20131226 Ver 1_Bore Logs_20131125

SINCE FPOEHLING & ROBERTSON, INC.
Engineering Stability Since 1881
so, R 310 Hubert Street
Raleigh, North Carolina 27603 -2302
Iasi
T 919.828.34411 F 919.828.5751
NC License #F -0266
August 2, 2013
Mr. Gray Methven
Standard Pacific Homes
1100 Perimeter Park Drive, Suite 112
Morrisville, NC 27560
Re: Seasonal High Water Table Determination
The Woods at Fairbanks — Proposed Wet Pond
Cary /Morrisville, North Carolina
F &R Project No. 66P -0086
Dear Mr. Methven:
Froehling and Robertson, Inc. (F &R) has completed the authorized seasonal high water table
(SHWT) determination at the wet pond BMP structure proposed near the northeast corner of
the referenced site.
F &R retained the services of a North Carolina Licensed Soil Scientist from The Catena Group
(TCG) to perform the SHWT determination (see attached report from TCG dated July 29, 2013).
The SHWT determination was based on TCG's observation of soil samples recovered from hand
auger borings performed on the southeast side of the proposed pond. Based on review of
Wake County GIS topography, it appears that at least 20 feet of topographic relief occurs across
the area of the pond and the test location is on the lower elevation side of the pond. The
exploration performed by TCG did not reveal a SHWT within the exploration depth of 84 inches
(7 feet). Hand auger refusal was encountered at a depth of 7 feet. A test boring performed by
F &R in 2012 in this general area of the site (see attached Boring Log, B -3) encountered stiff to
very stiff clay to a depth of 3.5 feet, hard sandy silt with rock fragments from 3.5 to 9 feet, and
very hard partially weathered rock (PWR) from 9 feet to boring termination at 13.6 feet.
I discussed these results with Danny Howell, PE of BNK last week; I informed him that although
a SHWT was not encountered within the depth explored, the soil types encountered at this site
are likely to have low infiltration and permeability rates. If needed, F &R can perform
infiltration testing now or at the time of construction to verify infiltration /permeability rates,
and aid in BNK's final design of the wet pond.
Corporate HQ: 3015 Dumbarton Road Richmond, Virginia 23228 T 804.264.2701 F 804.264.1202 www.fandr.com
VIRGINIA • NORTH CAROLINA • SOUTH CAROLINA • MARYLAND • DISTRICT OF COLUMBIA
A Minority -Owned Business

0
Please do not hesitate to contact us if you have any questions regarding this report, or need
additional information or services.
Sincerely,
FROEHLING & ROBERTSON, INC.
d�
Daniel K. Schaefer, P.E.
Raleigh Branch Manager
cc: Danny L. Howell, Jr., PE - BNK
Standard Pacific of the Carolinas, LLC F &R Project No. 66P -0086
The Woods at Fairbanks — SHWT 2 August 2, 2013

SEASONAL HIGH WATER TABLE DETERMINATION
The Woods at Fairbanks
Wake County, North Carolina
Catena Job # 7547
Prepared For:
Daniel K. Schaefer, P.E.
Froehling & Robertson, Inc.
310 Hubert Street
Raleigh, NC 27603
Prepared By:
410 -B Millstone Drive
Hillsborough, NC 27278
Tel [phone]
July 29, 2013
}
John C. Ro

INTRODUCTION
Froehling & Robertson, Inc. (F &R) is investigating the construction of a stormwater best
management practice (BMP) device within The Woods at Fairbanks project site located at 1540 -1600
Wilson Road, Cary, North Carolina. A wetpond basin is being considered to collect and treat runoff
from adjacent impervious surfaces. As part of the application process, a soils investigation detailing
soil type and depth to the seasonal high water table (SHWT) is required. The Catena Group, Inc
( Catena) has been retained to perform the soils investigation.
INVESTIGATION METHODOLOGY
Prior to the field investigation, the Wake County Soil Survey was referenced to get an overview of
the possible soil series located within the project study area. The Pinkston and Mantachie soil series
are mapped at the boring location. A copy of the Natural Resource Conservation Service (NRCS)
soil map is attached.
The field investigation was performed on July 23, 2013 and the soil boring was advanced using a
hand turned auger (Figure 1). Observations of the landscape (landscape position, drainage patterns,
etc.) as well as soil properties (depth, texture, seasonal wetness, restrictive horizons, etc.) were
recorded. Soil color was determined with a Munsell Soil Color Chart. The wetpond is proposed to
be constructed along a linear slope. The soil boring was advanced on the downhill side of the
proposed wetpond.
RESULTS
Soil Type and Depth to SHWT
A soil series determination was made by comparing the soil boring descriptions to the NRCS Official
Series Description and the results are listed in Table 1. Soil properties observed are best classified by
the Creedmoor soil series.
Subsurface rock was encountered at the boring location and dictated the soil boring depth. A final
boring depth of 84 inches below the soil surface was achieved after three attempts. A SHWT
elevation was not observed at the boring location. The soil color with a chroma 2 or less was
observed in the subsurface BC soil horizon and is believed to be associated with a soil wetness
condition caused by coarse soil structure and expansive clay mineralogy.
Table 1. Soil Series Determination and Depth to SHWT
Soil Boring Soil Series SHWT
# Determination (inches below existing surface)
131 Creedmoor >84
CONCLUSIONS
The findings presented herein represent Catena's professional opinion based on our soil evaluation.
The soil evaluation did not reveal a SHWT within 84 inches of the existing soil surface. Subsurface
rock was encountered at 84 inches and the soil boring terminated. Soil colors indicative of a soil
wetness condition were observed within the BC soil horizon and are assumed associated with coarse
soil structure and expansive clay mineralogy. This report is provided to assist in the application for
stormwater BMP's by providing the soil information. North Carolina Division of Water Quality
(DWQ) or the Town of Cary must issue the final permit. Any concurrence with the findings in this
report would be made at that time.
The Woods at Fairbanks -SHWT July 29, 2013
Catena Job # 754 7 1

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The Catena Group, Inc
Catena job-
410-8 Millstone Drive
County: WA Ike
Hillsborough, NC 27278
Elate; '7-Z-3-13
919.732.1300
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(Quantity, Size, Contrast, Color
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Evaluated by; C._ Q

Client: Standard Pacific Homes - Raleigh Division Total Depth: 13.6'
Project: MS Holdings Site (Wilson Road) Boring Location: See Boring Location Plan
City /State: Morrisville/ Cary, NC
Boring: B -3 (1 of 1)
Drilling Method: 2.25" ID HSA
Hammer Type: Automatic
Date Drilled: 8/14/12
Driller:l.Gilchrist
Elevation
Depth
Description of Materials
* Sample
Sample
Depth
N -Value
blows /ft)
Remarks
(Classification)
Blows
feet
372.7
0.3
{
SURFICIAL ORGANIC SOILS
1 -4 -10
GROUNDWATER DATA:
NATIVE SOILS: Stiff to very stiff, dry, tan, fine
14
0 Hrs: Dry
24 Hrs: Dry
sandy CLAY (CL -CH), with trace small roots.
1.5
2.0
10 -14 -15
29
369.5
3.5
3.5
Hard, dry, red, tan, and brown, fine to coarse,
12 -12 -19
sandy SILT (ML), with trace rock fragments.
31
5.0
367.0
6.0
Hard, moist, maroon and gray, fine sandy SILT
(ML).
14 -17 -22
6.5
39
8.0
22- 50/4.5"
8.5
364.0
9.0
100+
PARTIALLY WEATHERED ROCK: sampled as
maroon, fine sandy SILT (ML).
9'4
359.4
13.6
Boring Terminated at 13.6 feet.
50/1"
a
V
100+
b
Q
d
:7
N
O
z
K
m
m
O
d
0
z
O
0
m
*Number of blows required fora 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.

August 9, 2013
Rich Cappola, P.E.
Town Engineer
Town of Morrisville
260 -B Town Hall Drive
Morrisville, North Carolina 27560
Re: Request for Pavement Design Exception
to the Town of Morrisville Design & Construction Ordinance
The Woods at Fairbanks Subdivison
Morrisville, North Carolina
Developer: Standard Pacific of the Carolinas, LLC
Dear Mr. Cappola:
Froehling & Robertson, Inc. (F &R) is submitting this request for an exception to the pavement design
for the reference subdivision in the Town of Morrisville (TOM).
EXECUTIVE SUMMARY
On behalf of Standard Pacific Homes, F &R is requesting an exception to the pavement section
thickness design because the expected low traffic volume for this subdivision does not warrant a
pavement section as thick as the TOM minimum design. A thinner pavement section will still meet or
exceed the TOM requirement for a 20 -year pavement design life as determined by approved design
methodology.
In accordance with Section 5.4.1 of the TOM Design and Construction Ordinance, F &R has performed
a pavement design with a 20 -year design life using NCDOT design methodology. F &R's pavement
design resulted in a pavement section consisting of 8" ABC Stone and 2.5" Asphalt for the lower
traffic volume streets and 10" ABC Stone & 3" Asphalt for the higher traffic volume streets. However,
based on our conversation yesterday, it is F &R's understanding the thinnest pavement section that
will be considered by the TOM under an exception request is 8" ABC Stone and 4.5" Asphalt, which
will exceed the structural numbers for the pavement designs conducted by F &R. As such, the
minimum pavement section that will be considered by the TOM (i.e., 8" ABC Stone & 4.5" Asphalt) is
proposed to be used on this project.
F &R's design analysis included an assumption regarding the CBR value, which was somewhat
conservatively assumed to be 3.0 based on empirical relationships and numerous CBR tests
performed on past projects. This assumption will be validated prior to pavement construction. Once
Corporate HQ: 3015 Dumbarton Road Richmond, Virginia 23228 T 804.264.2701 F 804.264.1202 www.fandr.com
VIRGINIA • NORTH CAROLINA • SOUTH CAROLINA • MARYLAND • DISTRICT OF COLUMBIA
A Minority -Owned Business

the roads have been rough graded, F &R will obtain samples and perform CBR testing. The results of
the CBR testing will be used to check and validate our pavement thickness design. The results of the
lab testing and design validation will be submitted for TOM approval prior to placement of curb and
gutter or pavement materials.
PAVEMENT DESIGN
Based on the our review of the Site Plan prepared by Bass, Nixon & Kennedy, Inc. (BNK), dated June
27, 2013, the subdivision development will consists of the construction of 65 single - family homes and
associated residential streets. The residential streets consist of Fairbanks Drive, Flip Trail, Streelman
Way, Gretchen Lane, Chandra Court, Carnie Court, and Demond Circle. Two (2) entrances will provide
access to the subdivision — one from Wilson Road and the other from the extension of existing
Fairbanks Drive.
Based on the previous subsurface exploration performed at the site by F &R (reference F &R report
dated 9/4/12), the overburden soils consist predominantly of silty sands, sandy silts, and sandy /silty
clays (USCS — SM, ML, CL & CH). In the upper 2 to 3.5 feet of the soil profile, the soils typically
consisted of low to highly plastic sandy and silty clays (CL & CH) with varying amounts of rock
fragments. SPT N- values in the native clayey soils in the upper 2 to 3.5 feet ranged from 4 to 37 blows
per foot (bpf), with a majority exhibiting N- values from 10 to 30 bpf. The native soils encountered in
the test borings conducted as part of the subsurface exploration are typical of the soils encountered
in this geologic area. F &R anticipates that the pavement subgrade soils will consist of low to
moderately plastic soils. If highly plastic clayey soils are encountered at the pavement subgrade
level, the highly plastic clayey soils will be undercut and backfilled with low to moderately plastic
soils.
The pavement design calculations were completed for a design period of 20 -years as required by the
TOM in accordance with the North Carolina Department of Transportation ( NCDOT) Interim
Pavement Design Procedure ( NCDOT Pavement Management Unit - April 1, 2000). According to
NCDOT Pavement Design Procedure, the following AASHTO design equation was used for design of
the flexible pavements:
LogWt18(8okN) = 9.36 *log(SN +1) - 0.20 + (Gt/(0.40 +(1094/(SN +1)S19))) + log(1 /R) + 0.372 *(SSV -3.0)
Where: SN = required Structural Number
Log Wt18(8okN) = number of 18 kip single -axle load applications during design life
Pt = terminal serviceability = 2.0
R = regional factor = 1.0 for Wake County
SSV = soil support value = 5.32 * log (CBR) — 1.49
Gt = log ((4.2- Pt) /2.7)
CBR = California Bearing Ratio
Standard Pacific of the Carolinas, LLC F &R Project No. 66P -0086
The Woods at Fairbanks 2 August 9, 2013

The residential streets are designed to serve the dwellings immediately abutting the streets. The
average daily traffic (ADT) for the residential streets was calculated based on a trip generation factor
of 10 trips /day /dwelling. The following table presents the estimated maximum number of
contributing dwellings to calculate the ADT for the pavement design of the residential streets:
ESTIMATED MAXIMUM NUMBER OF CONTRIBUTING DWELLING ASSUMED FOR ADT CALCULATIONS
NAME OF STREET
MAXIMUM NUMBER OF DWELLINGS
Gretchen Lane, Chandra Court, Carnie Court,
Streelman Way & Demond Circle
13
Flip Trail & Fairbanks Drive
60
The design Average Daily Traffic (ADT) was calculated for the design pavement life of 20 years
assuming an annual growth rate (g) of 1 percent for fully developed residential streets. The ADT was
modified to determine the equivalent 18 -kip ESALs (N- value) based on the assumption that one -half
(0.5) percent of the traffic being comprised of heavy truck traffic (TOM fire trucks up to 85,000# and
tractor - trailers) and two (2) percent single unit, single axle trucks.
The Structural Number (SN) was calculated for a 20 -year design life using a regional factor of 1.0 (for
Wake County), terminal serviceability value of 2.0, and a Soil Support Value (SSV) of 1.048. The
required SN for Gretchen Lane, Chandra Court, Carnie Court, Streelman Way and Demond Circle was
calculated to be 2.15; and the required SN for Flip Trail and Fairbanks Drive was calculated to be 2.74.
The following table presents the calculated minimum pavement sections determined based on the
above calculations and utilizing coefficients of 0.44 for Asphalt Surface Course (SF9.5B) and 0.14 for
compacted aggregate base course (ABC) stone.
CALCULATED MINIMUM DESIGN PAVEMENT SECTIONS
Total Asphalt
ABC Stone
Street Name
Thickness,
Thickness,
(Inches)
(Inches)
Gretchen Lane, Chandra Court, Carnie Court,
2.5
8
Streelman Way & Demond Circle
Flip Trail & Fairbanks Drive
3
10
Standard Pacific of the Carolinas, LLC F &R Project No. 66P -0086
The Woods at Fairbanks 3 August 9, 2013

