses were performed in accordance with two design methods including the
NCDOT Interim Pavement Design Procedure of 2000, with its modifications dated November
20072, and the 1993 AASHTO Guide for Design of Pavement Structures. The NCDOT design
procedure is based on the 1972 AASHTO Design methodology with some modifications for local
materials and experience. Inputs to the design procedure for flexible pavements are Soil Support
Value (SSV), Equivalent 18,000 Pound Single Axle Loads in the Critical Lane (ESALs), Regional
Factor (R), Terminal Serviceability (pt), and Coefficients of Relative Strength for various paving
materials (ai). The design model for the 1993 AASHTO design method included several changes
to the 1972 AASHTO method. Some of the main changes included the introduction of reliability
into the design model and the adaptation of resilient modulus testing to characterize the soil
support3. The following sections provide details of our design procedures and assumptions.
Traffic is Data
Traffic data for the pavement analyses were obtained from the project design criteria. Based on
these design criteria, the average daily traffic (ADT) for the initial year (2011) is 12,000, and the
ADT for the year 2030 is 18,000. The 18-kip Equivalent Single Axel Load (ESAL) repetitions
over the design period of 20 years were calculated using NCDOT ESAL Calculator Spreadsheet.
The calculated total ESAL is about 3 million. The ESAL calculations are included in Appendix D.
1 "Interim Pavement Design Procedure", N.C. Department of Transportation Pavement Management Unit, April 1, 2000.
2 "Modifications to the April 2000 Interim Pavement Design Procedure", NCDOT Pavement Management Unit,
November 2007.
3 "Pavement Design in the Post-AASHTO Road Test Era", Hallin, et al; Transportation Research Board Engineering
Circular E-C 118, July, 2007
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Subsurface Investigation and Geotechnical Recommendations WSA Project No. 101673
Apex Peakway - Segment AP3 December 19, 2008
Apex, North Carolina
Pavement Subyrade Soils
A significant portion of the proposed alignment will be in fill that will be imported from borrow
sites that are currently unidentified. During our subsurface exploration testing was performed on
soil samples obtained form several borings along the alignment. For the fill sections, it is assumed
that the soils in the upper 24 inches below the pavement structure will be similar in nature to those
encountered along the existing alignment.
As indicated earlier, the NCDOT (1972 AASHTO) pavement design model includes the soil
support value (SSV) which is calculated from a correlation with laboratory CBR. On the other
hand, the calculations of the pavement structural number in 1993 AASHTO design model is based
on the soil resilient modulus.
CBR and resilient modulus tests were performed as part of our geotechnical exploration. The
tested samples consisted primarily of silty sands and clayey sands (SM/SC) with varying amounts
of gravel. Based on the CBR laboratory results performed during our exploration and previous
explorations, and considering the uncertainty about the characteristics of the fill material, we
assumed an average CBR value of 8 for our analyses. It is assumed that the upper 8 inches of
subgrade will be compacted to 100 standard Proctor maximum dry density per NCDOT
Specification Section 500-2.C so that a minimum CBR value of 8 can be achieved. Based on this
CBR a soil support value (SSV) of 3.31 was calculated from correlation with CBR presented in
NCDOT interim pavement design manual. The SSV was used in our analyses using the NCDOT
design methodology. Based on our laboratory resilient modulus values, a resilient modulus value
of 6,500 was used in our analyses with the 1993 AASHTO design method.
3.4.2 Pavement Assumptions, Analyses, and Results
We have performed pavement analyses for the proposed Apex Peakway based on the traffic and
soil data presented above. Our analyses were performed in accordance with the NCDOT procedure
referenced above as well as the 1993 AASHTO pavement design procedure. The 1993 AASHTO
calculations were performed using DARWin computer program. The analyses are included in the
Appendix. Table 3.4.2A on the following page provides a summary of the parameters were used
in our analysis.
3-20
Subsurface Investigation and Geotechnical Recommendations WSA Project No. 101673
Apex Peakway - Segment AP3 December 19, 2008
Apex, North Carolina
Tahle 3.4.2A - Pavement Decian PnrnmPterc
Parameter Value
Design CBR 8 *
Soil Support Value (SSV) (NCDOT Method) =
5.32*lo CBR -1.49 = 3.31
Initial Serviceability 4.2
Terminal Serviceabili : 2.5
Regional Factor R : 1
ESAL over the design period of 20 ears 3 million
Reliability 1993 AASHTO 95%
Soil Resilient Modulus 1993 AASHTO ** 6,500 psi
T t ne upper cN mcnes of subgrade should be compacted to / 00% standard Proctor density.
** Soil resilient modulus accounted for seasonal variations in accordance with the AASHTO methodology.
Based on these parameters a design structural number of 4.50 was calculated using the NCDOT
method and a structural number of 4.63 was calculated using the 1993 AASHTO methodology.
Based upon these structural number values, we recommend the following pavement section for
segment AP3 of the Apex Peakway:
Table 3.4.213 - Recommended Pavement Section
Layer
Rate of Application
(PSY)
Thickness
(Inch)
SF 9.5B Surface Course 170 1.5
119.OC Intermediate Course 280 2.5
B25C AC Base Course 460 4.0
Aggregate Subbase -- 12.0
Sub,Qrade Lime Stabilization
Subgrade lime stabilization was considered as part of our pavement design. The soils encountered
in the upper few feet in our borings are mostly silty sands which do not usually require lime
stabilization. We have performed laboratory test on a clayey sand sample from our borings to
estimate the required rate of application of the lime. The test was performed in accordance with
ASTM D6276. Results show that the approximate rate of application is approximately 7 percent.
The required rate of application should be determined by the contractor using the proposed fill soil
types. Since the majority of the alignment will be in fill, the feasibility of lime stabilization
depends on the type of soils that will be used for fill. Clayey soils were encountered in certain
locations and may be more suitable to lime treatment should clayey fill soils be used making this
option feasible. However, based on the soils encountered, we do not anticipate that lime
stabilization will be required or practical.
3-21
Subsurface Investigation and Geotechnical Recommendations WSA Project No. 101673
Apex Peakway - Segment AP3 December 19, 2008
Apex, North Carolina
4.0 QUALIFICATIONS OF REPORT
The recommendations provided are based in part on project information provided to us, and they only
apply to the specific project and site discussed in this report. Regardless of the thoroughness of a
geotechnical exploration, there is always a possibility that conditions encountered in the soil test
borings will be different at other locations. Our recommendations are also subject to the
subsurface exploration and laboratory testing performed by Trigon Engineering and GeoTesting
Express, under the supposition that field and laboratory procedures were performed in accordance
with ASTM standards. If the project information section in this report contains incorrect
information or if additional information is available, this information should be conveyed to us so
that our recommendations can be re-evaluated.
4-1
APPENDIX A
Figure I - Site Location Map
Figure 2 - Site Geology Map
Figure 3 - Boring Location Plan - Apex Peakway Bridge over CSX RR
Figure 4 - Plan and Profile of Apex Peakway Bridge over CSX RR
Figure 5 - Wetland Location Map
Boring Location Plan Sheets (4)
Bridge Foundation Recommendations Summary (3)
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rff?FAA%lk ENGINEERS
PLANNERS
ECONOMISTS
FOUNDATION RECOMMENDATIONS A I S 0 C I A ith
WSA PROJ NO.: 101673 CLIENT: TOWN OF APEX, NC
Apex Peakway -L- over CSX Railroad between N. Salem St (NC-1011)
DESCRIPTION: and Laura Duncan Rd (NC-1306). Proposed bridge left of proposed
project alignment centerline. (north bridge of planned dual bridges)
COUNTY: Wake ALIGNMENT: L
SEAL . \?V\ CAR()?zlo
S
?• --
0 8 9
Q. •
C, •:i;GIN ?
*41 1C
Signature:
INITIALS DATE
DESIGN DAR 10/30/08
CHECK CEB 12/18/08
APPROVAL CEB 12/19/08
Approx. Est. Est. Tip
Location Station Foundation Max Length Elevations Misc. Details
Type Load (ft) (ft)
tons
End Bent 1 23+47.56 HP 12x53 Dynamic load
(West (L) Steel Piles 60 60 - 65 '445 - +440 test first
Abutment W.P.1 Grade 50 production pile
24+02.56 48-in Dia. +
Socket 10 feet
Bent 1 (L) Drilled Shafts 305 45 430 into rock layer
W P 2
24+96.56 48-in Dia.
Socket 10 feet
Bent 2 (L) Drilled Shafts 305 45 430 into rock layer
W.P.3
End Bent 2 25+51.56 HP 12x53 Dynamic load
(East (L) Steel Piles 60 60 - 70 +450-+440 test first
Abutment) W.P.4 Grade 50 production pile
DRILLED PIERS EXCAVATION QUANTITY ESTIMATES
Estimated Linear Feet (per pier)
Substructure In Soil Not in Soil
Bent 1 35 10
Bent 2 35 10
COMMENTS ON PLANS:
1.
2
End Bent 1 borings encountered weathered rock from +450 to +445 and fanglomerates
and sandstone from +442 to +435. Piles at this end bent should have steel pile points
and be driven to 4 to 5 blows per inch on weathered rock or rock.
End Bent 2 borings encountered weathered rock from +450 to +430 and fanglomerates
and sandstone from +438 to +427. Piles at this end bent should have steel pile points
and be driven to 4 to 5 blow per inch on weathered rock, rock, or as determined by
dynamic load testing.
NOTES ON PLANS:
1.
2
3.
4.
6.
Contractor shall follow the 2006 NCDOT Standard Specifications for Drilled Piers
and Driven Piles.
Drive piles at End Bent 1 and End Bent 2 to a required ultimate bearing capacity of
135 tons per pile The required bearing capacity is equal to the allowable bearing
capacity with a minimum factor of safety of 2.25
It has been estimated that a hammer with an equivalent rated energy of approximately
45,000 ft-lbs per blow will be required to drive piles at End Bents 1 and 2 to the
required capacity. This estimated energy does not release the contractor from Article
450-5 of the Standard Specifications.
Testing the first production pile with the Pile Driving Analyzer (PDA) during driving
is required at End Bents 1 and 2. For pile driving analyzer, see special provision.
For drilled piers, see Drilled Piers Special Provision.
Drilled piers at Bent Nos. 1 and 2 are designed for an applied load of 305 tons each at
the top of the column.
7.
8.
9.
10.
11.
FOUNDATION RECOMMENDATION COMMENTS:
The following standard project special provision should be used for this project:
-Pile Driving Analyzer (02-20-07)
-Drilled Piers (11-17-06)
-Crosshole Sonic Log gining (02-20-07)
Drilled piers at Bent Nos. 1 and 2 are designed for both skin friction and end bearing.
Check field conditions for the required skin friction resistance of at least 2 tsf and end
bearing capacity of 50 tsf.
Install drilled piers at Bent Nos. 1 and 2 that extend to an elevation no higher than
+450 ft, satisfy the required skin friction and tip resistance, and have a minimum
penetration of 10 ft into rock as defined by the Drilled Pier Special Provision.
CSL tubes are required and CSL testing may be required for drilled piers. The
engineer will determine the need for CSL testing. See Crosshole Sonic Logging
Special Provision.
Steel vile points with teeth are require for steel piles at End Bents 1 and 2
Observe a 1 to 2 month waiting period after constructing the embankment to the
bottom of cap elevation before beginning end bent construction at End Bents 1 and 2.
APPENDIX B
Field Exploratory Procedures
Key to Symbols and Descriptions
Soil Test Boring Records
FIELD EXPLORATORY PROCEDURES
Soil Test Boring
Standard penetration tests with sampling were performed from one foot below the ground surface to
either the designated termination depth or to rock. The sampler was advanced either with a 2.25-
inch hollow stem auger, or at boring locations where coring was anticipated, with a tri-cone roller
bit using the mud-rotary procedure. Soil samples were obtained with a standard 1.4-inch I.D., 2-
inch O.D., split-tube sampler at standard intervals (generally four samples in the upper 10 feet, and
2 samples every 10 feet thereafter). The sampler was first seated 6 inches to penetrate any loose
cuttings, and then driven an additional 12 inches with blows of a 140-pound hammer falling 30
inches to determine the standard penetration resistance or "N" value. This testing and sampling was
conducted in general accordance with ASTM D 1586. Bag samples were also obtained for
laboratory analysis such as CBR testing as larger soil volumes are required for such testing.
Representative portions of the soil samples, thus obtained, were placed in glass jars. A WSA
geotechnical engineer then examined the samples in the field and classified the soil layers using the
Unified Soil Classification System (USCS). Samples were examined in the field, and some samples
were noted for possible further review at the office. Some of these samples were selected for
laboratory testing. A two-man power auger was operated by WSA personnel during the
supplemental investigation to depths of 3.5 feet. Samples were retained and examined in the office
so that samples could be selected for laboratory analysis. Samples were sent to GeoTesting Express
(GTX).
Grain Size Analyses, Natural Moisture Content, Atterberg Limits tests (to determine soil plasticity),
organic content, Standard Proctor Testing, Resilient Modulus and CBR Testing were conducted (for
pavement design). The results were used to substantiate the visual classifications in order to better
define the soil strength and compressibility parameters required for our analyses. The following
Soil Test Boring Records provides a detailed description of the subsurface conditions encountered.

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??•??? ENGINEERS Project Name: Apex Peakway - Segment AP3 - BORING NO
L-1
aa?¦.? PLANNERS North Salem St. to Laura Duncan Rd .
ECONOMISTS
Wi I burSm ith
? WSA Project No.: Groundwater Levels (feet) Date Begun: 4/9/08
_.w
P S5 oC i n*cs 101673 A.D.: Dry Date Completed: 4/9/08
Equipment: Method: Driller: N/A: Dry Location: STA: 11+00 OFF: 0 ft
CME 55 ATV 2.25 in HSA Trigon Engineering Inc. Proposed Apex Peakway, moved slightly
WSA Representative: Hammer: Lab Testing: Cave Depth: away from Power lines - drilled in open
D. Rancman Manual Trigon Engineering Inc. (after drilling) grassy area..
E SOIL CLASSIFICATION L E SAMPLES P
;o) NM L
P
T AND REMARKS E
G L
E I
T N-COUNT '
FINES (%)
H
E
V D
Y
°
SEE KEY SYMBOL SHEET FOR EXPLANATION N CO 0 SPT (bpf)
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft) N
T E ROD

495 %o REC 10 20 30 40 50 60 70 80 90 100
0 Topsoil
Clayey Sand (SC), brown-orange, loose, moist
SS-1 2-2-4
Silty SAND (SM), brown-orange, very dense, (N = 6)
moist
SS-2 12-282
(N = 70)
5 490 5
Notes:
Boring Terminated at 5.0 feet. Bulk sample
obtained from 1.0 to 5.0 feet.
10 4
85 10
15 480
15
20 475
20
25 470
25
30 465
Interpretations provided are based on the intervals sampled at Sheet 1 of 1
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
?????\ ENGINEERS Project Name: Apex Peakway - Segment AP3 - BORING NO
L-2
aa.¦.¦ PLANNERS
North Salem St. to Laura Duncan Rd .
at//aa ECCNOMtSTS
WilburSmith WSA Project No.: Groundwater Levels (feet) Date Begun: 4/9/08
. s S ° * E s 101673 A.D.: 12.2 (ELEV474.8 Date Completed: 4/9/08
Equipment: Method: Driller: 5 day: 3 (ELEV Location: STA: 13+00 OFF: 5 ft L Boring
CME 55 ATV 2.25 in HSA Trigon Engineering Inc. 484 drilled in Wooded area along proposed
WSA Representative: Hammer. Lab Testing: Cave Depth: Apex Peakway.
D. Rancman Manual Trigon Engineering Inc. (after drilling)
E SOIL CLASSIFICATION L E SAM PLES PL(%) NM(%) LLP)
P
T AND REMARKS E
G L
E I
D
T N-COUNT
ZD ;D io
? FINES (%)
H E V
SEE KEY SYMBOL SHEET FOR EXPLANATION N N P • SPT (bpf)
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft) T E ROD
4
7 °
/o REC
10 20 30 40 50 60 70 80 90 100
Topsoil 8
Sandy Clay (CL) with root fragments and other
l
organics
Silty Clay (CL), tan-orange, firm to hard, moist to
X (N = 5)
wet
1
orangish brown SS-2
X
10-19-30
(N = 49)

5 482 5

SS-3
X 10-16-24
(N = 40)
O
--some white coloration
Clayey Sand (SC) with rock fragments, brown
and white, medium dense, moist to wet
SS 4
X
9-11-12
(N = 23)
10
10 477

y
SS-5

X 3-5-6
(N=11)
15
15 Notes: 472
Boring Terminated at 15.0 feet
20
20 467
25
25 462
zn 457
Interpretations provided are based on the intervals sampled at 5neet i of i
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
/??V\ ENGINEERS Project Name: Apex PeakWay - Segment AP3 - BORING NO
L-3
PLANNERS
? to Laura Duncan Rd
North Salem St .
SUSUN
•,•¦// ECONOMISTS .
WilburSmith WSA Project No.: Groundwater Levels (feet) Date Begun: 4/9/08
A 5 5 AA , 101673
A.D.: 9.8 (ELEV471.2
Date Completed: 4/9/08
Equipment: Method: Driller: N/A: Dry Location: STA: 15+00 OFF: 50 ft L
CME 55 ATV 2.25 in HSA Trigon Engineering Inc. Drilled at edge of access rd against wire
WSA Representative: Hammer: Lab Testing: Cave Depth: fence L of prop rdwy CL as close to
D. Rancman Manual Trigon Engineering Inc. (after drilling) existing drain pond avoiding power lines.
E SOIL CLASSIFICATION L E SAMPLES P 0ia) NM 1%L
P
T AND REMARKS E
G L
E I
D
T N-COUNT
to m
? FINES (%)
H E V E Y w c 'E
SEE KEY SYMBOL SHEET FOR EXPLANATION N M • SPT (bpf)
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft) N
T E ROD
1 %o REC 10 20 30 40 50 60 70 80 90 100
0 Topsoil 48
Silty Sand ISM) with Clay, dark brown and black,
medium dense, moist
Clayey Sand (SC), brown, medium dense, moist SS-1 X
N 5150
- - - - - - - - - - - - - - - - - - - - - - - - -
Silty Sand ISM) with Clay, tan and dark brown --
SS-2
9'9'7
(N - 16)
5 medium dense, moist 476
5
SS-3 5-10-8
(N = 18)

Clayey Sand (SC), brown and grey, medium
dense, moist to wet

10
Q
SS-4
X 5-6-9
(N = 15)
Sandy Clay (CL), brown and grey, very stiff, 471 10
moist to wet
SS-5 X 5-8-11
(N = 19)
15 466
15
Silty Sand (SM) with Clay, brown and grey,
micaceous, medium dense, moist
SS-6

X 5-8-9
=
(N 17)
20
Notes: 461 20
Boring terminated at 20.0 feet.
25 456
25
30 4S1
interpretations proviaea are Dasea on the intervals sampled at Sheet 1 of 1
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
?????? ENGINEERS Project Name: Apex Peakway - Segment AP3 - BORING NO
L-4
?••¦a. PLANNERS North Salem St. to Laura Duncan Rd .
???¦// ECONOMISTS

Wilbur Smith WSA Project No.: Groundwater Levels (feet) Date Begun: 4/9/08
A s s o? I A* E 101673
A.D.: Dry Date Completed: 419/08
Equipment: Method: Driller: N/A: N/A Location: STA: 18+00 OFF: 0 ft
CME 55 ATV 2.25 in HSA Trigon Engineering Inc. Drilled in open grassy area along
WSA Representative: Hammer: Lab Testing: Cave Depth: proposed Apex Peakway.
D. Rancman Manual Trigon Engineering Inc. (after drilling)
E SOIL CLASSIFICATION L E SAM PLES PL (%) NM
(%)
V)
P
T AND REMARKS E
G L
E
I
T N-COUNT
to Z,, ___
6
A FINES (%)
H E V D
E Y c E
SEE KEY SYMBOL SHEET FOR EXPLANATION N P • SPT (bpf
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft) N
T E R D

0 % REC 10 20 30 40 50 60 70 80 90 100
Topsoil 486
Sandy Clay (CL), tan-orange, firm, moist to wet
SS-1
X
6-3-3
(N = 6)
-orange brown, very stiff SS-2
X
6-10-14
(N = 24)

5 481 5
--red-brown, tan and white
SS-3
X
7-9-12
(N=21)
--stiff SS-4

X 5-6-6
=
(N 12)
1
10
Notes: 476 0
Boring terminated at 10.0 feet
15
15 471
20
20 466
25
25 461
zn d5R
Interpretations provided are based on the intervals sampled at meet i or i
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
??ENGINEERS Project Name: Apex PeakWay - Segment AP3 - BORING NO
L-5
///5ts? PLANNERS
North Salem St. to Laura Duncan Rd .
1JU251F/ ECONOMISTS
WilburSmith WSA Project No.: Groundwater Levels (feet) Date Begun: 4/9/08
A S 5 0 C t e, E: 101673 A.D.: 10 (ELEV474) Date Completed: 4/9/08
Equipment: Method: Driller: 4.8 hr: 5 ELEV
(
Location: STA: 20+50 OFF: 35 ft L
CME 55 ATV 2.25 in HSA Trigon Engineering Inc. 479 Drilled left of proposed Apex Peakway C/L
WSA Representative: Hammer: Lab Testing: Cave Depth: 17 in open grassy field.
D. Rancman Manual Trigon Engineering Inc. (after drilling)
E SOIL CLASSIFICATION L E SAMPLES P L?r0) NM %) LT)
P
T AND REMARKS E
G L
E I
D
T N-COUNT
m
? FINES (%)
H E V
SEE KEY SYMBOL SHEET FOR EXPLANATION N N P N M • SPT (bpf
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft)
T E ROD
a %o REC 10 20 30 40 50 60 70 80 90 100
Topsoil 484
Sandy Clay (CL), brown and orange, firm, moist
SS-1
X
6-5-3
(N = 8)

Silty Sand (SM), orange and brown, medium SS-2
X 5-7-9

(N = 16)

5 dense, moist
479
5
Sandy Silt (MLS) with Clay, brown, tan, and
orange, hard, moist SS-3 8-13-20
(N = 33)
--tan and white
ver
stiff
'
' SS 4
X 6-9-10
,
y • • (N = 19)
10 ?Z • ' 474
• 10
--stiff SS-5

X 4-5-6
(N=11)
15 469
15
Clayey Sand (SC), tan, brown and white,
medium dense, moist to wet
SS-6
X 6-9-12
(N=21)
20 464
20
SS-7
X 7-10-11
(N = 21)
25
Notes: 459 25
Boring terminated at 25.0 feet
30 454
EIIICIPIt!LdL1UII5 provlaea are oasea on me imervais sampiea at Sheet 1 of 1
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
??••?? ENGINEERS Project Name: Apex Peakway - Segment A133 - BORING NO
L
-6
. PLANNERS North Salem St. to Laura Duncan Rd .
?UII&V \/// ECONOMISTS

WilburSmith WSA Project No.: Groundwater Levels (feet) Date Begun: 4/16/08
A 5 5 0 C I A E 5 101673 A.D.: 9.8 (ELEV453.9 Date Completed: 4/16/08
Equipment: Method: Driller: 24 hr: 2.5 (ELEV Location: STA: 27+50 OFF: 0 ft
CME 55 ATV 2.25 in HSA Trigon Engineering Inc. 461.2 Boring drilled at edge of flagged wetland
WSA Representative: Hammer: Lab Testing: Cave Depth: area along proposed Apex Peakway C/L.
D. Rancman Manual Trigon Engineering Inc. (after drilling)
D SOIL CLASSIFICATION L E SAM PLES P/o) NM ^iro)
P
T AND REMARKS E
G L
E
D
T N-COUNT
Fo i
1 FINES (%)

H E V Y C
SEE KEY SYMBOL SHEET FOR EXPLANATION N S 0 SPT (bpo
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft)

464 N
T E ROD
/o REC
10 20 30 40 50 60 70 80 90 1

00
0 Topsoil
Silty Sand (SM), tan-brown, very loose, contains
coarse gravel, wet
SS-1 N 1)

Clayey Sand (SC), tan-brown and white, medium f
dense, moist to wet

`
SS-2

X 10-11-8
(N = 19)
5
5 Silty Sand (SM), tan-brown, dense, moist 459
SS-3 7-14-16
(N = 30)
--grey and light brown, dense
SS-4 X 7-13-21
(N = 34)
- 10
10 454
"very dense SS-5 (N 15 2 = 55)
55)
15
15 449
SS-6 20-29-49
(N = 78)
20
20 444
Poorly Graded Sand with Silt (SP-SM), grey,
very dense
SS-7 X 35-30-50/4"
Notes:
25
25 439
Boring terminated at 24.4 feet. Boring terminated
prematurely, drillers did not continue as instructed
to 2 consecutive 100+ blow material samples
while WSA representative was away measuring
groundwater.
zn 434
Interpretations provided are based on the intervals sampiea at oI I??L I ?I
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
Apex Peakway - Segment AP3 -
? ENGINEERS
¦¦.¦.B PLANNERS Project Name:
North Salem St
to Laura Duncan Rd
BORING NO. L7
-
UU6Wj/ ECONOMISTS .

Wi I burSm ith WSA Project No.: Groundwater Levels (feet) Date Begun: 4/8/08
A S S° c, A r E s 101673 A.D.: 11 (ELEV461.2 Date Completed: 4/8/08
Equipment: Method: Driller: 6 day: 3.2 (ELEV Location: STA: 30+00 OFF: 0 ft
CME 55 ATV 2.25 in HSA Trigon Engineering Inc. 469 Boring drilled in wooded area along
WSA Representative: Hammer: Lab Testing: Cave Depth: 11 proposed Apex Peakway.
D. Rancman Manual Trigon Engineering Inc. (after drilling)
D SOIL CLASSIFICATION L E SAMPLES P LNM (%L
P
T AND REMARKS E
G L
E I
D
T N-COUNT
io 6
? FINES (%)
H E V
-o
-
N
SEE KEY SYMBOL SHEET FOR EXPLANATION N N P • SPT (bpf)
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft) T E ROD
% REC
10 20 30 40 50 60 70 80 90 100
Topsoil 472
Clayey Sand (SC), tan-brown, loose, moist
SS-1
X 1-2-5
N = 7
Sandy Clay (CL), tan and brown, trace organics, )
(
very stiff, wet =

Clayey Sand (SC), orange-tan and brown, SS-2
X (N = 22
(N 22)
5 medium dense, wet 467
5
SS-3
X 7-8-10
N =18
Sandy Silt (ML), brown and tan with white )
(
mottling, very stiff, moist
--micaceous, moist to wet SS-4
X
5-6-8
(N = 14)
10 462
10

Clay (CL-CH), grey, stiff, wet
SS
5 X 4-5-7
- (N = 12)
15 457
15
Silty Sand (SM), tan-brown, medium dense to
dense, moist
4-12-14
SS-6 (N = 26)
20 452
20
SS-7 11-16-21

25 (N = 37)
Notes: 447 25
Boring terminated at 25.0 feet.
30 442
EfILerprecanons provided are Dasea on the intervals samplea at Sheet 1 of 1
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
??••?` ENGINEERS Project Name: Apex Peakway - Segment AP3 - BORING NO
L-8
/¦¦•E PLANNERS
North Salem St. to Laura Duncan Rd .
?tE¦/N ECONOMISTS
NNII//
WilburSmith
WSA Project No.:
Groundwater Levels (feet)
Date Begun: 4/8/08
. s , ° . T E : 101673 A.D.: Not Measured Date Completed: 4/8/08
Equipment: Method: Driller: 6 day: 3.5 (ELEV Location: STA: 32+50 OFF: 0 ft
CME 55 ATV 2.25 in HSA Trigon Engineering Inc. 486.8 Boring drilled in wooded area along
WSA Representative: Hammer: Lab Testing: Cave Depth: proposed Apex Peakway.
D. Rancman Manual Trigon Engineering Inc. (after drilling)
E SOIL CLASSIFICATION L E SAM PLES PL(o) NM I(%) L
P
T AND REMARKS E
G L
E I
D
T N-COUNT
c
? FINES (%)

H E V Y
SEE KEY SYMBOL SHEET FOR EXPLANATION N P " • SPT (bpf)
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft)

490 N
T E RQD
%o REC
10 20 30 40 50 60 70 80 90 100
6 Topsoil
Sandy Clay (CL), tan-orange, stiff, moist
SS-1
X
6-3-6
(N = 9)
1

Silty Sand (SM), tan-orange with white mottling, SS-2 11-15-17
(N - 32)
trace clay, dense to medium dense, moist 5
5 485
SS-3 7-9-12
(N = 21) O
Sandy Silt (ML), tan-orange with white mottling,
trace clay, very stiff, moist

Silty Sand (SM), brown, micaceous, medium SS 4 6-6-8
(N - 14)
dense, moist 10
10 480

Silty Clay (CL), dark brown with tan and white SS-5
X N 6-9-13
( )
mottling, very stiff, moist 15
15 475
Notes:
Boring terminated at 15.0 feet. Bulk sample
obtained from 5.0 to 10.0 feet.
20
20 470
25
25 465
an 460
Interpretations provided are based on the intervals sampled at aneeE u!
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
Apex Peakway - Segment AP3 -
ENGINEERS
PLANNERS Project Name:
North Salem St
to Laura Duncan Rd BORING NO. L-9
tU?/// ECONOMISTS .

WilburSmith WSA Project No.: Groundwater Levels (feet) Date Begun: 4/8/08
A S S ^ * E 101673 A.D.: 13 (ELEV481.1 Date Completed: 4/8/08
Equipment: Method: Driller: 3.5 hr: 3.2 (ELEV Location: STA: 34+50 OFF: 0 ft
CME 55 ATV 2.25 in HSA Trigon Engineering Inc. 490.9 Boring drilled in open field along proposed
WSA Representative: Hammer: Lab Testing: Cave Depth: Apex Peakway.
D. Rancman Manual Trigon Engineering Inc. (after drilling)
D SOIL CLASSIFICATION SAMPN
S P/e) N
%
T
T AND REMARKS E
G L
E
D
T O
NT
? io e
? FINES (%)
H E V
-o
SEE KEY SYMBOL SHEET FOR EXPLANATION N N P w M • SPT (bpf)
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft) T E ROD

0 o
/o REC 10 20 30 40 50 60 70 80 90 100
Topsoil 494
Sandy Clay (CL), tan-orange, stiff, moist
SS-1
X
4-4-7
(N=11)
1

Silty Sand (SM), tan and brown, some red, SS-2 7'11'2 (N 36)
=

5 dense, dry to moist
489
5
SS-3 10-17-21
(N = 38)
--dark brown, tan and white
--medium dense, tan and white, trace clay, moist SS-4 5-8-8
(N=16)
10 484
10

--some reddish coloration, trace clay and gravel SS-5 3-5 6
(N=11)
15 479
15
--reddish tan and white, wet
SS-6

X 6-10-12
(N = 22)
20
Notes: 474 20
Boring terminated at 20.0 feet.
25 469
25
30 464
interpretations proviaea are Dasea on the intervals sampled at Sheet 1 of 1
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
GINEER
S
6"' Project Name: Apex Peakway - Segment AP3 - BORING NO
L-10
L AN N
ERS North Salem St. to Laura Duncan Rd .
%U//// ECONOMISTS
NX\I//
WilburSmith
WSA Project No.:
Groundwater Levels (feet)
Date Begun: 4/7/08
S S ° * E P 101673 A.D.: Not Measured Date Completed: 4/7/08
Equipment: Method: Driller: 4 d: 7.4 (ELEV Location: STA: 40+00 OFF: 20 ft L
CME 55 ATV 2.25 in HSA Trigon Engineering Inc. 470.4 Boring drilled in wooded area left of
WSA Representative: Hammer: Lab Testing: Cave Depth: proposed Apex Peakway C/L.
D. Rancman Manual Trigon Engineering Inc. (after drilling)
E SOIL CLASSIFICATION L E SAM PLES (/6) NM I(%) LL?°r°)
PL
P
T AND REMARKS E
G L
E I
D
T N-COUNT
io t0 6 '
6°
? FINES (%)

H E V Y 2 a
SEE KEY SYMBOL SHEET FOR EXPLANATION N S
^ SPT (bpf)
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft)
478 N

T E ROD

%° REC

10 20 30 40 50 60 70 80 90 100
Topsoil
Sandy Silt (ML), brown, soft, contains root
fragments to 1 ft, wet
1-2-2
SS-1 X (N = 4)
Clayey Sand (SC), tan-brown and white, medium
dense, moist to wet
--orange, fine, moist SS-2 4-6-11
(N = 17)
5
5 Sandy Silt (ML), tan-orange and white, very stiff, 473
moist
SS-3
X 6-9-11
(N = 20) O
i
--white mottling SS-4

X 5-6-9
(N=15)
10
10 Notes: 468
Boring terminated at 10.0 feet.
15
15 463
20
20 458
25
25 453
an 448
Interpretations provided are based on the intervals sampled at aneeE u?
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
Apex Peakway - Segment AP3 -
??? ENGINEERS
?t?i?i PLANNERS Project Name:
North Salem St
to Laura Duncan Rd BORING NO. L-11
SUOU// ECONOMISTS .
???//
WilburSmith WSA Project No.: Groundwater Levels (feet) Date Begun: 4/7/08
aSs°c-A,ES 101673
A.D.: Dry
Date Completed: 4/7/08
Equipment: Method: Driller: N/A: N/A Location: STA: 41+00 OFF: 25 ft R
CME 55 ATV 2.25 in HSA Trigon Engineering Inc. Boring drilled at edge of wooded area in
WSA Representative: Hammer: Lab Testing: Cave Depth: old fill to be removed, right of proposed
D. Rancman Manual Trigon Engineering Inc. (after drilling) Apex Peakway C/L.
E SOIL CLASSIFICATION L E S AM PLES P ? r) N e °r r° )
AND REMARKS G E D T - COUNT
T A FIN ES( %)
H E V E Y v
SEE KEY SYMBOL SHEET FOR EXPLANATION N P a • SP T (bp f)
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft) N
T E R D
0 % REC 1 0 2 0 3 0 4 0 5 0 6 0 7 0 8 0 9 0 1 00
Topsoil 485
Sandy Silt (ML), tan and brown, moist
Sandy Clay (CL), brown and grey, firm to hard,
moist to wet
SS-1 X 3-3-5
(N = 8)
5 480
5
--burnt wood
SS-2 X 9-11-12
(N = 23)
10 475
10
Silty Sand (SM) with gravel, grey, trace organics,
medium dense, most to wet
SS-3

X 8-9-4
(N = 13)
15
Notes: 470 15
Boring terminated at 15.0 feet.
20 465
20
25 460
25
30 455
??I«IN"GLaLI?IIS Niuvweu are oases on me imervais sampiea at Sheet 1 of 1
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
A ••?? ENGINEERS Project Name: Apex Peakw ay - Segment AP3 - BORING NO
L-12
¦¦¦¦.. PLANNERS
ILt\P¦¦ ECONOMISTS North Salem St. to Laura Duncan Rd .
WilburSmith
I) WSA Project No.: Groundwater Levels (feet) Date Begun: 4/7/08
A 5 5°<: A r E

...101IIII
I 101673
AD.: 2 (ELEV462) Date Completed: 4/7/08
Equipment: Method: Driller: N/A: N/A Location: STA: 42+15 OFF: 40 ft R
CME 55 ATV 2.25 in HSA Trigon Engineering Inc. Boring drilled right of proposed Apex
WSA Representative: Hammer: Lab Testing: Cave Depth: Peakway C/L - relocated outside wetland
D. Rancman Manual Trigon Engineering Inc. (after drilling) and drilled adjacent to existing sewer line.
E SOIL CLASSIFICATION L E SAM PLES PL (°r°) NM (%) LL
P
T AND REMARKS E
G L
E I
D
T N-COUNT
CO io o eo
? FINES (%)
H E V E
SEE KEY SYMBOL SHEET FOR EXPLANATION N O " •SPT (bpf)
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft)

464 N
T E
E ??
% REC
10 20 30 40 50 60 70 80 90 100
Topsoil
Silty Clay (CL) with sand, orange-tan, coarse,
soft, moist
1-1-2
SS-1 X (N = 3)
Sandy Clay (CL), orange-tan, stiff, moist
SS-2

X 74-5
(N = 9)
5
5 459
SS-3 5-5-5
(N = 10)
Silty Sand (SM), grey, medium dense, wet
SS-4

X 2-5-6
(N=11)
. . . 10
10 454
Poorly Graded Sand with Slit (SPSM), grey and
tan with white mottling, very dense SS-5 50/4"
15
15 449
SS-6 50/5" 4 0
--dark grey mottling
20
20 444
2" 4 1
SS-7 50/
Notes:
Difficult drilling at 23.0 feet. SPT refusal at 23.2
25
25 feet 439
an 434
Interpretations provided are based on the intervals sampled at Or1VUL r ui r
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
Apex PeakWay - Segment AP3 -
????? ENGINEERS
??agii PLANNERS Project Name:
North Salem St
to Laura Duncan Rd BORING NO. L-13
atom// ECONOMISTS .
WilW6 ith WSA Project No.: Groundwater Levels (feet) Date Begun: 4/8/08
A S 5° C I A. E: 101673 A.D.: 8.7 (ELEV462.9 Date Completed: 4/8/08
Equipment: Method: Driller: N/A: N/A Location: STA: 44+00 OFF: 10 ft L
CME 55 ATV 2.25 in HSA Trigon Engineering Inc. Boring drilled left of proposed Apex
WSA Representative: Hammer: Lab Testing: Cave Depth: Peakway C/L in wooded area.
D. Rancman Manual Trigon Engineering Inc. (after drilling)
E SOIL CLASSIFICATION L E SAMPLES P(/°) Nei L

P
T
AND REMARKS E

G
L
E
I
D

T
N-COUNT
=o c

A FINES (%)
H E V E Y n c '2
SEE KEY SYMBOL SHEET FOR EXPLANATION N M 0 SPT (bpf)
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft) N
T E ROD

47 %o REC 10 20 30 40 50 60 70 80 90 100
Topsoil 2
Clayey Sand (SC), tan-orange, medium dense,
moist
3-5-9
SS-1 (N = 14)

Sandy Clay (CL), orange-tan and brown with SS-2
X 6-7-10
(N = 17)
5 white mottling, very stiff, moist 467
5
Clayey Sand(SC), tan with white mottling,

medium dense, moist
SS-3
X 3-5-6
(N = 11)

SS-4
X 4 6 8
(N = 14)
10
Notes: 462 10
Boring Terminated at 10.0 feet.
15 457
15
20 452
20
25 447
25
30 449
Interpretations provided are based on the intervals sampled at Sheet 1 of 1
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
?•??` ENGINEERS Project Name: Apex Peakway -Segment AP3 - BORING NO
L-14
???
PLANNERS North Salem St. to Laura Duncan Rd .
ECONOMISTS
'U
o///
&\/ar
WilburSmith
WSA Project No.:
Groundwater Levels (feet)
Date Begun: 4/8/08
A 5 5 0 1 n. E: 101673
A.D.: Dry Date Completed: 4/8108
Equipment: Method: Driller: N/A: N/A Location: STA: 47+00 OFF: 0 ft Boring
CME 55 ATV 2.25 in HSA Trigon Engineering Inc. drilled in wooded area along proposed
WSA Representative: Hammer: Lab Testing: Cave Depth: Apex Peakway
D. Rancman Manual Trigon Engineering Inc. (after drilling)
E SOIL CLASSIFICATION L E SAM PLES PL ro) NM ?rro)
P
T AND REMARKS E
G L
E I
T N- COUNT
= to io
? FINES (%)