.R
PROPOSED PAVEMENT SECTION
Asphalt Surface Asphalt Intermediate ABC Stone
Street Name Course Thickness, Course Thickness, Thickness
SF9.5A (Inches) 119.013 (Inches) (Inches)
All Streets 2 2.5 g
As indicated above, the Proposed pavement section for these streets (4.5" Asphalt & 8" ABC Stone)
will exceed the Calculated Minimum pavement section determined through the pavement design
analysis. Since an assumption was made regarding the CBR value used to calculate subgrade support,
this assumption will be validated prior to pavement construction. Once the roads have been rough
graded, F &R will obtain samples of the subgrade soils, and subject these samples to geotechnical
classification testing (Atterberg Limits and Grain Size Analysis), Standard Proctor Testing and CBR
testing. The results of the CBR testing will be used to check, confirm and validate our pavement
thickness design. The results of the lab testing and design validation will be submitted for TOM
approval prior to placement of curb and gutter or pavement materials.
CLOSURE
If you have any questions regarding this letter or require additional information to approve this
request for an exception to the ordinance, please do not hesitate to contact us.
Respectfully submitted,
FROEHLING & ROBERTSON, INC
C
Daniel K. Schaefer, P.E.
Raleigh Branch Manager ,.`-X%
cc: Gray B. Methven —Standard Pacific
Danny L. Howell, Jr., PE — BNK
Standard Pacific of the Carolinas, LLC F &R Project No. 66P -0086
The Woods at Fairbanks 4 August 9, 2013

Elevation
Depth
Description of Materials
Sample
Sample
Depth
N-Value
Remarks
(Classification)
Blows
(feet)
(blows/ft)
415.7-
0.3
-\SURFICIAL ORGANIC SOILS
2-6-6
0.0
GROUNDWATER DATA:
X
12
0 Hrs: Dry and hole caved
at 9.2'
NATIVE SOILS: Stiff, dry, tan, fine to coarse
sandy CLAY (CL), with rock fragments and trace
.
24 Hrs: Boring backfilled
small roots.
1.5
upon completion.
414.0-
2.0—
2.0
Hard to very hard, dry, maroon and gray, fine to
6-11-26
coarse sandy SILT (ML), with rock fragments.
37
409.0- nn
mmaumm
408.0-
1 00
403.0 -i 1111
PARTIALLY WEATHERED ROCK: sampled as
maroon and gray, fine sandy SILT (ML).
402.1 -1 4
1 0 Boring Terminated at 13.9 feet.
4" 13.5
— 14.3
'he sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

Elevation
Depth
Description of Materials
Sample
Sample
Depth
N-Value
(blows/ft)
Remarks
(Classification)
Blows
(feet)
414.7-
0.3
_\SURFICIAL ORGANIC SOILS
2-6-6
0.0
GROUNDWATER DATA:
X
NATIVE SOILS: Stiff, dry, tan, fine sandy CLAY
12
0 Hrs Hr : Dry
24 s: Dry
CIL , with trace rock fragments and small roots.
—
1.5
413.0-
2.0-01,
2.0
Hard, dry, red, tan, and brown, fine to coarse
6-10-24
sandy CLAY (CH), with trace small roots.
34
411.5-
3.5—
3.5
Very hard, dry, maroon and gray, fine sandy SILT
27-26-24
(ML), with rock fragments and trace small roots.
50
I
11
1-ml=
r-A
am
17M
-he sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

Elevation
Depth
Description of Materials
Sample
Sample
Depth
N-Value
Remarks
(Classification)
Blows
(feet)
(blows/ft)
372.7-
0.3—
SURIFICIAL ORGANIC SOILS
1-4-10
0.0
GROUNDWATER DATA:
NATIVE SOILS: Stiff to very stiff, dry, tan, fine
14
0 Hrs: Dry
24 Hrs: Dry
—
sandy CLAY (CL-CH), with trace small roots.
—
1.5
10-14-15
2.0
29
369.5 � 3.5 3.5
Hard, dry, red, tan, and brown, fine to coarse, 12-12-19
sandy SILT (MIL), with trace rock fragments. 1 31
ME
359.41 13.6 Boring Terminated at 13.6 feet. 50/111
100+
11
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler
'he sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

Elevation
Depth
Description of Materials
Sample
Sample
Depth
N-Value
Remarks
(Classification)
Blows
(feet)
(blows/ft)
376.7-
0.3
_\SURFICIAL ORGANIC SOILS
3-8-21
0.0
GROUNDWATER DATA:
NATIVE SOILS: Very stiff to hard, dry, tan, fine to
29
0 Hrs: Dry
24 Hrs: Dry
coarse sandy CLAY (CL), with rock fragments and
trace small roots.
1.5
—
12-15-16
2.0
31
373.5- M
INHard, dry, maroon and gray, fine sandy SILT
373.0- 9-R-\(MQ, with trace small roots.
80,
PARTIALLY WEATHERED ROCK: sampled as
maroon and gray, fine sandy SILT (ML).
363.3- 13.7 `14
I I Boring Terminated at 13.7 feet.
11
5.75" 3.5
100+
- 4.5
W"#
8,5 � 100+
13.51
� 100+
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler
-he sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

Elevation
Depth
Description of Materials
Sample
Sample
Depth
N-Value
(blows/ft)
Remarks
(Classification)
Blows
(feet)
394.7-
0.3
-\SURFICIAL ORGANIC SOILS
5-8-12
0.0
GROUNDWATER DATA:
X
NATIVE SOILS: Very stiff, dry, tan, fine to coarse
20
0 Hrs Hr : Dry
24 s: Dry
sandy CLAY (CL), with rock fragments and trace
small roots.
1.5
393.0-
2.0—
2.0
Very stiff, dry, brown, fine to coarse sandy SILT
_',-17-50/4.5 11
(M Q.
100+
392.0
3.0—
]
–
PARTIALLY WEATHERED ROCK: sampled as
maroon and gray, fine to coarse, sandy SILT
50/5.5"
(M Q.
4.0
100+
11
I
•, • � • • *
8,5 �8.9 100+
W"#
The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

Elevation
Depth
Description of Materials
Sample
Sample
Depth
N-Value
(blows/ft)
Remarks
(Classification)
Blows
(feet)
418.7-
0.3—
SURIFICIAL ORGANIC SOILS
2-1-3
0.0
GROUNDWATER DATA:
NATIVE SOILS: Soft, moist, tan, brown, fine
4
0 Hrs: Dry
24 Hrs: Boring backfilled
sandy CLAY (CH), with trace small roots.
upon completion.
—
1.5
417.0-
2.0
2.0
Stiff, moist, tan and gray, fine sandy silty CLAY
5-5-8
(CL), with trace small roots.
13
415.5-
3.5
3.5
Very hard to hard, dry, red, brown, and gray fine
18-27-39
sandy SILT (MIL), with trace rock fragments.
66
1��
11
1-ml=
am
W
8,0
8.5
100+
in
-he sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

Elevation
Depth
Description of Materials
Sample
Sample
Depth
N-Value
Remarks
(Classification)
Blows
(feet)
(blows/ft)
417.7-
0.3—
SURFICIAL ORGANIC SOILS
1-3-4
0.0
GROUNDWATER DATA:
NATIVE SOILS: Firm, dry, tan, fine sandy CLAY
7
0 Hrs: Dry and hole caved
at 8.8'.
(CH), with trace rock fragments and small roots.
24 Hrs: Boring backfilled
—
1.5
upon completion.
416.0-
2.0
2.0
Stiff, moist, orange, tan, fine, sandy silty CLAY
4-5-8
(CH).
13
414.5-
3.5
3.5
Very hard, dry, red, brown and gray, fine sandy
10-19-32
SILT (ML), with trace rock fragments.
51
' , Bill
404.0 - 14.0
Boring Terminated at 14.0 feet.
am
RN
8,0
8.5
8.8 100+
---I
.5 13.5
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a
-he sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

Description of Materials Sample Sample N-Value
Elevation Depth (Classification) Blows Depth (blows/ft) Remarks
(feet)
395.7 0.3— ` SURFICIAL ORGANIC SOILS 3-3-5 0.0 GROUNDWATER DATA:
8 backfi
4 NATIVE SOILS: Firm, dry, tan, fine sandy CLAY Boring Lion. upon
(CL), with trace small roots. completion.
W
382.3 13.7 :0 L ............................................... 1 13.51
I I 1 100+
11
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler
The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

Elevation
Depth
Description of Materials
Sample
Sample
Depth
N-Value
(blows/ft)
Remarks
(Classification)
Blows
(feet)
389.7-
0.3
_\SURFICIAL ORGANIC SOILS
3-6-6
0.0
GROUNDWATER DATA:
X
NATIVE SOILS: Stiff, dry, tan, fine to coarse
12
0 Hrs Hr : Dry
24 s: Dry
sandy CLAY (CL), with rock fragments and trace
small roots.
1.5
388.0-
2.0—
2.0
Hard, dry, red, brown and gray, fine sandy SILT
8-15-31
(ML), with trace rock fragments.
46
1 3,5 � 100+
1 385.5 � 4.5 PARTIALLY WEATHERED ROCK: sampled as 4.9
maroon, fine, sandy SILT (MIL).
L............................................... 1 :9 1 1 1 �3.51
11- 376.2 13.8 50/3.5" 1 1 1 Boring Terminated at 13.8 feet. r­� 1 100+
11
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler
-he sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

Elevation
Depth
Description of Materials
Sample
Sample
Depth
N-Value
(blows/ft)
Remarks
(Classification)
Blows
(feet)
391.7-
0.3—
SURIFICIAL ORGANIC SOILS
2-5-6
0.0
GROUNDWATER DATA:
NATIVE SOILS: Stiff, dry, tan, fine to coarse,
11
0 Hrs: Dry
24 Hrs: Dry
sandy CLAY (CH), with rock fragments and trace
small roots.
—
1.5
390.0-
2.0
2.0
Stiff to very stiff, moist, red, tan-brown, fine
5-6-10
—IsandySILT
(MIL), with rock fragments.
16
7-11-15 3.5
U-1
11
ME
The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

Elevation
Depth
Description of Materials
Sample
Sample
Depth
N-Value
Remarks
(Classification)
Blows
(feet)
(blows/ft)
413.7-
0.3
-\SURFICIAL ORGANIC SOILS
2-3-7
0.0
GROUNDWATER DATA:
X
NATIVE SOILS: Stiff, dry, tan, fine sandy CLAY
10
0 Hrs Hr : Dry
24 s: Dry
CIL , with rock fragments and trace small roots.
—
1.5
412.0-
2.0—
2.0
Very stiff, dry, light tan, fine sandy CLAY (CH).
7-10-12
22
410.5 � 3.5 Hard, dry, maroon and gray, fine sandy SILT
(ML), with trace rock fragments.
MMI'VI Boring Terminated by Auger Refusal at 10.5 feet.
11
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler
The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

Elevation
Depth
Description of Materials
Sample
Sample
Depth
N-Value
(blows/ft)
Remarks
(Classification)
Blows
(feet)
398.7-
0.3
-\SURFICIAL ORGANIC SOILS
3-4-7
0.0
GROUNDWATER DATA:
NATIVE SOILS: Stiff, dry, tan, fine sandy CLAY
11
0 Hrs: Dry
24 Hrs: Dry
(CL), with trace small roots.
—
1.5
397.0-
2.0—
2.0
Hard, dry, red, tan and gray, fine sandy SILT
8-11-20
—
(ML).
31
395.5-
3.5 —
3.5
Very hard, maroon and gray, fine sandy SILT
17-23-35
(ML), with rock fragments.
58
5.0
—
393.0-
6.0—
PARTIALLY WEATHERED ROCK: sampled as
–
maroon and gray, fine sandy SILT (VIL).
50/4"
6.5
6.8
100+
—
50/1"
8.5
100+
387.0 -
12.0 —
Boring Terminated by Auger Refusal at 12.0 feet.
11
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler
the sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

Elevation
Depth
Description of Materials
Sample
Sample
Depth
N-Value
Remarks
(Classification)
Blows
(feet)
(blows/ft)
426.8-
0.2 —4;`­\SU
RFICIAL ORGANIC SOILS
4-7-7
0.0
GROUNDWATER DATA:
NATIVE SOILS: Stiff, dry, tan, fine to coarse
14
Hrs:
0 24 Hr Dry
s: Dry
sandy CLAY (CL), with gravel and small roots.
1.5
425.0-
2.0 —050
2.0
Very stiff, moist, orange, tan, fine sandy silty
7-8-9
—90
-
-4
P'o
CLAY (CH), and trace small roots.
17
423.51
3.5
1
3.5
Very stiff, moist, orange, tan, and brown, fine
9-12-15
sandy SILT (ML).
27
421.01 6.0 11111 Hard, dry, red and gray, fine sandy SILT (ML),
with rock fragments.
I419.0 � 8.0 ..... Hard, dry, maroon and gray, fine sa
4�� (ML)•
414.5 - 12.5 — PARTIALLY WEATHERED ROCK: sampled as gray,
fine sandy SILT (ML).
413.1 - 13.9 —
Boring Terminated at 13.9 feet.
am
9.1
0
10.0 � 43
MW
17M
"Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a
he sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.
ree 6" incremen

Elevation
Depth
Description of Materials
Sample
Sample
Depth
N-Value
(blows/ft)
Remarks
(Classification)
Blows
(feet)
427.7-
0.3
-\SURFICIAL ORGANIC SOILS
4-4-7
0.0
GROUNDWATER DATA:
NATIVE SOILS: Stiff, dry, orange, brown, and tan,
11
0 Hrs: Dry
24 Hrs: Dry
fine sandy CLAY (CL), with trace small roots.
—
1.5
426.0-
2.0
,
2.0
0"000
Very stiff, moist, red, orange, and gray, fine
6-11-15
—9-4
sandy CLAY (CH).
26
424.5-
3.5
3.5
Very hard to hard dry, maroon, gray, and tan,
20-25-25
fine sandy SILT (MIL), with rock fragments.
50
5.0
—
26-33
6.5
59
8.0
—
14-20-20
8.5
40
—
10.0
Bill
PARTIALLY WEATHERED ROCK: sampled as
Imm maroon and gray, fine sandy SILT (ML).
11
1-ml=
17M
M-
'he sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

Elevation
Depth
Description of Materials
Sample
Sample
Depth
N-Value
Remarks
(Classification)
Blows
(feet)
(blows/ft)
419.7-
0.3
_\SURFICIAL ORGANIC SOILS
4-7-15
0.0
GROUNDWATER DATA:
NATIVE SOILS: Very stiff, dry, tan, fine to coarse
22
0 Hrs: Dry
24 Hrs: Dry
sandy CLAY (CL), with rock fragments and trace
small roots.
—
1.5
418.0-
2.0
,
2.0
0"000
Very stiff, dry, orange and tan, fine sandy CLAY
9-10-14
—9-4
- P'o
CH , with trace small roots.
24
416.5-
3.5
3.5
Very hard, dry, red, tan and gray, fine sandy SILT
14-24-47
(MIL).
71
Bill
am
51 8,5 � 100+
L............................................... 1
406.2 13.8 :9 iii [ 50/3
1 " �3.51
1 1 1 1 Boring Terminated at 13.8 feet. I 1 100+
11
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler
-he sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