H E V D Y a o
SEE KEY SYMBOL SHEET FOR EXPLANATION N P M • SPIT (bpo
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft)
486 N
T E RQ

/ REC

10 20 30 40 50 60 70 80 90 100
0 Topsoil
Clayey Sand (SC), tan-orange, medium dense,
moist
3? 8
„ SS-1
X

--dense, some brown coloration e
SS-2

X

-16-20
(N = 36)
5
5 481

Silty Sand(SM), tan with white mottling, trace SS-3 6? 8
(N = 14)
clay, medium dense, moist
SS-4 5-7 8
(N = 15)
10
10 Notes: 476
Boring Terminated at 10.0 feet. Bulk sample
obtained from 4.0 to 8.0 feet.
15
15 471
20
20 466
25
25 461
zn 456
Interpretations provided are based on the intervals sampled at aneet or
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
Apex Peakway - Segment AP3 -
?????` ENGINEERS
...... PLANNERS Project Name:
North Salem St
to Laura Duncan Rd BORING NO. L-15
USINEW ECONOMISTS .
\\\I//
WilburSmith
WSA Project No.:
Groundwater Levels (feet)
Date Begun: 4/8/08
A s so ciA. E: 101673
A.D.: Dry

Date Completed: 4/8/08
Equipment: Method: Driller: N/A: N/A Location: STA: 49+00 OFF: 40 ft R
CME 55 ATV 2.25 in HSA Trigon Engineering Inc. Boring drilled in cut area right of proposed
WSA Representative: Hammer: Lab Testing: Cave Depth: Apex Peakway C/L, where existing
D. Rancman Manual Trigon Engineering Inc. (after drilling) roadway will tie in.
E SOIL CLASSIFICATION L E SAMPLES PN e°i°r°)
P AND REMARKS E L
I
T N-COUNT
T G E D o ? FINES (%)
H E V E Y w a
SEE KEY SYMBOL SHEET FOR EXPLANATION N P N CO • SPT (bpf)
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft) N
T E ROD

0 %o REC 10 20 30 40 50 60 70 80 90 100

Topsoil J :.
Silty Clay (CL), tan-orange, wet

Sandy Clay (CL), tan-orange, stiff, wet SS-1
X
3 8-5
(N = 13)
--very stiff, some root fragments SS-2 X 6-9-13
(N = 22)
5 484
5
Clayey Sand (SC), orange and brown with white
mottling, very dense, moist
SS-3 16-25-32
(N = 57)
Notes:
Boring Terminated at 7.5 feet. Heavy rains in
recent days.
10 479
10
15 474
15
20 469
20
25 464
25
30 459
111lerpre[a1lon5 provlaea are Dasea on me imervais sampiea at Sheet 1 of 1
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
??A1V` ENGINEERS Project Name: Apex Peakway - Segment AP3 - BORING NO
LC-1
Lot! PLANNERS
SSV/// ECONOMISTS North Salem St. to Laura Duncan Rd .
1,N\I//
Wilbur Smith
WSA Project No.:
Groundwater Levels (feet)
Date Begun: 4/17/07
5 5 ° • r E 101673
A.D.: 0 Date Completed: 4/17/07
Equipment: Method: Driller: N/A: N/A Location: STA: 42+70 STA: 15 ft R
Hand Auger Hand Auger Trigon Engineering Inc. Drilled 30 ft north of existing culvert outlet
WSA Representative: Hammer: Lab Testing: Cave Depth:
D. Rancman None Trigon Engineering Inc. (after drilling)
E SOIL CLASSIFICATION L E SAM PLES P, NM %) LT)
P
T AND REMARKS E
G L
E
T N COUNT
o v
FINES (%)
H
V D Y
SEE KEY SYMBOL SHEET FOR EXPLANATION N "
N • SPIT (bpfJ
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft) N
T E
E R D
% REC
10 20 30 40 50 60 70 80 90 100
0 Clayey Sand (SC), grey, contains organics and - 9q
riprap fragments, wet GS-1
GS-2
Notes:
Hand Auger Refusal on embedded riprap at 1.0
feet
5
5
?n
Interpretations provided are based on the intervals sampled at aneec I oI
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
/??ENGINEERS Project Name: Apex PeakWay - Segment AP3 - BORING NO
LC-2
E41 1 PLANNERS
\tNW// ECONOMISTS North Salem St. to Laura Duncan Rd .
Wilbur Smith WSA Project No.: Groundwater Levels (feet) Date Begun: 4/17/07
A S S° C I A*[ 5 101673 A.D.: 0.5 Date Completed: 4/17/07
Equipment: Method: Driller: N/A: N/A Location: STA: 42+60 STA: 10 ft L
Hand Auger Hand Auger Trigon Engineering Inc. Drilled 50 ft north of existing culvert outlet
WSA Representative: Hammer: Lab Testing: Cave Depth:
D. Rancman None Trigon Engineering Inc. (after drilling)
E SOIL CLASSIFICATION L E SAM PLES P?
NM °i)
T
T AND REMARKS E
G L
E I
T N-COUNT
? io Z?
? FINES (%)

H E V D Y -C -E
SEE KEY SYMBOL SHEET FOR EXPLANATION N M • SPT (bpf)
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft) N
T E ROD
%o REC
10 20 30 40 50 60 70 80 90 100
0
Clayey Sand (SC), dark brown and grey,

contains organics, wet N
,
-V- " GS-1
Sandy Clay (CL), with cobbles or placed stone,
tan, wet ME
0
14
GS-2
Poorly Graded Gravel, contains large cobbles or
placed stone, tan and grey, wet I
'? GS-3

Poorly graded GRAVEL with clay, contains large
cobbles or placed stone, tan and grey, wet °
°
°
°
GS-4
0
O
°
5
5 Notes:
Hand Auger Refusal on cobbles or placed stone at
5.0 feet
in
Interpretations provided are based on the intervals sampled at Sheet 1 of 1
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
Apex Peakway - Segment AP3 -
ENGINEERS
...¦.. PLANNERS Project Name:
North Salem St
to Laura Duncan Rd BORING NO. LC-3
fal¦1/ ECONOMISTS .
NIM
WilburSmP WSA Project No.: Groundwater Levels (feet) Date Begun: 4/17/07
R S S 0 C IA11 101673
A.D.: 0.5
Date Completed: 4/17/07
Equipment: Method: Driller: N/A: N/A Location: STA: 42+50 STA: 30 ft L
Hand Auger Hand Auger Trigon Engineering Inc. Drilled 70 ft north of existing culvert outlet
WSA Representative: Hammer: Lab Testing: Cave Depth:
D. Rancman None Trigon Engineering Inc. (after drilling)
E SOIL CLASSIFICATION L E S AM PLES P / o) NM I(% 4 % )
T AND REMARKS G E D T ?C6 Z" A FIN ES ( %)
H E V E Y n c E
SEE KEY SYMBOL SHEET FOR EXPLANATION N ? 0 SP T (bp f
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft) N
T E RQD
0 %o REC 1 0 2 0 3 0 4 0 5 0 6 0 7 0 8 0 9 0 10 0
Clayey Sand (SC), dark brown and grey,
contains organics, wet
GS-1

Sandy Clay (CL), tan, wet
GS-2
Gravelly Sand with clay, contains large cobbles
or placed stone, tan and grey, wet
GS-3

Notes:
Hand Auger Refusal on cobbles or placed stone at
3.0 feet
5

in 5
Interpretations provided are based on the intervals sampled at Sheet 1 of 1
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
ENGINEERS Project Name: Apex Peakway -Segment AP3 - BORING NO
Y1-1
/t//tom PLANNERS
IIII&//R) ECONOMISTS North Salem St. to Laura Duncan Rd .
?1?//
WilburSmith WSA Project No.: Groundwater Levels (feet) Date Begun: 4/9/08
A S S U C I A= E 101673 A.D.: N/A Date Completed: 4/9/08
Equipment: Method: Driller: N/A: N/A Location: STA: 14+00 STA: 10 ft L
CME 55 ATV 2.25 in HSA Trigon Engineering Inc. Boring drilled at intersection of proposed
WSA Representative: Hammer: Lab Testing: Cave Depth: Apex Peakway and existing N. Salem
D. Rancman N/A Trigon Engineering Inc. (after drilling) Street through pavement section.
E SOIL CLASSIFICATION L E SAM PLES PN e
P
T AND REMARKS E
G L
E I
D
T N-COUNT
to n to
? FINES (%)
H
E
V
Y
7E
SEE KEY SYMBOL SHEET FOR EXPLANATION N S 0 SPT (bpf
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft) N
T E ROD
%o REC
10 20 30 40 50 60 70 80 90 100
0 _ . l 497
reached.
10 inches
5 -I I ?- 492 -1 I 5
10 -? I ?- 487 -1 1 10
15 --1 1 [- 482 -1 I I 15
20 -1 1 F- 477 -? I I 20
25 -1 I [- 472 -? I I I I 1 1 1 1 1 1 1 1 '25
30
Interpretations provided are based on the intervals sampled at 467 Sheet 1 of 1
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
Apex Peakway - Segment AP3 -
??` ENGINEERS
65... PLANNERS Project Name:
North Salem St
to Laura Duncan Rd BORING NO. YS-1
UX25// ECONOMISTS .
\\?///
Wi I burSm th
i
l)
WSA Project No.:
Groundwater Levels (feet)
Date Begun: 4/7/08
A 5500 IA1
.0
l 101673 A.D.: N/A Date Completed: 4/7/08
Equipment:
CME 55 ATV Method:
2
25 in HSA Driller:
T
E
i
i
i
I 7 HR: 2.2 (ELEV Location: STA: 11+00 STA: 25 ft L
. gon
ng
neer
ng
r
nc. 485.8 Boring drilled along Laura Duncan road in
WSA Representative: Hammer: Lab Testing: Cave Depth: grass left of C/L for roadway imprvmts,
D. Rancman Manual Trigon Engineering Inc. (after drilling) shifted away from existing power lines.
E SOIL CLASSIFICATION L E S AM PLES P O %) NM %) L V% )
T AND REMARKS G E D T COUNT
A FIN ES ( %)
H E V E Y y c
SEE KEY SYMBOL SHEET FOR EXPLANATION N P a • SP T (bp o
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft) N
T E ROD

0 %o REC 1 0 2 0 3 0 4 0 5 0 6 0 7 0 8 0 9 0 1 00
Topsoil 488
Silty Sand(SM) with gravel, tan and grey, trace SS-1 6-12-7
(N = 19)
clay, medium dense, moist to wet
1 SS-2 12-7-2
N
Sandy Clay (CL), orange, stiff, moist (
= 9)
--soft from 2.5 to 3.0 feet
ME
--very stiff N SS-3 5-9-15
(N = 24)
5
Notes: 483 5
Boring Terminated at 5.0 feet. Heavy rain
preceding field work.
10 478
10
15 473
15
20 6
4
8 20
2
5 463 25
An dSn
Interpretations provided are based on the intervals sampled at Sheet 1 of 1
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
????? : Apex Peakway - Segment AP3 -
t N
P
Y5-2
BORING NO
ENGINEERS
?..... PLANNERS
%1f..IF/ ECONOMISTS ame
rojec
North Salem St. to Laura Duncan Rd .
?u.r
WilbSmith WSA Project No.: Groundwater Levels (feet) Date Begun: 4/9/08
: S o c I A T c s 101673
A.D.: Dry Date Completed: 4/9/08
Equipment: Method: Driller: NIA: N/A Location: STA: 14+00 STA: 19 ft R
CME 55 ATV 2.25 in HSA Trigon Engineering Inc. Boring drilled through pavement along
WSA Representative: Hammer: Lab Testing: Cave Depth: Laura Duncan Rd near intersection with
D. Rancman Manual Trigon Engineering Inc. (after drilling) proposed Apex Peakway.
E SOIL CLASSIFICATION L E SAM PLES PNM (°r°)
P
T AND REMARKS E
G L
E I
D
T N-COUNT
io 0 0
? FINES (%)
H
E
V

Y

-2
YMBOL SHEET FOR EXPLANATION
EY N M 0 SPT (bpq
SEE K
S N E ROD
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft)
490 T % REC 10 20 30 40 50 60 70 80 90 100
0 2 in (AC) ORE-1
6 in (GAB)
Silty Sand (SM), tan-brown, medium dense 6-3-7
SS-1 N=10 )
SS-2 8-11-14
(N = 25)
--orangish with white mottling
Clayey Sand (SC), tan-orange and brown with 9-18-25
white mottling
dense SS-3 N = 43 5
5 , 485 (
)
Notes:
Boring Terminated at 5.5 feet.
10
10 480
15
15 475

20 470 20
2
25
in 465
can 5
Interpretations provided are based on the intervals sampled at Sheet 1 of 1
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
?
` Apex Peakway - Segment /o1P3 -
ENGINEERS
????
...¦.. PLANNERS Project Name:
North Salem St
to Laura Duncan Rd BORING NO. Y5-3
1?tlffs/ ECONOMISTS .
&A'
WilburSmith WSA Project No.: Groundwater Levels (feet) Date Begun: 4/7/08
I°r?^.ES 101673
A.D.: Dry
Date Completed: 4/7108
Equipment:
CME 55 ATV Method:
2
25 in HSA Driller:
Tri
on En
ineerin
Inc N/A: N/A Location: STA: 16+50 STA: 45 ft L
. g
g
g
. Boring drilled in along Laura Duncan Road
WSA Representative: Hammer: Lab Testing: Cave Depth: for planned improvements
D. Rancman Manual Trigon Engineering Inc. (after drilling)
E SOIL CLASSIFICATION L E S AM PLES P
L?/ °) N °i° r >
P AND REMARKS E L
'
T N-COUNT - e
T G E D ? FIN ES ( %)
H E V E Y w c
SEE KEY SYMBOL SHEET FOR EXPLANATION N A SP T (bp f)
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft) N
T E RQD
0 %o REC 1 0 2 0 3 0 4 0 5 0 6 0 7 0 8 0 9 0 1 00
Topsoil 484
Sandy Silt (ML), tan and brown, very stiff, moist SS-1
X
4 8 8
(N=16)
Silty Clay with Sand (CL), tan-orange with black
mottling, stiff, moist SS-2
X
5-6-9
(N=15)

Sandy Clay (CL), tan-orange with brown SS-3
X 30

5 mottling, hard, moist
a79 (N
(N = 45)
Notes: 5
Boring Terminated at 5.0 feet. Heavy rain
preceding field work. Bulk sample obtained from
1.0 to 5.0 feet.
10 474
10
15 469
15
20 464
20
2
25
in 459
A 5
Interpretations provided are based on the intervals sampled at Sheet 1 of 1
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
??•??? ENGINEERS Project Name: Apex Peakway -Segment AP3 - BORING NO
EB1-A
¦¦¦¦.a PLANNERS
(t¦¦¦¦ ECONOMISTS
North Salem St. to Laura Duncan Rd .
WilburSmith WSA Project No.: Groundwater Levels (feet) Date Begun: 4/10/08
R 5 5 ° C I P t f$ 101673 A.D.: 11 (ELEV473.9 Date Completed: 4/10/08
Equipment: Method: Driller: 48 hr: 5 (ELEV Location: STA: 23+30 OFF: 40 ft L
CME 55 ATV 2.25 in HSA Trigon Engineering Inc. 479.9 Boring drilled for proposed west abutment
WSA Representative: Hammer: Lab Testing: Cave Depth: of Apex Peakway Bridge over RR in open
D. Rancman Manual Trigon Engineering Inc. (after drilling) field.
E SOIL CLASSIFICATION L E SAM PLES (%) LL%)
PLC /o) NM
P
T AND REMARKS E
G L
E I
D
T N-COUNT
o io ?
? FINES (%)
H
E
V

Y

a -2
SEE KEY SYMBOL SHEET FOR EXPLANATION N P C-4 ^
M 0 SPT (bpf)
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft)
485 N
T E ROD

/o REC

10 20 30 40 50 60 70 80 90 100
0 Topsoil
Clayey Sand (SC), tan and brown, stiff, wet
SS-1 X 3-4-6
(N=10)
Sandy Clay (CL), orange, tan, and brown, hard,
moist to wet
SS-2 X 7-13-20
(N = 33)
1 5
5 - - 480
- - - - - - - - - - - - - -
Clayey Sand (SC), brown, tan, and white,
medium dense, wet

- - - - SS-3
X
7-8-11
(N = 19)
- - - - - - - - - - - - - - - - - - - - -
Silty Sand (SM), tan and brown with white
mottling, some clay, medium dense, moist to wet
5 6-7
SS-4 X
(N = 13)
10
10 475

--micaceous, loose, wet SS-5
X 3-3-5

(N = 8)
1
15 470 5
SS-6
X 4-5-9

(N = 14)

20 465 20
Clayey Sand (SC), brown, medium dense, wet
SS-7 X 7
-9-14
(N
= 23)
2
5 460 25

--tan/brown and dark grey
SS-8
7
-10-16
N = = 26
26
(
)
in Arr
Interpretations provided are based on the intervals sampled at Sheet 1 of 2
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
Apex Peakway - Segment AP3 -
ENGINEERS
r2ii PLANNERS Project Name:
North Salem St
to Laura Duncan Rd BORING NO. EB1-A
?\OW// ECONOMISTS .

Wi I burSm iO WSA Project No.: Groundwater Levels (feet) Date Begun: 4/10/08
. s , o < • . E ? 101673 A.D.: 11 (ELEV473.9 Date Completed: 4/10/08
Equipment:
CME 55 ATV Method:
2
25 in HSA Driller:
Tri
on En
ineerin
Inc 48 hr: 5 (ELEV Location: STA: 23+30 OFF: 40 ft L
. g
g
g
. 479.9 Boring drilled for proposed west abutment
WSA Representative: Hammer: Lab Testing: Cave Depth: of Apex Peakway Bridge over RR in open
D. Rancman Manual Trigon Engineering Inc. (after drilling) field.
E SOIL CLASSIFICATION L E S AM PLES P r o) NM (%)
T AND REMARKS E E p r ?couT
FIN ES( %)
H E V E Y w c°
SEE KEY SYMBOL SHEET FOR EXPLANATION N P N M • SP T (bp o
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft) N
T E ROD

30 %o REC 1 0 2 0 3 0 4 0 5 0 6 0 7 0 8 0 9 0 1 00
Clayey Sand (SC), brown, medium dense, wet ? 455
(continued)
Silty Sand (SM), red-brown, grey and white, with
subrounded gravel, contains siltstone fragments,
medium dense, wet
SS
_9
X
6 4-13
(N = 17)
35 450
35
Weathered Sandstone and Fanglomerates
Sampled as very dense poorly graded sand with
silt (SP-SM)
SS-10 50/4"
40 445
40
SS-11 REF
45 440
45
SS-12 REF
AU
0
5 Notes: 435 50
Very difficult drilling at 41.0 feet. Auger Refusal at
49.5 feet
55
an 430
ens 55
Interpretations provided are based on the intervals sampled at Sheet 2 of 2
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
;ENGINEERS Project Name: Apex Peakway - Segment AP3 - BORING NO
EB1-B
//PLANNERS
ECONOMISTS
North Salem St. to Laura Duncan Rd .
Wilbur Smith WSA Project No.: Groundwater Levels (feet) Date Begun: 4/10/08
ass ° A * f : 101673 A.D.: 10.5 (ELEV474.4 Date Completed: 4/11/08
Equipment: Method: Driller: NIA: N/A Location: STA: 23+55 OFF: 5 ft L
CME 55 ATV Wash Bor Trigon Engineering Inc. Boring drilled for proposed west abutment
WSA Representative: Hammer: Lab Testing: Cave Depth: of Apex Peakway Bridge over RR in open
D. Rancman Manual Trigon Engineering Inc. (after drilling) field
E SOIL CLASSIFICATION L E SAM PLES P Lr°) N I%? LLP)
P
T AND REMARKS E
G L
E I
D
T N COUNT
FINES (%)

H E V Y
SEE KEY SYMBOL SHEET FOR EXPLANATION N S 10 SPT (bpf)
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft)
485 N
T E ROD

/o REC

10 20 30 40 50 60 70 80 90 100
0 Topsoil
Silty Clay with Sand (CL), tan and orange, stiff,
moist
4-3-6
SS-1
X
(N = 9)

Clayey Sand (SC), orange-brown and white, SS-2 X 5-9-13
(N - 22)
medium dense, moist 5
5 480
Sandy Clay (CL), tan-brown and white, stiff,
moist SS-3
X
5-6-8
(N = 14)
--tan and white SS-4 3-5-6
(N=11)
10
10 Q 475
--grey and brown, firm
SS-5 X (3-3-5)
= 8)
15
15 - - - - - - - - - - - - - - - - 470
- - - - - - - - -
Silty Clay (CL), brown with white mottling, trace
fine sand, firm, wet
SS-6 X 3-3-5
(N=8)
465 20
20
SS-7

X 2-4-7
(N=11)
25 460 2
5
Clayey Sand (SC), little recovery, tan and brown,
medium dense, wet
SS-8 9 9 13
(N = 22)
an 41,
Interpretations provided are based on the intervals sampled at Sheet 1 of 2
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
Apex Peakway - Segment AP3 -
?????` ENGINEERS
...¦.. PLANNERS Project Name:
North Salem St
to Laura Duncan Rd BORING NO. EB1-B
JiSsu.. ECONOMISTS .
'&'q?//
WilburSmith
WSA Project No.:
Groundwater Levels (feet)
Date Begun: 4/10/08
. s S o C r E s 101673 A.D.: 10.5 (ELEV474.4 Date Completed: 4/11/08
Equipment: Method: Driller: N/A: N/A Location: STA: 23+55 OFF: 5 ft L
CME 55 ATV Wash Bor Trigon Engineering Inc. Boring drilled for proposed west abutment
WSA Representative: Hammer: Lab Testing: Cave Depth: of Apex Peakway Bridge over RR in open
D. Rancman Manual Trigon Engineering Inc. (after drilling) field
E SOIL CLASSIFICATION L E SAMPLES P L(%) N eras LL?%)
T AND REMARKS E p r cou?T ? FINES(%)
H E V E Y o
SEE KEY SYMBOL SHEET FOR EXPLANATION N P N CO • SPT (bpf)
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft) N
T E R D

30 % REC 10 20 30 40 50 60 70 80 90 100
Clayey Sand (SC), little recovery, tan and brown, 455
medium dense, wet (continued)

--coarse, grey and brown SS-9
X 7-10-14

(N = 24)
35 ' 450
f
.
fp 35
Weathered Sandstone and Fanglomerates SS-10 50-50/0.5"

40 Sampled as very dense, Poorly graded Sand with
445
Silt (SP-SM)
- - - - - - - - - - - - - - - 40
Weathered Siltstone/Sandstone, Fanglomerates
CORE
Weathered Sandstone,
Conglomerates/Fanglomerates . .

5 RC-1
10
4 440 45

••• RC-2 13
85

50 435 50

•• RC-3
67
Notes:
Auger Refusal at 42.0 feet. Coring from 43 to 53
feet through highly weathered
55 Fanglomerates/Conglomerates. Coring 430 55
Terminated at 53.0 feet.
an A91
Interpretations provided are based on the intervals sampled at Sheet 2 of 2
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
ENGINEERS Project Name: Apex PeakWay - Segment AP3 - BORING NO
B1-A
//??1?? PLANNERS
\U502j ECONOMISTS North Salem St. to Laura Duncan Rd .
1v///
Wilbur Smith
WSA Project No.:
Groundwater Levels (feet)
Date Begun: 4/14/08
. s S o C, A r E s 101673 A.D.: N/A Date Completed: 4/14/08
Equipment: Method: Driller: N/A: N/A Location: STA: 23+90 OFF: 45 ft L
CME 55 ATV 2.25 in HSA Trigon Engineering Inc. Boring drilled for proposed interior bent 1
WSA Representative: Hammer: Lab Testing: Cave Depth: of Apex Peakway Bridge over RR in open
D. Rancman Manual Trigon Engineering Inc. (after drilling) field.
E SOIL CLASSIFICATION L E SAM PLES PL(%) NM I(%) LL?%)
P AND REMARKS E L I
T N-COUNT e?
T G E D o ? FINES (%)
H
E
V
Y
SEE KEY SYMBOL SHEET FOR EXPLANATION N `
S 0 SPT (bpf
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft) N
T E ROD
485
%o REC
10 20 30 40 50 60 70 80 90 100
Topsoil . :
Silty Sand (SM) with clay, red-brown and dark
brown, medium dense
SS-1
X 4-7-10
(N = 17)

5 480 5
Sandy Clay (CL), tan and white, stiff, moist
SS-2 X 3
-4-6
(N
=
10)
10 475 1
0
Clayey Sand (SC), tan-brown and white, loose,
moist
SS-3 2-3-5
(N = 8)
15 470
15
--medium dense SS -4 X 4-7-9
(N = 16)
20 465
20
--coarse SS-5

X 4-8-9
(N=17)
25 460
25
Silty Sand (SM) some clay, tan-brown and
white, medium dense
SS-6 6-8-10
(N = 18)
30
Interpretations provided are based on the intervals sampled at Sheet 1 of 2
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
Apex Peakway - Segment AP3 -
ENGINEERS
PLANNERS
ri Project Name:
North Salem St
to Laura Duncan Rd BORING NO. 131 -A
SWV/// ECONOMISTS .
N\\I//
Wilbur Smith
) WSA Project No.: Groundwater Levels (feet) Date Begun: 4/14/08
A 5 5° C I A r E 5
Milo 101673 A.D.: N/A Date Completed: 4/14/08
Equipment: Method: Driller: N/A: N/A Location: STA: 23+90 OFF: 45 ft L
CME 55 ATV 2.25 in HSA Trigon Engineering Inc. Boring drilled for proposed interior bent 1
WSA Representative: Hammer: Lab Testing: Cave Depth: of Apex Peakway Bridge over RR in open
D. Rancman Manual Trigon Engineering Inc. (after drilling) field.
E SOIL CLASSIFICATION L E S AM PLES PL (% ) NM (%) L LP)
T
T AND REMARKS E
G L
E
I
T N-COUNT
Z fa
A 6
FIN
ES ( ?
%)
H E V D
SEE KEY SYMBOL SHEET FOR EXPLANATION N P/ • SP T (bp f)
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft) N
T E
E ROD
30 %o REC 1 0 2 0 3 0 4 0 5 0 6 0 7 0 8 0 9 0 10 0
Silty Sand, tan-brown and white, moist to wet 455
35 450 35

AU
4
40 445 0
Weathered Sandstone and
Conglomerates/Fanglomerates
ORE-1 1
91
45
45 440

••• ORE- 68
88
50
50 435

• ORE- 41
88
55 430 55

Notes:
Difficult Driling at 32.0 feet. Auger Refusal at 42.0
feet. Coring from 43 to 53 feet through highly
weathered Fanglomerates/Conglomerates. Some
large quartz fragment encountered in Core Run
No. 2. Coring Terminated at 53.0 feet.
an d95
Interpretations provided are based on the intervals sampled at Sheet 2 of 2
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
????? ENGINEERS Project Name: Apex Peakway - Segment AP3 - BORING NO
B1-B
rU/6N'W PLANNERS
aU\/// ECONOMISTS North Salem St. to Laura Duncan Rd .
WilbW_'r ith WSA Project No.: Groundwater Levels (feet) Date Begun: 4/10/08
A S S° C I e r E s 101673 AD.: 14 (ELEV470.6 Date Completed: 4/10/08
Equipment: Method: Driller: 24 hr: 5 (ELEV Location: STA: 23+95 OFF: 5 ft L
CME 55 ATV 2.25 in HSA Trigon Engineering Inc. 479.6 Boring drilled for proposed interior bent 1
WSA Representative: Hammer: Lab Testing: Cave Depth: of Apex Peakway Bridge over RR in open
D. Rancman Manual Trigon Engineering Inc. (after drilling) field.
E SOIL CLASSIFICATION L E SAM PLES PNe°
LL%>
P AND REMARKS E
G L
E I
T N-COUNT
fO io
i _
? FINES (%)
T
H
E
V D Y o
a o
SEE KEY SYMBOL SHEET FOR EXPLANATION N S SPT (bpf)
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft)
485 N
T E ROD
%o REC 10 20 30 40 50 60 70 80 90 100
Topsoil
Silty Sand (SM) with clay, tan and brown, loose,
moist to wet
4-3-4
SS-1 (N = 7)
orange-brown, dense SS-2 7-11-20
(N 31)
5
5 480
Clayey Sand (SC), orange-brown with white
mottling, dense, moist to wet SS-3 X (N = 3 3
(N = 37)
SS-4
X 5-5-7
(N = 12)
10
10 475

SS-5

X 3-5-6

(N = 11)

A
15
15 470
SS-6

X 4-12-13
(N = 25)

20 465 20

--brown, medium dense, wet SS-7
X
6-"
(N = 14)
25 460 25

SS-8 7-10-16
(N = 26)
?n asp
Interpretations provided are based on the intervals sampled at Sheet 1 of 2
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
? Apex Peakway - Segment AP3 -
????? ENGINEERS
ILS//R? ? PLANNERS Project Name:
North Salem St
to Laura Duncan Rd BORING NO. B1-B
?S\//? ECONOMISTS .

WilburSmith WSA Project No.: Groundwater Levels (feet) Date Begun: 4/10/08
. S 5 ° ^ * E s 101673 A.D.: 14 (ELEV470.6 Date Completed: 4/10/08
Equipment:
CME 55 ATV Method:
2
25 in HSA Driller:
Tri
E
i
i
I 24 hr: 5 (ELEV Location: STA: 23+95 OFF: 5 ft L
. gon
ng
neer
ng
nc. 479.6 Boring drilled for proposed interior bent 1
WSA Representative: Hammer: Lab Testing: Cave Depth: of Apex Peakway Bridge over RR in open
D. Rancman Manual Trigon Engineering Inc. (after drilling) field.
E SOIL CLASSIFICATION L E S AM PLES P l_?r °) NM I(%) V L °)
T AND REMARKS E E D T ?cto A FIN ES( %)
H E V E Y w c
SEE KEY SYMBOL SHEET FOR EXPLANATION N P N • SP T
(bp f)
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft) N
T E ROD

30
%o REC 1 0 2 0 3 0
4 0 5 0
6 0
7 0 8 0 9 0 10 0
Clayey Sand (SC), orange-brown with white 455
mottling, dense, moist to wet (continued)
Silty Sand (SM) some clay, tan-brown and grey,
dense, wet
SS-9 9-15-18
(N = 33)
35 450
35
SS-10 28-50/4.5'
40 445
40

Notes: SS-11 REF
Difficult Driling at 41.0 feet. Auger Refusal at 42.5
feet.
45 440 45

50 435 50

55
an 430 55
Interpretations provided are based on the intervals sampled at Sheet 2 of 2
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
;?.??? ENGINEERS Project Name: Apex Peakway - Segment AP3 - BORING NO
B2-A
/?i??? PLANNERS
t.ECONOMISTS North Salem St. to Laura Duncan Rd .
Wilbur Smith WSA Project No.: Groundwater Levels (feet) Date Begun: 4/15/08
A S S° C I• 111 : 101673 A.D.: 16.2 (ELEV466.4 Date Completed: 4/15/08
Equipment: Method: Driller: 48 hr: 4.5 (ELEV Location: STA: 24+95 OFF: 40 ft L
CME 55 ATV 2.25 in HSA Trigon Engineering Inc. 478.1 Boring drilled for proposed interior bent 2
WSA Representative: Hammer: Lab Testing: Cave Depth: 20 of Apex Peakway Bridge over RR in
D. Rancman Manual Trigon Engineering Inc. (after drilling) wooded area.
E SOIL CLASSIFICATION L E SAM PLES P'/°) NM L
P
T AND REMARKS E
G L
E I
T N-COUNT
io 6
? FINES (%)
H
E
V D
Y
° -E
SEE KEY SYMBOL SHEET FOR EXPLANATION N M 0 SPT (bpf)
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft)
48 N
T E ROD
%o REC
10 20 30 40 50 60 70 80 90 100
Topsoil 3
Silty Sand ISM) with clay, brown and tan,
medium dense, moist
3-6-7
SS-1 X N =13
Sandy Clay (CL), orange and tan, stiff, moist )
(
1
_ SS-2
X 5-6-9
(N = 15)

5 478 5
Clayey Sand (SC), orange, tan and white,
medium dense, wet SS-3 7-13-16
(N = 29)
SS-4
X 5-7-9
(N = 16)
10 7
4
3 10

SS-5 4-7-10
(N = 17)
15 468 1

177 5
Silty Sand (SM) with clay, tan and white, medium -
dense, wet
SS-6 6 6-8
(N = 14)
20 463
20
Silty Clay (CL) with sand, grey and brown, stiff,
wet
SS-7 X 10-12-16
(N = 28)
25 458
25

Silty Sand (SM) with clay, grey and brown, SS-8
X 916-22
(N = 38)
30 dense, wet dF?
.
.
.
.
.
.
Interpretations provided are based on the intervals sampled at Sheet 1 of 2
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
Apex Peakway - Segment AP3 -
??•??? ENGINEERS
?¦a¦¦. . PLANNERS Project Name:
North Salem St
to Laura Duncan Rd BORING NO. 62-A
t11p/I ECONOMISTS .
"IIIIvr//
WilburSmith WSA Project No.: Groundwater Levels (feet) Date Begun: 4/15/08
A s s o c, e E: 101673 A.D.: 16.2 (ELEV466.4 Date Completed: 4/15/08
Equipment: Method: Driller: 48 hr: 4.5 (ELEV Location: STA: 24+95 OFF: 40 ft L
CME 55 ATV 2.25 in HSA Trigon Engineering Inc. 478.1 Boring drilled for proposed interior bent 2
WSA Representative: Hammer. Lab Testing: Cave Depth: 20 of Apex Peakway Bridge over RR in
D. Rancman Manual Trigon Engineering Inc. (after drilling) wooded area.
DE SOIL CLASSIFICATION L E S AM PLES P, NM (% )
T AND REMARKS G E D T mCOU ZT A _
FIN ES ( %)
H E V E Y o
SEE KEY SYMBOL SHEET FOR EXPLANATION N Cl) • SP T (bp f)
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft) N
T E R?(?
30 % REC 1 0 2 0 3 0 4 0 5 0 6 0 7 0 8 0 9 0 10 0
Silty Sand (SM) with clay, grey and brown, 453
dense, wet (continued)

Poorly Graded Sand with Silt (SP-SM), dense to SS-9 27'25-25
35 very dense, brown, grey, and tan, wet 448 (N = 50)
35
SS-10 40-40/5'
40 443
40
Weathered Rock Auger Clippings - (lightly
colored)
SS-11 REF
45 4 45
38
SS-12 REF

50 433 50
AU
Notes:
Difficult Driling at 45.0 feet. Auger Refusal at 53.5
55
feet. 428 55
an A91
Interpretations provided are based on the intervals sampled at Sheet 2 of 2
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
_/I??? ENGINEERS Project Name: Apex Peakway -Segment AP3 - BORING NO
B2-B
???¦.? PLANNERS
\_??// ECONOMISTS North Salem St. to Laura Duncan Rd .
WilburSmith WSA Project No.: Groundwater Levels (feet) Date Begun: 4/17/08
Ass ° c A r E : 101673
A.D.: N/A Date Completed: 4/17/08
Equipment: Method: Driller: N/A: N/A Location: STA: 25+00 OFF: 5 ft L
CME 55 ATV Wash Bor Trigon Engineering Inc. Boring drilled for proposed interior bent 2
WSA Representative: Hammer: Lab Testing: Cave Depth: of Apex Peakway Bridge over RR in
D. Rancman Manual Trigon Engineering Inc. (after drilling) wooded area.
E SOIL CLASSIFICATION L E SAM PLES (%) pro)
PL(
%) NM
P
T AND REMARKS E
G L
E I
D
T N-COUNT
o e
?
? FINES (%)
H E V E o

SEE KEY SYMBOL SHEET FOR EXPLANATION
N P
M
SPT (bpf)
40
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft)
483 N
T E RQD
%REC 10 20 30 40 50 60 70 80 90 100
Topsoil
Silty Sand ISM) tan-orange and brown, medium
dense, wet
SS-1 9-12-14
N = 26
(
)
5
5 478
Clayey Sand (SC), tan-brown and grey, loose,
wet

SS-2
X 4-3-5
(N=8)
10
10 473
SS-3 5-6-9
(N=15)
1
15 468 5
--coarse sand, medium dense SS-4

X 7-8-14
(N = 22)

20 463 20
Sandy Clay (CL) with silt<B>>, tan, brown, and
grey with white mottling, very stiff, wet
SS-5 X 7-8-17
(N = 25)
25 4
58 25
SS-6 7-9-18
(N = 27)
in nrz
Interpretations provided are based on the intervals sampled at Sheet 1 of 3
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
Apex Peakway - Segment AP3 - /
?
?????` ENGINEERS
iv ??s PLANNERS Project Name:
North Salem St
to Laura Duncan Rd /
R
R
BORING NO. B2-B
(tV/// ECONOMISTS .
\\ Mgr
Wi I burSm O
WSA Project No.:
Groundwater Levels (feet)
Date Begun: 4/17/08
AS SIC IA i1 101673
A.D.: N/A
Date Completed: 4/17/08
Equipment: Method: Driller: N/A: N/A Location: STA: 25+00 OFF: 5 ft L
CME 55 ATV Wash Bor Trigon Engineering Inc. Boring drilled for proposed interior bent 2
WSA Representative: Hammer: Lab Testing: Cave Depth: of Apex Peakway Bridge over RR in
D. Rancman Manual Trigon Engineering Inc. (after drilling) wooded area.
D SOIL CLASSIFICATION L E SA MPLES P Lr°) N e°i)
T AND REMARKS E p T ?cou NT FINES (°r°)
H E V E c C
SEE KEY SYMBOL SHEET FOR EXPLANATION N P w ? • SPT (bpo
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft) N
T E ROD

30
%o REC 10 20 30 40 50 60 70 80 90 100
Poorly Graded Sand with Silt (SPSM), 453
subrounded gravel and rock fragments in auger
clippings, brown, grey, and tan, wet
35 448 1
35
AU
40 443
40
Sandstone, cemented sands, fanglomerates, . .
transitioning to fanglomerates with siltstone and
quartz 0
ORE-1 89
45
438 45
ORE-
92

50 433 50
ORE- 0
63
ORE
88
55 428 55

......
. CORE-
100
an d93
Interpretations provided are based on the intervals sampled at Sheet 2 of 3
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
???ENGINEERS Project Name: Apex PeakWay - Segment AP3 - BORING NO
B2-B
a?¦¦.¦ PLANNERS North Salem St. to Laura Duncan Rd .
¦¦2V// ECONOMISTS
'1\?/?
WilburSmith
WSA Project No.:
Groundwater Levels (feet)
Date Begun: 4/17/08
A S S° C I A r E s 101673 A.D.: N/A Date Completed: 4/17/08
Equipment: Method: Driller: N/A: N/A Location: STA: 25+00 OFF: 5 ft L
CME 55 ATV Wash Bor Trigon Engineering Inc. Boring drilled for proposed interior bent 2
WSA Representative: Hammer: Lab Testing: Cave Depth: of Apex Peakway Bridge over RR in
D. Rancman Manual Trigon Engineering Inc. (after drilling) wooded area.
E SOIL CLASSIFICATION L E SAM PLES P(/°) NM L
P
T AND REMARKS E
G L
E I
D
T N-COUNT
m
? FINES (%)
H
E
V
Y
°
SEE KEY SYMBOL SHEET FOR EXPLANATION N N P a M • SPT (bpf)
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft)

423
T E R D
% REC
10 20 30 40 50 60 70 80 90 100
60 Notes:
Interbedded hard gravel layers from 17 to 30 feet.
Difficult Driling at 37.0 feet. Tri-Cone Bit Refusal
at 42.5 feet. Sand Binding Core Barrel. Coring
terminated at 60.0 feet due to barrel obstruction.
65 418 65

70 413 70
75 408
75
80 403
80
85 398
85
i

90 i
interpretations provided are based on the intervals sampled at Sheet 3 of 3
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
ex PeaRWay - Segment AP3 -
?????` ENGINEERS
///nti PLANNERS Project Name: •
North Salem St
to Laura Duncan Rd BORING NO. EB2-A
WUV$JWJP ECONOMISTS .
WilburSmith WSA Project No.: Groundwater Levels (feet) Date Begun: 4/16/08
R S S IC IA*E? 101673
A.D.: N/A
Date Completed: 4/17/08
Equipment: Method: Driller: N/A: N/A Location: STA: 25+65 OFF: 40 ft L
CME 55 ATV Wash Bor Trigon Engineering Inc. Boring drilled for proposed east abutment
WSA Representative: Hammer: Lab Testing: Cave Depth: of Apex Peakway Bridge over RR in
D. Rancman Manual Trigon Engineering Inc. (after drilling) wooded area.
E SOIL CLASSIFICATION L E S AM PLES PL 1 1) N e ^i )
AND REMARKS I T N-C
UNT
T G E
D A FIN ES %)
H E V
SEE KEY SYMB
OL SHEET FOR EXPLANATION
N
N
P V
SP
T (bp
f)
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft) T E
REC 1 0 2 0 3 0 4 0 5 0 6 0 7 0 8 0 9 0 10 0
Topsoil 480
Silty Sand (SM), tan and brown, medium dense,
moist
3-11-8
SS-1 (N=19)
Sandy Clay (CL), orange-brown and white, very
stiff, wet
2
SS X 7-8-11
- (N = 19)
7
5 4
5 5
SS-3
X
10-15-15
(N = 30)
Clayey Sand (SC), orange-brown and grey,
medium dense, wet
SS-4 4-5 6
(N = 11)
10
10 ,/, 470
i
?d
--black mottling SS-5 X 4? 8
(N = 14)
15
15 465

'q
SS-6 X 5-8-10
(N = 18)
20
20 460
Silty Sand (SM), tan, brown and grey, medium
dense to very dense, wet
SS-7 X 5-7-12
(N = 19)
25
25 455
SS-8 6-17-5015.5"
A_Rn
Interpretations provided are based on the intervals sampled at 5neet 1 or 2
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
??? ENGINEERS
r Project Name: Apex PeakWay - Segment AP3 - BORING NO
EB2-A
¦?f PLANNERS
?l??// ECONOMISTS North Salem St. to Laura Duncan Rd .
,vw"w
WilburSmith
? WSA Project No.: Groundwater Levels (feet) Date Begun: 4/16/08

_.W
A s s° c i n r e s 101673
A.D.: N/A Date Completed: 4/17/08
Equipment: Method: Driller: N/A: N/A Location: STA: 25+65 OFF: 40 ft L
CME 55 ATV Wash Bor Trigon Engineering Inc. Boring drilled for proposed east abutment
WSA Representative: Hammer: Lab Testing: Cave Depth: of Apex Peakway Bridge over RR in
D. Rancman Manual Trigon Engineering Inc. (after drilling) wooded area.
E SOIL CLASSIFICATION L E SAM PLES (%/o)
PL (
%) NM
P
T AND REMARKS E
G L
E I
D
T N-COUNT
= co ED ?
e
? FINES (%)
H E V E -o
SEE KEY SYMBOL SHEET FOR EXPLANATION N -
M SPT (bpf)
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft)

450 N
T E ROD

%o REC

0 20 30 40 50 60 70 80 90 100
30 Silty Sand (SM), tan, brown and grey, medium
dense to very dense, wet (continued)
SS-9 50/4" 4 1
Weathered Sandstone, Cemented Sands
35
35 445
SS-10 50/3" 4 1

40 440 40
SS-11 REF
----------------------
Cemented sands, weak Sandstone and
Fanglomerates
RC-1 20
76

45 435 45
RC-2 77
77

50 430 50
.. RC-3 100
100
Notes:
Auger Refusal at 42.5 feet. Coring from 42.5 to
52.5 feet through weak Sandstone,
Fanglomerates/Conglomerates. Coring
55 Terminated at 52.5 feet. 425 55
An
a?n
Interpretations provided are based on the intervals sampled at - Sheet 2 of 2
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
Apex Peakway - Segment AP3 -
/??ENGINEERS
.a¦¦.¦ Project Name: BORING NO
EB2-B
PLANNERS
SU¦¦aa ECONOMISTS
North Salem St. to Laura Duncan Rd .
N? ///
Wi I burSm ith
WSA Project No.:
Groundwater Levels (feet)
Date Begun: 4/15/08
5 5 0 c^* E 5 101673 A.D.: N/A Date Completed: 4/15/08
Equipment: Method: Driller: 48 hr: 5 (ELEV Location: STA: 25+45 OFF: 5 ft L
CME 55 ATV Wash Bor Trigon Engineering Inc. 474.6 Boring drilled for proposed east abutment
WSA Representative: Hammer. Lab Testing: Cave Depth: of Apex Peakway Bridge over RR in
D. Rancman Manual Trigon Engineering Inc. (after drilling) wooded area.
E SOIL CLASSIFICATION L E SAM PLES PL (%) NM ((%)
LV%)
P
T AND REMARKS E
G L
E I
D
T N-COUNT
ro c ?
? FINES (%)
H E V E w c
SEE KEY SYMBOL SHEET FOR EXPLANATION N ?
? 0 SPT (bpo
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft) N
T E RQD
0 %o REC 10 20 30 40 50 60 70 80 90 100
Topsoil 480
Silty Sand (SM), tan and brown, loose, dry
- SS-1 5-6-2
4111
(N = 8)
--orangish, medium dense SS-2 6-9-15
(N = 24)

5 Sandy Clay (CL), orange-brown with white - 475 5
mottling, very stiff, moist to wet
SS-3
X
8-11-16
(N = 27)
Clayey Sand (SC), grey and tan/brown, medium
dense, moist to wet
SS-4
X
8-7-9
(N = 16)
10
10 470

SS-5
X 6-7-10
(N = 17)
15
15 465

SS-6

X 5-7-8
(N = 15)

O
20
20 460
Silty Sand (SM) with clay, brown, tan, and white,
dense to very dense, contains subrounded gravel,
moist
SS-7 11-13-23
(N = 36)
25
25 455

SS-8
29-47-55
(N = 102) i
A 11
Interpretations provided are based on the intervals sampled at 5neet 1 oT 2
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
?????? ENGINEERS
,
A0 Project Name: Apex PeakWay - Segment AP3 - BORING NO
EB2-B
U
Ik / FM
61 PLANNERS North Salem St. to Laura Duncan Rd .
S91¦// ECONOMISTS

WilburSmith
i
l) WSA Project No.: Groundwater Levels (feet) Date Begun: 4/15/08
S S 0 C i n t E
t
lil 101673 A.D.: N/A Date Completed: 4/15108
Equipment: Method: Driller: 48 hr: 5 (ELEV Location: STA: 25+45 OFF: 5 ft L
CME 55 ATV Wash Bor Trigon Engineering Inc. 474.6 Boring drilled for proposed east abutment
WSA Representative: Hammer: Lab Testing: Cave Depth: of Apex Peakway Bridge over RR in
D. Rancman Manual Trigon Engineering Inc. (after drilling) wooded area.
E SOIL CLASSIFICATION L E SAMPLES PL(%) NM (%) L4%)
P
T AND REMARKS E
G L
E I
D
T N-COUNT

m
CID e?

? FINES (%)
H
E
V
Y
-E
SEE KEY SYMBOL SHEET FOR EXPLANATION N N P ' °' • SPT (bpf)
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft) T E RQD
%o REC 10 20 30 40 50 60 70 80 90 100
30 Silty Sand (SM) with clay, brown, tan, and white, 450
dense to very dense, contains subrounded gravel,
moist (continued)
--black mottling
SS-9 50/5"
445
35 Weathered Sandstone and Fanglomerates, 35
sampled as poorly graded sand with silt, contains
quartz fragments
SS-10 50/3" 4 1
40 44
0 40
SS-11 50/2"
45 435
45
SS-12 REF
50 430
50
AU
Notes:
Difficult drilling at 40.0 feet. Auger Refusal at 53.0
feet.
55 425 55
60 49n
interpretations provlaea are oasea on the intervals sampled at Sheet 2 of 2
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
n."
E
¦? ??? Project Name: Apex Peakway - from North Salem
L
D BORING NO. HA-1
P
P-a?. aura
St. to
uncan Rd
WilburSr th WSA Project No.: Groundwater Levels (feet) Date Begun: 11/19/08
101673
A.D.: Dry Date Completed: 11/19/08
Equipment: Method: Driller: 24 Hours: N/A Location:STA: 11+50, Offset 0
Hand Auger Hand Auger Trigon Engineering Inc.
WSA Representative: Hammer: Lab Testing: Cave Depth:
J. Latham None Trigon Engineering Inc. (after drilling)
E SOIL CLASSIFICATION L E S AM PLES PL (°r°) NM (%) LL
P
T AND REMARKS E
G L
E I
T N-COUNT
o t" v 6?
? FINES (%)
H E V D
E Y y
SEE KEY SYMBOL SHEET FOR EXPLANATION N ^
? SPT (bpf)
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft) N
T E ROD
%o REC
10 20 30 40 50 60 70 80 90 100
0 Silty Sand (SM) dark brown, moist.
AU-1
Note: Hand Auger Boring was terminated at 3.5
feet. Bulk sample was obtained from 0-3.5 ft
5
5
1
10 0
15
15
20
20
25
25
vn
Interpretations provided are based on the intervals sampled at oneet i of i
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
..-?.
ng i.,' Project Name: Apex Peakw ay - from North Salem -2
BORING NO. HA
,
...&.? p:AM1,ERS
%UNDER Enlt omm5 St. to Laura Duncan Rd
WilburSmith WSA Project No.: Groundwater Levels (feet) Date Begun: 11/19/08
b , . * t 101673
A.D.: Dry Date Completed: 11/19/08
Equipment: Method: Driller: 24 Hours: N/A Location: STA: 36+50, Offset 0
Hand Auger Hand Auger Trigon Engineering Inc.
WSA Representative: Hammer: Lab Testing: Cave Depth:
J. Latham None Trigon Engineering Inc. (after drilling)
E SOIL CLASSIFICATION L E S AM PLES PL
(%) NM LLP)
T
T AND REMARKS E
(, L
E I
D
T N-COUNT
io to .
o
? FINES (/o)

H E V
Y
U
SEE KEY SYMBOL SHEET FOR EXPLANATION N ?
M 0 SPT (bpq
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft) N
T E ROD
/o REC
10 20 30 40 50 60 70 80 90 100
0 Silty Sand (SM) with gravel light brown, moist.
AU-1
Note: Hand Auger Boring was terminated at 3.5
feet. Bulk sample was obtained from 0-3.5 ft
5
5
10
10
15
15

20 20

25 25
?n
Interpretations provided are based on the intervals sampled at Sheet 1 of 1
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
Apex Peakway - from North Salem
152111 I
P;;^^E4 Project Name:
St
to Laura Duncan Rd BORING NO. HA-3
.
Wilbur Smith WSA Project No.: Groundwater Levels (feet) Date Begun: 11/19/08
101673 A.D.: D
Dry Date Completed: 11/19/08
Equipment: Method: Driller: 24 Hours: N/A Location: STA: 16+75 Offset: 45 ft L
Hand Auger Hand Auger Trigon Engineering Inc. Boring drilled in along Laura Duncan
WSA Representative: Hammer: Lab Testing: Cave Depth: Road for planned improvements
J. Latham None Trigon Engineering Inc. (after drilling)
E SOIL CLASSIFICATION L E S AM PLES PL
/ o) NM (?ra) L
°ro
L
>
P A ND REMARKS G E D T N
Ct
= 0 e
D
o ? FIN ES ( %)
H E V E Y o
SEE KEY SYMBOL SHEET FOR EXPLANATION N P • SP T (bp o
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft) N
T E ROD
0 oro REC 1 0 2 0 3 0 4 0 5 0 6 0 7 0 8 0 9 0 10 0
Clayey Sand (SC) with GravQlreddish yellow,
moist
AU-1
Note: Hand Auger Boring was terminated at 3.5
feet. Bulk sample was obtained from 0-3.5 ft
5
5
10 1
0
1 1
5 5
20
20
2
25
?n 5
Interpretations provided are based on the intervals sampled at Sheet 1 of 1
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
.?r...?. _ Project Name: Apex Peakway - from North Salem BORING NO
HA-4
?+¦¦¦+?¦ St. to Laura Duncan Rd .
WilburSmith WSA Project No.: Groundwater Levels (feet) Date Begun: 11/19/08
A * 101673
A.D.: Dry Date Completed: 11/19/08
Equipment: Method: Driller: 24 Hours: N/A Location:STA: 45+50 Offset: 0
Hand Auger Hand Auger Trigon Engineering Inc.
WSA Representative: Hammer: Lab Testing: Cave Depth:
J. Latham None Trigon Engineering Inc. (after drilling)
D SOIL CLASSIFICATION L E SAM PLES PL /.) NM LT)
P
T AND REMARKS E
G L
E I
D
T N-COUNT
o
? FINES (%)
H E V E Y y e a
SEE KEY SYMBOL SHEET FOR EXPLANATION N Cl)
, 0 SPT (bpf)
(ft) OF SYMBOLS AND ABBREVIATIONS BELOW. D (ft) N
T E R(0D

% REC

10 20 30 40 50 60 70 80 90 100
0 Silty Sand (SM) trace gravel, brown, moist
AU-1
Note: Hand Auger Boring was terminated at 3.5
feet. Bulk sample was obtained from 0-3.5 ft
5
5
10 10

15 1
5
20
20
25
25
30
Interpretations provided are based on the intervals sampled at Sheet 1 of 1
the time of drilling. Actual conditions between sampling
intervals may differ as a result of gradual or abrupt changes.
APPENDIX C
Summary of Laboratory Results
Trigon Engineering Laboratory Results
GeoTesting Express Laboratory Results
U
F
c?
?a
a?i E
Ip
ea ?
?a
a?
dp
t
F
G
11,
0
z
u
w
a
d
3
?
o

N 10 O 00 o, N O N N h a, O a,
,
,D C 00 h M N h 00 ,O ?o M V') 7 d' M M N

N
G
9
%
!
\ , ? M h N ? h ? N M , ? M , oC ? DD V1 N o0 , N

c ,

;p , O M O h M N ? ? h , ?n N , 00 O M V' N o0 00 ,

aN.. 9
? M M ? M N N M M M ? N N
7
C
y O ,D N O Ih vl M C 'IT 7 W1 DD N W) M 7 N h 7
o
U

e?
C7

O > N ,O O oC a, N O 00 d' , N , O N t- a, O m ,
y , 7 W ?/1 M N h 00 M v1 7 7 7 M M N
0. .
I
y
?>

h

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_

00

,

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h

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N

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f

i y ?
U ? O0 h a0 W V, M h D1 ? h h ? Vl ,O ,O ,O Vi V'1 M
° N h ° aD . M °
° 7 , ,O O , Vl h M Ic N W , 7
?. a T C, ° oo Q` C, C, oc O o0 o0 C, O C, D` 00
v?

a
v1
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00
01
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10
,D
°

00

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V'1

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41

DD

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N

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00
x a\ C, a C, C, o, 00 0, C,.
N oc , , N , ,p O N a` in i

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10 , M
C N M N N M M M M M M M

rn M 10 7 7 '

p o
??,,
y y O 7 O M h 7
Q Q,
0 M
? V' M
? N M
0 M ,O
, d' O
00 M
00
DO [?
H
Q C,
? .
O V1 ?
N
N 01
N N
M , O 0
N
M Vl
N 00
M ? 0
N M
N D
M N
M
M
N
N
N 1
2 ? O
U

G k Y M q' N 7 N v1 N vi M x M N "? ao 'q' et' ? N ? ,C Y N
c?o z m V: V7 Vl V] Vn V: CC ;n V% V: CA m C!J 07 cn V] V1 C] rA ck
C4
N Q"' O v1 O O O O O ° In O V1 O O ° ° O O O O O V1
a"
h
[? o
vi o
Vi
vi
1? o
n o
o0 °
M o o
Vl °
N
?/1
N
V .
Cn Q ,O 00 M 00 M M M M 6 ? O ? V N 00 ? M M M 00 -

r N
?
O
7 Q
G1
C1 Q m
M
N
.4 ,-• N M ? vl ,O ,O h h o0 00 N N N
n m ?" ,?

m z L
w
L
w
w
w
w
Q
z
a
? O o
?ao
Q 0>
u 0
N 0
4 O
?z
GOz o
w
W b?A ?
PARTICLE SIZE ANALYSIS OF SOIL: ASTM D 422, AASHTO T88
PROJECT NAME Ape, Peakway BORING #
PROJECT # 071.08-010 SAMPLE #
STATION #
OFFSET
CLASSIFICATION
BEAKER # E
HYDROMETER JAR # 18
PAN # C-23
WEIGHT OF TOTAL SAMPLE AIR DRIED: 158.5
WEIGHT OF AIR DRIED HYDRO.SAMPLE: 50.08
TOTAL SAMPLE OVEN DRIED: 158.50
HYDROMETER SAMPLE OVEN DRIED (W): 50.08
L-2 DATE
S-3
%NATURAL
6.0'-7.5' MOISTURE 24.44/
HYGROSCOPIC MOISTURE
TARE # J-7
A TARE WT. 9.66
B WET WT. + A 206.89
C DRY WT. + A 168.16
D WATER WT. (B-C) 38.73
E DRY WT. (C-A) 158.5
F % MOISTURE (DIE)"100 24.44%
% Passsing % Retained SAND
#1 #40 1 #200 #60 e COARSE o MEDIUM 0
100 81 62 28 28 72 62 0
TOTAL % OF SAMPLE 0% 190/0 19% 62%
GRADATION
SIEVE SIZE VMIOHT
RETAINED %PASSING
SPUTSAMPLE %PASSING
TOTALSAMPLE
1" 0 100.0%
314" 0 100.0%
112" 0 100.0%
318" 0 100.0%
#4 0 100.0%
#10 0.58 100.0% 99.6%
HYDROMETER SAMPLE
#20 1.65 96.7% 96.4/0
#40 9.45 81.1% 80.8%
#60 14.01 72.0% 71.8%
#100 16.85 66.4/0 66.1%
#200 18.80 62.5% 62.2%
#270
LIQUID LIMIT
TARE #
A TARE WT.
B WET WT. + A
C DRY WT.+A
D WATER WT. (B-C)
E DRY WT. (C-A)
F % MOISTURE (DIE)'100
N # BLOWS 21 FACTOR
G FACTOR'F
TARE #
A TARE WT.
B WET WT. + A
C DRY WT.+A
D WATER WT. (B-C)
E DRY WT. (C-A)
F % MOISTURE (DIE)'100
DEPTH
LIQUID
LIMIT

O
PLASTIC 0
LIMIT
PLASnc 0
INDEX
PARTICLE SIZE ANALYSIS OF SOIL: ASTM D 422, AASHTO T88
PROJECT NAME Apex Peakway BORING # L-3 DATE
PROJECT # 071-08-010 SAMPLE # S-4
% NATURAL
STATION # DEPTH 8.61-10.0' MOISTURE 21.01%
OFFSET
CLASSIFICATION
BEAKER # E
HYDROMETER JAR # 18
PAN # C-23
WEIGHT OF TOTAL SAMPLE AIR DRIED: 184.23
WEIGHT OF AIR DRIED HYDRO.SAMPLE; 50.09
TOTAL SAMPLE OVEN DRIED: 184.23
HYDROMETER SAMPLE OVEN DRIED (W); 50.09
HYGROSCOPIC MOISTURE
TARE # 26
A TARE WT. 9.81
B WET WT. + A 232.74
C DRY WT. + A 194.04
D WATER WT. (B-C) 38.70
E DRY WT. (C-A) 184.23
F % MOISTURE (DIE)*100 121.01%
% Passsing % Retalned SAND
#10 #40 1 #200 11166 % COARSE % MEDIUM 0 FINE 0 SILTICLAY
92 1
59 46 47 39 63 46 0
TOTAL % OF SAMPLE 6% 33% 13% 46%
GRADATION
SIEVESIZE WEIGHT
RETAINED %PASSING
SPUrr SAMPLE %PASSING
TOTALSAMPLE
1" 0 100.0%
3/4" 0 100.0%
1/2" 0 100.0%
3/8" 0 100.0%
#4 4.34 97.6%
#10 15.35 100.0% 91.7%
HYDROMETER SAMPLE
#20 9.82 80.4% 73.7%
#40 17.96 64.1% 58.8%
#60 21.06 58.0% 53.1%
#100 23.33 $3.4% 49.0%
#200 25.05 50.0% 45.8%
#270

- LIQUID LIM
TARE # 0-4
A TARE WT. 8.93
B WET WT. + A 23.29
C DRY WT. + A 18.64
D WATER WT. (B-C) 4.65
E DRY WT. (C-A) 9.71
F % MOISTURE (D!E)*100 47.9
N # BLOWS 28 FACTOR 1.014
G FACTOR * F 48.6

TARE # E1
A TARE WT. 6.36
B WET WT. + A 11.03
C DRY WT. + A 10.07
D WATER WT. (B-C) 0.96
E DRY T. (C-A) 3.71
F %MOISTURE (D1E)'100 25.9
ONE PONT LIQUID LIMIT
N FACTOR
20 0.974
21 0.979
22 0.985
23 0.990
24 0.995
25 1.000
26 1.005
27 1.009
28 1,014
29 1.018
30 1.022
LIQUID 49
LIMIT
PLASTIC 26
LIMIT
PLASTIC 23
INDEX
PARTICLE SIZE ANALYSIS OF SOIL: ASTM D 422, AASHTO T88
PROJECT NAME Apex Peakway BORING # L-4
PROJECT # 071-06-010 SAMPLE # S-2
STATION # DEPTH 3.5'-5.0'
OFFSET
CLASSIFICATION
BEAKER # E
HYDROMETER JAR # 18
PAN # C-23
WEIGHT OF TOTAL SAMPLE AIR DRIED: 151.48
WEIGHT OF AIR DRIED HYDRO.SAMPLE: 50.20
TOTAL SAMPLE OVEN DRIED: 151.48
HYDROMETER SAMPLE OVEN DRIED (W): 50.20
DATE
% NATURAL
MOISTURE 29.26%
FIV[;RC]SCAPIC MnISTLIRE
TARE # J-25
A TARE WT. 9,74
B WET WT. + A 205.55
C DRY WT. + A 161.22
D WATER WT. (B-C) 44.33
E DRY WT. (C-A) 151.48
F % MOISTURE (DIE)*100 29.2A'
% Passsing % Retained SAND
#10
97 87 80 16 12 84 80 0
TOTAL % OF SAMPLE 2% 10% 7% 80%
GRADATION
SIEVE SIZE WEIGNT
RETAINED %PASSIND
SPUTSAMPLE Y. PASSING
TOTALSAMPLE
0 100.0%
314" 0 100.0%
112" 0 100.0%
3/8" 0 100.0%
#4 1.32 99.1%
#10 4.71 100.0% 96.9%
HYDROMETER SAMPLE
#20 2.68 94.7% 91.7%
#40 5.25 89.5% 86.8%
#60 6.46 87.1% 84.4%
#100 7.79 84.5% 81.9%
#200 9.00 82.1% 79.5%
#270
LIQUID LIMIT
TARE #
A TARE WT.
B WET WT.+A
C DRY WT.+A
D WATER WT. (8-C)
E DRY WT. (C-A)
F %MOISTURE (DIE)`100
N # BLOWS 21 FACTOR
G FACTOR*F

TARE #
A TARE WT.
B WET WT.+A
C DRY WT. + A
D WATER WT. (B-C)
E DRY WT. (C-A)
F %MOISTURE (DIE)"100
LIQUID
LIMIT 0
PLASTIC 0
LIMIT
PLASTIC 0
INDEX
PARTICLE SIZE ANALYSIS OF SOIL: ASTM D 422, AASHTO T88
PROJECT NAME Apex Pegway BORING # L-5
PROJECT # 071-08-010 SAMPLE # S-4
STATION # DEPTH s.5'-10.0
OFFSET
CLASSIFICATION
BEAKER # E
HYDROMETER JAR # 18
PAN # C-23
WEIGHT OF TOTAL SAMPLE AIR DRIED: 176.82
WEIGHT OF AIR DRIED HYDRO.SAMPLE: 60.14
TOTAL SAMPLE OVEN DRIED: 176.82
HYDROMETER SAMPLE OVEN DRIED (W): 50.14
DATE
% NATURAL
MOISTURE 32.67%
HYGROSCOPIC MOISTURE
TARE # _ B-36
A TARE WT. 9.92
B WET WT. + A 244.50
C DRY WT. + A 186.74
D WATER WT. (B-C) 57.76
E DRY WT. (C-A) 176.82
F % MOISTURE (DIE)"100 32.67%
% Passsing % Retained SAND
#10 #40 #200 # 60 o COARNE IN, MEDIUM o
FINL SILTICLAY
100 83 58 28 28 72 58 0
TOTAL % OF SAMPLE 0% 17% 25% 58%
GRADATION
SIEVE SIZE WEIGHT
RETAINED %PASSING
BPLIT8AMPL£ %PASSING
TOTALSAMPLE
1" 0 100.0%
314" 0 100.0%
1l2" 0 100.0%
318" 0 100.0%
#4 0 100.0%
#10 0.03 100.0% 100.0%
HYDROMETER SAMPLE
#20 0.36 99.3% 99.30/6
#40 8.74 82.6% 82.6%
#60 13.97 72.1% 72.1%
#100 17.99 64.1% 64.1%
#200 21.24 57.6% 57.6%
#270
LIQUID LIMIT
TARE # 0-7
A TARE WT. 8.68
B WET WT. + A 22.33
C DRY WT. + A 17.63
D WATER WT. (B-C) 4.70
E DRY WT. (C-A) 8.95
F % MOISTURE (DIE)-1100 52.6
N # BLOWS 27 FACTOR 1,009
G FACTOR A F 53.0
TARE # T
A TARE WT. 6.36
B WET WT.+A 11.00
C DRY WT. + A 9.85
D WATER WT. (B-C) 1.15
E DRY WT. (C-A) 3.49
F % MOISTURE (DIE)"100 33.0
ONE PONT LIQUID LIMIT
N FACTOR
20 0.974
21 0.979
22 0.985
23 0.990
24 0.995
25 1.000
26 1.006
27 1.009
28 1.014
29 1.018
30 1.022
LIQUID 53
LIMIT
PLASTIC 33
LIMIT
PLASTIC 20
INDEX
PARTICLE SIZE ANALYSIS OF SOIL: ASTM 0 422, AASHTO T88
PROJECT NAME
PROJECT #
STATION #
OFFSET
CLASSIFICATION
Apex Peakway BORING #
071-064110 SAMPLE #
DEPTH
BEAKER # E
HYDROMETER JAR # 18
PAN # C-23
WEIGHT OF TOTAL SAMPLE AIR DRIED: 223.42
WEIGHT OF AIR DRIED HYDRO.SAMPLE: 50.09
TOTAL SAMPLE OVEN DRIED: 223.42
HYDROMETER SAMPLE OVEN DRIED (W): 50.09
L-6 DATE
S-2
% NATURAL
3.5'-6.0' VOISTUR9 19.44%
IdvnanscnFic MniRTURF
TARE # 510
A TARE WT. 9.96
B WET WT. + A 276.82
C DRY WT. + A 233.38
D WATER WT. (B-C) 43.44
E DRY WT. (C-A) 223.42
F % MOISTURE (DIE)*100 19.44%
Passsing % Retained SAND
#113 #40 1 0200 #60 0
88 55 39 51 39 49 39 0
S% 33% 16% 39%
TOTAL % OF SAMPLE
GRADATION
9fEVE SIB -IGI1T
RETAINED %PASSING
SPUTSAMPLE %PASSING
TOTALSAMPLE
0 100.0%
314" 0 100.0%
112" 0 100.0%
318" 9.35 95.8%
#4 15.44 93.1%
#10 27.62 100.0% 87.6%
HYDROMETER SAMPLE
#20 10.74 78.6% 68.8%
#40 18.69 62.7% 54.9%
#60 22.08 66.9% 49.0%
#100 2529 49.5% 43.4%
#200 27.73 44.6% 39.1%
F #270 LIQUID LIMIT

TARE #
A TARE WT.
B WET WT.+A
C DRY WT. + A
D WATER WT. (B-C)
E DRY WT. (C-A)
F % MOISTURE (DIE)*100
N # BLOWS 21 FACTOR
G FACTOR*F
TARE #
A TARE WT.
B WET WT. + A
C DRY WT.+A
D WATER WT. (B-C)
E DRY WT. (C-A)
F % MOISTURE (DIE)-100
LIQUID 0
LIMIT
PLASTIC 0
LIMIT
PLASTIC 0
INDEX
PARTICLE SIZE ANALYSIS OF SOIL: ASTM D 422, AASHTO T88
PROJECT NAME Apex Peakway BORING # L-6
PROJECT # 071-08.010 SAMPLE # S-5
STATION # DEPTH 13.5'-75.0'
OFFSET
CLASSIFICATION
BEAKER # E
HYDROMETER JAR # 18
PAN # C-23
WEIGHT OF TOTAL SAMPLE AIR DRIED: 244.56
WEIGHT OF AIR DRIED HYDRO.SAMPLE: 50.06
TOTAL SAMPLE OVEN DRIED: 244.56
HYDROMETER SAMPLE OVEN DRIED (W): 50.06
DATE
%NATURAL
MOISTURE 70.97%
HYGROSCOPIC MOISTURE
TARE # T-13
A _
TARE WT. 9.77
B WET WT. + A 281.01
C DRY WT. + A 254.33
D WATER WT. (B-C) 26.68
E DRY WT. (C-A) 244.56
F % MOISTURE (DIE)"100 10.91%
% Passsing % Retained SAND
#10 #40 1 #200 #60 % COARSE 0 MEDIUM I 'A FINE 0 ILTICLAY
91 39 22 67 58 33 22 0
TOTAL % OF SAMPLE 5% 52% 17% 22%
GRADATION
SIEVE SIZE WEIGHT
RETAINED %PASSING
BPLH'SAMPLE %PASSING
TOTALSAMPLE
1" 0 100.0%
314" 0 100.0%
112" 0 100.0%
318" 179 99.3%
#4 9.00 86.3%
#10 22.71 100.0% 90.7%
HYDROMETER SAMPLE
#20 18.27 63.5% 57.6%
#40 28.59 42.9% 38.9%
#60 32.02 36.0% 32.7%
#100 35.42 29.2% 26.5%
#200 38.12 23.9% 21.6%
#270
LIQUID LIMIT
TARE # 0-8
A TARE WT. 8.30
B WET WT. + A 24.02
C DRY WT. + A 20.34
D WATER WT. (B-C) 3.68
E DRY WT. (C-A) 12.04
F %MOISTURE (DIE)•100 30.6
N # BLOWS 27 FACTOR 1.009
G FACTOR * F 30.8

TARE # 2
A TARE WT. 5.81
B WET WT. + A 11.03
C DRY WT. + A 9.93
D WATER WT. (B-C) 1.10
E DRY WT. (C-A) 4.12
F % MOISTURE (DIE)*100 26.7
LIQUID 31
LIMIT
PLASTIC 27
LIMIT
PLASTIC 4
INDEX
PARTICLE SIZE ANALYSIS OF SOIL: ASTM D 422, AASHTO T88
PROJECT NAME Apex Peakway BORING #
PROJECT # 071.05.010 SAMPLE #
STATION #
OFFSET
CLASSIFICATION
BEAKER # E
HYDROMETER JAR # 18
PAN # C-23
WEIGHT OF TOTAL SAMPLE AIR DRIED: 165.46
WEIGHT OF AIR DRIED HYDRO.SAMPLE: 50.09
TOTAL SAMPLE OVEN DRIED: 165.46
HYDROMETER SAMPLE OVEN DRIED (W): 54.09
L-7 DATE
S-2
% NATURAL
3.5'-5.0' MOISTURE 28.35%
HYGROSCOPIC MOISTURE
TARE # T-7
A TARE WT. 9.59
B WET WT. + A 221.95
C DRY WT. + A 175.05
D WATER WT. (B-C) 46.90
E DRY WT. (C-A) 165.46
F % MOISTURE (DIE)•100 28.35%
% Passsing % Retained SAND
#1D #40 #200
1
0 #60 0 0
9
3 78 70 24 17 76 70 0
3% 15% 8% 70%
TOTAL %OF SAMPLE
GRADATION
SIEVE SQE WEIGHT
RETAINED %PASSING
SPUTSAMPLE %PAMMO
TOTALSAMPLE
1" 0 100.0%
314" 0 100.0%
112" 0 100.0%
318" 0 100.0%
#4 5.71 96.6%
#10 11.92 100.0% 92.8%
HYDROMETER SAMPLE
920 5.17 89.7% 83.2%
#40 8.22 83.6% 77.6%
#60 9.32 81.4% 75.5%
#100 10.69 78.7% 73.0%
#200 12.07 75.9% 70.4%
#270
LIQUID LIMIT
TARE #
A TARE WT.
B WET WT.+A
C DRY WT.+A
D WATER WT. (B-C)
E DRY WT. (C-A)
F % MOISTURE (DIE)•100
N # BLOWS 21 FACTOR
G FACTOR "F
TARE #
A TARE WT.
B WETWT.+A
C DRY WT. + A
D WATER WT. (B-C)
E DRY WT. (C-A)
F % MOISTURE (DIE)-100
DEPTH
LIQUID 0
LIMIT
PLASTIC 0
LIMIT
PLASTIC 0
INDEX
PARTICLE SIZE ANALYSIS OF SOIL: ASTM D 422, AASHTO T88
PROJECT NAME Apex Peakway BORING #
PROJECT # 071-08-010 SAMPLE #
STATION #
OFFSET
CLASSIFICATION
DEPTH
BEAKER # E
HYDROMETER JAR # 18
PAN # C-23
WEIGHT OF TOTAL SAMPLE AIR DRIED: 179.14
WEIGHT OF AIR DRIED HYDRO.SAMPLE: 50.05
TOTAL SAMPLE OVEN DRIED: 179.14
HYDROMETER SAMPLE OVEN DRIED (W): 50.05
L-7 DATE
s-5
% NATURAL
73.5'•15.0' MOISTURE 34.31%
HYGROSCOPIC MOISTURE
TARE # T-26
A TARE WT. 9.59
B WET WT. + A 250.19
C DRY WT. + A 188.73
D WATER WT. (B-C) 61.46
E DRY WT. (C-A) 179.14
F % MOISTURE (D1E)`100 34.31%
Passsing % Retained SAND
#10 #40 ° SILTICLAY
100 94 82 6 6 94 82 0
0% 6% 12% 82%
TOTAL %OF SAMPLE
GRADATION
SIEVE SIZE WEIGHT
RETAINED q PASSING
SPUTSAMPLE % PASSING
TOTALSAMPLE
1"' 0 100.0%
314" 0 100.0%
112" 0 100.0%
318" 0 100.0%
#4 0 100.0%
#10 0.03 100.0% 100.0%
HYDROMETER SAMPLE
#20 1.72 96.6% 96.5%
#40 2.77 94.5% 94.4%
#60 3.18 93.6% 93.6%
#100 4.42 91.2% 91.2%
#200 9.08 81.9% 81.8%
#270
LIQUID LIMIT
TARE # 88
A TARE WT. 9.02
B WET WT. + A 21.41
C DRY WT. + A 17.62
D WATER WT. (B-C) 3.79
E DRY WT. (C-A) 8.6
F % MOISTURE (D1E)'100 44.1
N # BLOWS 28 FACTOR 1.014
G FACTOR* F 44.7
TARE # P
A TARE WT. 6.06
B WET WT. + A 11.50
C DRY WT. + A 10.47
D WATER WT. (B-C) 1.03
E DRY WT. (C-A) 4.41
F % MOISTURE (D1E)'100 23.4
LIQUID
45
LIMIT
PLAsnC 23
LIMIT
PLASTIC 22
INDEX
PARTICLE SIZE ANALYSIS OF SOIL: ASTM D 422, AASHTO T88
PROJECT NAME Apex Peakway BORING # L-8 DATE
PROJECT # 071-08-010 SAMPLE # S-3
STATION #
OFFSET
CLASSIFICATION
BEAKER # E
HYDROMETER JAR # 18
PAN # C-23
WEIGHT OF TOTAL SAMPLE AIR DRIED: 185.41
WEIGHT OF AIR DRIED HYDRO.SAMPLE: 60.07
TOTAL SAMPLE OVEN DRIED: 185.41
HYDROMETER SAMPLE OVEN DRIED (W): 50.07
% NATURAL
DEPTH 6.04.5' MOISTURE 25.67%
HYGROSCOPIC MOISTURE
TARE # 6
A TARE WT. 9.72
B WET WT. + A 242.72
C DRY WT. + A 195.13
D WATER WT. (B-C) 47.59
E DRY WT. (C-A) 185.41
F % MOISTURE (DIE)*100 25.67%
%Passsing %Retained SAND
#10 #40 1 #2 #60 um I o a FINFE o
94 57 44 48 42 52 44 0
TOTAL % OF SAMPLE 4% 37%a 13% 44%
GRADATION
SIEVE SIZE WEIGHT
RETAINED %PASSING
SPLITSAMPLE %PASSING
TOTALSAMPLE
1" 0 100.0%
3/4" 0 100.0%
1/2" 0 100.0%
318" 2.71 98.5%
#4 3.68 98.0%
#10 10.89 100.0% 94.1%
HYDROMETER SAMPLE
#20 12.26 75.5% 71.1%
#40 19.87 60.3% 56.8%
#60 22.21 55.6% 52.4%a
#100 24.58 50.9% 47.9%
#200 26.63 46.8% 44.1%
#270
LIQUID LIMIT
TARE # 0-1
A TARE WT. 8.76
B WET WT. + A 22.00
C DRY WT. + A 17.63
D WATER WT. (B-C) 4.37
E DRY WT. (C-A) 8.87
F %MOISTURE (DIE)*100 49.3
N # BLOWS 27 FACTOR 1.009
G FACTOR" F 49.7
TARE # VX
A TARE WT. 5.09
B WET WT. + A 11.12
C DRY WT. + A 9.65
D WATER WT. (B-C) 1.47
E DRY WT. (C-A) 4.56
F %MOISTURE (DIE)*100 32.2
LIQUID 50
LIMIT
PLASTIC 32
LIMIT
PLASTIC 18
I N bEx
PARTICLE SIZE ANALYSIS OF SOIL: ASTM D 422, AASHTO T88
PROJECT NAME Apex Peakway BORING # L-10 DATE
PROJECT # 071-08.010 SAMPLE # S-3
% NATMAL
STATION # DEPTH 6.0'•7.5' MOISTURE 34.29%
OFFSET
CLASSIFICATION
BEAKER #
HYDROMETER JAR #
PAN #
E
18
C-23
WEIGHT OF TOTAL SAMPLE AIR DRIED: 160.05
WEIGHT OF AIR DRIED HYDRO.SAMPLE: 50.09
TOTAL SAMPLE OVEN DRIED: 160.05
HYDROMETER SAMPLE OVEN DRIED (W): 50.09
HYGROSCOPIC MOISTURE
TARE # AA
A TARE WT. 9.62
B WET WT. + A 224.55
C DRY WT. + A 169.67
D WATER WT. (B-C) 54,88
E DRY WT. (C-A) 160.05
F % MOISTURE (DIE)-100 34.29%
% Passsing
#10 1 % Retained
#60 SAND