Elevation
Depth
Description of Materials
Sample
Sample
Depth
N-Value
Remarks
(Classification)
Blows
(feet)
(blows/ft)
414.7-
0.3—
SURFICIAL ORGANIC SOILS
2-3-4
0.0
GROUNDWATER DATA:
NATIVE SOILS: Loose, dry, tan, brown, silty fine
7
0 Hrs: Dry
24 Hrs: Dry
to coarse SAND (S M), with rock fragments.
1.5
413.0-
2.0
2.0
Very stiff, moist, orange, tan, brown, fine sandy
9-9-12
4
(CH), with rock fragments and trace small
21
IPCLAY
roots.
411.5-
3.5-1
3.5
Very hard, red, and gray, fine sandy SILT (MIL),
8-21-34
with rock fragments.
55
408.0 ] 7.0
407.0 8.0
11
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler
am
-he sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

Elevation
Depth
Description of Materials
Sample
Sample
Depth
N-Value
(blows/ft)
Remarks
(Classification)
Blows
(feet)
408.7-
0.3
-\SURFICIAL ORGANIC SOILS
3-4-5
0.0
GROUNDWATER DATA:
X
NATIVE SOILS: Stiff, dry, tan, brown, fine to
9
0 Hrs: Dry
Hr
24 s: Dry
coarse sandy CLAY (CL), with rock fragments and
trace small roots.
—
1.5
407.0-
2.0—
2.0
Stiff, moist, red, tan and brown, fine to coarse
7-7-9
—
sandy SILT (MIL), with rock fragments.
16
405.5-
3.5—
3.5
Very hard, dry, maroon and gray, fine sandy SILT2
45-50/4.
-
(ML), with rock fragments.
100+
395.2 - 13.8 1 P11 I Boring Terminated at 13.8 feet.
11
"11001
8,5 �8.8 100+
13.51
100+
The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

Elevation
Depth
Description of Materials
Sample
Sample
Depth
N-Value
(blows/ft)
Remarks
(Classification)
Blows
(feet)
385.7-
0.3
_\SURFICIAL ORGANIC SOILS
2-5-9
0.0
GROUNDWATER DATA:
X
NATIVE SOILS: Stiff, moist, tan, fine sandy CLAY
14
0 Hrs Hr : Dry
24 s: Dry
CIL , with trace small roots.
—
1.5
384.0-
2.0-01,
2.0
Hard, dry, orange, tan, fine sandy CLAY (CH),
12-17-20
with trace small roots.
37
382.5-
3.5—
3.5
Very hard, dry, red, brown, and gray fine sandy
10-25-45
SILT (ML), with rock fragments.
70
I
11
1—ml=
am
1111ou"
8,5 � 100+
9.3
1W
-he sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

Elevation
Depth
Description of Materials
Sample
Sample
Depth
N-Value
(blows/ft)
Remarks
(Classification)
Blows
(feet)
420.7-
0.3
-\SURFICIAL ORGANIC SOILS
1-4-5
0.0
GROUNDWATER DATA:
NATIVE SOILS: Stiff, dry, orange, tan, fine to
9
0 Hrs: Dry
24 Hrs: Dry
coarse sandy CLAY (CL), with rock fragments and
trace small roots.
—
1.5
419.0-
2.0
,
2.0
0"000
Very stiff, moist, red, orange, and tan, fine
4-8-11
—9-4
- P'o
sandy CLAY (CH).
19
417.5-
3.5
3.5
Very hard, dry, cream, fine sandy SILT (MIL).
7-23-30
53
am
407.2 13.8 :9 L ............................................... 1 13.51
I I Boring Terminated at 13.8 feet. 1 100+
11
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler
the sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

Elevation
Depth
Description of Materials
Sample
Sample
Depth
N-Value
(blows/ft)
Remarks
(Classification)
Blows
(feet)
423.7-
0.3
-\SURFICIAL ORGANIC SOILS
1-3-4
0.0
GROUNDWATER DATA:
NATIVE SOILS: Firm, moist, orange, tan, fine to
7
0 Hrs: Dry
24 Hrs: Dry
coarse sandy CLAY (CL), with rock fragments and
trace small roots.
—
1.5
422.0-
2.0—
,
2.0
0"00
0
Stiff, moist, red, tan, and brown, fine sandy
5-6-9
—9-4
- P'o
CLAY CH
15
420.5-
3.5
3.5
Very stiff, dry, tan and brown, fine sandy SILT
8-11-16
(M Q.
27
am
410.4 1 13.6 Boring Terminated at 13.6 feet. 50/111
100+
11
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler
The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

bo-qq
hh�"gd
Subsurface Exploration and
Geotechnical Engineering Evaluation
MS HOLDING SITE
MORRISVILLE /GARY,
NORTH CAROLINA
F &R PROJECT NO. 66P -0086
Prepared for:
Standard Pacific of the Carolinas, LLC
1600 Perimeter Park Dr., Suite 125
Morrisville, NC 27560
September 4, 2012
310 Hubert Street Raleigh, North Carolina 27603 919.828.3441

m=e
Mr. Gray Methven
St.-zi•I,-o,rd P,?cific of-Vie
T MILI"IIW T ri"
Morrisville, NC 27560
Re: Subsurface Exploration and Geotechnical Engineering Evaluation
MS Holding Site
Morrisville/Cary, North Carolina
F Project No. 66P-0086
Daniel K. Schaefer, P.E.
Raleigh Branch Manager
A Minority-Owned Business

1
TABLE OF CONTENTS
PAGE
1.0 PURPOSE AND SCOPE OF SERVICES ...................................................... ..............................1
APPENDIX A SITE VICINITY MAP, FIGURE NO. 1
BORING LOCATION PLAN, FIGURE NO. 2
SUBSURFACE PROFILES, FIGURES NO. 3 & 4
APPENDIX B BORING LOGS
APPENDIX C LABORATORY TEST RESULTS
APPENDIX D ASFE DOCUMENT
1.1 Purpose of Study ....................................................................... ..............................1
1.2 Scope of Services ...................................................................... ..............................1
2.0
PROPOSED PROJECT DATA ................................................................... ..............................1
2.1 Site Location and Description ................................................... ..............................1
2.2 Proposed Construction ............................................................ ..............................2
3.0
EXPLORATION PROCEDURES ................................................................ ..............................2
3.1 Field Exploration ....................................................................... ..............................2
3.2 Laboratory Testing .................................................................... ..............................4
4.0
SUBSURFACE CONDITIONS ................................................................... ..............................4
4.1 Regional Geology ...................................................................... ..............................4
4.2 Soil Conditions .......................................................................... ..............................5
4.3 Soil Moisture and Groundwater Conditions ............................ ..............................7
5.0
ENGINEERING EVALUATION AND RECOMMENDATIONS .................... ..............................7
5.1 General Development Considerations ..................................... ..............................7
5.2 Site Preparation ........................................................................ ..............................8
5.3 Structural Fill Placement .......................................................... .............................10
5.4 Cut and Fill Slopes .................................................................... .............................11
5.5 Foundations ............................................................................. .............................12
5.6 Floor Slabs ................................................................................ .............................13
5.7 Pavements ............................................................................... .............................14
6.0
CONSTRUCTION QUALITY CONTROL ................................................... .............................15
7.0
LIMITATIONS ........................................................................................ .............................16
APPENDIX A SITE VICINITY MAP, FIGURE NO. 1
BORING LOCATION PLAN, FIGURE NO. 2
SUBSURFACE PROFILES, FIGURES NO. 3 & 4
APPENDIX B BORING LOGS
APPENDIX C LABORATORY TEST RESULTS
APPENDIX D ASFE DOCUMENT

1
1.0 PURPOSE AND SCOPE OF SERVICES
1.1 PURPOSE OF STUDY
The purpose of the subsurface exploration and geotechnical engineering evaluation was to explore
the subsurface conditions at the site through a series of 20 test borings and to provide preliminary
geotechnical engineering recommendations for foundation, floor slab and pavement construction
as well as recommendations for site preparation, earthwork and quality control measures related
to these design aspects.
1.2 SCOPE OF SERVICES
F &R's scope of services included the following:
• Completion of twenty (20) soil test borings (B -1 through B -20) to depths ranging from
6.2 to 14 feet below the existing ground surface;
• Performing geotechnical laboratory testing on representative soil samples;
• Preparation of typed Boring Logs and development of Subsurface Profiles;
• Performing a geotechnical engineering evaluation of the subsurface conditions with
regard to their suitability for the proposed construction; and,
• Preparation of this geotechnical report by professional engineers.
2.0 PROPOSED PROJECT DATA
2.1 SITE LOCATION AND DESCRIPTION
The project site is located on the east side of Wilson Road northeast of its intersection with
Chapel Hill Road (NC Hwy 54) in Morrisville /Cary, Wake County, North Carolina. The site location
is shown on the Site Vicinity Map presented as Figure No. 1 in Appendix A of this report.
The project site consists is comprised of two tracts that total approximately 24.1 acres of wooded
land to be developed for residential use. There is an abandoned house with adjacent outbuildings
located on the west side of the property. A small creek, which was dry at the time of the
investigation, traverses the project site from the southwest corner towards the northeast portion
of the property. The ground surface slopes from the northwest corner towards the creek and then
rises again from the creek to the southeastern corner of the property. There is a drainage swale
Standard Pacific of the Carolinas 1 F &R Project No. 66P -0086
Wilson Road Site September 4, 2012

1
on the property which drains water from the west central portion of the property to the creek.
Ground surface elevations range from approximately 428 feet at a high point near the southeast
property corner to approximately 360 feet at the creek near the northeast corner for a
topographic relief of approximately 68 feet at the site.
2.2 PROPOSED CONSTRUCTION
Based on the information provided to F &R, we understand that the project site is being
considered for residential development consisting of sixty -nine (69) single - family homes and
associated roadways. The homes will be supported using monolithically placed slab -on -grade
with turned down footings or crawl -space foundations. The proposed site /lot layout was
provided; however, a grading plan and utility line invert elevations were not provided to F &R at
the time of writing this report. Based on the existing grades at the site, F &R estimates that
maximum cut and fill depths for mass grading will be on the order of 10 feet to establish finished
grades. Three permanent sedimentation basins are planned to be constructed in the northeast
portion of the site and adjacent to the creek.
Once site grading and utility plans are developed and structural loads are determined, F &R
should be afforded an opportunity to review the plans /information and provide additional
design- specific geotechnical recommendations if necessary. Depending upon the nature of the
grading and utility plans, additional subsurface exploration may be recommended. In addition,
geotechnical recommendations for retaining walls are not provided in this report. If retaining walls
are planned, F &R should be contacted to review the plans and provide geotechnical
recommendations.
3.0 EXPLORATION PROCEDURES
3.1 FIELD EXPLORATION
F &R advanced a total of 20 soil test borings (B -1 to B -20) as part of this exploration at the
approximate locations shown on the Boring Location Plan presented as Figure No. 2 in Appendix
A. The test borings were advanced to depths ranging from approximately 6.2 to 14 feet below
Standard Pacific of the Carolinas 2 F &R Project No. 66P -0086
Wilson Road Site September 4, 2012

1
the existing ground surface. The boring locations were established in the field by a
representative from F &R using a hand held GPS unit. Ground surface elevations at the boring
locations were interpolated using topographic information from the Wake County GIS website.
Given the method of determination, the boring locations and ground surface elevations should
only be considered approximate.
The test borings were advanced by an ATV mounted drill rig using 2 -1/4" inside diameter (I.D.)
hollow stem augers for borehole stabilization. Representative soil samples were obtained using
a standard two -inch outside diameter (O.D.) split barrel sampler in general accordance with
ASTM D 1586, Penetration Test and Split - Barrel Sampling of Soils (Standard Penetration Test).
The number of blows required to drive the split barrel sampler three consecutive 6 -inch
increments with an automatic hammer is recorded and the blows of the last two 6 -inch
increments are added to obtain the Standard Penetration Test (SPT) N- values representing the
penetration resistance of the soil. Standard Penetration Tests were performed almost
continuously to a depth of 10 feet and at a nominal interval of approximately 5 feet thereafter.
A representative portion of the soil was obtained from each SPT sample, sealed in an eight -ounce
glass jar, labeled and transported to our laboratory for final classification and analysis by a
geotechnical engineer. The soil samples were visually classified in general accordance with the
Unified Soil Classification System (USCS), using visual - manual identification procedures (ASTM
D2488). A Boring Log for each test boring is presented in Appendix B.
Water level measurements were attempted at the termination of drilling. Temporary
piezometers were installed in 16 of the 20 borings (all borings except B -1 and B -6 to B -8) in
order to obtain stabilized groundwater measurements. The temporary piezometers consisted
of 1 -inch diameter, hand - slotted PVC pipes installed into the completed borings. The annulus
of each piezometer was backfilled with soil cuttings. Water level measurements were then
attempted after a stabilization period of at least 24 hours.
Standard Pacific of the Carolinas 3 F &R Project No. 66P -0086
Wilson Road Site September 4, 2012

1
3.2 LABORATORY TESTING
F &R selected five (5) soil samples and subjected them to routine geotechnical index testing
consisting of Natural Moisture Content, Grain Size Distribution, and Atterberg Limits
determinations. The purpose of the index testing was to aid in our classification of the soil
samples and development of engineering recommendations. The laboratory testing was
performed in general accordance with applicable ASTM standards. The laboratory test results
are presented in Appendix C of this report.
4.0 SUBSURFACE CONDITIONS
4.1 REGIONAL GEOLOGY
The referenced property is located in the Piedmont Physiographic Province. The Piedmont
Province generally consists of hills and ridges that are intertwined with an established system of
draws and streams. The Piedmont Province is predominately underlain by igneous rock (formed
from molten material) and metamorphic rock (formed by heat, pressure and /or chemical action),
initially formed during the Precambrian and Paleozoic eras. More specifically, the site is located
in the Durham sub -basin of the Triassic Deep River Basin. The Triassic basin is filled with
sedimentary rocks (e.g., Sandstone, Siltstone, and Mudstone) that formed approximately 190-
200 million years ago. Dikes and sills of igneous Diabase rock intruded these Triassic sedimentary
rocks. Diabase rock is generally quite hard and often requires blasting for removal.
In areas not altered by erosion or disturbed by the activities of man, the typical soil profile
consists of clayey soils near the surface, where soil weathering is more advanced, underlain by
silts, sandy silts and silty sands above partially weathered rock and bedrock. The boundary
between soil and rock is not sharply defined. This transitional zone termed "Partially Weathered
Rock" is typically found overlying the parent bedrock. Partially Weathered Rock (PWR) is
defined, for engineering purposes, as material exhibiting Standard Penetration Resistances in
excess of 100 blows per foot. Weathering is facilitated by fractures, joints and by the presence of
less resistant rock types. Consequently, the profile of the PWR and harder rock is quite irregular
and erratic, even over short horizontal distances.
Standard Pacific of the Carolinas 4 F &R Project No. 66P -0086
Wilson Road Site September 4, 2012

1
4.2 SOIL CONDITIONS
$URFICIAL ORGANIC SOILS
Surficial Organic Soil was encountered in each of the test borings from the ground surface to depths
ranging from 0.2 to 0.3 feet and typically consisted of brown to black silty sands and sandy silts with
root -mat and organic material. These soils are generally considered unsuitable for engineering
purposes. F &R has not performed any laboratory testing to determine the organic content or other
horticultural properties of the observed surficial organic soil materials. The term surficial organic
soil is not intended to indicate its suitability for landscaping and /or other purposes. We note that
the measurements of surficial organic soils were made by driller observations and should be
considered approximate. We also note that the transition from surficial organic soil to underlying
materials may be gradual, and therefore the observation and measurement of surficial organic soil
depths is subjective. Roots were noted extending down beneath the organic layer to depths of
approximately 1 to 2 feet in the test borings. Based on F &R's experience with similar nearby
sites, stripping depths of 6 to 12 inches or greater may be required during construction of the
planned residential development.
NATIVE SOILS
Native soils were encountered just beneath the surficial organic layer in the borings. The native
soils consisted of silty sands, sandy silts and sandy /silty clays (USCS — SM, ML, CL & CH). In the
upper 2.0 to 3.5 feet of the soil profile, the soils typically consisted of low to highly plastic sandy
and silty clays (CL and CH) with varying amounts of rock fragments. One notable exception was
silty sand (SM) exhibiting an N -value of 7 bpf was sampled in the upper 2.0 feet at boring B -16. N-
values in the native clayey soils in the upper 3.5 feet ranged from 4 to 37 bpf with a majority
exhibiting N- values of 10 to 30 bpf. Below a depth of 3.5 feet, the soils were predominantly
classified as sandy silts (ML) with N- values ranging from 26 to 83 bpf. The soil samples typically
exhibited harder consistency with depth based on recorded N- values.
Standard Pacific of the Carolinas 5 F &R Project No. 66P -0086
Wilson Road Site September 4, 2012

1
PARTIALLY WEATHERED ROCK
Partially Weathered Rock (PWR) was encountered in 19 of 20 test borings at depths ranging
from 3.0 to 12.5 feet below the ground surface. PWR is defined for engineering purposes as
residual material that exhibits an SPT N -value of at least 100 blows per foot (bpf). PWR N-
values widely ranged from 50/1" to 50/5.75 ". The depth to PWR and range of N- values at each
boring is shown in the table below.
Boring
Number
Depth to
PWR
Range of
N- values
Boring
Number
Depth to
PWR
Range of
N- values
1
7.0
50/1 " — 50/5"
12
6.0
50/1 " — 50/4"
2
7.0
50/1 " — 50/5.5"
13
12.5
50/4"
3
9.0
50/1 " — 50/4.5"
14
12.0
50/4"
4
4.0
50/2 " — 50/5.75"
15
6.5
50/3 " — 50/4"
5
3.0
50/1 " — 50/5.5"
16
7.0
50/4"
6
9.5
50/4.5 " — 50/5"
17
5.5
50/3 " — 50/5.5"
7
8.5
50/4 " — 50/5.5"
18
7.0
50/ "3
8
6.0
50/2 " — 50/5"
19
6.0
50/2 " — 50/3"
9
4.5
50/2 " — 50/5"
20
6.0
50/2 " — 50/3"
11
6.0
50/5"
Borings B -10, B -11, B -12, and B -16 were terminated due to auger refusal at depths ranging from
6.2 feet to 12.0 feet below the ground surface. Auger refusal is a designation applied to any
material that cannot be penetrated by the soil auger. The nature of auger refusal was not
explored in the test borings, but is assumed to be encountering bedrock, boulders or rock
lenses.
Standard Pacific of the Carolinas 6 F &R Project No. 66P -0086
Wilson Road Site September 4, 2012

1
4.3 SOIL MOISTURE AND GROUNDWATER CONDITIONS
In general, the sampled soils were dry to moist in the test borings from the ground surface to
the boring termination depths.
Groundwater level measurements were attempted in the borings upon completion of drilling.
Stabilized groundwater level measurements were attempted after a period of at least 24- hours,
except at borings B -1, B -6, B -7, and B -8 which were backfilled upon completion of drilling.
Groundwater was not encountered in the borings immediately after drilling or after a
stabilization period of at least 24- hours.
It should also be noted that the groundwater levels fluctuate depending upon seasonal factors
such as precipitation and temperature. As such, soil moisture and groundwater conditions at
other times may vary or be different from those described in this report.
F &R notes that due to the presence of shallow PWR and relatively impervious clayey soils (CH
soils) noted on the project site, trapped or perched water conditions should be expected during
periods of inclement weather and during seasonally wet periods.
5.0 ENGINEERING EVALUATION AND RECOMMENDATIONS
5.1 GENERAL DEVELOPMENT CONSIDERATIONS
The conclusions and recommendations contained in this section of the report are based upon the
results of the 20 soil test borings performed by F &R, observations made during our site
reconnaissance, and the information provided regarding the proposed development. It is our
opinion that the subsurface conditions encountered at the project site are generally suitable for
the proposed development provided the recommendations presented in subsequent sections of
this report are followed throughout the design and construction phases of this project.
Stiff /medium dense native soils and properly placed and compacted structural fill should be
suitable for support of the lightly loaded residential structures on conventional shallow spread
foundations.
Standard Pacific of the Carolinas 7 F &R Project No. 66P -0086
Wilson Road Site September 4, 2012

1
The following conditions encountered in the test borings may impact the site development, and
should be considered during planning and design of the subdivision:
• Layers of highly plastic clay soils (CH soils) encountered in the upper 2.0 to 3.5 feet
of the soil profile at 14 of the 20 test borings (B -2, B -3, B -6 to B -8, B -10, B -11, B -13
to B -16, and B -18 to B -20); and,
• PWR encountered in 19 of the 20 borings at depths ranging from approximately 3.0
feet to 12.5 feet below the ground surface. Auger refusal was encountered in four
of the borings at depths ranging from 6.2 feet to 12.0 feet below the ground
surface.
High plasticity clays (CH), as were encountered in the borings, are generally considered
unsuitable for use as structural fill materials near the finished subgrade because they are
difficult to properly place and compact, and could become unstable under construction traffic
when wet. These soils are highly moisture sensitive and can undergo volume changes
(shrink /swell) with changes in moisture content. These soils are generally considered to be
poor subgrade materials. Due to the moisture sensitivity, shrink /swell potential and poor
subgrade /bearing grade characteristics, F &R recommends that a minimum of 2 feet of
separation be maintained between stable high plasticity soils and proposed subgrades for
pavement and building areas. In order to create this separation, undercutting highly plastic
soils and replacement with lower plasticity soils will likely be required in some areas. Pavement
and roadway subgrades should consist of low plasticity soils.
Site grading and utility construction may be impacted by the presence of Partially Weathered
Rock (PWR). More detailed recommendations regarding PWR excavation will be provided in a
subsequent section of this report.
5.2 SITE PREPARATION
After removal of the existing buildings with associated underground utilities and existing
asphalt /concrete pavement, any other deleterious materials including former building
foundations, should be stripped from the construction areas and removed from the site or
stockpiled for re -use in grassed or other non - structural areas. All underground utilities
Standard Pacific of the Carolinas 8 F &R Project No. 66P -0086
Wilson Road Site September 4, 2012

1
associated with prior development should be removed or abandoned or by suitably filling
conduits with grout prior to any planned construction activities. Open pipes or conduits, if left
in- place, adjacent to the construction area should be bulk headed and grouted as they might
serve as conduits for subsurface erosion. After clearing and grubbing, all surficial organic soils,
roots, vegetation and any other deleterious materials should be stripped from the building and
pavement areas. The stripping should extend a distance of at least 5 feet beyond the building
perimeters, but not less than the area within a 2H:1V slope projecting from the perimeter
footings or building pad, whichever is greater.
The exposed subgrade soils at the finished subgrade level and in fill areas should be proofrolled
with a loaded tandem axle dump truck, scraper, or other similar construction equipment to
confirm the stability of the subgrade soils. The proofrolling operations should be observed by a
geotechnical engineer or his representative. If proofrolling reveals unstable conditions, the
method of repair should be as directed by the project geotechnical engineer. Methods of
repair may include, but are not necessarily limited to: drying and re- compaction; undercutting
and replacement with suitable structural fill; the use of geotextiles and geogrids with select fill;
the use of lime stabilization or other methods deemed appropriate by the project geotechnical
engineer. Soft near surface soils were only encountered in a couple of borings and widespread
subgrade repair is not anticipated unless grading is performed during seasonally wet periods.
Based on the results of the test borings, PWR excavation may be required depending upon the
proposed site grades and utility line invert elevations. PWR was encountered in nineteen of the
twenty borings at depths ranging from approximately 3.0 to 12.5 feet below the ground surface
and it will likely be encountered during mass grading activities. PWR encountered at the site
varied widely with N- values ranging from 50/1" to 50/5.5" at the test boring locations. Heavy
excavating equipment with ripping tools (e.g., D -8 dozer with single shank ripper) is typically
effective in removing softer PWR (i.e., PWR with N- values of 50/3" to 50/6 ") during mass
grading activities. However, removal of harder PWR (i.e., PWR with N- values of 50/0" to less
than 50/3 ") during mass grading in open areas will not likely be possible with ripping equipment
and may require hammering, chipping or blasting. Although utility plans with invert elevations
Standard Pacific of the Carolinas 9 F &R Project No. 66P -0086
Wilson Road Site September 4, 2012

1
were not available, it is likely that PWR will also be encountered in these excavations during
utility installations. Removal of softer PWR (50/4" to 50/6 ") from confined excavations (e.g.,
utility excavations) may be able to be accomplished using a large trackhoe (e.g., CAT 330 with
rock teeth); however, excavation will likely be slow and light blasting is typically performed to
pre - loosen the PWR. Removal of harder PWR (50/0" to 50/3 ") in confined excavations will not
likely be possible with conventional equipment and typically requires blasting. The speed and
ease of PWR and rock excavation will depend upon the equipment utilized, experience of the
equipment operators and geologic structure of the PWR.
5.3 STRUCTURAL FILL PLACEMENT
The on -site low to moderately plastic soils (USCS — SM, SC, ML and CL) are generally considered
suitable for use as structural fill. However, highly plastic clayey soils (CH soils) as were
encountered within the upper 2.0 to 3.5 feet of 14 of 20 borings are generally considered
unsuitable as structural fill materials and should only be used in non -load bearing, landscaping
areas or deeper roadway fills. As previously stated, the on -site soils in the upper soil profile were
typically classified as silty and clayey soils, which are moisture sensitive. As such, depending upon
conditions at the time of construction, some of the upper silty /clayey soils may require moisture
conditioning (drying of wet soils or wetting of dry soils) prior to use as structural fill.
Due to the moisture sensitivity of the on -site soils, it is typically recommended that earthwork
operations be performed during the seasonally drier months (typically May to October) when
weather conditions are more conducive to moisture conditioning of earth fill (e.g., drying) and
achieving proper compaction of structural fill. If earthwork is performed during the seasonally wet
months, additional subgrade undercutting and repair will likely be required and it may be difficult
to properly compact structural fill.
All structural earth fill should be compacted at a moisture content of + 3 percent of the optimum
moisture content. All structural earth fill (i.e. fill placed in load bearing areas or slopes) should be
placed in loose lifts not exceeding 8 inches and be compacted to at least 95 percent of the
standard Proctor maximum dry density as determined by ASTM D -698, and to 98 percent of the
Standard Pacific of the Carolinas 10 F &R Project No. 66P -0086
Wilson Road Site September 4, 2012

1
same standard within the top 12 inches. All areas to receive fill that are steeper than a slope of 4
Horizontal to 1 Vertical (4H:1V) should be plowed, stepped and leveled to assure that fill is placed
on near level surfaces. All structural fill material should be placed and compacted under the full
time control and supervision of a qualified geotechnical engineer or engineering technician
working under the direction of a geotechnical engineer. The placement and compaction of all fill
material should be tested in order to confirm that the recommended degree of compaction is
obtained.
Excavated, ripped or blasted PWR may be able to be used as structural fill material. Special
placement and compaction procedures for the PWR and other rock materials should be provided
by the project geotechnical engineer prior to earthwork. All structural fill (soil /PWR /rock) should
be monitored on a full -time basis by a geotechnical engineer or qualified engineering technician
working under the supervision of a geotechnical engineer.
5.4 CUT AND FILL SLOPES
F &R recommends designing the permanent project slopes at 3 horizontal to 1 vertical (3H:1V)
or flatter. The top of the slope should be located a minimum of 10 feet away from the
structural limits. If steeper slopes are planned, F &R should be contacted to perform a slope
stability analysis. It is F &R's opinion that 3H:1V slopes will be stable from a slope stability
standpoint provided the fill slopes are constructed of properly compacted structural fill.
However, seepage and surface runoff may cause the slopes to slough and erode resulting in
shallow surface failures. The slopes should be vegetated as soon as possible to prevent surface
sloughing and erosion. If sloughing or erosion occurs, the use of a vegetation /erosion control
mat, turf reinforcement material or geotextile and large stone may be required to stabilize the
slopes. A swale or shallow ditch should be constructed near the top of slopes to prevent
surface water from flowing onto the slopes. We recommend that all cut and fill slopes be
observed by a geotechnical engineer or his representative during construction. Additional
slope drainage and protection measures may be required in certain areas depending upon
conditions observed at the time of slope construction.
Standard Pacific of the Carolinas 11 F &R Project No. 66P -0086
Wilson Road Site September 4, 2012