COARSE -T-
M
FI
-

'
a EDIUM
a a
RE /c 511-11GLAY
86 71 62 32 18 68 62 0
TOTAL % OF SAMPLE 40/6 15% 9% 62%
GRADATION
SIEVE SIZE WEIGHT
RETAINED 4. PASSING
SPLITSAMPLE %PASSING
TOTALSAMPLE
0 100.0%
314" 0 100.0%
112" 8.01 95.0%
318" 12.35 92.3%
#4 16.25 89.8%
#10 22.33 100.0% 86.0%
HYDROMETER SAMPLE
#20 5.76 88.5% 76.2%
#40 9.03 82.0% 70.5%
#60 10.33 79.4% 68.3%
#100 12.05 75.9% 65.3%
#200 13.79 72.5% 62.4%
#270
LIQUID LIMIT
TARE #
A TARE WT.
B WET WT.+A
C DRY WT. + A
D WATER WT. (B-C)
E DRY WT. (C-A)
F % MOISTURE (D1E)'100
N # BLOWS 21 FACTOR
G FACTOR'F
TARE #
A TARE WT.
B WET WT. + A
C DRY WT. + A
D WATER WT. (B-C)
E DRY WT. (C-A)
F % MOISTURE (D/E)'100
ONE PONT LIQUID LIMIT
N FACTOR
20 0.974
21 0.979
22 0.985
23 0.990
24 0.99b
25 1.000
26 1.005
27 1,009
28 1.014
29 1.018
30 1.022
LIQUID
O
LIMIT
PLASTIC 0
LIMIT
PLASTIC 0
INDEX
PARTICLE SIZE ANALYSIS OF SOIL: ASTM D 422, AASHTO T88
PROJECT NAME Apex Peakway BORING #
PROJECT # 071-06-010 SAMPLE #
STATION #
OFFSET
CLASSIFICATION
BEAKER # E
HYDROMETER JAR # 18
PAN # C-23
WEIGHT OF TOTAL SAMPLE AIR DRIED: 222.32
WEIGHT OF AIR DRIED HYDRO.SAMPLE: 50.11
TOTAL SAMPLE OVEN DRIED: 222.32
HYDROMETER SAMPLE OVEN DRIED (W): 50.11
L-11 DATE
S-2
% NATURAL
8.5'•10.0' MOISTURE 19.19%
HYGROSCOPIC MOISTURE
TARE # ii
A TARE WT. 9.68
B WET WT. + A 274.60
C DRY WT. + A 232.00
D WATER WT. (B-C) 42.60
E DRY WT. (C-A) 222.32
F % MOISTURE (DIE)"100 19.16%
% Passsing % Retained SAND
0 1
#10 #200 #60 o COARSE a MEDIUM o FINE 0
1
90 78 65 25 16 75 65 0
TOTAL % OF SAMPLE 5% 12% 13% 65%
GRADATION
SIEVE SIZE WEIGHT
RETAINED %PASSING
9PUTSAMPLE %PASSING
TGTALSAMPLE
0 100.0%
314" 0 100.0%
1/2" 0 100.0%
3I8" 2.47 98.9%
#4 11.47 94.8%
#10 21.84 100.0% 90.2%
HYDROMETER SAMPLE
#20 3.63 92.8% 83.6%
#40 6.89 86.3% 77.8%
#60 8.68 82.7% 74.6%
#100 11.28 77.5% 69.9%
#200 14.00 72.1% 65.0%
#270
LIQUID LIMIT
TARE # O-3
A TARE WT. 8.56
B WET WT. + A 23.06
C DRY WT. + A 19.64
D WATER WT. (B-C) 3.42
E DRY WT. (C-A) 11.08
F %MOISTURE (DIE)•100 30.9
N # BLOWS 29 FACTOR 1.018
G FACTOR ` F 31.4

TARE # 6
A TARE WT. 5.74
B WET WT. + A 10.95
C DRY WT.+A 10.13
D WATER WT. (B-C) 0.82
E DRY WT. (C-A) 4.39
F %MOISTURE (DIE)*100 18.7
DEPTH
LIQUID 31
LIMIT
PLASTIC 19
LIMIT
PLASTIC 12
woex
PARTICLE SIZE ANALYSIS OF SOIL: ASTM D 422, AASHTO T88
PROJECT NAME Apex Peakway BORING # EB1-A DATE
PROJECT # 071-08-010 SAMPLE # S-8
% NATURAL
STATION # DEPTH 28.5'•30.0' MOISTURE 23.33%
OFFSET
CLASSIFICATION
BEAKER # E
HYDROMETER JAR # 18
PAN # C-23
WEIGHT OF TOTAL SAMPLE AIR DRIED: 203.97
WEIGHT OF AIR DRIED HYDRO.SAMPLE: 50.06
TOTAL SAMPLE OVEN DRIED: 203.97
HYDROMETER SAMPLE OVEN DRIED (W): 50.06
FIYGRnACnPIC MOISTURE TARE # 66

TARE WT. 9.53
WET WT. + A 261.08
DRY WT. + A 213.50
WATER WT. (B-C) 47.58
DRY WT. (C-A) 203.97
% MOISTURE (DIE)"100 23.33%
% Pausing % Retained SAND
#1 #40 0 0
85 57 39 50 34 50 39 0
TOTAL % OF SAMPLE 8% 28% 18% 39%
GRADATION
SIEVE SIZE WEIGHT
RETAINED %PASSING
SPUTSAMPLE %PASSING
TOTALSAMPLE
i" 0 100.0%
3/4" 0 100.0%
112" 7.34 96.4%
318" 7.34 96.4%
94 14.91 92.7%
#10 31.58 100.0% 84.5%
HYDROMETER SAMPLE
#20 9.21 81.6% 69.0%
#40 16.25 67.6% 57.1%
#60 20.32 59.4% 50.2%
#100 23.47 53.1% 44.9%
0200 27.20 45.7% 38.6%
#270
LIQUID LIMIT
TARE # 0-2
A TARE WT. 8.88
B WET WT. + A 23.02
C DRY WT. + A 19.24
D WATER WT. (B-C) 3.78
E DRY WT. (C-A) 10.36
F % MOISTURE (DIE)"100 36.5
N # BLOWS 28 FACTOR 1.014
G FACTOR* F 37.0
TARE # B
A TARE WT. 6.55
B WET WT. + A 11.00
C DRY WT. + A 9.89
D WATER WT. (B-C) 1.11
E DRY WT. (C-A) 3.34
F % MOISTURE (DIE)"100 33.2
LIQUID 37
LIMIT
PLASTIC 33
LIMIT
PLASTIC 4
INDEX
PARTICLE SIZE ANALYSIS OF SOIL: ASTM D 422, AASHTO TSB
PROJECT NAME Apex Peakway BORING # EB1-B
PROJECT # 071.08-010 SAMPLE # S-4
STATION # DEPTH
OFFSET
CLASSIFICATION
BEAKER # E
HYDROMETER JAR # 18
PAN # C-23
WEIGHT OF TOTAL SAMPLE AIR DRIED: 144.32
WEIGHT OF AIR DRIED HYDRO.SAMPLE: 50.07
TOTAL SAMPLE OVEN DRIED: 144.32
HYDROMETER SAMPLE OVEN DRIED (W): 50.07
DATE
%NATURAL
MOISTURE 36.610/
WVC.ROSCnPIC MOISTURE
TARE # J-26
A TARE WT. 9.80
B WET WT. + A 206.96
C DRY WT. + A 154.12
D WATER WT. (B-C) 52.84
E DRY WT. (C-A) 144.32
F % MOISTURE (DIE)*100 36.61%
% Posssing % Retained SAND
#10 #40 0 COARSE 0 MEDIUM 0 FINE 0 SILT/CLAY
1
87 67 61 38 25 62 51 0
TOTAL % OF SAMPLE 2% 20% 16%a 51%
GRADATION
SEEVE SIZE WEIGHT
RETAINED %PASSINo
SPLR SAMPLE %PASSING
TOTAL SAMPLE
0 100.0%
3I4" 0 100.0%
112" 9.60 93.3%
318" 14.08 90.2%
#4 15.47 89.3%
#10 19.13 100.0% 86.7%
HYDROMETER SAMPLE
#20 6.82 86.4% 74.9%
#40 11.45 77.1% 66.9%
#60 14.31 71.4% 62.0%
#100 17.43 65.2% 56.6%
#200 20.45 59.2% 51.3%
#270
LIMIT
LIOUID
TARE # 0.6
TARE WT. 8.86
EB WETWT,+A 23.10
DRY WT. + A 18.29
D WATER WT. (B-C) 4.81
E DRY WT. (C-A) 9.43
F % MOISTURE (DIE)*100 51.0
N # BLOWS 27 FACTOR 1.009
G FACTOR * F 51.5
TARE # 5
A TARE WT. 6.77
B WET WT. + A 11.00
C DRY WT. + A 9.90
D WATER WT. (B-C) 1.10
E DRY WT. (C-A) 3.13
F %D MOISTURE (DIE)"100 35.1
LIQUID 51
LIMIT
PLASTIC 35
LIMIT
PLASTIC 16
INDEX
PARTICLE SIZE ANALYSIS OF SOIL: ASTM D 422, AASHTO T88
PROJECT NAME Apex Peakway BORING #
PROJECT # 071-08-010 SAMPLE #
STATION # DEPTH
OFFSET
CLASSIFICATION
BEAKER #
HYDROMETER JAR #
PAN #
WEIGHT OF TOTAL SAMPLE AIR DRIED: 159.34
WEIGHT OF AIR DRIED HYDRO.SAMPLE: 50.15
TOTAL SAMPLE OVEN DRIED: 159.34
HYDROMETER SAMPLE OVEN DRIED (W): $0.15
B1-B DATE
S-o
% NATURAL
8.6'-10.0' MOISTURE 32.40%
HYGRnSCAPIC MOiSTI1RE
TARE # B-10
A TARE WT. 9.86
B WET WT. + A 220.82
C DRY WT. + A 169.20
D WATER WT. (B-C) 51.62
E DRY WT. (C-A) 159.34
F % MOISTURE (D!E)'100 32.40%
% Passsing % Retained SAND
#10 #40 1 #200 #60 0 COARSE °
93 60 42 46 39 54 42 0
TOTAL %OF SAMPLE 5% 33% 18% 42%
GRADATION
SIEVE SIZE WEIGHT
RETAINED %PASSING
SPLIT SAMPLE PASSING
TO%TALSAMPLE
0 100.0%
0 100.0%
E 0 100.0%
/8 0 100.0%
2.48 98.4%
#10 10.78 100.0% 93.2%
HYDROMETER SAMPLE
#20 9.46 81.1% 75.6%
940 17.75 64.6% 60.2%
#60 21.01 58.1% 54.2%
#100 24.13 51.9% 48.4%
#200 27.43 45.3% 42.2%
#270
LIQUID LIMIT
TARE # 0-5
A TARE WT. 8.84
B WET WT. + A 23.03
C DRY WT. + A 18,61
D WATER WT. (B-C) 4.42
E DRY WT. (C-A) 9.77
F % MOISTURE (D1E)'100 45.2
N # BLOWS 2B FACTOR 1.014
G FACTOR' F 45.9
TARE # B
A TARE WT. 6.57
B WET WT.+A 11.12
C DRY WT. + A 9.92
D WATER WT. (B-C) 1.20
E DRY WT. (C-A) 3.35
F % MOISTURE (DIE)"100 35.8
ONE PONT LIQUID LIMIT
N FACTOR
20 0.974
21 0.979
22 0.985
23 0.990
24 0.996
25 1.000
26 1.005
27 1.009
28 1.014
29 1.018
30 1.022
LIQUID 46
LIMIT
PLASTIC 36
LIMIT
PLASTIC 10
INDEX
PARTICLE SIZE ANALYSIS OF SOIL: ASTM D 422, AASHTO T88
PROJECT NAME Apex Peakway BORING #
PROJECT # 071.08-010
STATION #
OFFSET
CLASSIFICATION
BEAKER # E
HYDROMETER JAR # 18
PAN # C-23
SAMPLE #
DEPTH
WEIGHT OF TOTAL SAMPLE AIR DRIED: 194.76
WEIGHT OF AIR DRIED HYDRO.SAMPLE: 50.12
TOTAL SAMPLE OVEN DRIED: 194.76
HYDROMETER SAMPLE OVEN DRIED (W): 50.12
81-B
S-5
'13.5'-15.01
DATE
% NATURAL
MOLITURE 37.97%
HYGROSCOPIC MOISTURE
TARE # C
A TARE WT. 9.82
B WET WT. + A 278.53
C DRY WT. + A 204.58
D WATER WT. (B-C) 73.95
E DRY WT. (C-A) 194.76
F % MOISTURE (DIE)"100 37.970/D
% Passsing % Retained SAND
#10 #40 1 #200 0 COARSE 1 " MEDIUM FINE ° 5ILTICLAY
96 62 47 42 39 58 47 0
3% 34% 15% 47%
TOTAL % OF SAMPLE
GRADATION
SIEVE WE WEI-T
RETAINED YPASSING
SPUTSAMPLE -PASSING
TOTALSAMPLE
0 100.0%
314" 0 100.0%
112" 0 100.0%
318" 0 100.0%
#4 1.12 99.4%
#10 7.01 100.0% 96.4%
HYDROMETER SAMPLE
#20 9.18 81.7% 78.7%
#40 17.63 64.8% 62.5%
#60 20.17 59.8% 57.6%
#100 22.96 54.2% 52.2%
#200 25.86 48.4% 46.7%
#270 LIQUID LIMIT

TARE #
A TARE WT.
B WET WT.+A
C DRY WT.+A
D WATER WT. (B-C)
E DRY WT. (C-A)
F % MOISTURE (DIE)"100
N # BLOWS 21 FACTOR
G FACTOR"F
TARE #
A TARE WT.
B WET WT.+A
C DRY WT.+A
D WATER WT. (B-C)
E DRY WT. (C-A)
F %MOISTURE (D/E)•100
LIQUID 0
LIMIT
PLASTIC 0
UMIT
PLASTIC 0
INDEX
PARTICLE SIZE ANALYSIS OF SOIL: ASTM D 422, AASHTO T88
PROJECT NAME Apex Peakway BORING #
PROJECT # 071-08-010 SAMPLE #
STATION # DEPTH
OFFSET
CLASSIFICATION
BEAKER # E
HYDROMETER JAR # 18
PAN # C-23
WEIGHT OF TOTAL SAMPLE AIR DRIED: 181.6
WEIGHT OF AIR DRIED HYDRO.SAMPLE: 0.09

TOTAL SAMPLE OVEN DRIED: ;181.60
HYDROMETER SAMPLE OVEN DRIED (W): 0.09
EB2-A DATE
S-2
% NATURAL
3.5'-5.0' MOISTURE 28.32%
HYGROSCOPIC MOISTURE
TARE # B-16
A TARE WT. 9.78
B WET WT. + A 242.81
C DRY WT. + A 191.38
D WATER WT. (B-C) 51.43
E DRY WT. (C-A) 181.6
F % MOISTURE (D(E)"100 28.32%
% Passsing % Retained SAND
#10 #40 1 0200 #60 % COARSE 0 MEDIUM 6 FINE SILTICLAY
92 60 49 44 37 56 49 0
TOTAL % OF SAMPLE 4% 326/6 11% 49%
GRADATION
SIEVE 612E WEIGHT
RETAINED %PASSING
SPUTSAMPLE %PASSING
TGTALSAMPLE
1" 0 100.0%
314" 0 100.0%
112" 515 96.8%
318" 5.75 96.8%
#4 7.45 95.9%
#10 13.75 100.0% 92.4%
HYDROMETER SAMPLE
#20 9.57 80.9% 74.8%
#40 17.34 65.4% 60.4%
#60 19.82 60.4% 55.9%
0100 22.01 56.1% 51.8%
#200 23.67 52.7% 48.8%
#270
LIMIT
LIOUID
TARE # A-1
A TARE WT. 9.58 ONE PONT LIQUID LIMIT
B + A
WET WT 25
40 N FACTOR
. . 20 0.974
C + A
DRY WT 19
78 21 0.979
. . 22 0.985
D B-C)
WATER WT 5
62 23 0.990
. ( . 24 0.995
E DRY WT
C
A 10
2 25 1.000
. (
-
) . 26 1.005
F %MOISTURE (D(E)*100 55
1 27 1.009
. 28 1.014
N # BLOWS 21 FACTOR 0
979 29 1.018
. 30 1.022
G FACTOR • F 53.9
'? -
TARE # K
A TARE WT. 5.86
B WET WT. + A 11.00
C DRY WT. + A
9.78 LIQUID
LIMIT 54
D WATER WT. (B-C) 1.22 PLASnc
LIMIT 31
E DRY WT
(C-A) 3
92
. .

F
"/a MOISTURE (DIE)-100
31.1 PLASTIC
INDEX 23
PARTICLE SIZE ANALYSIS OF SOIL: ASTM D 422, AASHTO T88
PROJECT NAME Apex Peakway BORING # EB2-A DATE
PROJECT # 071.08-010 SAMPLE # SS-5
% NATURAL
STATION # DEPTH 13.5'-15.0' MOISTURE 28.14%
OFFSET
CLASSIFICATION
BEAKER # E
HYDROMETER JAR # 18
PAN # C-23
WEIGHT OF TOTAL SAMPLE AIR DRIED: 196
WEIGHT OF AIR DRIED HYDRO.SAMPLE: 60.07
TOTAL SAMPLE OVEN DRIED: 196.00
HYDROMETER SAMPLE OVEN DRIED (W): 50.07
HYGRASCOPIC MOISTURE
TARE # 24
A TARE WT. 9.49
B WET WT. + A 260.65
C DRY WT. + A 205.49
D WATER WT. (B-C) 55.16
E DRY WT. (C-A) 196
F 1%MOISTURE (DIE)*100 28.14%
% Passsing % Retained SAND
#10 #40 1 #200 1 #60 o COARSE t % MEDIUM e FINE SILTIGLAY
98 50 30 57 55 43 30 0
2% 38% 20% 30%
TOTAL % OF SAMPLE
GRADATION
SIEVE SZE WEIGHT
RETAINED %PASSING
SPUTSAMPLE %PASSWG
TOTALSAMPLE
0 100.0%
314" 0 100.0%
112" 0 100.0%
3l8' 0 100.0%
#4 0.50 99.7%
#10 3.74 100.0% 98.1%
HYDROMETER SAMPLE
#20 13.48 73.1% 71.7%
#40 24.30 51.5% 50.6%
#60 28.01 44.1% 43.2%
#100 31.81 36.50/a 35.8%
#200 34.98 30.1% 29.6%
0270
LIQUID LIMIT
TARE # O-5
A TARE WT. 8.83
B WET WT. + A 21.05
C DRY WT. + A 17.36
D WATER WT. (B-C) 3.69
E DRY WT. (C-A) 8.53
F % MOISTURE (DIE)-100 43.3
N # BLOWS 21 FACTOR 0.979
G FACTOR * F 42.4

TARE # B-1
A TARE T. 6.68
B WET WT. + A 11.00
C DRY WT. + A 9.92
D WATER WT. (B-C) 1.08
E DRY WT. (C-A) 3.24
F %MOISTURE (DIE)*100 33.3
LIQUID 42
LIMIT
PLASTIC 33
LIMIT
PLASTIC 9
INDEX
PARTICLE SIZE ANALYSIS OF SOIL: ASTM 0 422, AASHTO T88
PROJECT NAME
PROJECT #
STATION #
OFFSET
CLASSIFICATION
Apex Peakway BORING #
071-08-010 SAMPLE #
DEPTH
BEAKER # E
HYDROMETER JAR # 18
PAN # C-23
WEIGHT OF TOTAL SAMPLE AIR DRIED: 190.55
WEIGHT OF AIR DRIED HYDRO.SAMPLE: 50.10
TOTAL SAMPLE OVEN DRIED: 190.55
HYDROMETER SAMPLE OVEN DRIED (W): 50.10
EB2-B DATE
S-6
% NATURAL
18.5'-20.0' MOOTURE 25.73%
HYGROSCOPIC MOISTURE
TARE # C-26
A TARE WT. 9.85
B WET WT. + A 249.43
C DRY WT. + A 200.40
D WATER WT. (B-C) 49.03
E DRY WT. (C-A) 190.55
F % MOISTURE (DIP) 100 25.73%
% Passsing % Retained SAND
#10 0 #200 111 so e COARSE a MEDIUM a FINE o
85 57 39 48 33 52 39 0
TOTAL % OF SAMPLE 7% 28% 18% 39%
GRADATION
SIEVESIZE WEIGHT
RETAINED %PASSING
SPLITSAMPLE %PASSING
TOTALSAMPLE
0 100.0%
314" 0 100.0%
112" 8.84 95.4%
318" 8.84 95.4%
#4 14.95 92.2%
#10 28.64 100.0% 85.0%
HYDROMETER SAMPLE
#20 10.80 78.4% 66.7%
#40 16.76 66.5% 56.5%
#60 19.73 60.6% 51.5%
#100 23.59 52.9% 45.0%
#200 27.29 45.5% 38.7%
#270
LIOUID LIMIT
TARE # A
A TARE WT. 6.45
B WET WT. + A 18.00
C DRY WT. + A 14.56
D WATER WT. (B-C) 3.44
E DRY WT. (C-A) 8.11
F %MOISTURE(D1E)*100 42.4
N # BLOWS 21 FACTOR 0.979
G FACTOR * F 41.5
TARE # A-1
A TARE WT. 4.92
B WET WT. + A 10.13
C DRYWT.+A 8.73
D WATER WT. (B-C) 1.40
E DRY WT. (C-A) 3.81
F %MOISTURE (DIE)*100 36.7
ONE PONT LIQUID LIMIT
N FACTOR
20 0.974
21 0.979
22 0.985
23 0.990
24 0.995
25 1.000
26 1.005
27 1.009
28 1.014
29 1.018
30 1.022
LIQUID 42
LIMIT
PLASTIC
37
LIMIT
PLASTIC 5
INDEX
PARTICLE SIZE ANALYSIS OF SOIL: ASTM D 422, AASHTO T88
PROJECT NAME Apex Peakway BORING # LC-2 DATE
PROJECT # 071-os-olo SAMPLE # S-2
% NATURAL
STATION # DEPTH MOISTURE 11.94%
OFFSET
CLASSIFICATION
BEAKER #
HYDROMETER JAR #
PAN #
E
18
el "13
WEIGHT OF TOTAL SAMPLE AIR DRIED: 343.73
WEIGHT OF AIR DRIED HYDRO.SAMPLE: 50.10
TOTAL SAMPLE OVEN DRIED: 343.73
HYDROMETER SAMPLE OVEN DRIED (W): 50.10
WV[7RnCCnPIC MnIRTLIRE
TARE # C-23
A TARE WT. 9.87
B WET WT. + A 394.63
C DRY WT. + A 353.60
D WATER WT. (B-C) 41.03
E DRY WT. (C-A) 343

F
1% MOISTURE (DIE)*100 9%
Ill.
% Passsing % Retained SAND
#40
#10 0 0
1
54 33 21 71 25 29 21 0
TOTAL % OF SAMPLE 4%0 21%D 12%D 21%D
GRADATION
SIEVE BRE WEIGHT
RETAINED %PASSI NG
SPLITSAMPLE %PASSING
TOTALSAMPLE
82.80 75.9%D
314" 135.02 60.7%
112" 137.74 59.9%
318" 139.63 59.4%
#4 145.12 57.8%
010 157.33 100.0%D 54.2%D
HYDROMETER SAMPLE
#20 11.41 77.2% 41.9%
#40 19.65 60.8%D 33.0%
#60 2336 53.4% 28.9%
#100 27.56 45.0% 24.4%
#200 30.85 38.4%D 20.8%D
#270
LIQUID LIMIT...
TARE #
A TARE WT.
B WET WT.+A
C DRY WT.+A
D WATER WT. (B-C)
E DRY WT. (C-A)
F %MOISTURE (DIE)*100
N # BLOWS 21 FACTOR
G :FACTOR *F
TARE #
A TARE WT.
B WET WT. + A
C DRY WT.+A
D WATER WT. (B-C)
E DRY WT. (C-A)
F % MOISTURE (DIE)*100
LIQUID
O
LIMIT
PLASTIC
LIMIT
PLAsne 0
INDEX
135
130 Sample Project Location: Number: L-1
125
120
77-
115
U 110
0
0 105
100 ?Tt F
95
90
85
80
0 5 10 15 20 25 30 35 40
Moisture Content- Percent of Dry Weight
MOISTURE-DENSITY RELATIONSHIP - -
TRIGON ENGINEERING CONSULTANTS, INC.
Greensboro, NC

_
t Date: 5-4-08
Project Number: 071-08-010
Project Name: Apex Peakway-Segment AP3

I I
?
l
i(
I
i I North Carolina
I
j -
Material Description:

?
r __ Method of Test: ASTM D698 Method A
- ;- -
Z - i ? - ?- - -
? - f- Maximum Dry Density: 118.9 PCF

?-.
__._
1
_
I
-- ;
-- - !--
-
-
----
- Opt. Moisture Content: 13.0
? ? Nat. Moisture Content: 15.0
%
i
Atterburg Limits: LL PL PI

_
- A I CURVES OF 100% SATURATION FOR -
SPECIFIC GRAVITY EQUAL TO:

i 2.6 0
i i i I I I I I ? ? ?; fi

2 .80

L __
I I I
I I ;I ? I I C I
{
I I I I

I_.
, I

-

REPORT OF CALIFORNIA BEARING RATIO TEST
Job Name: Apex Peakway- Segment A113
Job Number: 071-08-010 Boring Number: L-1
1. Method of Preparation: ASTM D 1883 cry 950,6 of Standard Proctor MDD
2. Description of Sample:
3. Dry Density Before Soaking:
4. Swell: 0.81°b
5. Dry Density After Soaking:
6. Moisture Content:
Before Soaking:
After Soaking:
7. Bearing Ratio @ 0.1 inch (92 psf Surcharge):
160
140
120
100
Q
13,
C go
R
d
m 60
40
20
0
14.0%
6.0
0.00 0.10 0.20 0.30 0.40 0.50
Penetration (inches)
Date: 5/13/2008
Sample Type: Bulk
Sample Depth: 1.0-5.0 Feet
1132
112.3 p/
13.0%
0.60
8/14/1997
Job #: 071-08-010
Project: Apex Peakwav- Segment AP3
Boring: l,1
Depth: 1.0-5.0 Feet
Load Bearing Load Bearing
Bottom Bottom Top Top
Penetration M (psi) Penetration M (psi)
0.000 0 0.0 0.000 0 0.0
0.023 201 67.0 0.019 19 6.3
0.054 366 122.0 0.040 50 16.7
0.073 507 169.0 0.063 96 32.0
0.104 603 201.0 0.086 131 43.7
0.126 697 232.3 0.105 156 52.0
0.151 766 255.3 0.129 184 61.3
0.177 837 279.0 0.153 211 70.3
0.202 889 296.3 0.178 235 78.3
0.301 1051 350.3 0.276 317 105.7
0.402 11.75 391.7 0.382 383 127.7
0.504 1281 427.0 0.488 428 142.7
135
130 Project
%
%
120
115
U 110
105
14
100
95
ILI
90
85 IN i
80
0 5 10 15 20 25 30 35 40
Moisture Content- Percent of Dry Weight
MOISTURE-DENSITY RELATIONSHIP
TRIGON ENGINEERING CONSULTANTS, INC.
-r rQ01V
Greensboro, NC
I - - { - - Date: 5-4-08
Project Number 071-08-010
Project Name: Apex Peakway-Segment AP3
Location: North Carolina

- - = 1 -
-
- ?
r -?-
Number. L-8
Sample

I
? I
---_
1

1
-- ? _.Y
-

1
I Material Description:
I I I I :
_L _? Method of Test: ASTM D698 Method A
2 PCF
105
i
? ? .
ty:
Maximum Dry Dens
- - -
- - - Opt. Moisture Content: 19.7
Nat. Moisture Content: 18.4
I I _
Atterburg Limits: LL PL PI

{ - ?
t
-- j -I-- - CURVES OF 100% SATURATION FOR '
SPECIFIC GRAVITY EQUAL TO:
-

I

I
I
,

?

i
2.6 0

I

I

I
j- - { = I ? - - - -{-- - - - - 2.70
, I--'
i - - { I - I ! -- - 2.80

:
-
r I

i
{ I
- ? I I I
I

:

REPORT OF CALIFORNIA BEARING RATIO TEST
Job Name: Apex Peakway- Segment AP3
Job Number: 071-08-010 Boring Number: L-8
160
140
120
^ 100
U)
c 80
m
M 60
40
20
0
Date: 5/13/2008
Sample Type: Bulk
Sample Depth: 5.0-10.0 Feet
1. Method of Preparation: ASTM D 1883 rr: 95%'0 of Standard Proctor MDD
2. Description of Sample:
3. Dry Density Before Soaking: 100.3 pcf
4. Swell: 0.65%
5. Dry Density After Soaking: 99.6 pcf
6. Moisture Content:
Before Soaking: 19.7%
After Soaking: 20.6%
7. Bearing Ratio @ 0.1 inch (92 psf Surcharge): 5.8
I
0.00 0.10 0.20 0.30 0.40 0.50 0.60
I
Penetration (inches)
8/14/1997
Job 4: 071-08-010
Project: Apex Peakway- Segment AP3
Boring: 1-8
Depth: 5.0-10.0 Feet
Load Bearing Load Bearing
Bottom Bottom Top Top
Penetration W (psi) Penetration M (psi)
0.000 0 0.0 0.000 0 0.0
0.024 84 28.0 0.019 19 6.3
0.053 162 54.0 0.040 50 16.7
0.074 238 79.3 0.063 96 32.0
0.102 291 97.0 0.086 131 43.7
0.126 340 113.3 0.105 156 52.0
0.152 376 125.3 0.129 184 61.3
0.176 416 138.7 0.153 211 70.3
0.203 442 147.3 0.178 235 78.3
0.302 544 181.3 0.276 317 105.7
0.403 626 208.7 0.382 383 127.7
0.505 696 232.0 0.488 428 142.7
135
130
125
120
115
C) 110
A
c
0 105
100
95
90
85
80
0
I

"

'

- -

_-

j
Date: 5-4-08

Project Number. 071-08-010
L Project Name: Apex Peakway-Segment AP3
Project Location: North Carolina
1 -- ? 1
- Sample Number: L-14
- - - ; -
L
L Material Description:

-
-
-
- -

-

-

-

-
-
- -
-'- --
- I- t Method of Test: ASTM D698 Method A
Maximum Dry Density: 100.6 PCF
Moisture Content: 21.0%
Opt
- -- - -
i -
;
? -?
T
--1 - -
- - h .
Nat. Moisture Content: 28.3%
Atterburg Limits: LL PL PI

_
-
- L
-
-
-
-- 1
-
- -
_ -_
_
-_l
} 1 I CURVES OF 100% SATURATION FOR
SPECIFIC GRAVITY EQUAL TO: r
-
?
2.6 0
(
-
-
-
--
-- - 2.70 I
L
- - - - - - 280 I- -
? _
- -a - --I- - -- - -- -
-
-
i
- I

- ? -? ? _ I I C I -_ I
I I ?
1 1

- ' - _
_ r -- 1 - - r - r-- - -- - j --
I

i II
L
4
1 1
5 10 15 20 25
Moisture Content- Percent of Dry Weight
MOISTURE-DENSITY RELATIONSHIP
TRIGON ENGINEERING CONSULTANTS, INC.
Greensboro, NC
30 35 40
REPORT OF CALIFORNIA BEARING RATIO TEST
Job Name: Apex Peakway- Segment AP3
Job Number: 071-08-010 Boring Number: L-14
Date: 5/1312008
Sample Type: Bulk
Sample Depth: 4.0-8.0 Feet
1. Method of Preparation: ASTM D 1883 rci; 100% of Standard Proctor MDD

2. Description of Sample:

3. Dry Density Before Soaking: 95.1 pcf
4. Swell: 0.81%
5. Dry Density After Soaking: 94.3 pcf
6. Moisture Content:
Before Soaking: 21.0%
After Soaking:
o
22.1%
7. Bearing Ratio @ 0.1 inch (92 psf Surcharge): 5.7

160
i

i
- - -
120 - --
100 -- - -
N
Q
r..
i
rn
•? 80
II

d I

,
i i
40

0
0.00
0.10 0.20 0.30 0.40 0.50
Penetration (inches)
0-60
8/14/1997
Job #: 071-08-010
Project: Apex Peak-w3y- Segment A ll-)
Boring: L-14
Depth: 4.0-8.0 Feet
Load Bearing Load Bearing
Bottom Bottom Top Top
Penetration W) (psi) Penetration W) (psi)
0.000 0 0.0 0.000 0 0.0
0.024 113 37.7 0.019 19 6.3
0.054 235 78.3 0.040 50 16.7
0.073 317 105.7 0.063 96 32.0
0.104 394 131.3 0.086 131 43.7
0.125 446 148.7 0.105 156 52.0
0.151 496 165.3 0.129 184 61.3
0.177 532 177.3 0.153 211 70.3
0.201 565 188.3 0.178 235 78.3
0.301 668 222.7 0.276 317 105.7
0.402 742 247.3 0.382 383 127.7
0.503 807 269.0 0.488 428 142.7
135
130
125
120
i-rT
115
a 110
Z
N
0
0 105
__ \\\T!
100
95
90
85
80
0 5 10 15 20 25 30 35 40
Moisture Content- Percent of Dry Weight
MOISTURE-DENSITY RELATIONSHIP r
TRIGON ENGINEERING CONSULTANTS, INC. N
TR
Greensboro, NC

-
; _'

I
- - Date: 5-4-OS

1
; Project Number: 071-08-010
Project Name: Apex Peakway-Segment AP3
Sample Number: Y5-3

Material Description:

I -(
ASTM D698 Method A
Method of Test:
' I -
i-
? ' _-. - j-- Maxim Opt. Maximum Dry Density: 105.6 PCF
Moisture Content: 18.4

-- --
? - ?
- -
?
-
Nat. Moisture Content: 19.4

__
II
, Atterburg Limits: LL PL PI

-?
'
? + -
- - - CURVES OF 100% SATURATION FOR
SPECIFIC GRAVITY EQUAL TO i
I
i

I I
r I ?
?