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5.5 FOUNDATIONS
The project site is suitable to support the proposed structures on conventional shallow spread
foundations or on a monolithically placed slab -on -grade with turned -down footings provided the
site preparation and fill placement recommendations presented in this report are followed.
For foundations bearing on stiff /medium dense native soils or properly compacted structural fill
overlying approved native materials, F &R recommends the use of a net allowable soil bearing
pressure of 2,000 pounds per square foot (psf) for the design of foundations. Spread foundations
and turned -down slab foundations should bear directly upon approved structural fill or native
soils and should be embedded at least 12 inches below adjacent exterior grades for frost
protection and bearing capacity considerations. Interior turned -down sections and foundations
may have nominal embedment depths. Final foundation sizes should be determined by the
project structural engineer based on actual design loads, building code requirements and other
structural considerations.
We recommend that the footing excavations be observed by a qualified geotechnical engineer
or his representative prior to placement of reinforcing steel and concrete. The purpose of the
engineering observation would be to determine that the foundations bear in suitable soils at
the proper embedment depths, and that unsuitable soft or loose materials and high plasticity clay
soils are undercut and backfilled with approved structural fill material. Hand auguring and
Dynamic Cone Penetrometer (DCP) testing may be recommended for selected foundations to
verify the consistency of the bearing soils.
If soft soils and /or high plasticity clay soils are encountered at the footing bearing level,
undercutting and repair of footing subgrades may be required. If undercutting is performed,
the undercut excavations can be backfilled with NCDCT No. 57 washed stone up to the planned
bearing grade. The washed stone thickness should not exceed 2 feet before the surface of the
washed stone is densified with a heavy vibratory plate compactor to the satisfaction of the
geotechnical engineer or his representative.
Standard Pacific of the Carolinas 12 F &R Project No. 66P -0086
Wilson Road Site September 4, 2012

1
Exposure to the environment may weaken the soils at the footing bearing level if excavations
remain open for long periods of time. The foundation bearing surface should be level or
suitably benched and free of loose soil, ponded water and debris. If the bearing soils are
softened by surface water intrusion or exposure, the softened soils must be removed from the
foundation excavation immediately prior to placement of concrete.
We recommend that careful attention be given to proper site grading, which should direct all
roof and surface runoff waters away from the house and foundation.
5.6 FLOOR SLAB
The ground floors may be designed as a slab -on- grade. We recommend that a modulus of
subgrade reaction (k) of 150 pounds per cubic inch (pci) be used for slab design. The subgrade
soils for support of floor slabs should be prepared as outlined in previous sections of this
report. Utility and other construction excavations performed in the prepared floor slab
subgrade should be backfilled in accordance with previously referenced structural fill criteria to
aid in providing uniform floor support. The floor slab should be supported on at least 4 inches
of NCDOT No. 57 washed stone to provide a uniformly well- compacted material immediately
beneath the slab. The floor slab should be underlain by a vapor retarder to minimize the
potential for floor slab dampness. Vapor retarder construction should be performed in
accordance with applicable ACI guidelines.
Floor slab design and construction should incorporate isolation joints around columns, utility
penetrations, and along bearing walls to allow for differential movement to occur without
damage to the floor. To reduce the risks of unsightly slab cracking, F &R recommends that
concrete quality control testing be performed during concrete placement, control joints (as
designed by the structural engineer) be cut into the slab as soon as possible after the concrete
placement, and the slab be cured as appropriate for the prevailing weather conditions
(temperature, humidity and wind velocity). Final slab design should be determined by the
project structural engineer based on actual design loads, building code requirements and other
structural considerations.
Standard Pacific of the Carolinas 13 F &R Project No. 66P -0086
Wilson Road Site September 4, 2012

1
5.7 PAVEMENTS
Subgrade preparation along street alignments should also be performed in general accordance
with Sections 5.2 and 5.3 of this report. Exposed pavement subgrades should be re- compacted
to at least 100 percent of the standard Proctor maximum dry density just prior to base stone
placement. The subgrade soils should be proofrolled and areas which exhibit signs of instability
should be undercut and stabilized through placement of structural fill or aerated and re-
compacted depending upon the depth of soft soil. No more than two feet of structural fill should
be placed in a roadway area without compaction tests being performed prior to the placement of
additional fill material. Estimated soaked CBR values for use in design of the pavement structure
could range from 3 to 5.
The pavement structure must comply with the minimum standards for residential roadways as
required by the governing municipality. Proofrolling of the pavement subgrades, placement of
ABC base courses and asphalt surface courses, should be observed, tested and approved by the
project geotechnical engineer. Upon request, F &R would be pleased to provide a site specific
pavement design based on the actual soil subgrade strength testing (CBR tests) and estimated
traffic volumes.
We emphasize that good base course drainage is essential for successful pavement
performance. The ABC stone should be maintained in a drained condition at all times. Water
build -up in the base course could result in premature failures. Proper drainage may be aided by
grading the site such that surface water is directed away from pavements and construction of
swales adjacent to pavements. All pavements should be graded such that surface water is
directed towards the outer limits of the paved area or to catch basins located such that surface
water does not remain on the pavement.
Flexible asphalt pavements, concrete pavements, and bases should be constructed in
accordance with the guidelines of the latest applicable North Carolina Department of
Transportation Standard Specifications for Roads and Structures. Materials, weather
limitations, placement and compaction are specified under appropriate sections of this
Standard Pacific of the Carolinas 14 F &R Project No. 66P -0086
Wilson Road Site September 4, 2012

1
publication. Concrete pavement construction should be in accordance with applicable
American Concrete Institute (ACI) guidelines.
6.0 CONSTRUCTION QUALITY CONTROL
As previously discussed, the Geotechnical Engineer of record should be retained to monitor and
test earthwork activities, and subgrade preparations for slopes, foundations, floor slabs and
pavements. It should be noted that the actual soil conditions at the various subgrade levels and
footing bearing grades will vary across this site and thus the presence of the Geotechnical Engineer
and /or his representative during construction will serve to validate the subsurface conditions and
recommendations presented in this report. We also stress the importance of conducting hand
auger and DCP testing in the footing excavations in order to confirm the anticipated subsurface
conditions and define footings that should be undercut and repaired as outlined in this report.
We recommend that F &R be employed to monitor the earthwork and foundation construction,
and to report that the recommendations contained in this report are completed in a satisfactory
manner. Our continued involvement on the project will aid in the proper implementation of the
recommendations discussed herein. The following is a recommended scope of services:
• Review of project plans and construction specifications to verify that the recommendations
presented in this report have been properly interpreted and implemented;
• Observe the earthwork process to document that subsurface conditions encountered during
construction are consistent with the conditions anticipated in this report;
• Observe the subgrade conditions before placing structural fill including proofroll observations;
• Observe the placement and compaction of any structural fill and backfill, and perform
laboratory and field compaction testing of the fill; and,
• Observe all foundation excavations and footing bearing grades for compliance with the
recommended design soil bearing capacity.
Standard Pacific of the Carolinas 15 F &R Project No. 66P -0086
Wilson Road Site September 4, 2012

1
7.0 LIMITATIONS
This report has been prepared for the exclusive use of the Standard Pacific of the Carolinas, LLC
for the specific application to the referenced project site in accordance with generally accepted
soil and foundation engineering practices. No other warranty, expressed or implied, is made.
These conclusions and recommendations do not reflect variations in subsurface conditions that
could exist intermediate of the boring locations or in unexplored areas of the site. Should such
variations become apparent during construction, we reserve the right to re- evaluate our
conclusions and recommendations based upon on -site observations of the conditions. In the
event changes are made in the proposed construction plans, the recommendations presented
in this report shall not be considered valid unless reviewed by our firm and conclusions of this
report modified or verified in writing. Prior to final design, F &R should be afforded the
opportunity to review the site grading and layout plans to determine if additional or modified
recommendations are necessary.
Standard Pacific of the Carolinas 16 F &R Project No. 66P -0086
Wilson Road Site September 4, 2012

*M
APPENDIX A
FIGURES

SITE
BOUNDARY
SITE
SITE VICINITY MAP North
SINCE FROEHLING & ROBERTSON, INC. CLIENT: Standard Pacific Homes
FEngineering . Environmental . Geotechnical PROJECT: M S Holdings Site
Q 310 Hubert Street LOCATION: Morrisville /Cary, Wake County, North Carolina
�( Raleigh, North Carolina 27603 -2302 1 USA F &R PROJECT No.: 6613-0086 FIGURE
o
T919.828.3441 I F919.828.5751 DRAWN BY: E. Thomas No.: 1
$$' www.fandr.com DATE: August 2012 SCALE: As Shown

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(1881) u01jen813

*M
APPENDIX B
BORING LOGS

KEY TO SOIL CLASSIFICATION
Correlation of Penetration Resistance with
Relative Density and Consistency
Sands and Gravels
Silts and Clays
No. of
Relative
No. of
Relative
Blows, N
Density
Blows, N
Density
0- 4
Very loose
0- 2
Very soft
5-10
Loose
3- 4
Soft
11-30
Medium dense 5 - 8
Firm
31 -50
Dense
9-15
Stiff
Over 50
Very dense
16-30
Very stiff
31 -50
Hard
Over 50
Very hard
Particle Size Identification
(Unified Classification System)
Boulders:
Diameter exceeds 8 inches
Cobbles:
3 to 8 inches diameter
Gravel:
Coarse - 3/4 to 3 inches diameter
Fine - 4.76 mm to 3/4 inch diameter
Sand:
Coarse - 2.0 mm to 4.76 mm diameter
Medium - 0.42 mm to 2.0 mm diameter
Fine - 0.074 mm to 0.42 mm diameter
Silt and Clay: Less than 0.07 mm (particles cannot be seen with naked eye)
Modifiers
The modifiers provide our estimate of the amount of silt, clay or sand size particles in the soil
sample.
Approximate
Content Modifiers
<_ 5 %: Trace
5% to 12 %: Slightly silty, slightly clayey,
slightly sandy
12% to 30 %: Silty, clayey, sandy
30% to 50 %: Very silty, very clayey, very
Field Moisture
Description
Saturated: Usually liquid; very wet, usually
from below the groundwater table
Wet: Semisolid; requires drying to attain
optimum moisture
Moist: Solid; at or near optimum moisture
Dry: Requires additional water to attain
optimum moisture

SINCE
E 0
1 8 8 1
UN IF I ED SO IL CLASS IF I CAT ION SYSTEM (USCS)
MAJOR DIVISION
TYPICAL NAMES
••
GW
Well graded gravels
GRAVELS
CLEAN GRAVEL
.
,
GP
Poorl graded
y ravels
9 g
More than 50%
(little or no fines)
of coarse
fraction larger
GM
Silty gravels
than No. 4 sieve
GRAVELS
,
GC
Clayey gravels
with fines
SW
Well graded sands
SANDS
CLEAN SAND
SP
Poorly graded sands
More than 50X
(little or no fines)
of coarse
:
fraction smaller
SM
Silty sands,
than No. 4 sieve
SAND
...
sand /silt mixtures
with fines
ly
Clayey sands,
IPA
SC
sand /clay mixtures
Inorganic silts, sandy
ML
and clayey silts with
slightly plasticity
Sandy or silty clays
SILTS AND CLAYS
Liquid Limit is less than 50
CL
of low to medium
Plasticity
OL
Organic silts of low
plasticity
Inorganic silts,
MH
sandy micaceous or
clayey elastic silts
Inorganic clays of
SILTS AND CLAYS
Liquid Limit is greater than 50
CH
high plasticity,
fat clays
Organic clays of
OH
medium to high
plasticity
Peat and other highly
HIGHLY ORGANIC SOILS
PT
organic soils
PWR (Partially
Weathered Rock)
Rock
MISCELLANEOUS
Asphalt
MATERIALS
ABC Stone
o. °...d.
Concrete
•emu ''
Surficial Organic Soil

Client: Standard Pacific Homes - Raleigh Division Total Depth: 13.9'
Project: MS Holdings Site (Wilson Road) Boring Location: See Boring Location Plan
City /State: Morrisville/ Cary, NC
BORING LOG
Boring: B -1 (1 of 1)
Drilling Method: 2.25" ID HSA
Hammer Type: Automatic
Date Drilled: 8/15/12
Driller: J.Gilchrist
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
(feet)
N -Value
(blows /ft)
Remarks
415.7
0.3
SURFICIAL ORGANIC SOILS
2 -6 -6
U.0
1.5
12
GROUNDWATER DATA:
0 Hrs: Dry and hole caved
at 9.2'.
24 Hrs: Boring backfilled
upon completion.
NATIVE SOILS: Stiff, dry, tan, fine to coarse sandy
CLAY (CL), with rock fragments and trace small
roots.
414.0
2.0
2.0
Hard to very hard, dry, maroon and gray, fine to
6 -11 -26
coarse sandy SILT (ML), with rock fragments.
37
18 -23 -40
3.5
63
5.0
40- 50/5"
6.5
409.0
7.0
7.4
100+
PARTIALLY WEATHERED ROCK: sampled as
maroon and gray, fine to coarse sandy SILT (ML).
408.0
8.0
37 -47 -36
8.5
Very hard, dry, maroon, fine to coarse sandy SILT
(ML).
83
10.0
403.0
402.1
13.0
13.9
13.5
PARTIALLY WEATHERED ROCK: sampled as
maroon and gray, fine sandy SILT (ML).
50/4"
Boring Terminated at 13.9 feet.
14.3
100+
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.

Client: Standard Pacific Homes - Raleigh Division Total Depth: 13.9'
Project: MS Holdings Site (Wilson Road) Boring Location: See Boring Location Plan
City /State: Morrisville/ Cary, NC
BORING LOG
Boring: B -2 (1 of 1)
Drilling Method: 2.25" ID HSA
Hammer Type: Automatic
Date Drilled: 8/14/12
Driller: J.Gilchrist
Elevation
Depth
Description of Materials
* Sample
Sample
N -Value
(blows /ft)
Remarks
(Classification)
Blows
(feet)
414.7
0.3
SURFICIAL ORGANIC SOILS
2 -6 -6
U.0
GROUNDWATER DATA:
12
0 Hrs: Dry
24 Hrs: Dry
NATIVE SOILS: Stiff, dry, tan, fine sandy CLAY
(CL), with trace rock fragments and small roots.
1.5
413.0
2.0
2.0
Hard, dry, red, tan, and brown, fine to coarse
6 -10 -24
sandy CLAY (CH), with trace small roots.
34
411.5
3.5
3.5
Very hard, dry, maroon and gray, fine sandy SILT
27 -26 -24
(ML), with rock fragments and trace small roots.
50
5.0
20- 50/5.5"
6.5
408.0
7.0
100+
PARTIALLY WEATHERED ROCK: sampled as
maroon and gray, fine sandy SILT (ML).
7.5
32- 50/4"
8.5
100+
9.3
13.9
13.5
50/5"
401.1
Boring Terminated at 13.9 feet.
100+
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.

Client: Standard Pacific Homes - Raleigh Division Total Depth: 13.6'
Project: MS Holdings Site (Wilson Road) Boring Location: See Boring Location Plan
City /State: Morrisville/ Cary, NC
BORING LOG
Boring: B -3 (1 of 1)
Drilling Method: 2.25" ID HSA
Hammer Type: Automatic
Date Drilled: 8/14/12
Driller: J.Gilchrist
Elevation
Depth
Description of Materials
* Sample
Sample
N -Value
(blows /ft)
Remarks
(Classification)
Blows
(feet)
372.7
0.3
SURFICIAL ORGANIC SOILS
1 -4-10
GROUNDWATER DATA:
14
0 Hrs: Dry
24 Hrs: Dry
NATIVE SOILS: Stiff to very stiff, dry, tan, fine
sandy CLAY (CL -CH), with trace small roots.
1.5
—
10 -14 -15
2.0
29
369.5
3.5
3.5
Hard, dry, red, tan, and brown, fine to coarse,
12 -12 -19
sandy SILT (ML), with trace rock fragments.
31
5.0
367.0
6.0
Hard, moist, maroon and gray, fine sandy SILT
(ML).
14 -17 -22
6.5
39
8.0
22- 50/45"
8.5
364.0
9.0
100+
PARTIALLY WEATHERED ROCK: sampled as
9.4
maroon, fine sandy SILT (ML).
359.4
13.6
50/1"
Boring Terminated at 13.6 feet.
100+
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.

Client: Standard Pacific Homes - Raleigh Division Total Depth: 13.7'
Project: MS Holdings Site (Wilson Road) Boring Location: See Boring Location Plan
City /State: Morrisville/ Cary, NC
BORING LOG
Boring: B -4 (1 of 1)
Drilling Method: 2.25" ID HSA
Hammer Type: Automatic
Date Drilled: 8/14/12
Driller: J.Gilchrist
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
(feet)
N -Value
(blows /ft)
Remarks
376.7
0.3
SURFICIAL ORGANIC SOILS
3 -8 -21
U.0
29
GROUNDWATER DATA:
0 Hrs: Dry
24 Hrs: Dry
NATIVE SOILS: Very stiff to hard, dry, tan, fine to
coarse sandy CLAY (CL), with rock fragments and
trace small roots.
1.5
12 -15 -16
2.0
31
373.5
373.0
3.5
4.0
3.5
100+
Hard, dry, maroon and gray, fine sandy SILT (ML),
with trace small roots.
9- 50/5.75"
4.5
PARTIALLY WEATHERED ROCK: sampled as
maroon and gray, fine sandy SILT (ML).
6.5
50/3"
100+
8.5
50/3"
100+
363.3
13.7
13.5
50/2..
Boring Terminated at 13.7 feet.
100+
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.

Client: Standard Pacific Homes - Raleigh Division Total Depth: 13.6'
Project: MS Holdings Site (Wilson Road) Boring Location: See Boring Location Plan
City /State: Morrisville/ Cary, NC
BORING LOG
Boring: B -5 (1 of 1)
Drilling Method: 2.25" ID HSA
Hammer Type: Automatic
Date Drilled: 8/14/12
Driller: J.Gilchrist
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
(feet)
N -Value
(blows /ft)
Remarks
394.7
0.3
SURFICIAL ORGANIC SOILS
5 -8 -12
U.0
20
GROUNDWATER DATA:
0 Hrs: Dry
24 Hrs: Dry
NATIVE SOILS: Very stiff, dry, tan, fine to coarse
sandy CLAY (CL), with rock fragments and trace
small roots.
1.5
393.0
2.0
2.0
Very stiff, dry, brown, fine to coarse sandy SILT
-17- 50/4.5'
(M Q.
100+
392.0
3.0
PARTIALLY WEATHERED ROCK: sampled as
maroon and gray, fine to coarse, sandy SILT (ML).
50/5.5 "'�
4.0
100+
42- 50/3.5"
6.5
7.3
100+
8.5
8.9
100+
50/5"
381.4
13.6
Boring Terminated at 13.6 feet.
50/1"
100+
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.

Client: Standard Pacific Homes - Raleigh Division Total Depth: 13.9'
Project: MS Holdings Site (Wilson Road) Boring Location: See Boring Location Plan
City /State: Morrisville/ Cary, NC
BORING LOG
Boring: B -6 (1 of 1)
Drilling Method: 2.25" ID HSA
Hammer Type: Automatic
Date Drilled: 8/15/12
Driller: J.Gilchrist
Elevation
Depth
Description of Materials
* Sample
Sample
N -Value
(blows /ft)
Remarks
(Classification)
Blows
(feet)
418.7
0.3
>A
SURFICIAL ORGANIC SOILS
2 -1 -3
U.0
GROUNDWATER DATA:
4
0 Hrs: Dry
24 Hrs: Boring backfilled
NATIVE SOILS: Soft, moist, tan, brown, fine sandy
CLAY (CH), with trace small roots.
upon completion.
1.5
417.0
2.0
2.0
Stiff, moist, tan and gray, fine sandy silty CLAY
5 -5 -8
(CL), with trace small roots.
13
415.5
3.5
3.5
Very hard to hard, dry, red, brown, and gray fine
18 -27 -39
sandy SILT (ML), with trace rock fragments.
66
5.0
12 -15 -20
6.5
35
8.0
2 -32 -50/5'
8.5
100+
409.5
9.5
PARTIALLY WEATHERED ROCK: sampled as
9.9
maroon and gray, sandy SILT (ML).
13.5
50/4.5"
405.1
13.9
Boring Terminated at 13.9 feet.
100+
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.

Client: Standard Pacific Homes - Raleigh Division Total Depth: 14.0'
Project: MS Holdings Site (Wilson Road) Boring Location: See Boring Location Plan
City /State: Morrisville/ Cary, NC
BORING LOG
Boring: B -7 (1 of 1)
Drilling Method: 2.25" ID HSA
Hammer Type: Automatic
Date Drilled: 8/15/12
Driller: J.Gilchrist
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
(feet)
N -Value
(blows /ft)
Remarks
417.7
0.3
SURFICIAL ORGANIC SOILS
1 -3 -4
U.0
7
GROUNDWATER DATA:
0 Hrs: Dry and hole caved
at 8.8'.
24 Hrs: Boring backfilled
NATIVE SOILS: Firm, dry, tan, fine sandy CLAY
(CH), with trace rock fragments and small roots.
1.5
upon completion.
416.0
2.0
2.0
Stiff, moist, orange, tan, fine, sandy silty CLAY
4 -5 -8
(CH).
13
414.5
3.5
3.5
Very hard, dry, red, brown and gray, fine sandy
10 -19 -32
SILT (ML), with trace rock fragments.
51
5.0
15 -25 -37
6.5
62
8.0
409.5
8.5
8.5
g g
100+
PARTIALLY WEATHERED ROCK: sampled as
maroon and gray, fine sandy SILT (ML).
50/4"
13.5
14 Q
50/5.5
404.0
14.0
Boring Terminated at 14.0 feet.
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.

Client: Standard Pacific Homes - Raleigh Division Total Depth: 13.7'
Project: MS Holdings Site (Wilson Road) Boring Location: See Boring Location Plan
City /State: Morrisville/ Cary, NC
BORING LOG
Boring: B -8 (1 of 1)
Drilling Method: 2.25" ID HSA
Hammer Type: Automatic
Date Drilled: 8/15/12
Driller: J.Gilchrist
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
(feet)
N -Value
(blows /ft)
Remarks
395.7
0.3
SURFICIAL ORGANIC SOILS
3 -3 -5
U.0
8
GROUNDWATER DATA:
Boring backfilled upon
completion.
NATIVE SOILS: Firm, dry, tan, fine sandy CLAY
(CL), with trace small roots.
1.5
394.0
2.0
2.0
Very stiff, dry, tan, and brown, fine sandy CLAY
5 -7 -11
(CH), with rock fragments.
18
392.5
3.5
3.5
Hard, dry, red, brown, and gray, fine sandy SILT
11 -12 -18
(ML).
30
5.0
390.0
6.0
6.5
6.9
100+
PARTIALLY WEATHERED ROCK: sampled as
maroon and gray, fine sandy SILT (ML).
50/5"
8.5
8.8
100+
50/4"
382.3
13.7
13.5
50/2..
Boring Terminated at 13.7 feet.
100+
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.

Client: Standard Pacific Homes - Raleigh Division Total Depth: 13.8'
Project: MS Holdings Site (Wilson Road) Boring Location: See Boring Location Plan
City /State: Morrisville/ Cary, NC
BORING LOG
Boring: B -9 (1 of 1)
Drilling Method: 2.25" ID HSA
Hammer Type: Automatic
Date Drilled: 8/19/12
Driller: J.Gilchrist
Elevation
Depth
Description of Materials
* Sample
Sample
N -Value
(blows /ft)
Remarks
(Classification)
Blows
(feet)
389.7
0.3
SURFICIAL ORGANIC SOILS
3 -6 -6
U.0
GROUNDWATER DATA:
12
0 Hrs: Dry
24 Hrs: Dry
NATIVE SOILS: Stiff, dry, tan, fine to coarse sandy
CLAY (CL), with rock fragments and trace small
roots.
1.5
388.0
2.0
2.0
Hard, dry, red, brown and gray, fine sandy SILT
8 -15 -31
(ML), with trace rock fragments.
46
1 -36 -50/5'
3.5
100+
385.5
4.5
PARTIALLY WEATHERED ROCK: sampled as
4'9
maroon, fine, sandy SILT (ML).
45- 50/4"
6.5
100+
7.3
44- 50/2"
8.5
9.2
100+
376.2
13.8
13.5
50/3.5"
Boring Terminated at 13.8 feet.
100+
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.

Client: Standard Pacific Homes - Raleigh Division Total Depth: 6.2'
Project: MS Holdings Site (Wilson Road) Boring Location: See Boring Location Plan
City /State: Morrisville/ Cary, NC
BORING LOG
Boring: B -10 (1 of 1)
Drilling Method: 2.25" ID HSA
Hammer Type: Automatic
Date Drilled: 8/13/12
Driller: J.Gilchrist
Elevation
Depth
Description of Materials
* Sample
Sample
et)
N -Value
Remarks
(Classification)
Blows
(feet)
(blows /ft)
391.7
0.3
SURFICIAL ORGANIC SOILS
2 -5 -6
GROUNDWATER DATA:
11
0 Hrs: Dry
24 Hrs: Dry
NATIVE SOILS: Stiff, dry, tan, fine to coarse, sandy
CLAY (CH), with rock fragments and trace small
roots.
1.5
390.0
2.0
2.0
Stiff to very stiff, moist, red, tan - brown, fine
5 -6 -10
sandy SILT (ML), with rock fragments.
16
3.5
7 -11 -15
26
5.0
385.8
6.2
Boring Terminated by Auger Refusal at 6.2 feet.
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.

Client: Standard Pacific Homes - Raleigh Division Total Depth: 10.5'
Project: MS Holdings Site (Wilson Road) Boring Location: See Boring Location Plan
City /State: Morrisville/ Cary, NC
BORING LOG
Boring: B -11 (1 of 1)
Drilling Method: 2.25" ID HSA
Hammer Type: Automatic
Date Drilled: 8/13/12
Driller: J.Gilchrist
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
(feet)
N -Value
(blows /ft)
Remarks
413.7
0.3
SURFICIAL ORGANIC SOILS
2 -3 -7
U.0
10
GROUNDWATER DATA:
0 Hrs: Dry
24 Hrs: Dry
NATIVE SOILS: Stiff, dry, tan, fine sandy CLAY
(CL), with rock fragments and trace small roots.
1.5
412.0
2.0
2.0
Very stiff, dry, light tan, fine sandy CLAY (CH).
7 -10 -12
22
410.5
3.5
3.5
Hard, dry, maroon and gray, fine sandy SILT (ML),
10 -12 -27
with trace rock fragments.
39
5.0
408.0
6.0
6.5
6.9
100+
PARTIALLY WEATHERED ROCK: sampled as
maroon and gray, fine sandy SILT (ML).
50/5"
403.5
10.5
Boring Terminated by Auger Refusal at 10.5 feet.
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.

Client: Standard Pacific Homes - Raleigh Division Total Depth: 12.0'
Project: MS Holdings Site (Wilson Road) Boring Location: See Boring Location Plan
City /State: Morrisville/ Cary, NC
BORING LOG
Boring: B -12 (1 of 1)
Drilling Method: 2.25" ID HSA
Hammer Type: Automatic
Date Drilled: 8/14/12
Driller: J.Gilchrist
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
(feet)
N -Value
(blows /ft)
Remarks
398.7
0.3
SURFICIAL ORGANIC SOILS
3 -4 -7
U.0
11
GROUNDWATER DATA:
0 Hrs: Dry
24 Hrs: Dry
NATIVE SOILS: Stiff, dry, tan, fine sandy CLAY
(CL), with trace small roots.
1.5
397.0
2.0
2.0
Hard, dry, red, tan and gray, fine sandy SILT (ML).
8 -11 -20
31
395.5
3.5
3.5
Very hard, maroon and gray, fine sandy SILT
17 -23 -35
(ML), with rock fragments.
58
5.0
393.0
6.0
6.5
6.8
100+
PARTIALLY WEATHERED ROCK: sampled as
maroon and gray, fine sandy SILT (ML).
50/4"
8.5
50/1"
100+
387.0
12.0
Boring Terminated by Auger Refusal at 12.0 feet.
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.

Client: Standard Pacific Homes - Raleigh Division Total Depth: 13.9'
Project: MS Holdings Site (Wilson Road) Boring Location: See Boring Location Plan
City /State: Morrisville/ Cary, NC
BORING LOG
Boring: B -13 (1 of 1)
Drilling Method: 2.25" ID HSA
Hammer Type: Automatic
Date Drilled: 8/10/12
Driller: J.Gilchrist
Elevation
Depth
Description of Materials
* Sample
Sample
N -Value
(blows /ft)
Remarks
(Classification)
Blows
(feet)
426.8
0.2
SURFICIAL ORGANIC SOILS
4 -7 -7
U.0
GROUNDWATER DATA:
14
0 Hrs: Dry
24 Hrs: Dry
NATIVE SOILS: Stiff, dry, tan, fine to coarse sandy
CLAY (CL), with gravel and small roots.
1.5
425.0
2.0
2.0
Very stiff, moist, orange, tan, fine sandy silty
7 -8 -9
CLAY (CH), and trace small roots.
17
423.5
3.5
3.5
Very stiff, moist, orange, tan, and brown, fine
9 -12 -15
sandy SILT (ML).
27
5.0
421.0
6.0
Hard, dry, red and gray, fine sandy SILT (ML),
with rock fragments.
16 -22 -24
6.5
46
419.0
8.0
8.0
Hard, dry, maroon and gray, fine sandy SILT (ML).
15 -18 -25
10.0
43
11.5
414.5
12.5
PARTIALLY WEATHERED ROCK: sampled as gray,
fine sandy SILT (ML).
13.5
50/4"
413.1
13.9
Boring Terminated at 13.9 feet.
100+
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.