{
_

1
I
-
I
-
12.6
'
0
--'
II
1
-i-
--i--
T
?
{
-
I

I

i
?T

;

1
I
_
1

? ? I
i ? I, ? I I I
REPORT OF CALIFORNIA BEARING RATIO TEST
Job Name: Apex Peakway- Segment AP3
Job Number: 071-08-010 Boring Number: Y5-3
2. Description of Sample:
3. Dry Density Before Soaking: 100.5 pcf
1. Method of Preparation: ASTM D 1883 ?% 951/0 of Standard Proctor MDD
4. Swell: 0.41%
160
I
140
120
100
N
Q
c 80
.R
CD
m 60
40
I
20
i
0
After Soaking:
7. Bearing Ratio @ 0.1 inch (92 psf Surcharge):
5. Dry Density After Soaking: 99.8 pcf
6. Moisture Content:
Before Soaking: 18.4%
5.9
i
i

'I I
i

i
0.00 0.10 0.20 0.30 0.40
Penetration (inches)
6/14/1997
Date: 5/13/2008
Sample "type: Bulk
Sample Depth: 1.0-5.0 Feet
19.2%
0.50
0.60
Job #: 071-08-010
Project: Apes Peakway - Segment A P3
Boring: YS-3
Depth: 1.0-5.0 Feet
Load Bearing Load Bearing
Bottom Bottom Top Top
Penetration W (psi) Penetration W (psi)
0.000 0 0.0 0.000 0 0.0
0.024 156 52.0 0.019 19 6.3
0.053 274 91.3 0.040 50 16.7
0.074 371 123.7 0.063 96 32.0
0.102 433 144.3 0.086 131 43.7
0.126 490 163.3 0.105 156 52.0
0.152 530 176.7 0.129 184 61.3
0.177 569 189.7 0.153 211 70.3
0202 601 200.3 0.178 235 78.3
0.301 706 235.3 0.276 317 105.7
0.402 792 264.0 0.382 383 127.7
0.503 864 288.0 0.488 428 142.7
RESEARCh & ANALyTICA1
LAbORATORIESF INC.
Analytical/Process Consultations
May 13, 2008
Trigon Engineering
313 Gallimore Dairy Road
Greensboro, NC 27409
Attention: Paul Weaver
?fpf t! l t ysee
°C NC #34 z t "
Project Name: Apex Peakway Project Number: 071-08-010
L-7 S-2
1 Miscellaneous 3.5'-5.0'
Parameters Unit Results
Total Organic Content % 8.01
Sample Number: 616161
Sample Collected Date: 04/30/08
Sample Collected Time (Hrs): ----
< = Less than or below Detection Limit
mg/kg = milligrams per kilogram =parts per million
% = Percent
NR = Not Requested
eOTl-stin
express
a subsidiary of Geocomp Corporation
Client: Wilbur Smith Associates
Project: Apex Peakway - Segment AP3
Location: Project No: GTX-8698
Boring ID: --- Sample Type: --- Tested By: ap
Sample ID:--- Test Date: 12/09/08 Checked By: jdt
Depth : --- Sample Id: ---
Moisture Content of Soil - ASTM D 2216-05
Boring ID Sample, ID Depth Description Moisture
Contents/o
--- HA-1 0.5-3.0 ft Moist, dark brown silty sand 10.4
--- HA-2 0.5-3.0 ft Moist, light brown silty sand with
gravel 8.5
--- HA-3 0.5-3.0 ft Moist, reddish yellow clayey sand 19.2
--- HA-4 0.5-3.0 ft Moist, brown silty sand 10
Notes: Temperature of Drying : 1100 Celsius
prir.[ed 12/9/2008 11:21:1e PM
Client: Wilbur Smith Associates
Project: Apex Peakway - Segment AP3
Location: Project No: GTX-8698
Boring ID: --- Sample Type: bucket Tested By: ap
Sample ID:HA-1 Test Date: 12/01/08 Checked By: jdt
Depth : 0.5-3.0 ft Test Id: 142736
Test Comment: ---
Sample Description: Moist, dark brown silty sand
Sample Comment: ---
1
C
lL
c
U
a
Particle Size Analysis - ASTM D 422-63 (reapproved 2002)
c - c in o 0
C Ln ? In M ? 74 N V ID - N
00 N -4 -10 00 34z ilz # 4# 44z #
i i 1 1 I I I I I
1 I I I 1 I ? i I I I I
1 I I 1 I d I 1 I I I 1
90 ,
l I I I I I 1 t I I I 1
I 1 1 I I I I 1 1 I I I 1
t I 1 1 I I 1 I 1 1 I I I
80-
'I 1 1 I I I I
( I I I I I 1 I ? i I I I 1
1 I I I I I I 1 - I I I 1 1
1 t 1
70--
i I I I I I 1 I 1 I I 1 I
I 1 I I I I 1 1 I 1 I 1
1 I I I I I I I 1 I I 1
60--
1 I I I I I 1 I I I I I I
I I I I I I f I 1 I I I I
1 1 I I I I 1 I 1 I 1 I
,
50
I I I I I I I I t I I I I
I 1 I I I I I I I I 1 1 I
i I I I I I I I 1 I I , I.
40
1 I I I I I I I i 1 I I 1
I I I I I I I I I I I 1 I
30
1 I I I I I 1 I I I I i
I I I I I I I 1 1 I I I
I I I I I I I I ? 1 I I 1 1
20
I I 1 I I I I 1 1 I I 1 I
I 1 I I I i I i I 1 I I 1
1 I I I I I 1 I 1 1 I i I
10
I I 1 I I I I 1 I I I I I
1 I 1 I 1 I I I 1 I I I I
I I I I i l I I 1 I I I 1
0
%Cobble %Gravel %Sand %Silt &Clay Size
- 8.7 63.7
1000 100 10 1 0.1 0.01 0.001
Grain Size (mm)
Sieve Name - Sieve Size,
mm Percent Finer Spec. Percent complies
2 in 50.00 100
1.5 in 37.50 99
1 in 25.00 99
0.75 in 19.00 98
0.5 in 12.50 96
0.375 in 9.50 95
#4 4.75 91
#10 2.00 89
#20 0.85 79
#40 0.42 64
#60 0.25 51
#100 0.15 39
#200 0.075 28
printed 12/5/2008 10:59:47 AM
27.6
Coefficients
D85 =1.4385 mm D30 =0.0873 mm
D6o =0.3633 mm D1s =N/A
Dso =0.2428 mm D1o =N/A
Cu =N/A Cc =N/A
Classification
ASTM Silty sand (SM)
AASHTO Silty Gravel and Sand (A-2-4 (0))
Sample/Test Des
Sand/Gravel Particle Shape : F
Sand/Gravel Hardness : HARD
IGeoTestin
express
a subsidiary of Geocomp Corporation
Client: Wilbur Smith Associates
Project: Apex Peakway - Segment AP3
Location: Project No: GTX-8698
Boring ID: --- Sample Type: bucket Tested By: ap
Sample ID:HA-1 Test Date: 12/01/08 Checked By: jdt
Depth : 0.5-3.0 ft Test Id: 142732
Test Comment: ---
Sample Description: Moist, dark brown silty sand
Sample Comment: ---
Atterberg Limits - ASTM D 4318-05
Sample Determined to be non-plastic
Symbol Sample ID Boring Depth Natural Liquid Plastic 'Plasticity Liquidity - Sol[ ClassMcation
Moisture . Limit Limit Index Index
Content, %
HA-1 --- 0.5-3.0 10 n/a n/a n/a n/a Silty sand (SM)

ft
36% Retained on #40 Sieve
Dry Strength: HIGH
Dilentancy: RAPID
Toughness: n/a
The sample was determined to be Non-Plastic
GeoTesting
express
a subsidiary of Geocomp Corporation
Client: Wilbur Smith Associates
Project: Apex Peakway - Segment AP3
Location: Project No: GTX-8698
Boring ID: --- Sample Type: bucket Tested By: ap
Sample ID:HA-2 Test Date: 12/01/08 Checked By: n/a
Depth : 0.5-3.0 ft Test Id: 142737
Test Comment: ---
Sample Description: Moist, light brown silty sand with gravel
Sample Comment: ---
Particle Size Analysis - ASTM D 422-63 (reapproved 2002)
C
C -
_^ O O
Ln 1" In M ?. O O O tu0 O O
1-1 N
-I N
C
C
LLL
C
a?
2
!
a
N .-1 r-1 O O O # # # # # # #
00
I , I I I I I 1 I 1 '
I 1 I I I I I I I I _ 1
1 1 I I I I I I I I 1 I
90 I ,
i I i I I '1 I 1 1 I I 1 1
I I I I 1 -1 1 I 1 1 1 I
1 I I I I -I I I 1 1 I
80
' I 1 I 1 I 'I I 1 I I i I
1 I I 1 1 I I I ? I I I I I
I I 1 1 I I 1 I I I I I
70 I 1
I 1 I I I I I I I I I I I
I I 1 I I I t I 1 1 I 1 I
1 I I I I I I I 1 I I I I
60 1 I
I I I I I I I I - 1 I I 1
I 1 I I 1 1 I 1 I I I I 1
I I I I I I I I I I 1 I 1
50
1 1 I t 1 1 I 1 I I I 1
I I I 1 l I I I I I I 1 I
1 I I I , 1 I I I I i ? 1
40 1
1 I I 1 1 I ? I I I I I
1 I I 1 1 l 1 i , I 1 I 1
30
? I 1 I t I 1 1 , 1 I 1 ?
1 1 I I I 1 1 I I 1 I 1
I , I I I I I 1 I 1 I I I
20
i! I ? 11 I I I I I I I
I 1 1 I I 1 I I I I I I I
i I 1 I I I I 1 1 I I I I
10
1 I i i I I I i 1 I I I I
I I , 1 , l I I I I I 1 I
I I I I 1 I I i I I I I 1
n
1000 100 10 1 0.1 0.01
Grain Size (mm)
0.001
%Cobble %Gravel %Sand %Silt &Clay Size
- 15.7 57.9 26.4
I
Sieve Name Steve Size,
mm Percent Finer Spec. Percent Complies
2 in 50.00 100
1.5 in 37.50 100
1 in 25.00 99
0.75 In 19.00 97
0.5 in 12.50 93
0.375 in 9.50 90
#4 4.75 84
#10 2.00 82
#20 0.85 73
#40 0.42 58-
#60 0.25 46
#100 0.15 37
#200 0.075 26
I
Coefficients
D8s =5.1242 mm D30 =0.0953 mm
D60 =0.4586 mm D15 =N/A
D5o =0.2922 mm D1o =N/A
Cu =N/A Cc =N/A
Classification
ASTM Silty sand with gravel (SM)
AASHTO Silty Gravel and Sand (A-2-4 (0))
_Sample/Test Description
Sand/Gravel Particle Shape : ROUNDED
Sand/Gravel Hardness : HARD
printed 12/5/2008 11=13 AM
GeoTesting
express
a subsidiary of Geocomp Corporation
Client: Wilbur Smith Associates
Project: Apex Peakway - Segment AP3
Location: Project No: GTX-8698
Boring ID: --- Sample Type: bucket Tested By: ap
Sample ID:HA-2 Test Date: 12/01/08 Checked By: jdt
Depth : 0.5-3.0 ft Test Id: 142733
Test Comment: ---
Sample Description: Moist, light brown silty sand with gravel
Sample Comment: ---
Atterberg Limits - ASTM D 4318-05
Sample Determined to be non-plastic
Symbol Sample ID Boring Depth= Natural Liquid Plastic Plasticity Liquidity Soli Classification
Moisture Limit Limit Index Index
Content,%
HA-2 --- 0.5-3.0 9 n/a n/a n/a n/a Silty sand with gravel (SM)

ft
42% Retained on #40 Sieve
Dry Strength: MEDIUM
Dilentancy: RAPID
Toughness: n/a
The sample was determined to be Non-Plastic
DoT std
express
a subsidiary of Geocomp Corporation
Client: Wilbur Smith Associates
Project: Apex Peakway - Segment AP3
Location: Project No: GTX-8698
Boring ID: --- Sample Type: bucket Tested By: saa
Sample IDNA-2 Test Date: 12/01/08 Checked By: jdt
Depth : 0.5-3.0 ft Test Id: 142740
Test Comment: ---
Sample Description: Moist, light brown silty sand with gravel
Sample Comment: ---
Compaction Report - AASHTO T 99 l

135
r
,
zero air
voids line
130
,
4-
125

c
O 0 ,
120 corrected

O `
O ,
,
115 uncgrrected
,

110
0 5 10 15 20 2 5
Water Content, %

Data Points Point i Point 2 Point 3 Point 4 Point 5
Dry density, pcf 115.1 117.6 121.0 118.2 114.4
Moisture Content, % 4.8 6.7 10.1 12.2 14.1
Method : A
Preparation : WET
As received Moisture
Rammer : Manual
Zero voids line based on assumed specific gravity of 2.65
Maximum Dry Density= 121.0 pcf
Optimum Moisture= 10.0%
Oversize Correction (15.7% > #4 Sieve)
Corrected Maximum Dry Density= 126.0 pcf
Corrected Optimum Moisture= 8.0%
Assumed Average Bulk Specific Gravity = 2.55
printed 12/9/2008 11:23:17 AM
eoTesting
express
a subsidiary of Geocomp Corporati n CALIFORNIA BEARING RATIO TEST REPORT - ASTM D 1883
o
500
400
300
N
Q
N
W
a'
200
100
I ? , 1
1 , I I I
I , I I I
1 I ? , I
? , I I I
I , I , I
? , I I I
? I 1 , I
------------------------ ; ----- ------------------;------- r---
--
? , I I I
? , I I I
? , I I I
I , ? I I
I , I ? I
1 , I , 1
I , I I I
I , I I I
------------'----------- ----- - '--------------------'--
---- -----
I
1 , I I I
? I I I
1 ? I I I
1 I I ? I
1 , I I I
I I I ? I
I I 1 ? I
? I 1 ? I
? ? 1 I I
1 , I 1 I
1 I I I I
1 I I 1 I
I ? 1 1 I
I I I
I , I 1 I
? , I 1 I
1 , I I I
I , I I I
_ _ _ _ _ _ _ _ _ _ _ I _ _ _ _ L _ _ _ _ _ _ _ _ _ _ _ _'_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _I _ _ _ _ _ _ _ _
I ? I ? I
I I I I I
I I I I I
1 I 1 1 I
I I I 1 1
I I 1 ? I
I I I , I
I I I ? I
I ? I 1 I
I , I I I
I , I ? I
0.0 0.2 0.4 0.6 0.8 1.0 1.2
PENETRATION, in
Sample Height: 4.58 in California Bearing Ratio
Sample Area: 28.274 1nA2 at 0.1 in: 14 at 0.3 in: 13 at 0.5 in: 16
Sample Volume: 0.07494 ftA3 at 0.2 in: 13 at 0.4 in: 15
Sample Mass: 4628.4 gm
Sample Condition: Soaked Water Content Before Top Average
Swell: 0.00 % Tare ID 118 bacto 62444
Surcharge: 4536 gm Tare Mass, gm 8.2 8.19 8.05
Void Ratio: 0.31 Mass Tare + Wet Soil, gm 177.47 186.67 274.23
Wet Unit Weight: 136.16 pcf Mass Tare + Dry Soil, gm 164.95 167.02 250.8
Dry Unit Weight: 126.09 pcf Water Content, % 7.99 12.37 9.65
Project: Apex Peakway Location: Segment AP3 Project No.: GTX-8698
Boring No.: --- Tested By: saa Checked By: jdt
Sample No.: HA-2 Test Date: 12/04/08 Depth: 0.5-3.0 ft.
Test No.: CBR-1 Sample Type: remolded Elevation: ---
Description: Moist, light brown silty sand with gravel
Remarks: Target Compaction: 100% of maximum dry density (126.0 pcf) at optimum moisture content (8.0%).

Tue, 09-DEC-2008 11:44:21
Gee i
express
a subsidiary of Geocomp Corporation
Client: Wilbur Smith Associates
Project: Apex Peakway - Segment AP3
Location: Project No: GTX-8698
Boring ID: --- Sample Type: bucket Tested By: ap
Sample ID:HA-3 Test Date: 12/01/08 Checked By: jdt
Depth : 0.5-3.0 ft Test Id: 142738
Test Comment: ---
Sample Description: Moist, reddish yellow clayey sand
Sample Comment: ---
Particle Size Analysis - ASTM D 422-63 (reapproved 2002)
C - C Ln O O
C Ln G? Ln IN rt' N Ip O. N
100
90
80
70
60
C_
LL
50
2
a
40
30
20
10
0
N i-I ri O O O -11. -R9 4:1; 7l. 14: q?: itz
I I I I 1 I 1 ,
1 I I I 1 1 I I - I I 1 1 1
I I I I 1 1 i , I 1 1 - 1
I I I I I I I , 1 1 1 1
1 I I I I i I , 1 I 1 1
I I 1 I I 1 I I 1 1 1 1 1
1 I 1 1 I. 1 .1 "1 I .1. I
1 1 I I I 1 I 1 1 1 1 1
1 1 1 1 1 I I I ? 1 1 1 1 1
I I I I 1 I I I I 1 1 1 1
' I i I 1 1 1- - I I I ? - 1 1 I
I I I 1 1 1 I t I 1 1 1
I ( I t 1 1 I 1 ? I 1 1 I ? 1
1 1 I 1 I 'i I I I 1 I I I
11 I f 1 I I I - f ' I I 1
1 I 1 1 1 I I I I I I I
I I 1 1 1 I I I I I I 1 I
I I I 1 I I I I I I I I
I I I I I I I r I I 1 1
1 I 1 I iI I I I I , 1
1 I I I 1 I 1 I ? I 1 I I
. 1 I I I 1 1 I I I I I 1 I
I I I I 1 1 I I I 1 1 I I
I I I I I 1 I I ? I I I I I
1 I I I I l I I 1 I 1 I I
1 I ? I I i I 1 I 1 1 1 I
I 1 I I I i I I I 1 1 I I
. I I I I I I I I 1 1 1 I I
I 1 I 1 I 1 I I l 1 1 I 1 -
_ I ! I I I I I I 1 1 I I I
I I I 1 11 I I I 1 1 1
I I 1 1 I 1 I I 1 1 1 I I
I 1 1 1 I I I I I 1 I 1 I
I I I 1 1I I I I i 1 I I
1 1 11 1 I I I 1 1 I I 1
t I I I I 1 I I I 1 I 1 I
I I 1 1 1 I I 1 , I I I I
1000 100 10 1 0.1 0.01 0.001
Grain Size (mm)
%Cobble %Gravel %Sand %Sif &Clay Size
- 8.2 46.6 45.2
I
Sieve Name Sieve Size,
mm Percent Finer Spec. Percent Compiles
tin 50.00 100
1.5 In 37.50 99
1 in 25.00 98
0.75 in 19.00 98
0.5 in 12.50 98
0.375 in 9.50 98
#4 4.75 92
#10 2.00 87
#20 0.85 78
#40 0.42 67
#60 0.25 59
#100 0.15 52
#200 0.075 45
Coefficients
D85 =1.6362 mm D30 =N/A
D6o =0.2656 mm D15 =N/A
D50 =0.1195 mm Dlo =N/A
Cu =N/A Cc =N/A
Classification
ASTM Clayey sand (SC)
AASHTO Clayey Soils (A-7-6 (8))
Sample/Test Des
Sand/Gravel Particle Shape : F
Sand/Gravel Hardness : HARD
printed 12/5/200811:00:30 AM
GeoTestiri
express
a subsidiary of Geocomp Corporation
Client: Wilbur Smith Associates
Project: Apex Peakway - Segment AP3
Location: Project No: GTX-8698
Boring ID: --- Sample Type: bucket Tested By: ap
Sample ID:HA-3 Test Date: 11/25/08 Checked By: jdt
Depth : 0.5-3.0 ft Test Id: 142734
Test Comment: ---
Sample Description: Moist, reddish yellow clayey sand
Sample Comment: ---
Atterberg Limits - ASTM D 4318-05
Plasticity Chart
60
50
40
X
a?
a
E:
30
N
f0
d
20
10
0
0
..... ...... ...... ...... ...... .?? ... ....... .... ......
: "U:Line
' i6e
..... ...... .. ...... ..... ............
CH qr OH :
...............-...... ...... .,...... ........ .................................
.........!. ... ..... ....:. ....... .. ... ?........
?C'L or OL
.... ....... ?....... ... ..... ...... ......H ar flH.. .
G--KAI : - ML or• OL
10 20 30 40 50 60 70 80 90 100
Liquid Unit
Symbol Sample ID Boring - Depth =Natural Liquid Plastic Plasticity Liquidity - Soil Classification
Moisture Limit Limit Index Index
Content,%
HA-3 --- 0.5-3.0 19 48 25 23 0 Clayey sand (SC)

ft
Sample Prepared using the WET method
33% Retained on #40 Sieve
Dry Strength: VERY HIGH
Dilentancy: SLOW
Toughness: LOW
GeoTesting
express
a subsidiary of Geocomp Corporation
Client: Wilbur Smith Associates
Project: Apex Peakway - Segment AP3
Location: Project No: GTX-8698
Boring ID: --- Sample Type: bucket Tested By: saa
Sample ID:HA-3 Test Date: 12/01/08 Checked By: jdt
Depth : 0.5-3.0 ft Test Id: 142741
Test Comment: ---
Sample Description: Moist, reddish yellow clayey sand
Sample Comment: ---
Compaction Report - AASHTO T 99
115
110
UU
CL 105

C
0
?. I
100
95

,
Cy, . ,
I
corrected
-p ,? zero air
voids line
uncorrected
•
O ?

90+-
5
10 15 20 25 30
Water Content, %
Data Points Point 1 Point 2 Point 3 Point 4 Point 5
Dry density, pcf 95.7 100.8 104.8 104.3 98.7
Moisture Content, % 12.6 14.5 17.7 20.4 23.2
Method : A
Preparation : WET
As received Moisture
Rammer : Manual
Zero voids line based on assumed specific gravity of 2.65
Maximum Dry Density=
Optimum Moisture=
Oversize Correction
Corrected Maximum Dry Density=
Corrected Optimum Moisture=
Assumed Average Bulk Specific Gravity =
105.0 pcf
19.0%
(8.3% > #4 Sieve)
108.0 pcf
17.5%
2.55
printed 12/9/2008 11:23:31 AM.
eoTesting
express ASTM D 1883
asubsidiary of Geocomp Corporation CALIFORNIA BEARING RATIO TEST REPORT -
250
200
150
0-
vi
U)
w
100
50
-----------
------------ '-------------------------'------------ +------------ '------------
-----------
------
- _ _ _ _ _ _ _ _ ------------ L ------------ -_ _ _ _ _ _ _ _ _ _ _ 1 ------------ -_ _ _ _ _ _ _ _ _ _
---
0.0 0.2 0.4 0.6 0.8 1.0 1.2
PENETRATION, in
Sample Height: 4.58 in California Bearing Ratio
Sample Area: 28.274 inA2 at 0.1 in: 10 at 0.3 in: 9 at 0.5 in: 8
Sample Volume: 0.07494 ftA3 at 0.2 in: 10 at 0.4 in: 8
Sample Mass: 4309.9 gm
Sample Condition: Soaked Water Content Before Top Average
Swell: 0.37 % Tare ID mistake rosis paver
Surcharge: 4536 gm Tare Mass, gm 8 8.06 7.97
Void Ratio: 0.53 Mass Tare + Wet Soil, gm 171.2 216.36 279.95
Wet Unit Weight: 126.79 pcf Mass Tare + Dry Soil, gm 146.8 174.68 236.12
Dry Unit Weight: 107.83 pcf Water Content, % 17.58 25.02 19.21
Project: Apex Peakway Location: Segment AP3 Project No.: GTX-8698
Boring No.: --- Tested By: saa Checked By: jdt
Sample No.: HA-3 Test Date: 12/05/08 Depth: 0.5-3.0 ft.
Test No.: CBR-2 Sample Type: remolded Elevation: ---
Description: Moist, reddish yellow clayey sand
Remarks: Target Compaction: 100% of maximum dry density (108.0 pcf) at optimum moisture content (17.5%).

Tue, 09-DEC-2008 11:47:02
GeoTesting
express
a subsidiary of Geocomp Corporation
Client: Wilbur Smith Associates
Project: Apex Peakway - Segment AP3
Location: Project No: GTX-8698
Boring ID: --- Sample Type: bucket Tested By: ap
Sample ID:HA-4 Test Date: 12/02/08 Checked By: jdt
Depth : 0.5-3.0 ft Test Id: 142739
Test Comment: ---
Sample Description: Moist, brown silty sand
Sample Comment: ---
Particle Size Analysis - ASTM D 422-63 (reapproved 2002)
r_ r-
in = I" O o
C in S r? Ln M O O O? O O
1
N
C
LL
c
U
N
a
)0
I
I 1
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1
1

ao I I I 1
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I I

I

30 I I I I
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1
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70 1 I 1 I I 1
, 1
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I

50 I I I I
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50 I i I 1

1 I 1 1 1 -1

I 1 I

I
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1 i I I I I
1 1 I
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I

30 I I 1 I I I I

I I 1 I
I I I I 1 l
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I
70 1
1 I 1 I
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I
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I i I i I 1
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i I I , 1
1 I I 1 1
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I I I I i
1 1 1 ! I
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1000 100 10 1 0.1 0.01 0.001
Grain Size (mm)
%Cobble %Gravel %Sand %Silt &Clay Size
- 8.2 61.2 30.6
I
Sieve Name Sieve Size,
mm Percent Finer Spec. Percent Complies
2 in 50.00 100
1.5 in 37.50 99
1 in 25.00 97
0.75 in 19.00 96
0.5 in 12.50 95
0.3751n 9.50 94
#4 4.75 92
#10 2.00 90
#20 0.85 79
#40 0.42 62
#60 0.25 49
#100 0.15 39
#200 0.075 31
printed 12/5/200811:00:45 AM
I
Coefficients
D85 =1.3911 mm D3o =N/A
D60 =0.3892 mm D15 =N/A
D50 =0.2588 mm Dio =N/A
Cu =N/A Cc =N/A
Classification
ASTM Silty sand (SM)
AASHTO Silty Gravel and Sand (A-2-4 (0))
Gaeoes1
express
a subsidiary of Geocomp Corporation
Client: Wilbur Smith Associates
Project: Apex Peakway - Segment AP3
Location: Project No: GTX-8698
Boring ID: --- Sample Type: bucket Tested By: ap
Sample ID:HA-4 Test Date: 12/01/08 Checked By: jdt
Depth : 0.5-3.0 ft Test Id: 142735
Test Comment: ---
Sample Description: Moist, brown silty sand
Sample Comment: ---
Atterberg Limits - ASTM D 4318-05
Sample Determined to be non-plastic
Symbol Sample ID Boring Depth Natural Liquid Plastic Plasticity Liquidity Soil Class119catlon
Moisture Limit Limit Index Index
Content,%
HA-4 --- 0.5-3.0
ft 10 n/a n/a n/a n/a Silty sand (SM)

38% Retained on #40 Sieve
Dry Strength: HIGH
Dilentancy: RAPID
Toughness: n/a
The sample was determined to be Non-Plastic
nHMP.d 1
Aft
4A StA
express
a subsidiary of Geocomp corporation
Client: Wilbur Smith Associates
Project: Apex Peakway - Segment AP3
Location: Project No: GTX-8698
Boring ID: --- Sample Type: bucket Tested By: saa
Sample ID:HA-4 Test Date: 12/01/08 Checked By: jdt
Depth : 0.5-3.0 ft Test Id: 142742
Test Comment: ---
Sample Description: Moist, brown silty sand
Sample Comment: ---
Compaction Report - AASHTO T 99
13
130
u-
fl 125
C
U1
0
0 120
115
\
,
zero air
voids line
,
,
C?
0
\
0 c0frected
O ,
\
uncorrected
p \
,
,
\
\
\
,
\
0 5 10 15 20 25
Water Content, %
110
Data Points Point i Point 2 Point 3 Point 4 Point 5'
Dry density, pcf 119.8 121.6 123.5 120.1 117.5
Moisture Content, % 6.3 8.2 9.5 11.7 13.4
Method : A
Preparation : WET
As received Moisture
Rammer : Manual
Zero voids line based on assumed specific gravity of 2.65
Maximum Dry Density= 123.5 pcf
Optimum Moisture= 9.5%
Oversize Correction (8.2% > #4 Sieve)
Corrected Maximum Dry Density= 126.0 pcf
Corrected Optimum Moisture= 9.0%
Assumed Average Bulk Specific Gravity = 2.55
printed 12/9/2008 11:23:42 AM
GeeTesting
express
a subsidiary of Geocomp Corporation CALIFORNIA BEARING RATIO TEST REPORT - ASTM D 1883
1000
800
600
n
a
N
U)
W
D!
400
200
I , I , I
1 I I 1 I
1
I
1 ? I ? I
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1 , I , I
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I , I , I
1 , I , I
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I , I , I
1 I I
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I , 1 , I
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1 , I , I
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- - - - -I- - - - - - - - _ - - - 7 - - - - - - - - - - -1- - - - - - - - - - - - j - - - - - - - - - - - - t - - - - - - - - - - - -
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_ _ _ _ _ _ _ _ _ _ _ - _ _ _?_ _ _ _ _ _ _ - _ _ _ _ 1 _ _ _ _ _ _ _ _ _ - _ -'- _ _ _ _ _ _
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0.0 0.2 0.4 0.6 0.8 1.0 1.2
PENETRATION, in
Sample Height: 4.58 in California Bearing Ratio
Sample Area: 28.274 inA2 at 0.1 in: 12 at 0.3 in: 16 at 0.5 in: 19
Sample Volume: 0.07494 ftA3 at 0.2 in: 15 at 0.4 in: 17
Sample Mass: 4666.3 gm
Sample Condition: Soaked Water Content Before Top Average
Swell: 1.86 % Tare ID hichory 3230 tired
Surcharge: 4536 gm Tare Mass, gm 8.25 8.12 8.3
Void Ratio: 0.32 Mass Tare + Wet Soil, gm 207.94 218.39 319.98
Wet Unit Weight: 137.28 pcf Mass Tare + Dry Soil, gm 191.04 197.37 292.04
Dry Unit Weight: 125.66 pcf Water Content, % 9.25 11.11 9.85
Project: Apex Peakway Location: Segment AP3 Project No.: GTX-8698
Boring No.: --- Tested By: saa Checked By: jdt
Sample No.: HA-4 Test Date: 12/05/08 Depth: 0.5-3.0 ft.
Test No.: CBR-3 Sample Type: remolded Elevation: ---
Description: Moist, brown silty sand
Remarks: Target Compaction: 100% of maximum dry density (126.0 pcf) at optimum moisture content (9.0%).

Tue, 09-DEC-2008 12:05:58
GeoTesting
express
a subsidiary of Geocomp Corporation
Client:
Project Name:
Project Location:
GTX #: Wilbur Smith Associates Test Date: 12/10/09
Apex Peakway - Segment AP3 Tested By., njh
North Carolina Checked By: jdt
8698
Boring ID: ---
Sample 1D: HA-1
Depth, ft. 0.5-3.0 ft.
Soil Description: Moist, dark brown silty sand
Sample Preparation: Target Compaction: 118.9 pcf at 13.0% moisture content
Material Type: Type 2
Test No.: RM 1
Test Comments: Comments: Proctor values provided by client.
Resilient Modulus of Subgrade Soil by AASHTO T 307
Test Information:
Preconditioning-Greater than 5% perm. strain? (Y=yes or N=no) Y
Testing-greater than 5% perm. Strain? (Y=yes or N=no) Y
Testing-Number of Load Sequences Completed (0-15) 15
Specimen Information:
Diameter @ top of compacted specimen (in.) 4.01
Diameter @ middle of compacted specimen (in.) 4.01
Diameter @ bottom of compacted specimen (in.) 4.01
Average Diameter of specimen (in.) 4.01
Membrane Thickness {1} (in.) 0.01
Membrane Thickness t21 (in.) 0
Net Diameter (in.) 4.00
Height of Specimen, Cap and Base, (in.) 10.3
Height Cap and Base, (in.) 2.3
Initial Length of Specimen, Lo, (in.) 8.00
Initial Area Cross Section of Specimen, Ao, (in Z) 12.54
Initial Volume of Specimen, (Ao)(Lo), (in) 100.4
Soil Specimen Weight ---
Initial Weight of Container and Wet Soil, (grams) ---
Final Weight of Container and Wet Soil, (grams) ---
Weight of Wet Soil Used (grams) 3546.0
Soil Properties:
In Situ Moisture Content(Nuclear), % N/A
In Situ Wet Density (Nuclear), (pcf) N/A
Specific Gravity ---
Liquid Limit NP
Plastic Limit NP
Plasticity Index NP
Test Specimen Properties:
Compaction Moisture Content, % 13.7
Moisture Content after Resilent Modulus Testing, p/o 11.9
Compaction Dry Density rd, pcf 118.4
Permanent Strain, % 8.4
Quick Shear Test N/A
Stress-Strain Plot Attached (Y=yes, N=rlo) NO
Triaxial Shear Maximum Strength (Max Load/X-Section Area), psi N/A
Specimen Fail During Triaxial Shear? (Y=yes, N=no) N/A
Page 1 of 4
GeoTesting
express
a avinirllofy of Geocomp(:orporatian RESILIENT MODULUS TEST DATA
SUMMARY REPORT
10°
rn 10°
a
10`
J
0
0 10'
W_ 10'
J_
(n
L
Ir 10'
100
10 100
Bulk Stress, psi
Confining
Stress
S3
(psi) Nom. Max.
Deviator
Stress
(psi) Mean
Deviator
Stress
(psi) Std. Dev.
Deviator
Stress
(psi) Mean
Bulk
Stress
(psi) Mean
Resilient
Strain
(9) Std. Dev.
Resilient
Strain
(7.) Mean
Resilient
Modulus
(psi) Std. Dev.
Resilient
Modulus
(psi)
6.122 2 1.471 0.0197 19.84 0.15 0.00 884.18 17.729
6.131 4 4.509 0.0785 22.9 0.26 0.00 1630.7 30.515
6.121 6 5.454 0.2114 23.82 0.22 0.00 2239.5 103.27
6.141 8 8.928 0.2621 27.35 0.21 0.00 3961 131.93
6.127 10 12.12 0.2216 30.5 0.21 0.00 5254 78.408
4.118 2 1.227 0.0124 13.58 0.13 0.00 857.56 7.5968
4.117 4 4.604 0.0329 16.96 0.21 0.00 2025.3 21.489
4.13 6 6.092 0.1123 18.48 0.22 0.00 2511.3 40.243
4.136 8 7.125 0.1024 19.53 0.22 0.00 2941.3 40.62
4.127 10 9.544 0.3427 21.93 0.20 0.00 4321 186.45
2.114 2 1.136 0.0131 7.477 0.09 0.00 1188.8 17.009
2.119 4 3.497 0.0488 9.853 0.19 0.00 1711 32.625
2.129 6 6.96 0.0400 13.35 0.23 0.00 2871.9 21.732
2.127 8 8.873 0.1458 15.25 0.19 0.00 4230.1 69.458
2.139 10 10.16 0.1807 16.57 0.22 0.00 4245.6 71.05

Project: Apex Peakway-Segment AP3 Location: North Carolina Project No.: GTX-8698
Boring No.: --- Tested By: njh Checked By: jdt
Sample No.: HA-1 Test Date: 12/08/08 Depth: 0.5-3 ft
Test No.: RM-1 Sample Type: compacted Elevation: ---
Description: Moist, dark brown silty sand
Remarks: System D - Target Compaction: 118.9 pcf ® 13% moisture content
File: \\Geocompdbl\projects\gtx8698\rm\8698-RM1.dot
Mr =281.8*B0.744
r = 0.47771
I 1 1 I I I I I I I 1 I I I 1 I 1
I 1 I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I
I I 1 I I I I I I I I I I I 1 ,
-------
I I 1 I I I I I 1 I I I I I I 1 I
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I I I I I I I I I I , I , I , I ,
---------- J - - - - - - L _ _ _ _I_ J J IL - 1 . L - ----------- 1 - - - - - _ L
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------'----? --?---I-------I I
----- -
I -------- I---I --I - I--I--1-
1 I I I I I I I I ?----- 1 I I I I 1 I
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, I I I I I I I I 1 1 I I I I I I
I I I I I I I I I I 1 I I I I I I
---------- ?------r----r--?--?--r-r-r-r----------z------
- r----r--Y`-?--r-r-r-
I 1 , I , I I I I I 1 I I I I I I
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Wed, 10-DEC-2008 08:42:49
GeoTesting
express
asubsic`°"°"'d°"mPGo`por011Ob RESILIENT MODULUS TEST DATA
SUMMARY REPORT
10°
N 10°
Q
Z) 104
1
0
0 101
H
W 102
J_
V)
= 10'
1 D°
Mr = 748.37 * Sd 0.722
r = 0.9609
I I I 1 I I I I I I I I I 1 I I I
I I I I I 1 I I I I I I I I I I I
1 1 I I I I I I I I I 1 I I 1 I I
I I I I I I I I I I I 1 I I I
I I I I I I I I I I I 1 I I I I I
I I I I ? I I I I 1 I I I 1 I I I I
I ! I I I I i I I I I I I I I I I
I 1 I 1 I I I I I I I I i I I I I
-----___--.I------JL_1-L-L----------1-----_L____I___S__1__L
I 1 I I I I I I ! I 1 I I I I I
I I I I I I I d a I I I 1 1 I I I
I I 1 1 ? I l O I? I 1 I 1 I I I 1
1 I I 8 1 1 1 I I I I 1 I I I I
---i------1---- I---?-I- J- I I I --------- I---? --1 -
-- ----
Q - -? - I 1 I T- I - -----------
I I I 1 I I I- i- ?
I I I I I I i I I I I I I I I I 1
I ! 1 1 I I I I I I I 1 ! I I I 1
I 1 ! I I I I I 1 I I I I I I I I
I I I I I I I I I I I I I I I I
I I I I I I 1 1 I I I I I I I I I
I I I I 1 I t 1 I 1 I I I I I I I
I I I 1 ! I I I I I I 1 I 1 I I I
----------- I I 1 I I I I ! I I I I 1 I I I
I 1 i 1 I ? I I I I I I I I I I I
I I ! I I 1 I I I I I I I I I I I
I I ! I I I I I 1 I I I I I I I 1
I I 1 I I I I I I I I I I I I I I
10
Deviator Stress, psi
100
Confining
Stress
S3
(psi) Nom. Max.
Deviator
Stress
(psi) Mean
Deviator
Stress
(psi) Std. Dev.
Deviator
Stress
(psi) Mean
Bulk
Stress
(psi) Mean
Resilient
Strain
(9e) Std. Dev.
Resilient
Strain
(9;} Mean
Resilient
Modulus
(psi) Std. Dev.
Resilient
Modulus
(psi)
6.122 2 1.471 0.0197 19.84 0.15 0.00 884.18 17.729
6.131 4 4.509 0.0785 22.9 0.26 0100 1630.7 30.515
6.121 6 5.454 0.2114 23.82 0.22 0.00 2239.5 103.27
6.141 8 8.928 0.2621 27.35 0.21 0.00 3961 131.93
6.127 10 12.12 0.2216 30.5 0.21 0.00 5254 78408
4.118 2 1.227 0.0124 13.58 0.13 0.00 857.56 7.5968
4.117 4 4.604 0.0329 16.96 0.21 0.00 2025.3 21.489
4.13 6 6.092 0.1123 18.48 0.22 0.00 2511.3 40.243
4.136 8 7.125 0.1024 19.53 0.22 0.00 2941.3 40.62
4.127 10 9.544 0.3427 21.93 0.20 0.00 4321 186.45
2.114 2 1.136 0.0131 7.477 0.09 0.00 1188.8 17.009
2.119 4 3.497 0.0488 9.853 0.19 0.00 1711 32.625
2.129 6 6.96 0.0400 13.35 0.23 0.00 2871.9 21.732
2.127 8 8.873 0.1458 15.25 0.19 0.00 4230.1 69.458
2.139 10 10.16 0.1807 16.57 0.22 0.00 4245.6 71.05

Project: Apex Peakway-Segment AP3 Location: North Carolina Project No.: GTX-8698
Boring No.: --- Tested By: njh Checked By: jdt
Sample No.: HA-1 Test Date: 12/08/08 Depth: 0.5-3 ft
Test No.: RM-1 Sample Type: compacted Elevation: ---
Description: Moist, dark brown silty sand
Remarks: System D - Target Compaction: 118.9 pcf 0 139 moisture content
File: \\Geocompdbl\projects\gtx8698\rm\8698-RMt.dat
Wed, 10-DEC-2008 08:43:00
GeoTesting
express
a suinidiary of(ieocomp CorporoUon RESILIENT MODULUS TEST DATA
SUMMARY REPORT
Mr = 392.93 * Pa * (E3/Pa) -0213 * (Sd/Pa) 0.783 r = 0.96722
10°
F, 10°
CL
V)7 10•
J
0 103
LLJ 102
_J
V)
M 101
100
I I I I I , I I I I I I t I I I I
I I I I I f I I I I 1 I I I I I I
I I I I I I I I I I I I , I I I I
I I I I I I 1 , I 1 I I 7 I I , I
, I I I I I t I I I I I I I I I I
I I I I I L I I I I I I I I I I
I 1 I I I I t I I I I I I I I I I
I I I I I I 1 I I I I I I I I I I
_ _ _ _ - - - - - - J - - - _ _ _ L _ _ _ _I_ J _ _ J - - L - 1 _ L _ L _ _ _ _ _ _ _ _ _ _ 1 _ _ _ _ _ _ L _ _ _ _I_ 1 L _ L _
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1 I I I ' I ?O(h I 1 I I I I I I
I 1 I I ? I I I I I I I I I I
I I ? i 8 I 0 ? I I I I I I I I I I I I
I I I I
.. Q _ _ --- I - ----- I----'---I --i --I--L j ----------- I - ---- I-'-- I I -
------------
Q_ I I t I I I I I I I 1 I- I I I I I
1 I 1 I I I I I 1 I 1 I 1 I I I I
I 1 I f I I I I 1 I I 1 I 1 I I
I 1 1 I I I I I I I 1 I I I I I I
I I f I I 1 I I 1 I I I I I
I 1 I I I I I I I I I I I I 1 I 1
- - - - - - - - - - - - - - - - - - - -- - - - - - - - -- - -- - - - - - - - - - - - - - - - - - -
I I I I I I I I I I I I I I I I 1
I I I I I I I I I I 1 I I I I I 1
----------- I I I I I I I I I I I I 1
I I I I I I I I , I I I I I 1 I
I I I I I I I I 1 I I I I I 1 I
I I I , I I I I 7 I I I I I I I 1
I I I , I I I I I I I I I I I I
10 100
Deviator Stress, psi
Confining
Stress
S3
(Psi) Nom. Max.
Deviator
Stress
(Psi) Mean
Deviator
Stress
(psi) Std. Dev.
Deviator
Stress
(Psi) Mean
Bulk
Stress
(Psi) Mean
Resilient
Strain
W Std. Dev.
Resilient
Strain
(%) Mean
Resilient
Modulus
(psi) Std. Dev.
Resilient
Modulus
(psi)
6.122 2 1.471 0.0197 19.84 0.15 0.00 884.18 17.729
6.131 4 4.509 0.0785 22.9 0.26 0.00 16303 30.515
6.121 6 5.454 0.2114 23.82 0.22 0.00 2239.5 103.27
6.141 8 8.928 0.2621 27.35 0.21 0.00 3961 131.93
6.127 10 12.12 0.2216 30.5 0.21 0.00 5254 78.406
4.118 2 1.227 0.0124 13.58 0.13 0.00 857.56 7.5968
4.117 4 4.604 0.0329 16.96 0.21 0.00 2025.3 21.489
4.13 6 6.092 0.1123 18.48 0.22 0.00 2511.3 40.243
4.136 8 7.125 0.1024 19.53 0.22 0.00 2941.3 40.62
4.127 10 9.544 0.3427 21.93 0.20 0.00 4321 186.45
2.114 2 1.136 0.0131 7.477 0.09 0.00 1188.8 17.009
2.119 4 3.497 0.0488 9.853 0.19 0.00 1711 32.625
2.129 6 6.96 0.0400 13.35 0.23 0.00 2871.9 21.732
2.127 8 8.873 0.1458 15.25 0.19 0.00 4230.1 69.458
2.139 10 10.16 1 0.1807 16.57 0.22 0.00 4245.6 71.05