Client: Standard Pacific Homes - Raleigh Division Total Depth: 13.9'
Project: MS Holdings Site (Wilson Road) Boring Location: See Boring Location Plan
City /State: Morrisville/ Cary, NC
BORING LOG
Boring: B -14 (1 of 1)
Drilling Method: 2.25" ID HSA
Hammer Type: Automatic
Date Drilled: 8/10/12
Driller: J.Gilchrist
Elevation
Depth
Description of Materials
* Sample
Sample
N -Value
Remarks
(Classification)
Blows
(feet)
(blows /ft)
427.7
0.3
SURFICIAL ORGANIC SOILS
4 -4 -7
U.0
GROUNDWATER DATA:
11
0 Hrs: Dry
24 Hrs: Dry
NATIVE SOILS: Stiff, dry, orange, brown, and tan,
fine sandy CLAY (CL), with trace small roots.
1.5
426.0
2.0
2.0
Very stiff, moist, red, orange, and gray, fine
6 -11 -15
sandy CLAY (CH).
26
424.5
3.5
3.5
Very hard to hard dry, maroon, gray, and tan,
20 -25 -25
fine sandy SILT (ML), with rock fragments.
50
5.0
16 -26 -33
6.5
59
8.0
14 -20 -20
8.5
40
10.0
416.0
12.0
PARTIALLY WEATHERED ROCK: sampled as
maroon and gray, fine sandy SILT (ML).
13.5
50/4"
414.1
13.9
Boring Terminated at 13.9 feet.
100+
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.

Client: Standard Pacific Homes - Raleigh Division Total Depth: 13.8'
Project: MS Holdings Site (Wilson Road) Boring Location: See Boring Location Plan
City /State: Morrisville/ Cary, NC
BORING LOG
Boring: B -15 (1 of 1)
Drilling Method: 2.25" ID HSA
Hammer Type: Automatic
Date Drilled: 8/10/12
Driller: J.Gilchrist
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
(feet)
N -Value
(blows /ft)
Remarks
419.7
0.3
SURFICIAL ORGANIC SOILS
4 -7 -15
U.0
22
GROUNDWATER DATA:
0 Hrs: Dry
24 Hrs: Dry
NATIVE SOILS: Very stiff, dry, tan, fine to coarse
sandy CLAY (CL), with rock fragments and trace
small roots.
1.5
418.0
2.0
2.0
Very stiff, dry, orange and tan, fine sandy CLAY
9 -10 -14
(CH), with trace small roots.
24
416.5
3.5
3.5
Very hard, dry, red, tan and gray, fine sandy SILT
14 -24 -47
(MIL).
71
5.0
413.5
6.5
6.5
6.8
100+
PARTIALLY WEATHERED ROCK: sampled as red
and gray, fine sandy SILT (ML).
50/4"
8.5
50/3.5"
100+
406.2
13.8
13.5
50/3"
Boring Terminated at 13.8 feet.
100+
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.

Client: Standard Pacific Homes - Raleigh Division Total Depth: 8.0'
Project: MS Holdings Site (Wilson Road) Boring Location: See Boring Location Plan
City /State: Morrisville/ Cary, NC
BORING LOG
Boring: B -16 (1 of 1)
Drilling Method: 2.25" ID HSA
Hammer Type: Automatic
Date Drilled: 8/13/12
Driller: J.Gilchrist
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
(feet)
N -Value
(blows /ft)
Remarks
414.7
0.3
SURFICIAL ORGANIC SOILS
2 -3 -4
U.0
7
GROUNDWATER DATA:
0 Hrs: Dry
24 Hrs: Dry
.
NATIVE SOILS: Loose, dry, tan, brown, silty fine to
coarse SAND (SM), with rock fragments.
1.5
413.0
2.0
2.0
Very stiff, moist, orange, tan, brown, fine sandy
9 -9 -12
CLAY (CH), with rock fragments and trace small
21
roots.
411.5
3.5
3.5
Very hard, red, and gray, fine sandy SILT (ML),
8 -21 -34
with rock fragments.
55
5.0
28- 50/4"
6.5
408.0
7.0
7.3
100+
PARTIALLY WEATHERED ROCK: sampled as red
and gray, fine sandy SILT (ML).
407.0
8.0
Boring Terminated by Auger Refusal at 8.0 feet.
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.

Client: Standard Pacific Homes - Raleigh Division Total Depth: 13.8'
Project: MS Holdings Site (Wilson Road) Boring Location: See Boring Location Plan
City /State: Morrisville/ Cary, NC
BORING LOG
Boring: B -17 (1 of 1)
Drilling Method: 2.25" ID HSA
Hammer Type: Automatic
Date Drilled: 8/13/12
Driller: J.Gilchrist
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
(feet)
N -Value
(blows /ft)
Remarks
408.7
0.3
SURFICIAL ORGANIC SOILS
3 -4 -5
U.0
9
GROUNDWATER DATA:
0 Hrs: Dry
24 Hrs: Dry
NATIVE SOILS: Stiff, dry, tan, brown, fine to
coarse sandy CLAY (CL), with rock fragments and
trace small roots.
1.5
407.0
2.0
2.0
Stiff, moist, red, tan and brown, fine to coarse
7 -7 -9
sandy SILT (ML), with rock fragments.
16
405.5
3.5
3.5
Very hard, dry, maroon and gray, fine sandy SILT 2
-45 -50/4.
(ML), with rock fragments.
100+
404.5
4.5
4 9
PARTIALLY WEATHERED ROCK: sampled as
maroon and gray. fine sandy SILT (ML).
6.5
50/5.5"
7.0
100+
8.5
8.8
100+
50/4"
395.2
13.8
13.5
50/3"
Boring Terminated at 13.8 feet.
100+
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.

Client: Standard Pacific Homes - Raleigh Division Total Depth: 13.9'
Project: MS Holdings Site (Wilson Road) Boring Location: See Boring Location Plan
City /State: Morrisville/ Cary, NC
BORING LOG
Boring: B -18 (1 of 1)
Drilling Method: 2.25" ID HSA
Hammer Type: Automatic
Date Drilled: 8/13/12
Driller: J.Gilchrist
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
(feet)
N -Value
(blows /ft)
Remarks
385.7
0.3
SURFICIAL ORGANIC SOILS
2 -5 -9
U.0
14
GROUNDWATER DATA:
0 Hrs: Dry
24 Hrs: Dry
NATIVE SOILS: Stiff, moist, tan, fine sandy CLAY
(CL), with trace small roots.
1.5
384.0
2.0
2.0
Hard, dry, orange, tan, fine sandy CLAY (CH), with
12 -17 -20
trace small roots.
37
382.5
3.5
3.5
Very hard, dry, red, brown, and gray fine sandy
10 -25 -45
SILT (ML), with rock fragments.
70
5.0
40- 50/3"
6.5
379.0
7.0
7.3
100+
PARTIALLY WEATHERED ROCK: sampled as red
and gray, fine sandy SILT (ML).
42- 50/3"
8.5
9.3
100+
372.2
13.8
13.5
50/3"
Boring Terminated at 13.8 feet.
100+
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.

Client: Standard Pacific Homes - Raleigh Division Total Depth: 13.8'
Project: MS Holdings Site (Wilson Road) Boring Location: See Boring Location Plan
City /State: Morrisville/ Cary, NC
BORING LOG
Boring: B -19 (1 of 1)
Drilling Method: 2.25" ID HSA
Hammer Type: Automatic
Date Drilled: 8/13/12
Driller: J.Gilchrist
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
(feet)
N -Value
(blows /ft)
Remarks
420.7
0.3
SURFICIAL ORGANIC SOILS
1 -4 -5
U.0
9
GROUNDWATER DATA:
0 Hrs: Dry
24 Hrs: Dry
NATIVE SOILS: Stiff, dry, orange, tan, fine to
coarse sandy CLAY (CL), with rock fragments and
trace small roots.
1.5
419.0
2.0
2.0
Very stiff, moist, red, orange, and tan, fine sandy
4 -8 -11
CLAY (CH).
19
417.5
3.5
3.5
Very hard, dry, cream, fine sandy SILT (ML).
7 -23 -30
53
5.0
415.0
6.0
6.5
PARTIALLY WEATHERED ROCK: sampled as
maroon, gray, fine sandy SILT (ML).
50/3"
100+
8.5
50/3"
100+
407.2
13.8
13.5
50/2"
Boring Terminated at 13.8 feet.
100+
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.

Client: Standard Pacific Homes - Raleigh Division Total Depth: 13.6'
Project: MS Holdings Site (Wilson Road) Boring Location: See Boring Location Plan
City /State: Morrisville/ Cary, NC
BORING LOG
Boring: B -20 (1 of 1)
Drilling Method: 2.25" ID HSA
Hammer Type: Automatic
Date Drilled: 8/13/12
Driller: J.Gilchrist
Elevation
Depth
Description of Materials
(Classification)
* Sample
Blows
Sample
(feet)
N -Value
(blows /ft)
Remarks
423.7
0.3
SURFICIAL ORGANIC SOILS
1 -3 -4
U.0
7
GROUNDWATER DATA:
0 Hrs: Dry
24 Hrs: Dry
NATIVE SOILS: Firm, moist, orange, tan, fine to
coarse sandy CLAY (CL), with rock fragments and
trace small roots.
1.5
422.0
2.0
2.0
Stiff, moist, red, tan, and brown, fine sand CLAY
y
5 -6 -9
(CH).
15
420.5
3.5
3.5
Very stiff, dry, tan and brown, fine sandy SILT
8 -11 -16
(ML).
27
5.0
418.0
6.0
6.5
PARTIALLY WEATHERED ROCK: sampled as
maroon and gray, fine sandy SILT (ML).
50/1"
100+
50/5.75"
8.5
9.0
100+
410.4
13.6
Boring Terminated at 13.6 feet.
50/1"
100+
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.
The sum of the second and third increments of penetration is termed the standard penetration resistance, N- Value.

*M
APPENDIX C
LAB TEST RESULTS

Project: MS Holdings Site (Wilson Road)
City /State: Morrisville/ Cary, NC
60
CL
CH
50
40
x
v
0
U
Y
N
(B
d
20
10
ML
MH
CL -ML
0
0
20
40
60 80 100
Liquid Limit
Boring No.
Depth LL
PL
PI
Fines
Classification % Natural Water Content
• B -1
0.0-1.5
43
25
18
59.2
Tan, GRAVELLY LEAN CLAY with SAND (CL) 8.8
m B -11
2.0-3.5
55
29
26
74.4
Tan -Light Brown, FAT CLAY with SAND (CH) 11.8
A B -13
2.0-3.5
83
37
46
88.2
Tan -Light Brown, FAT CLAY (CH) 20.1
* B -20
2.0-3.5
69
33
36
83.8
Brown -Light Brown, FAT CLAY with SAND (CH) 18.1
o B -7
2.0-3.5
66
32
34
84.4
Tan -Light Brown, FAT CLAY with SAND (CH) 19.7

Project: MS Holdings Site (Wilson Road)
City /State: Morrisville/ Cary, NC
GRAIN SIZE
DISTRIBUTION
U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS I HYDROMETER
6 4 3 2 1.5 1 3/4 1/23/8 3 4 6 810 1416 20 30 40 50 60 100 140 200
100
95
90
85
80
75
70
ao
65
a
60
v
LL 55
Y
v
50
v
45
40
35
30
25
20
15
10
5
0
100 10 1 0.1 0.01 0.001
Grain Size (mm)
COBBLES
GRAVEL
SAND
SILT OR CLAY
coarse fine
coarse medium fine
Boring No. Depth
Classification
LL
PL
PI
Cc
Cu
•
B -1 at 0.0-1.5
Tan, GRAVELLY LEAN CLAY with SAND (CL)
43
25
18
X
B -11 at 2.0-3.5
Tan -Light Brown, FAT CLAY with SAND (CH)
55
29
26
A
B -13 at 2.0-3.5
Tan -Light Brown, FAT CLAY (CH)
83
37
46
*
B -20 at 2.0-3.5
Brown -Light Brown, FAT CLAY with SAND (CH)
69
1 33
36
O
B -7 at 2.0-3.5
Tan -Light Brown,
FAT CLAY with SAND (CH)
66
32
34
Boring No. Depth
D100
D60
D30
D10
%Gravel
%Sand
%Silt
%Clay
•
B -1 at 0.0-1.5
25
0.087
23.6
17.2
59.2
X
B -11 at 2.0-3.5
9.5
0.6
25.0
74.4
A
B -13 at 2.0-3.5
9.5
0.0
11.8
88.2
*
B -20 at 2.0-3.5
9.5
0.6
15.6
83.8
O
B -7 at 2.0-3.5
9.5
0.6
15.0
84.4