Project: Apex Peakway-Segment AP3 Location: North Carolina Project No.: GTX-8698
Boring No.: --- Tested By: njh Checked By: jdt
Sample No.: HA-1 Test Date: 12/08/08 Depth: 0.5-3 ft
Test No.: RM-1 Sample Type: compacted Elevation: ---
Description: Moist, dark brown silty sand
Remarks: System D - Target Compaction: 118.9 pcf 0 13% moisture content
File: \\Geocompdb 1 \projects\gtxB698\rm\8698-RM 1, dot
Wed, 10-DEC-2008 08:43:09
GeoTesting
express
a subsidiary of GOOcomp Corporation
Client:
Project Name:
Project Location:
GTX #: Wilbur Smith Associates
Apex Peakway - Segment AP3
North Carolina
8698 Test Date: 12/10/09
Tested By: njh
Checked By: jdt
Boring ID: ---
Sample ID: HA-2
Depth, ft. 0.5-3.0 ft.
Soil Description: Moist, light brown silty sand with gravel
Sample Preparation: Target Compaction: 100% of Maximum D ry Density (121.0 pcf) at
Optimum Moisture Content (10.0%)
Material Type: Type 2
Test No.: RM2
Test Comments: Comments:
Resilient Modulus of Subgrade Soil by AASHTQ T 307
Test Information:
Preconditioning-Greater than 5% perm. strain? (Y=yes or N=no) N
Testing-greater than 5% perm. Strain? (Y=yes or N=no) N
Testing-Number of Load Sequences Completed (0-15) 15
Specimen Information:
Diameter @ top of compacted specimen (in.) 4.01
Diameter @ middle of compacted specimen (in.) 4.01
Diameter @ bottom of compacted specimen (in.) 4.01
Average Diameter of specimen (in.) 4.01
Membrane Thickness {1} (In.) 0.01
Membrane Thickness {2} (in.) 0
Net Diameter (in.) 4.00
Height of Specimen, Cap and Base, (in.) 10.3
Height Cap and Base, (in.) 2.3
Initial Length of Specimen, Lo, (in.) 8.00
Initial Area Cross Section of Specimen, Ao, (in2) 12.54
Initial Volume of Specimen, (Ao)(Lo), (in') 100.4
Soil Specimen Weight ---
Initial Weight of Container and Wet Soil, (grams) ---
Final Weight of Container and Wet Soll, (grams) ---
Weight of Wet Soil Used (grams) 3512.0
Soil Properties:
In Situ Moisture Content(Nuclear), % N/A
In Situ Wet Density (Nuclear), (pcf) N/A
Specific Gravity ---
Liquid Limit NP
Plastic Limit NP
Plasticity Index NP
Test Specimen Properties:
Compaction Moisture Content, % 10.1
Moisture Content after Resilent Modulus Testing, % 10.3
Compaction Dry Density rd, pcf 121.1
Permanent Strain, % 1.2
Quick Shear Test N/A
Stress-Strain Plot Attached (Y=yes, N=no) NO
Triaxial Shear Maximum Strength (Max Load/X-Section Area), psi N/A
Specimen Fail During Triaxial Shear? (Y=yes, N=no) N/A
Page 1 of 4
GeoTesting
express
e subsid-y of Geocomp Corporation RESILIENT MODULUS TEST DATA
SUMMARY REPORT
Mr= 1550*80.561
10°
a 10°
Ln
D
10`
O
cO
C
Z 103
_LJ
J_
V)
w 10Z
10'
r = 0.92542
I I 1 I ( I I I I I I 1 , I I 1 1
I I I I I I 1 I I I I 1 I I I I ,
I I 1 I I I I I I 1 I 1 I I I I 1
I I I I I I I I 1 ! I 1 I I I I 1
I 1 I I I I I I 1 , 1 , I I I 1
I I I I I I I I I I I I I I 1 I I
I I I 1 I I I I , I I 1 I I I I I
I 1 , I I I I I I I I I I I I I I
I 1 I I I 1 I I I I I I I I I I I
I 1 I I I 1 t 1 I 1 1 I I I I I I
___----J__-L-_----I----J---?'--1--1--1'_1--?-------- -(?- J. _--L--L--I--I--I-
1 I I I 1 I I I Q 6p0 ?^??? I I I I I I
I I I 1 I 7 L I A ? ? I I I I I 1 I I
I I 1 I ! 1 I I I I I I I I I I
I I I I I I I f I 1 I I I I 1 1 I
1 I I I I I I 1 1 I I 1 I 1 I I
4 I I I 1 1 1 I I 1 I 1 I 1
----------Z------r----r--?---I--r-r-r-r----------T------r----1---?---I--r-r-r-
I I I I I I 1 1 I 1 I I , I I I
I I I I I I I I I I 1 I I I I I
I 1 I I I I I I I I ! 1 I I I I
, I I I I I I I I I I I , I I 1
I I I I I I I I I I
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
I I 1 I I 1 I I 1 I I I I I I I I
I I , 1 { 1 I I ( I I 1 I I I I I
I I 1 I I 1 I I 1 I I 1 I I I I I
I I 1 I I 1 I I I I I I I I I I I
I k I I I 1 I I I I I I I I I I I
10
Bulk Stress, psi
100
Confining
Stress
S3
(Psi) Nom. Max.
Deviator
Stress
(Psi) Mean
Deviator
Stress
(psi) Std. Dev.
Deviator
Stress
(psi) Mean
Bulk
Stress
(psi) Mean
Resilient
Strain Std. Dev.
Resilient
Strain
(%) Mean
Resilient
Modulus
(psi) Std. Dev.
Resilient
Modulus
(psi)
6.133 2 1.599 0.0284 20 0.02 0.00 9050 227.23
6.134 4 4.488 0.0454 22.89 0.04 0.00 10110 88.218
6.135 6 5.836 0.0144 24.24 0.06 0.00 9046.4 165.58
6.139 8 8.254 0.4023 26.67 0.08 0.00 9208 485.31
6.137 10 11.59 0.1384 30 0.11 0.00 10030 118.43
4.129 2 1.638 0.0387 14.02 0.02 0.00 7962.9 153.31
4.128 4 4.242 0.0063 16.62 0.05 0.00 8659.6 105.51
4.132 6 6.274 0.0401 18.67 0.07 0.00 8064.5 102.71
4.133 8 8.297 0.2437 20.7 0.10 0.00 8033.5 181.43
4.132 10 10.42 0.5394 22.81 0.12 0.01 8347.5 61.307
2.124 2 1.822 0.0095 8.194 0.04 0.00 4661.5 51.574
2.132 4 3.865 0.0722 10.26 0.06 0.00 5721.7 131.1
2.118 6 6.314 0.0742 12.67 0.09 0.00 6247.2 106.12
2.137 8 8.352 0.1923 14.76 0.12 0.00 6518.9 186.29
2.124 10 11.23 0.1143 17.61 0.14 0.00 7309.5 25.542

Project: Apex Peakwoy-Segment AP3 Location: North Carolina Project No.: GTX-8698
Boring No.: --- Tested By: njh Checked By: jdt
Sample No.: HA-2 Test Date: 12/08/08 Depth: 0.5-3 ft
Test No.: RM-2 Sample Type: compacted Elevation: ---
Description: Moist, light brown silty sand with gravel
Remarks: System D - Target Compaction: 121.0 pcf ® 10% moisture content
File: \\Geocompdbl\projects\gtx8698\rm\8698-RM2.dat
Wed, 10-DEC-2008 08:48:06
CeoTesting
express
a sub.ldwry of Ge-omp Corporation
10°
a 10'
v
104
O
O
Z 103
W
I
_
(11
? 102
10'
RESILIENT MODULUS TEST DATA
SUMMARY REPORT
Mr = 6728.3 * Sd 0.0867
r = 0.26941
I I I I 1 ! I I 1 1 { I I I I I I
{ I I 1 1 1 I I I 1 I I I I I I
1 I I I 1 I 1 I 1 I I 1 I I I I I
I I 1 I I 1 I I I I I I I I I I I
I I I I I 1 I I I I I I I I I
I I I 1 I I I I I I I I I I I I 1
I I I I I I I I I 1 I I I I I I I
I I I I I I I I I I I I I I I I I
I I I I I I I I I 1 I I i I 1 I I
I 1 I 1 1 I I I I I I I 1 I 1 I I
-4& --_-__-_LL_-L
I I I? I X10 I Ir1 I 1 b Q 1 1 1 1 I I I I
? I I DI I I 1 I I I I 1 1 I I I I 1
I I I 1 1 I I I 1 I I I I I I I I
I I I I I I I 1 I I I I I I I I I
1 I I I I I I I I 1 I 1 I I I I I
{ 1 I I I I I I I I I 1 I I I I
----------1------ r----I---l--"r'T-r-j -----..___'T------j ----I---?_-?-'r
I I 1 1 I 1 I I 1 I 1 I 1 I I I I
1 I I I I I l 1 I ! I I I I I I I
I I I I I I I I I I I I I I I I I
I 1 I 1 1 { I I I I I I I I I I I
___-_ I I I I I I 1 ____ I I 1 I I I I I
I 1 I I I I 1 I I I I I I I I I I
I 1 I I - I I 1 I I I I I I I I I 1
I I 1 1 1 I I I I 1 I 1 I I I 1 1
I I I I 1 I I I I 1 I I I I I I I
I I I I 1 I I I I I I I I I 1 I 1
10
Deviator Stress, psi
100
Confining
Stress
S3
(Psi) Nom. Max.
Deviator
Stress
(Psi) Mean
Deviator
Stress
(Psi) Std. Dev.
Deviator
Stress
(Psi) Mean
Bulk
Stress
(Psi) Mean
Resilient
Strain
(7) Std. Dev.
Resilient
Strain
W Mean
Resilient
Modulus
(psi) Std. Dev.
Resilient
Modulus
(Psi)
6.133 2 1.599 0.0284 20 0.02 0.00 9050 227.23
6.134 4 4.488 0.0454 22.89 0.04 0.00 10110 88.218
6.135 6 5.836 0.0144 24.24 0.06 0.00 9046.4 165.58
6.139 8 8.254 0.4023 26.67 0.08 0.00 9208 485.31
6.137 10 11.59 0.1384 30 0.11 0.00 10030 118.43
4.129 2 1.638 0.0387 14.02 0.02 0.00 7962.9 153.31
4.128 4 4.242 0.0063 16.62 0.05 0.00 8659.6 105.51
4.132 6 6.274 0.0401 18.67 0.07 0.00 8064.5 102.71
4.133 8 8.297 0.2437 20.7 0.10 0.00 8033.5 181.43
4.132 10 10.42 0.5394 22.81 0.12 0.01 8347.5 61.307
2.124 2 1.822 0.0095 8.194 0.04 0.00 4661.5 51.574
2.132 4 3.865 0.0722 10.26 0.06 0.00 5721.7 131.1
2.118 6 6.314 0.0742 12.67 0.09 0.00 6247.2 106.12
2.137 8 8.352 0.1923 14.76 0.12 0.00 6518.9 186.29
2.124 10 11.23 0.1143 17.61 0.14 0.00 7309.5 25.542

Project: Apex Peakway-Segment AP3 Location: North Carolina Project No.: GTX-8698
Boring No.: --- Tested Ely: njh Checked By: jdt
Sample No.: HA-2 Test Date: 12/08/08 Depth: 0.5-3 ft
Test No.: RM-2 Sample Type: compacted Elevation: ---
Description: Moist, light brown silty sand with gravel
Remarks: System D - Target Compaction: 121.0 pcf ® 10% moisture content
File: \\Geocompdbl\projects\gtx8698\rm\8698-RM2.dat
Wed, 10-DEC-2008 08:48:14
GeoTesting
express
u subsldlarv of Geocomp eorporuti- RESILIENT MODULUS TEST DATA
SUMMARY REPORT
Mr = 421.77 * Pa * (B/Pa) 0.663 * (Sd/Pa) -0.101
10°
a 10°
10`
0
O
Z 10'
I.LI
J_
(/1
a 102
lo,
10
Deviator Stress, psi
r = 0.96277
1 I I I I I I I I I I I I 1 I I I
1 I I I I I I I I I I I I 1 I I I
1 1 I I I I I I I I I 1 I I I I I
I I I I I I I I I I I I I 1 I I I
1 I I I 1 I I I I I I I I I I I
I 1 I I I I I I I I I I I 1 I I 1
I 1 I 1 1 I I I I I I I I I I I I
I 1 1 I 1 I I 1 I 1 I 1 I 1 I I I
I 1 I 1 1 I I 1 I I I I I I I I I
I I I I
1 1 I 1 I I I I I 1 I I II'
------- ? --L------1----J 0-1- -1-- -1-J -@--------L------1----'I--'--I ---I--1-
1 I la I "IQ I ? 1 I$0 1 I I I I I I 1
Q 1 I OI I I (? I I 1 I I I I I I I 1 I
1 1 I I I I I 1 I I I I I I I I I
I I I I I I I I I 1 1 I I 1 I
1 I I I I I I I I I I I 1 I I I 1
1 I I I I I , 1 I I
I ?--?--. -r-r-
I I I I I I I I I I I I I I I I
t 1 I 1 I I I I I I I I I I I I
I 1 I 1 1 I I 1 I I I I I I I I ,
I 1 1 I 1 I I 1 I I 1 I I I I I I
I I I 1 I I I I I I ,
I I I I I I I I I I 1 I I I I I I
I I I I I I I I I I I I I I I
f I I I 1 I I I I I I I I I 1 I I
1 1 I I I I I 7 I I , I I I 1 I I
1 1 I I I I I I I l 1 I I 1 I I 1
100
Confining
Stress
S3
(psi) Nom. Max.
Deviator
Stress
(psi) Mean
Deviator
Stress
(psi) Std. Dev.
Deviator
Stress
(psi) Mean
Bulk
Stress
(psi) Mean
Resilient
Strain
(90) Std. Dev.
Resilient
Strain
(%) Mean
Resilient
Modulus
(psi) Std. Dev.
Resilient
Modulus
(psi)
6.133 2 11599 0.0284 20 0.02 0100 9050 227.23
6.134 4 4.488 0.0454 22.89 0.04 0.00 10110 88.218
6.135 6 5.836 0.0144 24.24 0.06 0.00 9046.4 165.58
6.139 8 8.254 0.4023 26.67 0.08 0.00 9208 485.31
6.137 10 11.59 0.1384 30 0.11 0.00 10030 118.43
4.129 2 1.638 0.0387 14.02 0.02 0100 7962.9 153.31
4.128 4 4.242 0.0063 16.62 0.05 0.00 8659.6 105.51
4.132 6 6.274 0.0401 18.67 0.07 0.00 8064.5 102.71
4.133 8 8.297 0.2437 20.7 0.10 0.00 8033.5 181.43
4.132 10 10.42 0.5394 22.81 0.12 0.01 8347.5 61.307
2.124 2 1.822 0.0095 8.194 0.04 0.00 4661.5 51.574
2.132 4 3.865 0.0722 10.26 0.06 0.00 5721.7 131.1
2.118 6 6.314 0.0742 12.67 0.09 0.00 6247.2 106.12
2.137 8 8.352 0.1923 14.76 0.12 0.00 6518.9 186.29
2.124 10 11.23 0.1143 17.61 0.14 0.00 7309.5 25.542

Project: Apex Peakway-Segment AP3 Location: North Carolina Project No.: GTX-8698
Boring No.: --- Tested By: njh Checked By: jdt
Sample No.: HA-2 Test Date: 12/08/08 Depth: 0.5-3 ft
Test No.: RM-2 Sample Type: compacted Elevation: ---
Description: Moist, light brown silty sand with gravel
Remarks: System D - Target Compaction: 121.0 pcf ® 10% moisture content
File: \\Geocompdbl\projects\gtx8698\rm\8698-RM2.dat
Wed, 10-DEC-2008 08:48:22
GeoTesting
express
Client:
Project Name:
Project Location:
GTX #: Wilbur Smith Associates
Apex Peakway - Segment AP3
North Carolina
8698 Test Date: 12/10/09
Tested By: njh
Checked By: jdt
Boring ID: ---
Sample ID: HA-3
Depth, ft. 0.5-3.0 ft.
Soil Description: Moist, reddish yellow clayey sand
Sample Preparation: Target Compaction: 100% of Maximum D ry Density (105.0 pcf) at
Optimum Moisture Content (19.0%)
Material Type: Type 2
Test No.: RM3
Test Comments: Comments:
Resilient Modulus of Subgrade Soil by AASHTO T 307
Test Information:
Preconditioning-Greater than 5% perm. strain? (Y=yes or N=no) N
Testing-greater than 5% perm. Strain? (Y=yes or N=no) N
Testing-Number of Load Sequences Completed (0-15) 15
Specimen Information:
Diameter @ top of compacted specimen (in.) 4.01.
Diameter @ middle of compacted specimen (in.) 4.01
Diameter @ bottom of compacted specimen (in.) 4.01
Average Diameter of specimen (in.) 4.01
Membrane Thickness {1} (in.) 0.01
Membrane Thickness {2} (in.) 0
Net Diameter (in.) 4.00
Height of Specimen, Cap and Base, (in.) 10.3
Height Cap and Base, (in.) 2.3
Initial Length of Specimen, Lo, (in.) 8.00
Initial Area Cross Section of Specimen, Ao, (in2) 12.54
Initial Volume of Specimen, (Ao)(Lo), (in3) 100.4
Soil Specimen Weight ---
Initial Weight of Container and Wet Soil, (grams) ---
Final Weight of Container and Wet Soil, (grams) ---
Weight of Wet Soil Used (grams) 3297.0
Soil Properties:
In Situ Moisture Conte nt(Nuclear), % N/A
In Situ Wet Density (Nuclear), (pcf) N/A
Specific Gravity ---
Liquid Limit 48
Plastic Limit 25
Plasticity Index 23
Test Specimen Properties:
Compaction Moisture Content, % 19.5
Moisture Content after Resilent Modulus Testing, % 18.9
Compaction Dry Density rd, pcf 104.7
Permanent Strain, % 0.7
Quick Shear Test N/A
Stress-Strain Plot Attached (Y=yes, N=no) NO
Thaxial Shear Maximum Strength (Max Load/X-Section Area), psi N/A
Specimen Fall During Triaxial Shear? (Y=yes, N=no) N/A
GeoTesting
express
u.,4-1rory of G--p Corporation RESILIENT MODULUS TEST DATA
SUMMARY REPORT
Mr = 8368.8 * B 11'134 r = 0.3959
10°
.N
CL 105
U1
D
J
Z)
104
H
Z
w
J
103
W
0_'
101
I 1 I I I I I 1 I I I I I ? I ;
I I I I I I I I 1 I I I I I I I I
1 I I I I I I I I I I I I I I I 1
] I 1 I I I I I I I 1 I I I I I 1
1 I I 1 I I I I 1 I I I
I I 1 I I 1 I I I I I I 1 I I I I
, I --- j---T --I 1 I -j -1-- - --------r------I----1---r--r--I__--I_
I I I I I 1 I I I I I I I I I I I
I I I I I 1 I I 1 I I I 1 I I 1 I
I I I 1 I 1 I I I I I I 1 1 I I 1
1 I I I 1 I I I I I I I I I I 1 I
I I I 1 1 I I I I I I I I I I I I
---------------- I ----I_ 1 - j_ 1 I ID Q Q_O_??_
I I I -- 1- I 1 I ?i -? --- I I I I I -F -,--j--
I I I 1 I 1 I I I I I I I I I ? I
I I I I I I I I I I I I I I I I I
I I 1 I I I I I I I I I I , I I
I I 1 I I 1 I I I I I 1 I I I I I
I I I I I I I I I I I I I 1 I I I
I I 1 I I I I I I I °I I I I I I I
_--___----_L_----J__-_J___L_I-J-__-____--_L_____L
I I I I I I I I I
I I 1 I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I I
I I I I I 1 I I I I I I I I I I I
I I I I I I I I I I I I I I I I
I
I I I I I I I I 1 I I I I I I I I
10 100
Bulk Stress, psi
Confining
Stress
S3
(Psi) Nom. Max.
Deviator
Stress
(psi) Mean
Deviator
Stress
(psi) Std. Dev.
Deviator
Stress
(psi) Mean
Bulk
Stress
(Psi) Mean
Resilient
Strain
(%) Std. Dev.
Resilient
Strain
(7.) Mean
Resilient
Modulus
(psi) Std. Dev.
Resilient
Modulus
(psi)
5.131 2 1.577 0.0329 19.97 0.01 0100 11281 591.78
6.131 4 4.524 0.0565 22.92 0.03 0.00 13528 286.35
6.129 6 6.637 0.4270 25.03 0.05 0.00 12615 191.7
6.133 8 8.95 0.1000 27.35 0.06 0.00 13055 464.64
6.133 10 11.74 0.1101 30.13 0.09 0.00 12672 199.16
4.134 2 1.574 0.0225 13.97 0.01 0.00 14468 618.38
4.134 4 4.224 0.0205 16.63 0.03 0.00 15186 96.393
4.134 6 6.27 0.0883 18.67 0.04 0.00 13505 286.91
4.135 8 7.846 0.0789 20.25 0.06 0.00 12059 90.591
4.137 10 10.77 0.7000 23.18 0.08 0.00 11913 581.18
2.106 2 2.455 0.0733 8.773 0.03 0.00 9518.9 244.38
2.145 4 3.975 0.0559 10.41 0.03 0.00 12045 254.56
2.131 6 6.261 0.0189 12.66 0.05 0.00 11907 39.692
2.157 8 8.215 0.0276 14.69 0.07 0.00 11199 54.97
2.162 10 10.28 0.0196 16.77 0.09 0.00 10637 33.594

Project: Apex Peakway-Segment AP3 Location: North Carolina Project No.: GTX-8698
Boring No.: --- Tested By., njh Checked By: jdt
Sample No.: HA-3 Test Date: 12/08/08 Depth. 0.5-3 ft
Test No.: RM-3 Sample Type: compacted Elevation: ----
Description: Moist, reddish yellow clayey sand
Remarks: System D - Target Compaction: 105.0 pcf ® 19% optimum moisture content
File: \\Geocompdb1\projects\gtx8698\rm\8698-RM3.dat
Wed, 10-DEC-2008 08:57:10
GeoTesting
express
uuulreiAiary of Gencompl:orporutian RESILIENT MODULUS TEST DATA
SUMMARY REPORT
Mr = 12460 * Sd -0.00812
10`
i1 108
V
J
0
0 10'
Z
LAJ
J
Fn 103
W
or_
102
r = -0.0445
I I 1 I I I 1 I 1 I I I I 1 I I
I I I I I I I I I I ! I I I I I 1
I 1 1 V I I I I I I I I I 1 I I I
I 1 I V I I I I I I I I I I I I I
1 { I I I 1 I I I 1 I I I I I I I
I I I I 1 1 I 1 I I I I I I I I
- - - - - - - - - - - - - - - - - I- - - - 1 1 I I I I I I 1 1 I
------------
I I I I I I 1 I I I 1 I I 1 1 I I
1 I I 1 I I 1 I I I l I I I I I 1
I 1 I I I I I I I f I I I I I
I I I I I I ! I I I I I I I 1
I I t I I I 1 I 1 I I 1 I I I 1
Q I I IQQ I Im I r1?1,?1 I 1 I I I i I I I
1 -'{!1-- --- I 1---I-0 r- I -I - I ---------- ------ ? ----I--- - I -? - -? -
I I I I I I I 1 1 I I 1 I I I I I
I I I t I I I I I I 1 I I I I 1 I
I I 1 t I I 1 I I I I I I I 1 I I
I I I I I 1 I i I I I I 1 I I I
I I 1 I I I I I 1 I I I 1 I I I
----------- I I 1 11 IL I I I I I
L------1----'?--- --- ?---!- ?------..-'.--L ----- ?---- I I ---L--L - ?--I--I-
I I I 1 I I I 1 1 I 1 I I 1 I I I
I I 1 I I I 1 I 1 I I I I 1 I 1
I I 1 I I I I V I I I I I I I I
I I I I I I I t I I I I I I 1 I
I I 1 I I I 1 I { I I I I I I I I
I I I I I I I l I I I I I I I I
I I I I I I I 1 I I I I 1 I I I
10
Deviator Stress, psi
100
Confining
Stress
S3
(psi) Nom. Max.
Deviator
Stress
(psi) Mean
Deviator
Stress
(psi) Std. Dev.
Deviator
Stress
(psi) Mean
Bulk
Stress
(psi) Mean
Resilient
Strain
(7.) Std. Dev.
Resilient
Strain
(%) Mean
Resilient
Modulus
(psi) Std. Dev.
Resilient
Modulus
(psi)
6.131 2 1.577 0.0329 19.97 0.01 0.00 11281 591.78
6.131 4 4.524 0.0565 22.92 0.03 0.00 13528 286.35
6.129 6 6.637 0.4270 25.03 0.05 0.00 12615 191.7
6.133 8 8.95 0.1000 27.35 0.06 0.00 13055 464.64
6.133 10 11.74 0.1101 30.13 0.09 0100 12672 199.16
4.134 2 1.574 0.0225 13.97 0.01 0.00 14468 618.38
4.134 4 4.224 0.0205 16.63 0.03 0.00 15186 96.393
4.134 6 6.27 0.0883 18.67 0.04 0.00 13505 286.91
4.135 8 7.846 0.0789 20.25 0.06 0.00 12059 90.591
4.137 10 10.77 0.7000 23.18 0.08 0.00 11913 581.18
2.106 2 2.455 0.0733 8.773 0.03 0.00 9518.9 244.38
2.145 4 3.975 0.0559 10.41 0.03 0.00 12045 254.56
2.131 6 6.261 0.0189 12.66 0.05 0.00 11907 39.692
2.157 8 8.215 0.0276 14.69 0.07 0.00 11199 54.97
2.162 10 10.28 0.0196 16.77 0.09 0.00 10637 33.594

Project: Apex Peakway-Segment AP3 Location: North Carolina Project No., GTX-8698
Boring No.: --- Tested By: njh Checked By: jdt
Sample No.: HA-3 Test Date: 12/08/08 Depth: 0.5-3 ft
Test No.: RM-3 Sample Type: compacted Elevation: ---
Description: Moist, reddish yellow clayey sand
Remarks: System D - Target Compaction: 105.0 pcf ® 19% optimum moisture content
File: \\Geocompdbl\projects\gtx8698\rm\8698-RM3.dat
Wed, 10-DEC-2008 08:57:16
GeoTesting
express
e lw1millmy of GeocomP GGtPorution RESILIENT MODULUS TEST DATA
SUMMARY REPORT
Mr = 760.96 * Pa * (8/Pa) 0-188 * (Sd/Pa) -0.0587
10°
a 101
J
Q
0 10`
Z
Ld
I
U5 101
Ld
Ir
102
r = 0.48426
I I I I I I I I I 1 I I I I I 1 I
I I I I I I I I I I I I I I I I ,
1 1 1 I I I I I I I I I I I I I 1
I I 1 I I 1 I I I I I I I I I I I
1 I I I I I I I I I I I I I ! 1 I
1 I I I 1 1 I I I I I I 1 I 1 I 1
-----------? ---_--{ -__ ?---I I 1 I I I I I I I ! I
I I 1 1 I I I I I I I I 1 I I I I
1 k I I I I I I I I I I I I I I I
I I I I I I 1 I I I I I I I I I
I I I I I I I I I 1 I I 1 I I I I
I I I I I I I I I I I I , I 1 I I
------0 I IQ I
9>- mm I I I -0 ------- i------ I --- I- I I I
-- ?-- -- I I I II--I I I _I O I I I I I I
I " I I I I I 1 I I T' I
I I I I I I I 1 I I I I 1 I I I I
I I I I I I I 1 I I I I I I I I I
I I I I I I 1 I I I I I I I I I ,
I I I I I I I 1 I I I I 1 I I I I
I I I 1 I 1 I 1 I I I 1 I I I I 1
--___ I 1 I 1 1 I 1 1 I I I I I I
I 1 1 I I I I I I I I I I I I I
I 1 I I I I I I , I I I I I
I [ 1 I 1 1 I I I 1 l 1 I I I I 1
I 1 I I 1 I 1 I I I I 1 I I I I
I I I I I I 1 I I 1 ( I I I I I
I 1 I I I I 7 I I 1 , I I I I I I
I I I I I I 1 I I I { I 1 I I I ,
10 100
Deviator Stress, psi
Confining
Stress
S3
(psi) Nom. Max.
Deviator
Stress
(psi) Mean
Deviator
Stress
(psi) Std. Dev.
Deviator
Stress
(psi) Mean
Bulk
Stress
(psi) Mean
Resilient
Strain
W Std. Dev.
Resilient
Strain
(7.) Mean
Resilient
Modulus
(psi) Std. Dev.
Resilient
Modulus
(psi)
6.131 2 1.577 0.0329 19.97 0.01 0.00 11281 591.78
6.131 4 4.524 0.0565 22.92 0.03 0.00 13528 286.35
6.129 6 6.637 0.4270 25.03 0.05 0.00 12615 191.7
6.133 8 8.95 0.1000 27.35 0.06 0.00 13055 464.64
6.133 10 11.74 0.1101 30.13 0.09 0.00 12672 199.16
4.134 2 1.574 0.0225 13.97 0.01 0.00 14468 618.38
4.134 4 4.224 0.0205 16.63 0.03 0.00 15186 96.393
4.134 6 6.27 0.0883 18.67 0.04 0.00 13505 286.91
4.135 8 7.846 0.0789 20.25 0.06 0.00 12059 90.591
4.137 10 10.77 0.7000 23.18 0.08 0.00 11913 581.18
2.106 2 2.455 0.0733 8.773 0.03 0.00 9518.9 244.38
2.145 4 3.975 0.0559 10.41 0.03 0.00 12045 254.56
2.131 6 6.261 0.0189 12.66 0.05 0.00 11907 39.692
2.157 8 8.215 0.0276 14.69 0.07 0.00 11199 54.97
2.162 10 10.28 0.0196 16.77 0.09 0.00 10637 33.594

Project: Apex Peakway-Segment AP3 Location: North Carolina Project No.: GTX-8698
Boring No.: --- Tested By: njh Checked By: jdt
Sample No.: HA-3 Test Date: 12/08/08 Depth: 0.5-3 ft
Test No.: RM-3 Sample Type: compacted Elevation: ---
Description: Moist, reddish yellow clayey sand
Remarks: System 0 - Target Compaction: 105.0 pcf ® 19% optimum moisture content
File: \\Geocompdbl\projects\gtx8698\rm\8698-RM3.dat
Wed, 10-DEC-2008 08:57:23
GeoTesting
express
a subsidiary of Goocomp Corporation
Client:
Project Name:
Project Location:
GTX #: Wilbur Smith Associates Test Date: 12/10/09
Apex Peakway - Segment AP3 Tested By: njh
North Carolina Checked By: jdt
8698
Boring ID: ---
Sample ID: HA-3
Depth, ft. 0.5-3.0 ft.
Soil Description: Moist, reddish yellow clayey sand
Sample Preparation: Target Compaction: 100% of Maximum Dry Density (105.0 pcf) at
Optimum + 3% Moisture Content (22.0%)
Material Type: Type 2
Test No.: RM4
Test Comments: Comments:
Resilient Modulus of Subgrade Soil by AASHTO T 307
Test Information:
Preconditioning-Greater than 5% perm. strain? (Y=yes or N=no) N
Testing-greater than 5% perm. Strain? (Y=yes or N=no) N
Testing-Number of Load Sequences Completed (0-15) 15
Specimen Information:
Diameter @ top of compacted specimen (in.) 4.01
Diameter @ middle of compacted specimen (in.) 4.01
Diameter @ bottom of compacted specimen (in.) 4.01
Average Diameter of specimen (in.) 4.01
Membrane Thickness {1} (in.) 0.01
Membrane Thickness {2} (in.) 0
Net Diameter (in.) 4.00
Height of Specimen, Cap and Base, (in.) 10.3
Height Cap and Base, (in.) 2.3
Initial Length of Specimen, Lo, (in.) 8.00
Initial Area Cross Section of Specimen, Ao, (in2) 12.54
Initial Volume of Specimen, (Ao)(Lo), (in 3) 100.4
Soil Specimen Weight ---
Initial Weight of Container and Wet Soil, (grams) ---
Final Weight of Container and Wet Soil, (grams) ---
Weight of Wet Soil Used (grams) 3380.0
Soil Properties:
In Situ Moisture Content(Nuclear), % N/A
In Situ Wet Density (Nuclear), (pcf) N/A
Specific Gravity ---
Liquid Limit 48
Plastic Limit 25
Plasticity index 23
Test Specimen Properties:
Compaction Moisture Content, % 22.5
Moisture Content after Resilent Modulus Testing, % 22.3
Compaction Dry Density rd, pcf 104.7
Permanent Strain, % 2.4
Quick Shear Test N/A
Stress-Strain Plot Attached (Y=yes, N=no) NO
Triaxial Shear Maximum Strength (Max Load/X-Section Area), psi N/A
Specimen Fail During Triaxial Shear? (Y=yes, N=no) N/A
Page 1 of 4
GeoTesting
express
a subs.diary of Gaoomp corporation RESILIENT MODULUS TEST DATA
SUMMARY REPORT
Mr = 4171.7 * B 0.117 r=0.1247
10°
?N
105
104
Z
W
J
Fn 105
W
0'
102
I 1 I I 7 I I I I I I I I I I I 1
I I I I 1 I I I I I I I I I , I I
I 1 t I I I I I t I I I I I I I I
I I I f I I I I I I 1 I I I I I I
1 I I t I I I I I I I I I I I I !
I 1 I 1 I I I I I I I I 1 I I I I
------? ------I-------' I I I I I I I I ,
----------- ------
1 I I 1 I I I I I I I ! 1 I I I ,
I I I I I I I I I I I i I I I ,
I I I I I I I I I 1 I I I I I I I
I I I 1 1 I 1 ? I I I 1 I I I I I
I I I I 1 ! I I I 1 I 1 I I I I I
I I I I I I I I I ! I I 1 I I I I
I I I 1 -I-- I -! ------ -------I--- `-- --1-- -' -
------------------------------tr---- -o--
1 I I I I I ? 1 I I I , I I I I
1 1 I I I I I I I 1 O OQ I I I I I I I
I I I I I I 1 I Ib O O O a b O I I I I I I I
I I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I
I I I I I I I I I I I I
L------1----'I---I --L--1-- -----------? ------I---- I---L--
IL ? --I--I--I-
I I I 1 t I I I I I I I
I I t I I I I I I I I 1 I I I I I
I I I I I 1 ! I I I I I I 1 I I I
I I I I I I 1 I I I I 1 I 7 I I I
I I I I I I 1 I I I I I I I I I I
1 I I I I I , 1 I I 1 1 I 1 , I
1 I I I I 1 I I I I I I I I I 1 I
10 100
Bulk Stress, psi
Confining
Stress
S3
(psi) Nom. Max.
Deviator
Stress
(psi) Mean
Deviator
Stress
(psi) Std. Dev.
Deviator
Stress
(psi) Mean
Bulk
Stress
(psi) Mean
Resilient
Strain
(7.) Std. Dev.
Resilient
Strain
(y) Mean
Resilient
Modulus
(psi) Std. Dev.
Resilient
Modulus
(psi)
6.127 2 1.714 0.0297 20.09 0.02 0.00 9924.3 352.79
6.128 4 4.4 0.0507 22.78 0.04 0.00 9660.3 122.89
6.128 6 6.463 0.1229 24.85 0.09 0.00 6963.3 73.517
6.128 8 8.61 0.0475 26.99 0.13 0.00 5938.8 32.19
6.131 10 10.23 0.0252 28.62 0.16 0.00 5878.6 18.086
4.118 2 1.917 0.0103 14.27 0.02 0.00 9707.9 134.04
4.132 4 3.871 0.0478 16.27 0.07 0.00 5487.7 119.26
4.131 6 5.662 0.0865 18.06 0.11 0.00 4600.5 82.416
4.131 8 7.688 0.1274 20.08 0.16 0.00 4558.2 83.428
4.13 10 9.547 0.1358 21.94 0.19 0.00 4677.4 77.518
2.132 2 1.789 0.0064 8.185 0.02 0.00 8228.3 200.38
2.164 4 3.881 0.0397 10.37 0.08 0.00 4427.2 61.269
2.169 6 5.91 0.0483 12.42 0.14 0.00 3964.6 45.388
2.157 8 7.806 0.0809 14.28 0.18 0.00 4048.9 34.936
2.131 10 9.529 0.0999 15.92 0.20 0.00 4278.2 39.714

Project: Apex Peakway-Segment AP3 Location: North Carolina Project No.: GTX-8698
Boring No.: --- Tested By: njh Checked By: jdt
Sample No.: HA-3 Test Date: 12/09/08 Depth: 0.5-3 ft
Test No.: RM-4 Sample Type: compacted Elevation: ---
Description: Moist, reddish yellow clayey sand
Remarks: System D - Target Compaction: 105.0 pcf ® 229 optimum +3% moisture content
File: \\Geocompdbl\projects\gtx8698\rm\8698-RM4.dat
Wed. 10-DEC-2008 08:59:38
GeoTesting
express
u suhsidiory of Geocomp Corporation RESILIENT MODULUS TEST DATA
SUMMARY REPORT
Mr = 10768 * Sd -0'377
105
CL 105
J
D
0 10`
Z
L1J
J
(/7 103
W
(If
10'
r = -0.69874
I 1 1 I I 1 I 1 I 1 , I ? 1 ? , ?
I I I 1 I 1 I 1 I 1 I I
I 1 I I I 1 I I I I I I I 1 I I ,
1 I I I 1
I 1 1 I I I I I I I I I I 1 , I ,
I I I I I I I I I I I I
I I I I 1
I 1 I I I I I I I I I I I I I I I
r- I r--; --,----I--,-----------r------
,----7---r--r--,--r-,-
I I 1 I I I I I I I I I I I , I I
I 1 1 I I I 1 I I I I I I I I I I
I 1 1 I I I I I I I I I
I I I I I I I I I I I I I I I I
I I , I , I I I I 1 I I I I
I I I I I , I
I I I I I I I I I I , I I I I , I
''-----_L----I I 1 I I
Q I I , I ,- 1 I I I I I I I I I I 1
1 1 _I I 10 I I QI b I I I I I I I I
1 1 SOl.• I ru?f 1 ? 1 ®I I 1 I I I 1 1 I
1 I 1 I t'{ I 1 I I I I I I I I I
I 1 I I I 1 I I I I I I I I I I I
1 1 I I I 1 I 1 I I I ! I 1 I I I
I 1 I I I 1 I 1 I 1 I 1 1 I I I I
_______--_-L-_____JI_11_ILJ-_____-____ L______L1
I 1 I , 1 1 1 I I 1 I I 1 I I
I I I I 1 I I 1 1 I I I I I 1 I 1
I I I I I I I I 1 I I I 1 I I I 1
I 1 I I I I I I I I , 1 , I , I ,
I I I I I I I I I I I I I I 1 I I
I I I I I I I I I I I 1 I I , I I
I I I I I I I I I I I 1 I I I I I
10
Deviator Stress, psi
100
Confining
Stress
S3
(psi) Nom. Max.
Deviator
Stress
(Psi) Mean
Deviator
Stress
(psi) Std. Dev.
Deviator
Stress
(Psi) Mean
Bulk
Stress
(psi) Mean
Resilient
Strain
(7.) Std. Dev.
Resilient
Strain
(%) Mean
Resilient
Modulus
(Psi) Std. Dev.
Resilient
Modulus
(psi)
6.127 2 1.714 0.0297 20.09 0.02 0.00 9924.3 352.79
6.128 4 4.4 0.0507 22.78 0.04 0.00 9660.3 122.89
6.128 6 6.463 0.1229 24.85 0.09 0.00 6953.3 73.517
6.128 8 8.61 0.0475 26.99 0.13 0.00 5938.8 32.19
6131 10 10.23 0.0252 28.62 0.16 0.00 5878.6 18.086
4.118 2 1.917 0.0103 14.27 0.02 0.00 9707.9 134.04
4.132 4 3.871 0.0478 16.27 0.07 0.00 5487.7 119.26
4.131 6 5.662 0.0865 18.06 0.11 0.00 4600.5 82.416
4.131 8 7.688 0.1274 20.08 0.16 0.00 4558.2 83.428
4.13 10 9.547 0.1358 21.94 0.19 0.00 4677.4 77.518
2.132 2 1.789 0.0054 8.185 0.02 0.00 8228.3 200.38
2.164 4 3.881 0.0397 10.37 0.08 0.00 4427.2 61.269
2.169 6 5.91 0.0483 12.42 0.14 0.00 3964.6 45.388
2.157 8 7.806 0.0809 14.28 0.18 0.00 4048.9 34.936
2.131 10 9.529 0.0999 15.92 0.20 0.00 4278.2 39.714

Project: Apex Peakway-Segment AP3 Location: North Carolina Project No.: GTX-8698
Boring No.: -- Tested By: njh Checked By: jdt
Sample No.: HA-3 Test Date: 12/09/08 Depth: 0.5-3 ft
Test No.: RM-4 Sample Type: compacted Elevation: ---
Description: Moist, reddish yellow clayey sand
Remarks: System D - Target Compaction: 105.0 pcf ® 22% optimum +3% moisture content
File: \\Geocompdbl\projects\gtx8698\rm\8698-RM4.dat
Wed, 10-DEC-2008 08:59:44
GeoTesting
express
a wheidiary of CWmomp Corpor lion RESILIENT MODULUS TEST DATA
SUMMARY REPORT
Mr = 195.2 * Pa * (B/Pa) 0.638 * (Sd/Pa) -0.569
10°
.N
CL 105
U7
J
104
H
Z
W
J
F0 103
W
0!
102
r = 0.90662
I I I I I I I I I I I I I I I I 1
I I I 1 I I I I i 1 I I I 1 I I I
I I , I I I I 1 1 I I I I I I I I
1 I 1 I I I I I I I I I I I I 1 I
I 1 I 1 I I I I I I I I 1 I I I I
I I I I I I I I I I I I I I I I I
-----------I ------' --- i --- ' I --------- ' I I 1 I I
I I I I I I 1 I I I I I I I I I
I I I I I I I I I 1 I I i I I 1 I
I 1 I I I I I I I 1 I I I I I 1 I
I I I I I I I I I I I I 1 I I I
I I I I I I l I I I I I I I I I
I I I I I I V I 1 I I I I I I I
_I-____------ I------ i - - _ - I- I I 1 1 1
I 1 I I I 7 1 I 1 1 I I I I I 1 I
I 1 1 1 I C I I 01 b I I I I I I 1 I
I I I (? I I I I I I I I I I I I
I I I I y( I ? I ®I 1 I I I I I 1 I
I 1 I I 1 I I I' I I I 1 I I I I I
I I 1 I I I I I I I I I I 1 I I 1
----------- 1 I 1 I I I I I I 1 I I
I I I I I I I 1 I I I I I I I I I
I 1 1 I I I I I I I I I 1 I I I I
I I 1 1 1 1 I I I I 1 I I 1 1 I I
I I I I I 7 I I I I I I I I I I I
I I I I I 1 I I I I I I I I I I 1
? I I I I I I I I I I I 1 I I I f
I I 1 I I I I I I I I I I I I I I
10
Deviator Stress, psi
100
Confining
Stress
S3
(psi) Nom. Max.
Deviator
Stress
(psi) Mean
Deviator
Stress
(psi) Std. Dev.
Deviator
Stress
(psi) Mean
Bulk
Stress
(Psi) Mean
Resilient
Strain Std. Dev.
Resilient
Strain
(7.) Mean
Resilient
Modulus
(psi) Std. Dev.
Resilient
Modulus
(psi)
6.127 2 1.714 0.0297 20.09 0.02 0.00 9924.3 352.79
6.128 4 4.4 0.0507 22.78 0.04 0.00 9660.3 122.89
6.128 6 6.463 0.1229 24.85 0.09 0.00 6963.3 73.517
6.128 8 8.61 0.0475 26.99 0.13 0.00 5938.8 32.19
6.131 10 10.23 0.0252 28.62 0.16 0.00 5878.6 18.086
4.118 2 1.917 0.0103 14.27 0.02 0.00 9707.9 134.04
4.132 4 3.871 0.0478 16.27 0.07 0.00 5487.7 119.26
4.131 6 5.662 0.0865 18.06 0.11 0.00 4600.5 82.416
4.131 8 7.688 0.1274 20.08 0.16 0.00 4558.2 83.428
4.13 10 9.547 0.1358 21.94 0.19 0.00 4677.4 77.518
2.132 2 1.789 0.0064 8.185 0.02 0.00 8228.3 200.38
2.164 4 3.881 0.0397 10.37 0.08 0.00 4427.2 61.269
2.169 6 5.91 0.0483 12.42 0.14 0.00 3964.6 45.388
2.157 8 7.805 0.0809 14.28 0.18 0.00 4048.9 34.936
2.131 10 9.529 0.0999 15.92 0.20 0.00 4278.2 39.714

Project: Apex Peakway-Segment AP3 Location: North Carolina Project No.: GTX-8598
Boring No.: --- Tested By: njh Checked By: jdt
Sample No.: HA-3 Test Date: 12/09/08 Depth: 0.5-3 ft
Test No.: RM-4 Sample Type: compacted Elevation: ---
Description: Moist, reddish yellow clayey sand
Remarks: System D - Target Compaction: 105.0 pcf ® 225 optimum +3% moisture content
File: \\Geocompdbl\projects\gtx8698\rm\8698-RM4.dat
wed, 10-DEC-2008 D8:59:51
GeoTesting
express
a subsidiary of Gaocomp Corporation
Client:
Project Name:
Project Location:
GTX #: Wilbur Smith Associates
Apex Peakway - Segment AP3
North Carolina
8698 Test Date: 12/10109
Tested By: njh
Checked By: jdt
Boring ID: ---
Sample ID: HA-4
Depth, ft. 0.5-3.0 ft.
Soil Description: Moist, brown silty sand
Sample Preparation: Target Compaction: 100% of Maximum D ry Density (123.5 pcf) at
Optimum Moisture Content (9.5%)
Material Type: Type 2
Test No.: RM5
Test Comments: Comments:
Resilient Modulus of Subgrade Soil by AASHTO T 307
Test Information:
Preconditioning-Greater than 5% perm. strain? (Y=yes or N=no) N
Testing-greater than 5% perm. Strain? (Y=yes or N=no) N
Testing-Number of Load Sequences Completed (0-15) 15
Specimen Information:
Diameter @ top of compacted specimen (in.) 4.01
Diameter @ middle of compacted specimen (in.) 4.01
Diameter @ bottom of compacted specimen (in.) 4.01
Average Diameter of specimen (in.) 4.01
Membrane Thickness {1) (in.) 0.01
Membrane Thickness {2) (in.) 0
Net Diameter (in.) 4.00
Height of Specimen, Cap and Base, (in.) 10.3
Height Cap and Base, (in.) 2.3
Initial Length of Specimen, Lo, (in.) 8.00
Initial Area Cross Section of Specimen, Ao, (in2) 12.54
Initial Volume of Specimen, (Ao)(Lo), (in3) 100.4
Soil Specimen Weight ---
Initial Weight of Container and Wet Soil, (grams) ---
Final Weight of Container and Wet Soil, (grams) ---
Weight of Wet Soil Used (grams) 3569.0
Soil Properties:
In Situ Moisture Content(Nuclear), % N/A
In Situ Wet Density (Nuclear), (pcf) N/A
Specific Gravity ---
Liquid Limit NP
Plastic Limit NP
Plasticity Index NP
Test Specimen Properties:
Compaction Moisture Content, % 9.6
Moisture Content after Resilent Modulus Testing, % 9.5
Compaction Dry Density rd, pcf 123.6
Permanent Strain, % 1.6
Quick Shear Test N/A
Stress-Strain Plot Attached (Y=yes, N=no) NO
Triaxial Shear Maximum Strength (Max Load/X-Section Area), psi N/A
Specimen Fail During Triaxial Shear? (Y=yes, N=no) N/A
Page 1 of 4
GeoTesting
express
amltusidiary of Gaocpmp Corporatlpn RESILIENT MODULUS TEST DATA
SUMMARY REPORT
Mr= 653.23«80.803
107
N 10°
d
D 10°
J
0 101
H
_W 103
_J
V)
W
X t 02
10'
r = 0.95752
I I 1 I I I 1 I I I I I I I I I I
I 1 I 1 I I 1 I 1 I I I I I I I I
I I I I I 1 1 1 I I I I I I I I I
I I I I I ! I 1 I I I I I 1
I I I I I I I I I I I I I I I I 1
I I I 1 I 1 I I 1 I I I I I I I 1
I I I 1 I 1 I I 1 I I I I I I I 1
I I I I I 1 I I 1 I I I 1 I I I 1
_________-.l------ L____---------- 1______ L----
- I___1__1__L
I 1 I I I 1 I I 1 I I I I I t I 1
I 1 I I I 1 I I I I I I I I 1 I I
I I I I I 1 I I I I I I I I I I I
I I I I I I I I 1 I 1 I I I I I 1
_ _ - _ - _ - - _ I I I I I 1
---------------
0P (V ------- -- a o s ----
? I I I 1 I 1 I I a- ooI I I I I I I
1 I I I I
I I I I I 1
1o o
I I I I I I I I I I I I I I I I I
I I I I I I I I 1 I I I I I I I 1
I I I I I I I I I I 1
I I I I I I I I I I I I I I I I 1
I I I I I I I I I I I I I I I I 1
I I I I I I I I I I I I 1 I I I 1
I I I I I I I I I I 1
I I I I I I I I I I I I I I I I
I I I I I I I t I I I I I I I I
I I I I I I I I I I 1 I I I I 1 I
I I I I I I I I I I I I I I I I
10
Bulk Stress, psi
100
Confining
Stress
S3
(psi) Nom. Max.
Deviator
Stress
(psi) Mean
Deviator
Stress
(psi) Std. Dev.
Deviator
Stress
(psi) Mean
Bulk
Stress
(psi) Mean
Resilient
Strain
(96) Std. Dev.
Resilient
Strain
(7.) Mean
Resilient
Modulus
(psi) Std. Dev.
Resilient
Modulus
(psi)
6.144 2 2.02 0.0503 20.45 0.02 0.00 8966.3 177.45
6.142 4 4.288 0.0840 22.71 0.05 0.00 8653.9 161.22
6.145 6 6.149 0.2506 24.58 0.07 0.00 8461.7 165.63
6.143 8 8.848 0.3830 27.28 0.09 0.01 9129.3 365.21
6.144 10 10.46 0.1304 28.9 0.11 0.00 9019.9 59.627
4.131 2 1.755 0.0229 14.15 0.03 0.00 5274.5 49.182
4.135 4 4.286 0.0620 16.69 0.06 0.00 6250 85.71
4.129 6 7.068 0.2805 19.45 0.09 0.00 7437.3 244.55
4.137 6 9.752 0.1073 22.16 0.11 0.00 8028.9 83.059
4.133 10 11.94 0.0548 24.34 0.14 0.00 8206.8 78.878
2.177 2 1.859 0.0237 8.391 0.04 0.00 4207.7 86.651
2.147 4 4.279 0.0535 10.72 0.10 0.00 3962.4 40.304
2.136 6 5.786 0.0846 12.19 0.12 0.00 4347.5 57.148
2.135 8 7.668 0.2384 14.07 0.14 0.00 5112.1 191.93
2.136 10 10.4 0.2664 16.81 0.16 0.00 6181.7 200.77

Project: Apex Peakway-Segment AP3 Location: North Carolina Project No.: GTX-8698
Boring No.: --- Tested By: njh Checked By: jdt
Sample No.: HA-4 Test Date: 12/09/08 Depth: 0.5-3 ft
Test No.. RM-5 Sample Type: compacted Elevation: ---
Description: Moist, brown silty sand
Remarks: System D - Target Compaction: 123.5 pcf ® 9.5% optimum moisture content
File: \\Geocompdb1\prole cts\gtx8698\rm\8698-RM5.dat
Wed, 10-DEC-2008 09:04:01
GeoTesting
express
osuhsiAinry nl Gxocomp(:ogiwxlinn RESILIENT MODULUS TEST DATA
SUMMARY REPORT
Mr = 4858 * Sd 0.181 r = 0.38543
10'
rn 10°
CL
10'
D
0
0 104
H
LLJ 103
J_
U)
LLJ
= 102.
101
I 1 I I I 1 1 I i
I I I I I I
I I I I 1 1 I I I
I I I
I I I I I 1 1 I I I
I ' ' ' ' I I I
1 I I I I I I I , ,
-----------Y------I-----1^----*----t•---1-----------F------I----"1---
1 I I I 1 I I I I 1 1- -- -- -I -- I- -1 _
I I I I , , ,
1 I 1 I I I I I I I , , , , , , ,
I 1 I I I I I I 1 I I I I I
I I I
I I I I I I I I I I I 1 I , I I I
__________.f L____L_L_ L_ L___- -- 1______L
1 I I I I 1 1 I I I I I I 1 I I I
1 I I I I I I I I 1 I I 1 I I I I
I 1 1 I I I I 1 I I I I 1 1 I I
I I 1 I 1 I 1 I I I I I 1 1 I i
1 I I I I 1
----------- ------ I
I---- ? I --Tj----? 610- ------ I---- ?---? --? - ?--'--I-
O I I I? I , o O b-- , I I 1 I I I 1
p l I I ? I al I OI I ? ? I I ! I I I I
I I I I I I I
I I 1 I 1 I I I 1 I 1 1 1 I I I 1
I 1 I I I I 1 I I I I I I I
I I I I I I I I , I I I I I I 1 1
I I I t I I I I I I I I
1 1 I I 1
I 1 I ! I I , I 1 I I I I 1 I I I
________-__I I 1 1 1 1 1 1
I I I I 1 I 1 I I I I I 1 I I I I
I 1 I I , I 1 I I I I I I I I I
I I I I 1 1 1 1 I I I I I 1 I 1 I
I I I 1 I I I I I I I I I I I I 1
10 100
Deviator Stress, psi
Confining
Stress
S3
(psi) Nom. Max.
Deviator
Stress
(psi) Mean
Deviator
Stress
(psi) Std. Dev.
Deviator
Stress
(psi) Mean
Bulk
Stress
(psi) Mean
Resilient
Strain
(7) Std. Dev.
Resilient
Strain
W Mean
Resilient
Modulus
(psi) Std. Dev.
Resilient
Modulus
(psi)
6.144 2 2.02 0.0503 20.45 0.02 0.00 8966.3 177.45
6.142 4 4.288 0.0840 22.71 0.05 0.00 8653.9 161.22
6.145 6 6.149 0.2506 24.58 0.07 0.00 8461.7 165.63
6.143 8 8.848 0.3830 27.28 0.09 0.01 9129.3 365.21
6.144 10 10.46 0.1304 28.9 0.11 0.00 9019.9 59.627
4.131 2 1.755 0.0229 14.15 0.03 0.00 5274.5 49.182
4.135 4 4.286 0.0620 16.69 0.06 0.00 6250 85.71
4.129 6 7.068 0.2805 19.45 0.09 0.00 7437.3 244.55
4.137 8 9.752 0.1073 22.16 0.11 0.00 8028.9 83.059
4.133 10 11.94 0.0548 24.34 0.14 0.00 8206.8 78.878
2.177 2 1.859 0.0237 8.391 0.04 0.00 4207.7 86.651
2.147 4 4.279 0.0535 10.72 0.10 0.00 3962.4 40.304
2.136 6 5.786 0.0846 12.19 0.12 0.00 4347.5 57.148
2.135 8 7.668 0.2384 14.07 0.14 0.00 5112.1 191.93
2.136 10, 10.4 0.2664 16.81 0.16 0.00 6181.7 200.77

Project: Apex Peakway-Segment AP3 Location: North Carolina Project No.: GTX-8698
Boring No.: --- Tested By: njh Checked By: jdt
Sample No.: HA-4 Test Dote: 12/09/08 Depth: 0.5-3 ft
Test No.: RM-5 Sample Type: compacted Elevation: ---
Description: Moist. brown silty sand
Remarks: System D - Target Compaction: 123.5 pcf 0 9.5% optimum moisture content
File: \\Geocompdbl\projects\gtx8698\rm\8698-RM5.dat
Wed. 10-DEC-2008 09:04:08
GeoTesting
express
e5ubalAi?ry of GeacomO CO[I)Ora[i0? RESILIENT MODULUS TEST DATA
SUMMARY REPORT
107
N 10°
Q
5 10°
J
C 10`
F-
w_ 1
J_
Ln
LLJ
W 102
10'
Mr = 341.16 * Pa * (13/Pa) 0.906 * (Sd/Pa) -0103 r = 0.97443
? I 1 I I I I I I I I 1 I 1 I I I
I I I I 1 I I I 1 I I 1 I I I I 1
1 I I I t I I I I I I I I I I I 1
I 1 I t I I I I I I 1 I I I I
----------- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
I I I I I I I 1 I f I ! 1 I I I
I I I I I I 7 I I I I I I I I I 1
1 I I I I I I I I I 1 I I I 1 I 1
I I 1 I I I I I 1 I I I I I I I I
---------- J------ L____L-______-__J------ L
I I I I I I I I I I I I I I I I I
1 I I i I I 1 I I I I I I I I I
1 I I I I I I I I 1 I 1 I 1 I I
I I I I I 1 I I I I I I I 1 I I 1
----------- I I----- I I ! I I I_ _ _ I 1 I I
I I I 1 I I I I
?- I Iy1 W I ?LTJI? ?------- - _ _ _ _ _
O I I I [ I I OI I I? ! I 1 1 I I I I
? I I I? I I I I I I 1 I I 1 I I I I
I I 1 I I 1 I I 1 1 I I I I I I I
I 1 I I I I I I _ --- I I I I I
1 I I I I I I I I 1 I I I I I I I
I I I I ! I I 1 1 1 I I I I I I I
I I 1 I l I I I I ! I I 1 1 I I I
I I 1 1 I I f I I I I I I I I I I
____ ______ _ }_ _ ____-__+_-+-_I--r _I__ _ _ ___-___H_ _ _ ___I_ I___y_
1 I I I 1 I I I I 1 I I I I i I I
I I 1 I I I I 1 I I I I I I I I I
I 1 I I I 1 I I 1 I I I I 1 I I I
I I 1 1 I I I I I I 1 I I I I I I
10
Deviator Stress, psi
100
Confining
Stress
S3
(psi) Nom. Max.
Deviator
Stress
(psi) Mean
Deviator
Stress
(psi) Std. Dev.
Deviator
Stress
(psi) Mean
Bulk
Stress
(psi) Mean
Resilient
Strain
W Std. Dev.
Resilient
Strain
W Mean
Resilient
Modulus
(psi) Std. Dev.
Resilient
Modulus
(psi)
6.144 2 2.02 0.0503 20.45 0.02 0.00 8966.3 177.45
6.142 4 4.288 0.0840 22.71 0.05 0.00 8653.9 161.22
6.145 6 6.149 0.2506 24.58 0.07 0.00 8461.7 165.63
6.143 8 8.848 0.3830 27.28 0.09 0.01 9129.3 365.21
6.144 10 10.46 0.1304 28.9 0.11 0.00 9019.9 59.627
4.131 2 1.755 0.0229 14.15 0.03 0.00 5274.5 49.182
4.135 4 4.286 0.0620 16.69 0.06 0.00 6250 85.71
4.129 6 7.068 0.2805 19.45 0.09 0.00 7437.3 244.55
4.137 8 9.752 0.1073 22.16 0.11 0.00 8028.9 83.059
4.133 10 11.94 0.0548 24.34 0.14 0.00 8206.8 78.878
2.177 2 1.859 0.0237 8.391 0.04 0.00 4207.7 86.651
2.147 4 4.279 0.0535 10.72 0.10 0.00 3962.4 40.304
2.136 6 5.786 0.0846 12.19 0.12 0.00 4347.5 57.148
2.135 8 7.668 0.2384 14.07 0.14 0.00 5112.1 191.93
2.136 10 10.4 0.2664 16.81 0.16 0.00 6181.7 200.77

Project: Apex Peakway-Segment AP3 Location: North Carolina Project No.: GTX-8698
Boring No.: --- Tested By: njh Checked By: jdt
Sample No.: HA-4 Test Date: 12/09/08 Depth: 0.5-3 ft
Test No.: RM-5 Sample Type: compacted Elevation: ---
Description: Moist, brown silty sand
Remarks: System D - Target Compaction: 123.5 pcf 0 9.5% optimum moisture content
File: \\Geocompdbl\projects\gtx8698\rm\8698-RM5.dat
Wed, 10-DEC-2005 09:04:16
GeoTesting
express
a subsidlary of Goocomp Corporation
Client:
Project Name:
Project Location:
GTX #: Wilbur Smith Associates
Apex Peakway - Segment AP3
North Carolina
8698 Test Date: 12/10/09
Tested By: nih
Checked By: jdt
Boring ID: ---
Sample 1D: HA-4
Depth, ft. 0.5-3.0 ft.
Soil Description: Moist, brown silty sand
Sample Preparation: Target Compaction: 100% of Maximum D ry Density (123.5 pcf) at
Optimum 3% Moisture Content (12.5%)
Material Type: Type 2
Test No.: RM6
Test Comments: Comments:
Resilient Modulus of Subgrade Soil by AASHTO T 307
Test Information:
Preconditioning-Greater than 5% perm, strain? (Y=yes or N=no) N
Testing-greater than 5% perm. Strain? (Y=yes or N=no) Y
Testing-Number of Load Sequences Completed (0-15) 15
Specimen Information:
Diameter @ top of compacted specimen (in.) 4.01
Diameter @ middle of compacted specimen (in.) 4.01
Diameter @ bottom of compacted specimen (in.) 4.01
Average Diameter of specimen (in.) 4.01
Membrane Thickness W (in.) 0.01
Membrane Thickness {2} (in.) 0
Net Diameter (in.) 4.00
Height of Specimen, Cap and Base, (in.) 10.3
Height Cap and Base, (in.) 2.3
Initial Length of Specimen, Lo, (in.) 8.00
Initial Area Cross Section of Specimen, Ao, (in2) 12.54
Initial Volume of Specimen, (Ao)(Lo), (in) 100.4
Soil Specimen Weight ---
Initial Weight of Container and Wet Soll, (grams) ---
Final Weight of Container and Wet Soil, (grams) ---
Weight of Wet Soil Used (grams) 3666.0
Soil Properties:
In Situ Moisture Content(Nuclear), % N/A
In Situ wet Density (Nuclear), (pcf) N/A
Specific Gravity ---
Liquid Limit NP
Plastic Limit NP
Plasticity Index NP
Test Specimen Properties:
Compaction Moisture Content, % 12.3
Moisture Content after Resilent Modulus Testing, % 1118
Compaction Dry Density rd, pcf 123.9
Permanent Strain, % 6.8
Quick Shear Test N/A
Stress-Strain Plot Attached (Y=yes, N=no) NO
Triaxial Shear Maximum Strength (Max Load/X-Section Area), psi N/A
Specimen Fail During Triaxial Shear? (Y=yes, N=no) N/A
Page 1 of 4
GeoTesting
express
ne?l>yiAwwyn[Grnronq. Cogwrelion RESILIENT MODULUS TEST DATA
SUMMARY REPORT
Mr = 791.38 * B 0.266
10°
a 103
10`
0c
L
Z 103
W_
J_
N
? 102
101
r = 0.32345
I I I I I I I 1 I I ? I I ? ? ? ?
I I I I I I I I I I I I I I I I I
I I 1 I I I I I I I I I I 1 , 1 I
I I I I I I I I I I I I I I I I I
I 1 I I I I 1 I I I I I 1
1 I I I I 1 I I I I 1 I I 1 I I I
I I I I I I I 1 1 1 I I 1 I I I
I I I I I I I I I I I I 1 I I I
I I I I I I I I I I I I I I I I
I I I 1 I I I I I 1
I I
_--______-_L______I____J___1__L__I__L _--________! _._-__j ___LL_1_
I 1 1 I I I I I l I I I I I
I I I I I I I I I I I I I I I I I
I I I I I f I I I 1 I I I I I I 1
1 I I I 1 1 I I I 0 1 ? I I I I I I 1
I I I I I I OI I I 00 010 O??I I I I I I I
I I I I I 1 0
---------- ----4--- ! 11 I I I
I I I I I I I I I I
I I I I , 1 I
I I I I I 1 I i I I I I I 1 I , I
I I I I I I I I I I I 1 I I I I 1
I I I I I I I I I I I I 1 I I I
I I I I I I I I 7 I I I
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - -
I I I I I I I I I I I I 1 1 I I I
I I I I I I I I I I I I I I I I I
I I I I I I I I I 1 I I I I I I I
I I I I I I I I I I I I I I I I I
I I ! I I I I I I 1 I I I 1 1 1
10 100
Bulk Stress, psi
Confining
Stress
S3
(psi) Nom. Max.
Deviator
Stress
(psi) Mean
Deviator
Stress
(psi) Std. Dev.
Deviator
Stress
(psi) Mean
Bulk
Stress
(psi) Mean
Resilient
Strain
(7.) Std. Dev.
Resilient
Strain Mean
Resilient
Modulus
(Psi) Std. Dev.
Resilient
Modulus
(Psi)
6.144 2 0.9642 0.0165 19.4 0.12 0.00 812.25 8.6411
6.144 4 4.28 0.0088 22.71 0.28 0.00 1441.5 8.0541
6.148 6 5.612 0.0653 25.06 0.33 0.00 1866.2 21.494
6.171 8 8.417 0.0841 26.93 0.38 0.00 2045.7 13.101
6.178 10 9.927 0.1279 28.46 0.41 0.00 2217 23.215
4.143 2 1.165 0.0250 13.59 0.06 0.00 1953.2 32.888
4.155 4 3.021 0.0400 15.49 0.25 0.00 1122.9 19.328
4.163 6 6.364 0.0222 18.85 0.34 0.00 1761.2 9.0645
4.171 8 8.773 0.0702 21.29 0.40 0.00 2068 21.549
4.176 10 10.82 0.0981 23.35 0.43 0100 2338.8 24.626
2.133 2 1.25 0.0079 7.65 0.07 0.00 1802.1 20.383
2.142 4 2.467 0.1015 8.892 0.23 0.01 998.22 20.34
2.173 6 5.343 0.1361 11.86 0.31 0.00 1590.5 36.208
2.176 8 8.325 0.0241 14.85 0.38 0.00 2051.9 4.8127
2.148 10 10.85 0.0527 17.29 0.42 0.00 2388.9 18.953

Project: Apex Peakway-Segment AP3 Location: North Carolina Project No.: M-8698
Boring No.: --- Tested By: njh Checked By: jdt
Sample No.: HA-4 Test Date: 12/09/08 Depth: 0.5-3 ft
Test No.: RM-6 Sample Type: compacted Elevation: ---
Description: Moist, brown silty sand
Remarks: System D - Target Compaction: 123.5 pcf ® 12.59 optimum *39 moisture content
File: \\Geocompdbl\projects\gtx8698\rm\8698-RM6.dat
wed. 10-DEC-2008 09:15:12
GeoTesting
express
e aubaldlery of ueocomo Gorporacon RESILIENT MODULUS TEST DATA
SUMMARY REPORT
10°
Mr = 1148.9 * Sd 0.255
r = 0.66785
a 10'
104
c?
G
Z 103
W
_J
Li 10'
10'
1 I I I I I I 11 I I I I I I I I I I I I 1 I I I I
I I I I I I 1 I I I I I I I I I I I I I I I I I I I
I I 1 I 1 I I I I I 1 I I I I I I I I I I I I I I 1
I I ! 1 1 I I 11 I 1 I I I I ! I I I 1 I I I I 1 I
I t I I I I 1 1 I 1 I I 1 I 1 I I
I I 1 I I I I I t I I 1 I I 1 I 1 1 I 1 I I I I 1 I
I I 1 I 1 I I 11 1 I I I 1 I I I I I I I I I I , I
I I 1 I ! I I 11 I I I I I I 1
I I , I 1 I I I I I 11 I I 1 I I 1 , I
I I I I I I 11 I I I I I I I I
I I t I 1 I I I I I I 1 I I I I 1
I I 1 1
______..LJI_I I_L______J____ IL_IL_L.JI
_L1
I I I I I I I I I 1 I I 1 I I I I I I I I I
I I I I I I I I I I I 1 I I V I I I I I I
I I I I I I I I I I I I I I I I I I 1 ( 1 I 1 I I I
I I I I I I 1 I I I I I I I I I ? I I I I I 1 I I
I I 1 I
I I I I I ? I I '? I Iml ? I I I I I 1 I I
I I I I Aa lv I I 11 1 I I I I I
-----------r--T--1--,-?-i rpT------- r-®-T
I 1 1 I I I I i I I I I I 1 I I I I I I I I I I I I
I I , I , i I I t I I I I I I I I I I I I I I I I I
I I 1 I I I I I I I I I I 1 I I I I 1 I I I I I I I
I I 1 I I I 1 I I I I I I I 1 I I I I I I I I I I I
I
------- t - ` -- I-----iI -i1 '1 y1 --- - - - - - - ?I ----1 r--+I --1I --I 1-YI -I 1-tI + ------- {
+
I I I I I I I I I I 1 I I I I I I I 1 I I I I I I I
I I I 1 I I I I I I I I I I I I I I I I I I I I I I
I I I I I I 1 I I l I I I 1 I I 1 1 1 1 I 1 I I I I
I I I I I I I I I 1 I I I I I I I I I I I I I I I I
1 I I i I ; I I I 1 I I I I I I I I I 1 I I I 1 I I
U.I
Deviator Stress, psi
10
100
Confining
Stress
S3
(psi) Nom. Max.
Deviator
Stress
(psi) Mean
Deviator
Stress
(psi) Std. Dev.
Deviator
Stress
(psi) Mean
Bulk
Stress
(psi) Mean
Resilient
Strain
W Std. Dev.
Resilient
Strain
(%) Mean
Resilient
Modulus
(psi) Std. Dev.
Resilient
Modulus
(psi)
6.144 2 0.9642 0.0165 19.4 0.12 0.00 812.25 8.6411
6.144 4 4.28 0.0088 22.71 0.28 0.00 1441.5 8.0541
6.148 6 6.612 0.0653 25.06 0.33 0.00 1866.2 21.494
6.171 8 8.417 0.0841 26.93 0.38 0.00 2045.7 13.101
6.178 10 9.927 0.1279 28.46 0.41 0.00 2217 23.215
4.143 2 1.165 0.0250 13.59 0.06 0.00 1953.2 32.888
4.155 4 3.021 0.0400 15.49 0.25 0.00 1122.9 19.328
4.163 6 5.364 0.0222 18.85 0.34 0.00 1761.2 9.0645
4.171 8 8.773 0.0702 21.29 0.40 0.00 2068 21.549
4.176 10 10.82 0.0981 23.35 0.43 0.00 2338.8 24.626
2.133 2 1.25 0.0079 7.65 0.07 0.00 1802.1 20.383
2.142 4 2.467 0.1015 8.892 0.23 0.01 998.22 20.34
2.173 6 5.343 0.1361 11.86 0.31 0.00 1590.5 36.208
2.176 B 8.325 0.0241 14.85 0.38 0.00 2051.9 4.8127
2.148 10 10.85 0.0527 17.29 0.42 0.00 2388.9 18.953

Project; Apex Peakway-Segment AP3 Location: North Carolina Project No.: GTX-8698
Boring No.: --- Tested By: njh Checked By: jdt
Sample No.: HA-4 Test Date: 12/09/08 Depth: 0.5-3 ft
Test No.: RM-6 Sample Type: compacted Elevation: ---
Description: Moist. brown silty sand
Remarks: System D - Target Compaction: 123.5 pcf ® 12.57* optimum +3% moisture content
File: \\Geocompdbl\projects\gtx8698\rm\8698-RM6.dat
Wed, 10-DEC-2008 09:15:19
GeoTesting
express
u subsidiwy of Gsocoagi Corpornliun
RESILIENT MODULUS TEST DATA
SUMMARY REPORT
10°
a 10°
V)
D
104
c0
L
Z 103
W_
J
'
^
V
? 102
10'
Mr = 161.18 * Pa * (B/Pa) -0.0824 * (Sd/Pa) 0.277 r = 0.67277
I I I I I 1 I I 1 I I I I I I I I I I I I I I I I
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0.1
Deviator Stress, psi
10
100
Confining
Stress
S3
(psi) Nom. Max.
Deviator
Stress
(psi) Mean
Deviator
Stress
(psi) Std. Dev.
Deviator
Stress
(psi) Mean
Bulk
Stress
(psi) Mean
Resilient
Strain
(%) Std. Dev.
Resilient
Strain
(%) Mean
Resilient
Modulus
(psi) Std. Dev.
Resilient
Modulus
(psi)
6.144 2 0.9642 0.0165 19.4 0.12 0.00 812.25 8.6411
6.144 4 4.28 0.0088 22.71 0.28 0.00 1441.5 8.0541
6.148 6 6.612 0.0653 25.06 0.33 0.00 1866.2 21.494
6.171 8 8.417 0.0841 26.93 0.38 0.00 2045.7 13.101
6.178 10 9.927 0.1279 28.46 0.41 0.00 2217 23.215
4.143 2 1.165 0.0250 13.59 0.06 0.00 1953.2 32.888
4.155 4 3.021 0.0400 15.49 0.25 0.00 1122.9 19.328
4.163 6 6.364 0.0222 18.85 0.34 0.00 1761.2 9.0645
4.171 8 8.773 0.0702 21.29 0.40 0.00 2068 21.549
4.176 10 10.82 0.0981 23.35 0.43 0.00 2338.8 24.626
2.133 2 1.25 0.0079 7.65 0.07 0.00 1802.1 20.383
2.142 4 2.467 0.1015 8.892 0.23 0.01 998.22 20.34
2.173 6 5.343 0.1361 11.86 0.31 0.00 1590.5 36.208
2.176 8 8.325 0.0241 14.85 0.38 0.00 2051.9 4.8127
2.148 10 10.85 0.0527 17.29 0.42 0.00 2388.9 18.953

Project: Apex Peakway-Segment AP3 Location: North Carolina Project No.: GTX-8698
Boring No.: --- Tested By: njh Checked By: jdt
Sample No.: HA-4 Test Date: 12/09/08 Depth: 0.5-3 ft
Test No.: RM-6 Sample Type: compacted Elevation: ---
Description: Moist, brown silty sand
Remarks: System D - Target Compaction: 123.5 pcf ® 12.5% optimum +3% moisture content
File: \\Geocompdbl\projects\gtx8698\rm\8698-RM6.dat
Wed. 10-DEC-2008 09:15:25
APPENDIX D
Bridge Foundation Analyses (18)
Embankent Settlement (6)
Slope Stability (4)
Culvert Analyses (5)
Pavements (8)
i?? ENGINEERS
SU, PLANNERS
6 GRLWEAP: WAVE EQUATION ANALYSIS OF PILE FOUNDATIONS %%89sN ECONOMISTS
APEX PEAKWAY OVER CSX RAILROAD l&q?ii
HP12X53 STEEL PILING (Grade 50) END BENT I Wi lburSm j4h
RELEVANT BORING s : EB1-A, EB1-B
PILE PROFILE - LENGTH = 70 FEET (17 FEET IN FIB
Toe Area (in2) 144.00 Pile Type H-PILE
Pile Size (inch) 12.000
L b Top Area E-Mod Spec Wt Perim Strength Wave Sp EA/c
ft in2 ksi Ib/ft3 ft ksi ft/s k/ft/s
0.0 15.50 30000. 492.0 4.0 0.000 16807. 27.7
70.0 15.50 30000. 492.0 4.0 0.000 16807. 27.7
HAMMER OPTIONS:
Hammer File ID No. 41 Hammer Type OE Diesel (D19-42)
Stroke Option FxdP-VarS Stroke Convergence Crit. 0.010
Fuel Pump Setting Maximum
HAMMER DATA:
Ram Weight (kips) 4.00
Maximum Stroke (ft) 11.86
Rated Stroke (ft) 10.81
Maximum Pressure (psi ) 1520.00
Compression Exponent 1.350
Ram Diameter (inch) 12.60
Combustion Delay (s) 0.00200
Ram Length (inch) 129.10
Efficiency 0.80
Actual Pressure (psi) 1520.00
Expansion Exponent 1.250
Ignition Duration (s) 0.00200
HAMMER CUSHION: PILE CUSHION:
Cross Sect. Area (in2) 227.00 Cross Sect. Area (in2) 0.0
Elastic-Modulus (ksi) 530.0 Elastic-Modulus (ksi) 0.0
Thickness (inch) 2.00 Thickness (inch) 0.0
Coeff of Restitution 0.8 Coeff of Restitution 1.0
RoundOut (ft) 0.0 RoundOut (ft) 0.0
Stiffness (kips/in) 60155.0 Stiffness (kips/in) 0.0
SOIL RESISTANCE VALUES
Shaft End Shaft Toe Shaft Toe Soil Relative Setup
Depth Res. Bearing Quake Quake Damping Damping Setup Energy Time
ft k/ft2 kips inch inch s/ft s/ft Normlzd ft hrs
0.00 0.30 35.00 0.100 0.200 0.100 0.150 0.000 6.560 0.000
16.00 0.30 35.00 0.100 0.200 0.100 0.150 0.000 6.560 0.000
16.00 0.41 41.77 0.100 0.200 0.050 0.150 0.500 6.560 1.000
19.00 0.44 41.77 0.100 0.200 0.050 0.150 0.500 6.560 1.000
19.00 1.13 89.91 0.100 0.100 0.200 0.150 1.000 6.560 84.000
29.00 1.40 111.99 0.100 0.100 0.200 0.150 1.000 6.560 84.000
29.00 0.66 50.13 0.100 0.200 0.050 0.150 0.500 6.560 1.000
38.00 0.77 50.13 0.100 0.200 0.050 0.150 0.500 6.560 1.000
38.00 0.64 104.43 0.100 0.200 0.050 0.150 0.500 6.560 1.000
48.00 0.76 104.43 0.100 0.200 0.050 0.150 0.500 6.560 1.000
48.00 0.83 71.01 0.100 0.200 0.050 0.150 0.500 6.560 1.000
53.00 0.90 71.01 0.100 0.200 0.050 0.150 0.500 6.560 1.000
53.00 1.00 75.00 0.100 0.100 0.200 0.150 0.500 6.560 1.000
59.50 1.50 100.00 0.100 0.100 0.200 0.150 0.500 6.560 1.000
59.50 1.80 100.00 0.100 0.100 0.200 0.150 0.500 6.560 1.000
66.00 1.80 125.00 0.100 0.100 0.200 0.150 0.500 6.560 1.000
66.00 3.00 180.00 0.100 0.100 0.050 0.150 0.500 6.560 1.000
70.00 3.00 250.00 0.100 0.100 0.050 0.150 0.500 6.560 1.000
I END BENT I (p.2)
SUMMARY OVER DEPTHS BELOW BOTTOM OF M.S.E. WALL (Hammer at Full Operation)
Wilbur Smith Associates Oct 30 2008
Apex Pkwy over CSX RR : End Bent 1 GRLWEAP(TM) Version 2005
Gain/Loss 1 at Shaft and Toe 0.820 / 1.000
Ultimate End Blow Comp. Tension
Depth Capacity Friction Bearing Count Stress Stress Stroke ENTHRU
ft kips kips kips blows/ft ksi ksi ft kips-ft
3.0 38.6 3.6 35.0 3.5 16.938 -0.526 4.69 21.4
3.0 38.6 3.6 35.0 3.5 16.946 -0.520 4.69 21.4
5.5 41.6 6.6 35.0 3.8 17.374 -0.452 4.76 21.1
8.0 44.6 9.6 35.0 4.1 17.809 -0.379 4.83 20.9
8.0 44.6 9.6 35.0 4.1 17.813 -0.376 4.83 20.9
15.0 53.0 18.0 35.0 5.0 19.040 -0.246 5.03 20.3
22.0 131.8 35.3 96.5 15.9 25.915 -0.950 6.50 17.8
22.0 132.1 35.5 96.6 16.1 25.723 -0.951 6.44 17.5
27.0 164.0 56.4 107.6 21.3 27.132 -1.168 6.86 17.5
32.0 122.9 72.7 50.1 15.5 25.095 -1.166 6.35 17.6
32.0 123.0 72.9 50.1 15.6 25.104 -1.170 6.35 17.6
34.5 129.4 79.3 50.1 16.5 25.333 -1.267 6.42 17.5
37.0 136.1 86.0 50.1 17.3 25.837 -1.132 6.55 17.6
37.0 136.2 86.1 50.1 17.3 25.844 -1.127 6.55 17.6 Driving into
43.5 206.7 102.3 104.4 30.7 27.830 -0.889 7.21 17.4 Fanglomerates
50.0 191.4 120.4 71.0 26.5 27.356 -1.289 7.07 17.0 to Elev
+440 to
50.0 191.5 120.5 71.0 26.5 27.353 -1.287 7
08 17
0 .

55.0
220.7
137.9
82.8
31.2
28.057
-0.566 .
7.34 .
17.0 +445 or 4 to 5
58.0 246.0 151.7 94.2 38.5 28.535 -0.684 7.55 17.2 blows per inch.
60
0 264
8 162
9
. . . 101.9 46.0 28.710 -0.654 7.62 17.2
65.0 316.8 195.6 121.2 74.3 29.783 -0.409 8.02 17.7
70.0 495.9 245.9 250.0 4591.2 31.348 -0.168 8.52 18.4
Wilbur Smdh Associates Oct 30 2008
Apex Pkwy over CSX RR : End Bent 1 Gain/Loss 1 at Shaft and Toe 0.820 11000 GRLWEAP(TM) Version 2005
------- UIL Capacity (kips) ------ • Comp. Stress (ksi) ------- ENTHRU (kips-R)
D 200 400 am am 0 10 20 90 40 0 10 20 30 40

K
D
1i
I I I I I .L
0 100 200 ]00 400 0
Sim Count (biowslft)
10 20 b 40
- Tension (ksi)
i
U
D 4 a 12 is
Stroke (ft)
"19IM& ENGINEERS
KNMi'U11 PLANNERS
rGRLWEAP: WAVE EQUATION ANALYSIS OF PILE FOUNDATIONS ttNNIFN ECONOMISTS
APEX PEAKWAY OVER CSX RAILROAD 'W??i?
HP12X53 STEEL PILING (Grade 50) END BENT 2 Wi l burSm iO
RELEVANT BORING(s). EB2-A, EB2-B
PILE PROFILE - LENGTH = 70 FEET (22 FEET IN FILL):
Toe Area (in2) 144.00 Pile Type H-PILE
Pile Size (inch) 12.000
L b Top Area E-Mod Spec Wt Perim Strength Wave Sp EA/c
ft in2 ksi Ib/ft3 ft ksi ft/s k/ft/s
0.0 15.50 30000. 492.0 4.0 0.000 16807. 27.7
70.0 15.50 30000. 492.0 4.0 0.000 16807. 27.7
HAMMER OPTIONS:
Hammer File ID No.
Stroke Option
Fuel Pump Setting
HAMMER DATA:
41 Hammer Type OE Diesel (D19-42)
FxdP-VarS Stroke Convergence Crit. 0.010
Maximum
Ram Weight (kips) 4.00
Maximum Stroke (ft) 11.86
Rated Stroke (ft) 10.81
Maximum Pressure (ps i) 1520.00
Compression Exponent 1.350
Ram Diameter (inch) 12.60
Combustion Delay (s) 0.00200
Ram Length (inch) 129.10
Efficiency 0.80
Actual Pressure (psi) 1520.00
Expansion Exponent 1.250
Ignition Duration (s) 0.00200
HAMMER CUSHION: PILE CUSHION:
Cross Sect. Area (in2) 227.00 Cross Sect. Area (in2) 0.0
Elastic-Modulus (ksi) 530.0 Elastic-Modulus (ksi) 0.0
Thickness (inch) 2.00 Thickness (inch) 0.0
Coeff of Restitution 0.8 Coeff of Restitution 1.0
RoundOut (ft) 0.0 RoundOut (ft) 0.0
Stiffness (kips/in) 60155.0 Stiffness (k ips/in) 0.0
SOIL RESISTANCE VALUES
Shaft End Shaft Toe Shaft Toe Soil Relative Setup
Depth Res. Bearing Quake Quake Damping Damping Setup Energy Time
ft k/ft2 kips inch inch s/ft s/ft Normlzd ft hrs
0.00 0.30 35.00 0.100 0.200 0.100 0.150 0.000 6.560 0.000
22.00 0.30 35.00 0.100 0.200 0.100 0.150 0.000 6.560 0.000
22.00 0.47 66.83 0.100 0.200 0.050 0.150 0.500 6.560 1.000
27.00 0.53 66.83 0.100 0.200 0.050 0.150 0.500 6.560 1.000
27.00 1.03 79.45 0.100 0.200 0.200 0.150 1.000 6.560 84.00
30.00 1.10 84.77 0.100 0.200 0.200 0.150 1.000 6.560 84.00
30.00 0.65 66.83 0.100 0.200 0.050 0.150 0.500 6.560 1.000
39.00 0.77 66.83 0.100 0.200 0.050 0.150 0.500 6.560 1.000
39.00 0.65 150.00 0.100 0.200 0.050 0.150 0.500 6.560 1.000
50.00 0.80 150.00 0.100 0.200 0.050 0.150 0.500 6.560 1.000
50.00 0.78 170.00 0.100 0.100 0.050 0.150 0.500 6.560 1.000
57.00 0.86 170.00 0.100 0.100 0.050 0.150 0.500 6.560 1.000
57.00 1.00 175.00 0.100 0.100 0.200 0.150 0.500 6.560 1.000
63.50 1.50 200.00 0.100 0.100 0.200 0.150 0.500 6.560 1.000
63.50 1.80 200.00 0.100 0.100 0.200 0.150 0.500 6.560 1.000
70.00 1.80 200.00 0.100 0.100 0.200 0.150 0.500 6.560 1.000
END BENT 2 (p.2)
SUMMARY OVER DEPTHS
Wilbur Smith Associates Oct 30 2008
Apex Pkwy over CSX RR : End Bent 2 GRLWEAP(fM) Version 2005
Gain/Loss 1 at Shaft and Toe 0.820 / 1.000
Ultimate End Blow Comp. Tension
Depth Capacity Friction Bearing Count Stress Stress Stroke ENTHRU
ft kips kips kips blows/ft ksi ksi ft kips-ft
3.0 38.6 3.6 35.0 3.5 16.938 -0.526 4.69 21.4
3.0 38.6 3.6 35.0 3.5 16.946 -0.520 4.69 21.4
5.5 41.6 6.6 35.0 3.8 17.374 -0.452 4.76 21.1
8.0 44.6 9.6 35.0 4.1 17.809 -0.379 4.83 20.9
8.0 44.6 9.6 35.0 4.1 17.813 -0.376 4.83 20.9
15.0 53.0 18.0 35.0 5.0 19.040 -0.246 5.03 20.3
22.0 61.4 26.4 35.0 5.8 20.176 -0.087 5.20 19.8
22.0 93.3 26.4 66.8 10.2 22.889 -1.214 5.80 18.4
27.0 102.3 35.5 66.8 111 23.414 -1.181 5.90 18.2
32.0 117.5 50.7 66.8 13.5 24.329 -1.020 6.16 17.9
32.0 117.6 50.8 66.8 13.5 24.331 -1.018 6.16 17.9 Driving into
34.5 123.8 57.0 66.8 14.4 24.560 -0.979 6.22 17.7 Fanglomerates
37.0 130.4 63.5 66.8 15.2 24.875 -1.135 6.30 17.7

37.0
130.5
63.6
66.8
15.2
24.888
-1.132
6.30
17.6 to Elev. +440 to
43.5 230.2 80.2 150.0 35.2 28.100 -1.520 7.34 18.1 +450 or 4 to 5
50.0 248.0 98.0 150.0 40.0 28.302 -1.436 7.44 18.0 blows per inch.
50.0 268.1 98.1 170.0 41.6 29.093 -2.160 7.70 18.4
60.0 317.6 131.1 186.5 63.1 29.493 -1.348 7.97 18.6
64.0 351.7 151.7 200.0 85.8 29.950 -0.981 8.20 19.0
68.0 377.9 177.9 200.0 116.7 30.366 -0.577 8.32 18.9
Wilbur Sm ith Associates Oct 30 2008
Apex Pkwy over CSX RR : End Bent 2 Gain/Loss 1 at Shaft and Toe 0.820 / 1.000 GRLWEAP(TM) Version 2005
------- Ult Cap acity (kips) ------- Comp. Stress (ksi) ------- ENTHRU (kips-ft)
0 too 2 00 3 00 400 0 to 21 30 4 0 0 10 2D 30 40

10 ' 10 ' '
10

20 r
r

20
?

--
-?
r 20

30
?

30 i
r
r
,

i 30
r
r
r

40
40 r r
i

?
' r
t
1 r

so t
r

70
70 1
70
so so 00

100
t?
0 40 t o 12 0 160
0 10 20 30 4 0 t?0 4 a 12 16
Bbw Co urt (blowsltt ) Tension (ksi) Stroke (ft)
Wilbur Smith Associates 10/1/2008 Page 1 of 2
Capacity of Rock Socketed Drilled Shaft
AASHTO LRFD Bridge Design Specifications, 3rd Edition, including 2006 Interims, Section 10.8.3.5.4
INPUT
Project := "Apex Peakway Bridge Over CSX RR - Bent 1 - 4.0-ft Rock Socket"
FOS := 2.75 Factor of Safety = 2.75 RF := 1
F
Dr := 4ft Diameter of ROCK SOCKET
RQD := 10 Rock RQD - Boring B1 -A and B1-B
Ei := 1.5.106psi Elastic modulus of intact rock, estimated from Table C104.6.5-1
qu := 800psi Uniaxial compressive strength of rock, estimated from Table 4-21 FHWA NHI-06-088
assuming weak to very rock rock following description in boring logs
fc := 4500psi Compressive strength of concrete, assumed
Etop := 44211 Elevation at top of rock socket
qpm := 100ksf Limiting Unit End Bearing Resistance assuming small deformations
ANALYSIS
ae := linterp(Er,(x,linterp(rgd,Em-Ei_O,RQD)) ae = 0.42 ae parameter, Table 10.8.3.5.4b-1
pa := 2.12ksf Atmospheric pressure
1
I ( c 57-7 4.23 ks Ultimate unit skin friction resistance
qs := mi 0.65•ae•pa. ( 3-u- 0.5 7.8-pa- fe
`pa pa10.5
qp := min(2.5•qu,gpm)
dl := 2Dr d2:= 4-Dr
Br:= dl,dl + 1.Oft..d2
EI(Br) := Etop - Br
Qts(Br) := gs7c•Dr•Br
Dr2
Qtp := qp'1' 4
Qt(Br) := Qts(Br) + Qtp
Qa(Br) := Qt(Br)•RF
qp = 100 ks Ultimate unit end bearing resistance
Minimum and Maximum length of rock socket
Length of rock socket
Socket Tip Elevation corresponding to socket length
Total ultimate skin friction resistance
Total ultimate end bearing resistance Qtp = 1.26 x 103 kip
Total ultimate axial resistance
Factored Axial Resistance
Wilbur Smith Associates 10/1/2008 Page 2 of 2
Project = "Apex Peakway Bridge Over CSX RR - Bent .1 - 4.0-11 Rock Socket"
RESULTS - AXIAL RESISTANCE OF ROCK SOCKET
Socket Diameter Dr = 4 Factor Of Safety FOS = 2.75
Socket Tip Length of Ultimate Ultimate Allowable
Elevation Socket Skin Friction Capacity Capacity
El(Br) = Br = Qts(Br) = Qt(Br) = Qa(Br) _
434 ft 8 ft 425.5 kip 1.68.103 kip 611.68 kip
433 9 478.68 1.74-103 631.03
432 10 531.87 1.79.103 650.37
431 11 585.06 1.84.103 669.71
430 12 638.24 1.89-103 689.05
429 13 691.43 1.95-103 708.39
428 14 744.62 2-103 727.73
427 15 797.81 2.05-103 747.07
426 16 850.99 2.11.103 766.41
8
11
w
Allowable Capacity
9
10
v
0
w 12
0
on
a
a
13
16
14
15
600 625 650 675 700 725 750 775 800
Allowable Capacity (kips)
Wilbur Smith Associates 10/1/2008 Page 1 of 2
Capacity of Rock Socketed Drilled Shaft
AASHTO LRFD Bridge Design Specifications, 3rd Edition, including 2006 Interims, Section 10.8.3.5.4
INPUT
Project := "Apex Peakway Bridge Over CSX RR - Bent 2 - 4.0-ft Rock Socket"
FOS := 2.75 Factor of Safety = 2.75 RF . I
F
Dr := 4ft Diameter of ROCK SOCKET
RQD := 10 Rock RQD - Boring 132-A and 132-13
Ei := 1.5.106psi Elastic modulus of intact rock, estimated from Table C104.6.5-1
qu := 800psi Uniaxial compressive strength of rock, estimated from Table 4-21 FHWA NHI-06-088
assuming weak to very rock rock following description in boring logs
fc := 4500psi Compressive strength of concrete, assumed
Etop = 440ft Elevation at top of rock socket
qpm := 100ksf Limiting Unit End Bearing Resistance assuming small deformations
ANALYSIS
ae := linterp(Er,a,linterp(rgd,Em_Ei_O,RQD)) ae = 0.42 ae parameter, Table 10.8.3.5.4b-1
pa := 2.12ksf Atmospheric pressure
gu 0.5 (
qs := mi 0.65•ae•pa•( 7.8-pa. fc c qs = 4.23 ks Ultimate unit skin friction resistance
pa pa),*,]
qp:= min(2.5•qu,gpm)
dl := 2Dr d2:= 4-Dr
Br:= dl,dl + 1.0ft..d2
EI(Br) := Etop - Br
Qts(Br) := gsn•Dr•Br
Dr2
Qtp:= 9P'n' 4
Qt(Br) := Qts(Br) + Qtp
Qa(Br) := Qt(Br)•RF
qp = 100 ks Ultimate unit end bearing resistance
Minimum and Maximum length of rock socket
Length of rock socket
Socket Tip Elevation corresponding to socket length
Total ultimate skin friction resistance
Total ultimate end bearing resistance Qtp = 1.26 x 103 kip
Total ultimate axial resistance
Factored Axial Resistance
Wilbur Smith Associates 10/1/2008 Page 2 of 2
Project = "Apex Peakway Bridge Over CSX RR - Bent 2 - 4.0-ft Rock Socket"
RESULTS - AXIAL RESISTANCE OF ROCK SOCKET
Socket Diameter Dr = 4 f Factor Of Safety FOS = 2.75
Socket Tip Length of Ultimate Ultimate Allowable
Elevation Socket Skin Friction Capacity Capacity
El(Br) = Br = Qts(Br) = Qt(Br) = Qa(Br) _
432 ft 8 ft 425.5 kip 1.68.103 kip 611.68 kip
431 9 478.68 1.74.103 631.03
430 10 531.87 1.79.103 650.37
429 11 585.06 1.84-103 669.71
428 12 638.24 1.89-103 689.05
427 13 691.43 1.95-103 708.39
426 14 744.62 2.103 727.73
425 15 797.81 2.05.103 747.07
424 16 850.99 2.11 10 3 766.41
8
Allowable Capacity
9
10
11
w
N
x
v
0
w 12
0
4-1
on
v
a
13
14
15
16' '
600 625 650 675 700 725 750 775 800
Allowable Capacity (kips)
SUBJECT APEX PEAKWAY JOB NO. SH -OFx.c.rrru
." BRIDGE ON APEX PEAKWAY BY PRH DATE 10-08-08
Wilbur Smith Associates OVER C S X RAIL ROAD CH. DATE 10-09-68
FREE BODY DIAGRAM - GLOBAL COOR SYS
BENT
'p1&'t2
EL 502.85'

BENT ='1 & '12
EL 476.10'
r
ELEVATION
JQ
?X
Z
REVISED
POINT OF FIXITY
465.0
END ELEVATION
l
UP STATION
Z
X
r
TYPICAL INTERIOR BENT #1 &=12
UNFACTORED SERVICE LOADS
(kip & kip-ft)
CASE Fx Fy Fz Mx My Mz
a -22 -483 +11 -100 -372
b [phone] +229
c +14 -603 +17 -80 +232

NO I E'
LOADS SHOWN ABOVE ARE APPLICABLE
AT INTERIOR BENTS t;1 &4t2
+Fy BENT #'i & #2 +Fy
+Mz1 +Fx +Fz F +Mx
CG OF CAP
0
0
O
N
N
O
Cl)
$ Lr)
M
rr
CL
4)
0
O
LO
V
O
Lf)
In
O
CO
Lr)
O
O
r
LO
O
00
Apex Peakway over CSX RR - 4.0-ft Drilled Shaft - LONGITUDINAL - Free Head
Lateral Deflection (in)
-1.5 -1 -0.5 0 0.5 1 1.5
v Case AL
a Case BL
* Case CL
Apex Peakway over CSX RR - 4.0-ft Drilled Shaft - LONGITUDINAL - Free Head
Bending Moment (in-kips)
-9000 -8000 -7000 -6000 -5000 -4000 -3000 -2000 -1000 0 1000 2000 3000 4000 5000 6000
0
0
0
N
LO
N
O
co
F lf)
M
r
Q
d
O
LO
O
O
co
O
O
LO
o
v Case AL
o Case BL
* Case CL
Apex Peakway over CSX RR - 4.0-ft Drilled Shaft - LONGITUDINAL - Free Head
Shear Force (kips)
-30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40
o
0
to
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0
00
v Case AL
o Case BL
* Case CL
Apex Peakway over CSX RR - 4.0-ft Drilled Shaft - TRANSVERSE
Lateral Deflection (in)
-0.5 -0.4 -0.3 -0.2 -0.1 0 0.1 0.2 0.3
0
LO
0
\ 'IN
LO
0
N
LO
N
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a.+
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't
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0
00
v Case AL
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* Case CL
-4000
0
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0
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N
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O
co
LO
M
rr
Q
W
0
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LO
O
LO
LO
LO
O
co
LO
O
O
Ln
0
00
Apex Peakway over CSX RR - 4.0-ft Drilled Shaft - TRANSVERSE
Bending Moment (in-kips)
-3000 -2000 -1000 0 1000 2000 3000 4000 5000
v Case AL
o Case BL
* Case CL
-30
0
LO
0
LO
O
N
LO
N
O
M
F LC)
M
Q
W
O
LO
O
LO
LO
LO
O
O
LO
O
O
LO
0
00
Apex Peakway over CSX RR - 4.0-ft Drilled Shaft - TRANSVERSE
Shear Force (kips)
-25 -20 -15 -10 -5 0 5 10
15 20
v Case AL
* Case BL
o Case CL
O
Lr)
O
O
N
L0
N
O
M
Lo
Cl)
Q-
O
LO
O
V)
Lr)
O
O
to
O
O
L0
O
00
Apex Peakway over CSX RR - 4.0-ft Drilled Shaft - LONGITUDINAL - Partial Fixity
Lateral Deflection (in)
-1 -0.8 -0.6 -0.4 -0.2 0 0.2 0.4 0.6
v Case AL
o Case BL
* Case CL
Apex Peakway over CSX RR - 4.0-ft Drilled Shaft - LONGITUDINAL - Partial Fixity
Bending Moment (in-kips)
-6000 -5000 -4000 -3000 -2000 -1000 0 1000 2000 3000 4000 5000
0
0
0
N
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N
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co
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M
r+
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d
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O
co
LO
co
O
1
u7
0
00
v Case AL
o Case BL
* Case CL
Apex Peakway over CSX RR - 4.0-ft Drilled Shaft - LONGITUDINAL - Partial Fixity
Shear Force (kips)
-30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30
0
L0
O
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N
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w w w ?

FIGURE 11
PRESSURE COEFFICIENTS BENEATH THE END OF A FILL
DISTANCE FROM
MID POINT OF
2.Ob 1.5b 1.Ob 0.5b END SLOPE 0_5e 0b 1.5b Ob
0.2b
0.4b

H 1.0
w 0.5
IL 0
1.0
0.5
0
1.0
0.5
W
O.6b U-
H
0.8b y1
m
1.Ob
1.2b
0 1.6b
2.Ob 1.5b 1.0b 0.5b MID POINT 0.5b 1.0b 1.5b 2.Ob
OF END SLOPE
Cass of Long ftip LInlform Loading
Vertical Pressures at End of Fill
r i A
I I
------_T..?_ _ CHART
I b I LEGENDY PRESSURE UNDER CENTER LINE
s 1 ?- PRESSURE UNDER Mid Point of
Side Slope a •me-•
Lo- A VERTICAL PRESSURE -p-AT ANY POINT a K ph
WHERE h $ FILL HEIGHT
rf $ UNIT WE I GHT OF FILL
_1h MATERIAL
i
SECTION A•A b
b = DISTANCE FROM It TO PRESSURE COEFFICIENTS
MID•PONT OF SLOPE h BENEATH THE END OF A FILL
165
C?
FIGURE 12
CORRECTING SPT (N) BLOW COUNTS

N
10
s
a
F

7
---?-
:?
: - - --
- -
y y
7
--
: -

4

4

2

1.0

6 - - -
.

5 -
.

.3 -

2
.

I

I ,

1000 2000 3000 4000 5000
P0 (Psf}
Where:'•N' = Corrected SPT Blow Count Reference: Based on 1967, Bazaraa, The Use of
N = SPT value Standard Penetration Test for Estimating
Po= Existing effective vertical overburden pressure Settlement of Shallow Foundation on Sand.
•• = Suggested Maximum Value
169
FIGURE 13
BEARING CAPACITY INDEX (C') VALUES FOR GRANULAR SOILS
300
250
V
W 200
2
Q 150
a
U
CD
Z
OC
a 100
w
m
so
0
0

C? ro
' , ?
ro
a ? o .O .
C

!

0

u
?
c
a ?
ro

01 - -01

-00

Cr= 1 +
eo

Cc

20 40 60 80 100
CORRECTED SPT VALUE (N')*
*N'-SPrIN) Value Corrected
for Overburden Pressure.
Reference: Hough, "Compressibility
as a Basis for Soil Bearing
Value" ASCE 1959

170
4
A
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p b a N
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tr
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0
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1 -
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AJ O N O to 0 Ln O Lo 0 to O to o to o to O Lo O N O to O Ln O
L) C) N to r ON tor- O N LO r O N N r- O N to r O N Lo r O
N N N N M M M M m Q' V' v' to to N
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SON tnt- O N to c- ON to r- ON tnr- ON tnr- ON ter- O
. . . . . . . . . . . . . . . . . . . . .
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a
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N
T
099 009 059 009
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= N ^^
O J?
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0
F
0 o 0 0 0 0 0 0 0 o a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+'(D Lr)0to 0 0Lo (DLo OU-) OMONONC)0(DL CDn0 O
U O N to r O N Lo r O N un r O N N [- O N o [- O N N I- o O
EO O O O N N M M M M rn vc,Q' N N N lp N N
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____095. Ob5 OZ5 005 086 j-??
-a
_C
ON?
BEARING CAPACITY OF SHALLOW FOUNDATIONS
Meyerhof Method
Date December 15, 2008
Identification Bearing Capacity Estimate - Culvert at 20+32
INPUT
Units of Measurement
Foundation Information
Shape
B=
D=
Soil Information
C=
Y=
Dw =
E SI or E
CO SQ, Cl, CO, or RE
2ft
10.00 ft
5 ft
law
0 Ib/ft^2
29 deg
120 Ib/ft^3
0 ft (Assumed)
Factor of Safety
F= 3
Meyerhof Computations
Chtz
Meyerhof Results
Bearing Capacity
q ult = 8,283 Ib1ft"2
q a = 2,761 Ib1ft"2
&.4,Wf AMQ 0
Unit conversion 1000 Nc= 27.86
YW= 62.4 Sc = 1.12
? (radians) 0.50615 dc = 1.85
W foofioy 15000 Nq = 16.44
y conc 150 sq = 1.06
dq = 1.42
N r = 13.24
s,= 1.06
d 1.42
y' = 57.6
Kp = 2.88206
B/L = 0.2
D/B = 2.5
6 Z[)' = 288
Usr F-0-1 Cv l vim'' 1,(--f
ter- ¢ 2 eov" -2-
?rrs?? l?,uc..?s
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zoo i_+,
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1993 AASHTO Pavement Design
DARWin Pavement Design and Analysis System
A Proprietary AASHTOWare
Computer Software Product
Flexible Structural Design Module
Apex Peakway Flexible Pavement Design
Flexible Structural Design
18-kip ESALs Over Initial Performance Period 3,070,220
Initial Serviceability 4.2
Terminal Serviceability 2.5
Reliability Level 95%
Overall Standard Deviation 0.45
Roadbed Soil Resilient Modulus 6,499 psi
Stage Construction 1
Calculated Design Structural Number 4.63 in
Effective Roadbed Soil Resilient Modulus
Roadbed
Resilient
Period Description Modulus (psi)
1 Fall 7,500
2 Winter 12,500
3 Spring 4,500
4 Summer 7,500
Calculated Effective Modulus 6,499 psi
Simple ESAL Calculation
Performance Period (years) 20
Two-Way Traffic (ADT) -
Number of Lanes in Design Direction -
Percent of All Trucks in Design Lane - %
Percent Trucks in Design Direction - %
Percent Heavy Trucks (of ADT) FHWA Class 5 or Greater - %
Average Initial Truck Factor (ESALs/truck) -
Annual Truck Factor Growth Rate - %
Annual Truck Volume Growth Rate - %
Growth Simple
Total Calculated Cumulative ESALs -
*Note: This value is not represented by the inputs or an error occurred in calculation.
Rigorous ESAL Calculation
Page I
Performance Period (years)
Two-Way Traffic (ADT)
Number of Lanes in Design Direction
Percent of All Trucks in Design Lane
Percent Trucks in Design Direction
Percent Annual
20
Average Initial Annual %
Truck Factor Growth in
Vehicle of % (ESALs/ Truck
Class ADT Growth Truck Factor
Total - - - -
Growth Simple
Total Calculated Cumulative ESALs -
*Note: This value is not represented by the inputs or an error occurred in calculation.
Specified Layer Design
Accumulated
18-kip ESALs
over Performance
Period
Struct Drain
Coe£ Coef. Thickness Width Calculated
Laver Material Description Ai NO Di in (ft,) SN in
1 NCDOT- Type S9.5C Surface 0.44 1 1.5 - 0.66
2 NCDOT- Type I19.OC Intermediate 0.44 1 3 - 1.32
3 Aggregate Base -- crushed stone 0.14 1 12 - 1.68
4 Lime Treated Subgrade 0.125 1 8 - 1.00
Total - - - 24.50 - 4.66
Layered Thickness Design
Thickness precision Actual
Struct Drain Spec Min Elastic Calculated
Coef. Coef. Thickness Thickness Modulus Width Thickness Calculated
Layer Material Description (Ai,) (Mi) Di in Di in si f ft) in SN in
Total - - - - - - - - -
*Note: This value is not represented by the inputs or an error occurred in calculation.
Page 2
1993 AASHTO Pavement Design
DARWin Pavement Design and Analysis System
A Proprietary AASHTOWare
Computer Software Product
Flexible Structural Design Module
Apex Peakway Flexible Pavement Design
Flexible Structural Design
18-kip ESALs Over Initial Performance Period 3,070,220
Initial Serviceability 4.2
Terminal Serviceability 2.5
Reliability Level 95%
Overall Standard Deviation 0.45
Roadbed Soil Resilient Modulus 6,499 psi
Stage Construction 1
Calculated Design Structural Number 4.63 in
Effective Roadbed Soil Resilient Modulus
Roadbed
Resilient
Period Description Modulus (psi)
1 Fall 7,500
2 Winter 12,500
3 Spring 4,500
4 Summer 7,500
Calculated Effective Modulus 6,499 psi
Simple ESAL Calculation
Performance Period (years) 20
Two-Way Traffic (ADT) -
Number of Lanes in Design Direction -
Percent of All Trucks in Design Lane - %
Percent Trucks in Design Direction - %
Percent Heavy Trucks (of ADT) FHWA Class 5 or Greater - %
Average Initial Truck Factor (ESALs/truck) -
Annual Truck Factor Growth Rate - %
Annual Truck Volume Growth Rate - %
Growth Simple
Total Calculated Cumulative ESALs -
*Note: This value is not represented by the inputs or an error occurred in calculation.
Rigorous ESAL Calculation
Page 1
Performance Period (years)
Two-Way Traffic (ADT)
Number of Lanes in Design Direction
Percent of All Trucks in Design Lane
Percent Trucks in Design Direction
Percent
20
Average Initial Annual %
Annual Truck Factor Growth in
Vehicle of % (ESALs/ Truck
Class ADT Growth Truck Factor
Total - - - -
Growth Simple
Total Calculated Cumulative ESALs -
*Note: This value is not represented by the inputs or an error occurred in calculation.
Specified Layer Design
Accumulated
18-kip ESALs
over Performance
Period
Struct Drain
Coef. Coe£ Thickness Width Calculated
Layer Material Description (Ai) Mi Di in (ft) SN in
I NCDOT- Type S9.5C Surface 0.44 1 1.5 - 0.66
2 NCDOT- Type I19.OC Intermediate 0.44 1 2.5 - 1.10
3 NCDOT- Type B25.OC Base 0.3 1 4 - 1.20
4 Aggregate Base -- crushed stone 0.14 1 12 - 1.68
Total - - - 20.00 - 4.64
Layered Thickness Design
Thickness precision
Actual
Struct Drain Spec Min Elastic Calculated
Coe£ Coe£ Thickness Thickness Modulus Width Thickness Calculated
Layer Material Description Ai ? Di in Di in si in SN in
Total - - - - - - - - -
*Note: This value is not represented by the inputs or an error occurred in calculation.
Page 2

r ENGINEERS Pavement Design Calculations
PLANNERS
s*JrJWw ECONOMISTS NCDOT Interim Design Procedure (April, 2000 including the Nov. 2007 modifications
Wilbur5mith Prepared by: JD Date: 12/16/2008
r ` 5 Checked by: Page: 1 of: 2
Project : Apex Peakway from North Salem Street to New Dover Road
TRAFFIC DATA
Initial Year: 2011 Projection Year: 2030
Initial Year ADT: 12,000 Proj. Yr. ADT: 18,000
% DUALS: 8 % TTST: 4
Growth (%): 2.1
DESIGN PARAMETERS
Construction Year: 2011 Des. Life (Years): 20
Constr. Year ADT: 12,000 20 YEAR ADT= 18,388
DIR %: 60 TERM. SI: 2.5
LANES/DIRECT: 2 LANE DIST: 0.9
Rural/Urban: U Freeway/Other: O
DUAL FACT.: 0.25 TTST FACT: 0.8
DAILY 18K:
TTST
Trucks Per Day
Trucks Per Year
Years
Total TTST
ESALs
420
ADDITIONAL 18K: 0
TOTAL 18K: 3,070,220
ADDITIONAL ESAL CALCULATIONS**
0
0
20
0
0
Duals
Trucks Per Day 0
Trucks Per Year 0
Years 20
Total Dual 0
ESALs 0
** (Useful if you expect additional trucks to enter the system that are not accounted for in traffic counts,
but for which you can obtain an estimate of the additional trucks per day generated by the facility.
For instance, a new quarry or distribution center would dramaticallv increase the ESAL count)
Design CBR 8
Soil Support Value, SSV = 5.32*log (CBR)-1.49 = 3.31
Initial Serviceability 4.2
Terminal Serviceability: 2.5
Regional Factor (R): 1.0 (Wake County)
Flexible Pavement Design Equation:
[Wt18t8oxNJ,>= (?.36 Log (SN+1) - 0.2 + [Log ((4.2-Pt)/2.7)] / [0.4+ (1094 / (SN+1)'-" ))] +Log(1/R)+ 0.372 * ((SSV-3.0)
V1 V2
SN value on the following line and change that value until V1=V2 on the two lines below that
Structural Number, SN 4.5 (change (SN) until V 1 = V2)
V1 = 6.49
V2 = 6.49
ENGINEERS
PLANNERS Pavement Design Calculations
(????? --eCONOMI5T5
????ir NCDOT Interim Design Procedure (April, 2000) including the Nov. 2007 modifications
WilburSmith Prepared by: JD Date: 12/16,
A S S o C I A r IP s Checked by: CEB Page: 2 Of:
Project : Apex Peakway from North Salem Street to New Dover Road
(Conversion of Structural Number to Thickness
m
0
U
a?
U
(0
U
m
m m
E o
?U
c
a? 0
m
U 0
<U
m
m
a?
O
Applicable
Material ESAL Range
(millions)
Rate
(psy)
Unit
Weight
(lbs/sy-in
Thick.
(in.)
New asphalt
Layer
Coefficient
SN
SF 9.5A < 0.3 110 0.44
S 9.513 0.3 to <3.0 112 0.44
S 9.5C 3.0 to 30 170 112 1.5 0.44 0.67

S12.5C 3 to 30 112 0.44
S12.51D Over 30 112 0.44

SUBTOTAL 0.67
119.013 < 3.0 114 0.44
119.0C 3.0 to 30 340 114 3.0 0.44 1.31
119.01) Over 30 114 0.44

SUBTOTAL 1.31
B25.OB < 3.0 114 0.3
B25.OC Over 3 114 0.3
1337.5C Over 3 114 0.3

SUBTOTAL
Material Rate
(psy) Unit
Weight Thick.
(in.) Layer
Coefficient SN
Permeable AC Drainage Layer PADL 0.14
Aggregate Base Course ABC 12.00 0.14 1.68
Cement Treated ABC CTABC 0.23
Cracked and Seated Concrete 0.28
Rubblized Concrete 0.28
8-inch Lime Stabilized Sub grade Y 1.00 1.00
7-inch Cement Stabilized Sub grade 1.00
SUBTOTAL 2.68

TOTAL SN 4.66
TARGET SN 4.50
Apex Pkwy PAvement Calaculations12-08-lime Pagelof1
Y r
;;?; : PNANERS
Pavement Design Calculations
s
.?w ECONOMISTS
NCDOT Interim Design Procedure (April, 2000) including the
Nov. 2007 modifications
Wilbur5mith Prepared by: JD Date: 12/16/2008
A 5 5 0 C I A T E 5 Checked by: Page: 1 Of: 2
Project : Apex Peakway from North Salem Street to New Dover Road
TRAFFIC DATA
Initial Year: 2011 Projection Year: 2030
Initial Year ADT: 12,000 Proj. Yr. ADT: 18,000
% DUALS: 8 % TTST: 4
Growth 2.1
DESIGN PARAMETERS
Construction Year: 2011 Des. Life (Years): 20
Constr. Year ADT: 12,000 20 YEAR ADT= 18,388
DIR %: 60 TERM. SI: 2.5
LANES/DIRECT: 2 LANE DIST: 0.9
Rural/Urban: U Freeway/Other: O
DUAL FACT.: 0.25 TTST FACT: 0.8
ADDITIONAL 18K: 0
DAILY 18K: 420 TOTAL 18K: 3,070,220
ADDITIONAL ESAL CALCULATIONS**
TTST Duals
Trucks Per Day 0 Trucks Per Day 0
Trucks Per Year 0 Trucks Per Year 0
Years 20 Years 20
Total TTST 0 Total Dual 0
ESALs 0 ESALs 0
** (Useful if you expect additional trucks to enter the system that are not accounted for in traffic counts,
but for which you can obtain an estimate of the additional trucks per day generated by the facility.
For instance, a new quarry or distribution center would dramatically increase the ESAL count)
Structural Number Calculations
Design CBR 8
Soil Support Value, SSV = 5.32*log (CBR)-1.49 = 3.31
Initial Serviceability 4.2
Terminal Serviceability: 2.5
Regional Factor (R): 1.0 (Wake County)
Flexible Pavement Design Equation:
1WH800"J)1? \ 6 Log (SN+1) - 0.2 + [Log ((4.2-Pt)/2.7)] / [0.4+ (1094 / (SN+1) 5'19 ))] +Log(1/R)+ 0.372 * ((SSV-3.0)
V1 V2
SN value on the following line and change that value until V1=V2 on the two lines below that
Structural Number, SN 4.5 (change (SN) until VI = V2)
V1 = 6.49
V2 = 6.49
ENGINEERS ili PLANNERS Pavement Design CalcCNi ulations
L
J&2ff/JF ECONOMISTS
'M'qFii NCDOT Interim Design Procedure (April, 2000) including the Nov. 2007 modifications
Wi I bu rS m i t h Prepared by : JD Date: 12/16/2008
A S S 0 c i A !E s Checked by: CEB Page: 2 of: 2
Project : Apex Peakway from North Salem Street to New Dover Road
(Conversion of Structural Number to Thickness
0
U
0
U
U)
m
m m
o y
N ?5
E o
?U
c
m 0
M `
m
CO
U 0
QU
m
m
O
Applicable
Material ESAL Range
(millions)
Rate
(psy)
Unit
Weight
(lbs/sy-in
Thick.
(in.)
New asphalt
Layer
Coefficient
SN
SF 9.5A < 0.3 110 0.44
S 9.56 0.3 to <3.0 112 0.44
S 9.5C 3.0 to 30 170 112 1.5 0.44 0.67

S12.5C 3 to 30 112 0.44
S12.51D Over 30 112 0.44

SUBTOTAL 0.67
119.06 < 3.0 114 0.44
119.0C 3.0 to 30 280 114 2.5 0.44 1.08
119.OD Over 30 114 0.44

SUBTOTAL 1.08
625.06 < 3.0 114 0.3
B25.OC Over 3 460 114 4.0 0.3 1.21
B37.5C Over 3 114 0.3

SUBTOTAL 1.21
Material Rate
(psy) Unit
Weight Thick.
(in.) Layer
Coefficient SN
Permeable AC Drainage Layer PADL 0.14
Aggregate Base Course ABC 12.00 0.14 1.68
Cement Treated ABC CTABC 0.23
Cracked and Seated Concrete 0.28
Rubblized Concrete 0.28
8-inch Lime Stabilized Sub grade 1.00
7-inch Cement Stabilized Sub grade 1.00
SUBTOTAL 1.68

TOTAL SN 4.64
TARGET SN 4.50
Apex Pkwy PAvement Calaculationsl2-08
Pagel oft