*M
APPENDIX D
ASFE DOCUMENT

Geolechnicol EfloineePing RePOPI --)
Geotechnical Services Are Performed for
Specific Purposes, Persons, and Projects
Geotechnical engineers structure their services to meet the specific needs of
their clients. A geotechnical engineering study conducted for a civil engi-
neer may not fulfill the needs of a construction contractor or even another
civil engineer. Because each geotechnical engineering study is unique, each
geotechnical engineering report is unique, prepared solelyfor the client. No
one except you should rely on your geotechnical engineering report without
first conferring with the geotechnical engineer who prepared it. And no one
— not evenyou— should apply the report for any purpose or project
except the one originally contemplated.
Read the Full Report
Serious problems have occurred because those relying on a geotechnical
engineering report did not read Tall. Do not rely on an executive summary.
Do not read selected elements only.
A Geotechnical Engineering Report Is Based on
A Unique Set of Project - Specific Factors
Geotechnical engineers consider a number of unique, project- specific fac-
tors when establishing the scope of a study. Typical factors include: the
client's goals, objectives, and risk management preferences; the general
nature of the structure involved, its size, and configuration; the location of
the structure on the site; and other planned or existing site improvements,
such as access roads, parking lots, and underground utilities. Unless the
geotechnical engineer who conducted the study specifically indicates oth-
erwise, do not rely on a geotechnical engineering report that was:
• not prepared for you,
• not prepared for your project,
• not prepared for the specific site explored, or
• completed before important project changes were made.
Typical changes that can erode the reliability of an existing geotechnical
engineering report include those that affect:
the function of the proposed structure, as when it's changed from a
parking garage to an office building, or from a light industrial plant
to a refrigerated warehouse,
® elevation, configuration, location, orientation, or weight of the
proposed structure,
® composition of the design team, or
® project ownership.
As a general rule, always inform your geotechnical engineer of project
changes --even minor ones —and request an assessment of their impact.
Geotechnical engineers cannot accept responsibility or liability for problems
that occur because their reports do not consider developments of which
they were not informed.
Subsurface Conditions Can Change
A geotechnical engineering report is based on conditions that existed at
the time the study was performed. Do not rely on a geotechnical engineer-
ing reportwhose adequacy may have been affected by: the passage of
time; by man -made events, such as construction on or adjacent to the site;
or by natural events, such as floods, earthquakes, or groundwater fluctua-
tions. Always contact the geotechnical engineer before applying the report
to determine if it is still reliable. A minor amount of additional testing or
analysis could prevent major problems.
Most Geotechnical Findings Are Professional
Opinions
Site exploration identifies subsurface conditions only at those points where
subsurface tests are conducted or samples are taken. Geotechnical engi-
neers review field and laboratory data and then apply their professional
judgment to render an opinion about subsurface conditions throughout the
site. Actual subsurface conditions may differ— sometimes significantly —
from those indicated in your report. Retaining the geotechnical engineer
who developed your report to provide construction observation is the
most effective method of managing the risks associated with unanticipated
conditions.
A Report's Recommendations Are Not Final
Do not overrely on the construction recommendations included in your
report. Those recommendations are not final, because geotechnical engi-
neers develop them principally from judgment and opinion. Geotechnical
engineers can finalize their recommendations only by observing actual

subsurface conditions revealed during construction. The geotechnical
engineer who developed your report cannot assume responsibility or
liability for the report's recommendations if that engineer does not perform
construction observation.
A Geotechnical Engineering Report Is Subject to
Misinterpretation
Other design team members' misinterpretation of geotechnical engineering
reports has resulted in costly problems. Lower that risk by having your geo-
technical engineer confer with appropriate members of the design team after
submitting the report. Also retain your geotechnical engineer to review perti-
nent elements of the design team's plans and specifications. Contractors can
also misinterpret a geotechnical engineering report. Reduce that risk by
having your geotechnical engineer participate in prebitl and preconstrudion
conferences, and by providing construction observation.
Do Not Redraw the Engineer's Logs
Geotechnical engineers prepare final boring and testing logs based upon
their interpretation of field logs and laboratory data. To prevent errors or
omissions, the logs included in a geotechnical engineering report should
neverbe redrawn for inclusion in architectural or other design drawings.
Only photographic or electronic reproduction is acceptable, but recognize
that separating logs from the report can elevate risk.
Give Contractors a Complete Report and
Guidance
Some owners and design professionals mistakenly believe they can make
contractors liable for unanticipated subsurface conditions by limiting what
they provide for bid preparation. To help prevent costly problems, give con-
tractors the complete geotechnical engineering report, but preface it with a
clearly written letter of transmittal. In that letter, advise contractors that the
report was not prepared for purposes of bid development and that the
report's accuracy is limited; encourage them to confer with the geotechnical
engineer who prepared the report (a modest fee may be required) and /or to
conduct additional study to obtain the specific types of information they
need or prefer. A prebitl conference can also be valuable. Be sure contrac-
tors have sufficient timeto perform additional study. Only then might you
be in a position to give contractors the best information available to you,
while requiring them to at least share some of the financial responsibilities
stemming from unanticipated conditions.
Read Responsibility Provisions Closely
Some clients, design professionals, and contractors do not recognize that
geotechnical engineering is far less exact than other engineering disci-
plines. This lack of understanding has created unrealistic expectations that
have led to disappointments, claims, and'disputes. To help reduce the risk
of such outcomes, geotechnical engineers commonly include a variety of
explanatory provisions in their reports. Sometimes labeled "limitations"
many of these provisions indicate where geotechnical engineers' responsi-
bilities begin and end, to help others recognize their own responsibilities
and risks. Read these provisions closely. Ask questions. Your geotechnical
engineer should respond fully and frankly.
Geoenvironmental Concerns Are Not Covered
The equipment, techniques, and personnel used to perform a geoenviron-
mental study differ significantly from those used to perform a geotechnical
study. For that reason, a geotechnical engineering report does not usually
relate any geoenvironmental findings, conclusions, or recommendations;
e.g., about the likelihood of encountering underground storage tanks or
regulated contaminants. Unanticipated environmental problems have led
to numerous project failures. If you have not yet obtained your own geoen-
vironmental information, ask your geotechnical consultant for risk man-
agement guidance. Do not rely on an environmental report prepared for
someone else.
Obtain Professional Assistance To Deal with Mold
Diverse strategies can be applied during building design, construction,
operation, and maintenance to prevent significant amounts of mold from
growing on indoor surfaces. To be effective, all such strategies should be
devised for the express purpose of mold prevention, integrated into a com-
prehensive plan, and executed with diligent oversight by a professional
mold prevention consultant. Because just a small amount of water or
moisture can lead to the development of severe mold infestations, a num-
ber of mold prevention strategies focus on keeping building surfaces dry.
While groundwater, water infiltration, and similar issues may have been
addressed as part of the geotechnical engineering study whose findings
are conveyed in this report, the geotechnical engineer in charge of this
project is not a mold prevention consultant; none of the services per-
formed in connection with the geotechnical engineer's study
were designed or conducted for the purpose of mold preven-
tion. Proper implementation of the recommendations conveyed
in this report will not of itself he sufficient to prevent mold from
growing in or on the structure involved.
Rely, on Your ASFE- Member Geotechncial
Engineer for Additional Assistance
Membership in ASFE/THE BEST PEOPLE ON EARTH exposes geotechnical
engineers to a wide array of risk management techniques that can be of
genuine benefit for everyone involved with a construction project. Confer
with your ASFE - member geotechnical engineer for more information.
ASFE
THE BEST PEOPLE ON EARTH
8811 Colesville Road /Suite G106, Silver Spring, MD 20910
Telephone: [phone] Facsimile: 301 /589 -2017
e -mail: info @asfe.org www.asfe.org
Copyright 2004 by ASFE, Inc. Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with ASFE's
specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of ASFE, and only for
purposes of scholarly research or book review. Only members ofASFE may use this document as a complement to or as an element of a geotechnical engineering report. Any other
firm, individual, or other entity that so uses this document without being an ASFE member could be commiting negligent or intentional (fraudulent) misrepresentation.
IIGER06085.0MRP

9

SINCE
nr9p FROEHLING & ROBERTSONq INC.

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nr9p FROEHLING & ROBERTSONq INC.
430
8 -14
b-13
425
............ ..................... ......................
14
.................
X6 .............. ...................... ...................... ...................... ...................... ......................
.................
17
50
7
27
19
420
............ ...................... .......................
..................
46
-15
5.9 ............... .................
7/12
................
15
.................
27
40
19
24
50/r
4A..............
b-16
53
415
............ �LTJ ................. ............ ........
...............
.............. ..
................. ...................... ......................
.................
......
5075.75"
50/4"
7
5013"
10
50/4"
50/4"
21
50/3"
410
.............
;�4 .............. .....
50/15' .......... 55 ...... ................ .................
.................
......
5<0-A ..........
39
50/5"
50/4"
9
:
50/2"
............
50
16
405
............
................. .......
...
50/4.5"
50/5.5"
400
............ ..................... ................ ...................... ......................
Si? /4 >..........a......................
395
............ .......................
5.................0 ..................... ...................... ..... 5,0/3 .......................
50/4"
390
............ ......................
..................... ......................
so/vl .......... ...................... ...................... ...................... ........
......................
8 -18
385
............ ..................... .................. ...................... ..................... ......................
'1:4 .............. ......................
......................
37
70
380
............ ...................... .......................
.................. ......................
.................
50/3"
50/3"
375
............ .....................
.................
50/3"
370

bo-qq
hh�"gd
Pavement Design for Subdivision Streets
WILSON PLACE
MORRISVILLE /CARY, NORTH CAROLINA
F &R PROJECT NO. 66P-0086
Prepared for:
Standard Pacific of the Carolinas, LLC
1600 Perimeter Park Dr., Suite 125
Morrisville, NC 27560
May 7, 2013
310 Hubert Street Raleigh, North Carolina 27603 919.828.3441

Mr. Gray Methven
Standard Pacc of the Carolinas, LLC
1600 Perimeter Park Drive Suite Url
to
Re: Pavement Design for Subdivision Streets
Wilson Place
Morrisville/Cary, or Carolina
F Project No. 6613-0086
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1.0 PROJECT INFORMATION
The project site is located on the east side of Wilson Road northeast of its intersection with Chapel
Hill Road (NC Hwy 54) in Morrisville /Cary, Wake County, North Carolina. F &R understands that the
project site consists of approximately 24 acres of undeveloped, wooded land to be developed for
residential use. Based on the our review of the "Site Plan" prepared by Bass, Nixon & Kennedy,
Inc. Consulting Engineers (BNK), the subdivision development will consists of the construction
of 65 single - family homes and associated residential streets. The residential streets consist of
Fairbanks Drive, Blain Banks Drive, Streelman Way, Kendyl Ann Lane, Brian Way, Carnie Court,
and Demond Circle. Two (2) entrances will provide access to the subdivision — one from Wilson
Road and the other from the extension of existing Fairbanks Drive.
2.0 PAVEMENT SUBGRADE CONDITIONS
Based on the previous subsurface exploration performed at the site by F &R, the overburden soils
consisted predominantly of silty sands, sandy silts, and sandy /silty clays (USCS — SM, ML, CL & CH).
In the upper 2 to 3.5 feet of the soil profile, the soils typically consisted of low to highly plastic
sandy and silty clays (CL & CH) with varying amounts of rock fragments. SPT N- values in the native
clayey soils in the upper 2 to 3.5 feet ranged from 4 to 37 blows per foot (bpf), with a majority
exhibiting N- values from 10 to 30 bpf.
The native soils encountered in the soil test borings are typical of the soils encountered in this
geologic area. A grading plan is not available such that F &R is unable to anticipate the pavement
soil subgrade conditions. However, if highly plastic clayey soils are encountered at the pavement
subgrade level, the highly plastic clayey soils should be undercut and backfilled with low to
moderately plastic soils with proper compaction as previously recommended in our referenced
geotechnical report.
Standard Pacific of the Carolinas 1 F &R Project No. 66P -0086
Wilson Place May 7, 2013

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3.0 LABORATORY TESTING
F &R has not performed any additional laboratory testing to be used for these pavement
designs. However, F &R previously selected five (5) representative soil samples during the
subsurface exploration phase of the project. The five samples were subjected them to routine
geotechnical index testing consisting of Natural Moisture Content, Sieve Analysis and Atterberg
Limits determinations. Based on the laboratory test results, and assuming that any highly plastic
clayey soils encountered at the subgrade elevation will be undercut and replaced with suitable
low to moderately plastic soils, F &R anticipates that soils classified as CL, ML, and SM will be
encountered at the pavement subgrade. Based on our review of published CBR values for these
anticipated subgrade soils and previous test results performed for other subdivisions in the
Morrisville /Cary area, it is F &R's opinion that the CBR values of the on -site soils can range from
2 to 10. Based on our past experience with similar soils, a soaked CBR value of 3 was used for
the pavement design.
Since an assumption was made regarding the CBR value used to calculate subgrade support,
this assumption will be validated prior to pavement construction. Once the roads have been
rough graded, F &R will obtain samples of the subgrade soils, and subject these samples to
geotechnical classification testing ( Atterberg Limits and Grain Size Analysis), Standard Proctor
Testing and CBR testing. The results of the CBR testing will be used to check, confirm, and
validate our pavement thickness design. The results of the lab testing and design validation will
be submitted for the Town's approval prior to placement of curb and gutter or pavement
materials.
4.0 PAVEMENT DESIGN
The pavement design calculations were completed for a design period of 20 -years in accordance
with the North Carolina Department of Transportation ( NCDOT) Interim Pavement Design
Procedure ( NCDOT Pavement Management Unit - April 1, 2000). According to NCDOT Interim
Pavement Design Procedure, the following equation is used for design of flexible pavements:
Standard Pacific of the Carolinas 2 F &R Project No. 66P -0086
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LogWt18(8okN) = 9.36 *log(SN +1) - 0.20 + (Gt/(0.40 +(1094/(SN +1)S19))) + log(1 /R) + 0.372 *(SSV -3.0)
Where: SN = required Structural Number
Log Wt18(8okN) = number of 18 kip single -axle load applications during design life
Pt = terminal serviceability = 2.0 per Town of Cary Standard Specifications
R = regional factor = 1.0 for Wake County
SSV = soil support value = 5.32 * log (CBR) — 1.49
Gt = log ((4.2- Pt) /2.7)
CBR = California Bearing Ratio
The ADT for these streets was calculated based on a trip generation factor of 10 trips /day /dwelling.
The following table presents the estimated maximum number of contributing dwellings to calculate
the ADT for the pavement design of the Residential Local Streets:
CONTRIBUTING DWELLINGS FOR ADT CALCULATIONS
The design Average Daily Traffic (ADT) is calculated for the design pavement life of 20 years
assuming an annual growth rate (g) of 1 percent for a fully developed Subdivision Street. The
ADT was modified to determine the equivalent 18 -kip ESALs (N- value) based on the assumption
that one -half (0.5) percent of the traffic is comprised of tractor - trailer traffic and two (2)
percent are single -unit, single -axle trucks.
The Structural Number (SN) was calculated for a 20 -year design life using a regional factor of
1.0 (for Wake County), terminal serviceability value of 2.0, and a Soil Support Value (SSV) of
1.048. The required SN for Kendyl Ann Lane, Brian Way, Carnie Court, Streelman Way, and
Demond Circle was calculated to be 2.15; and, the required SN for Blaink Banks Drive and
Fairbanks Drive was calculated to be 2.74. The following table presents the recommended
minimum pavement sections determined based on the above calculations and utilizing
Standard Pacific of the Carolinas 3 F &R Project No. 66P -0086
Wilson Place May 7, 2013
Estimated Maximum Number of
Street Name
Contributing Dwellings
Kendyl Ann Lane, Brian Way, Carnie Court,
Streelman Way & Demond Circle
13
Blain Banks Drive & Fairbanks Drive
60
The design Average Daily Traffic (ADT) is calculated for the design pavement life of 20 years
assuming an annual growth rate (g) of 1 percent for a fully developed Subdivision Street. The
ADT was modified to determine the equivalent 18 -kip ESALs (N- value) based on the assumption
that one -half (0.5) percent of the traffic is comprised of tractor - trailer traffic and two (2)
percent are single -unit, single -axle trucks.
The Structural Number (SN) was calculated for a 20 -year design life using a regional factor of
1.0 (for Wake County), terminal serviceability value of 2.0, and a Soil Support Value (SSV) of
1.048. The required SN for Kendyl Ann Lane, Brian Way, Carnie Court, Streelman Way, and
Demond Circle was calculated to be 2.15; and, the required SN for Blaink Banks Drive and
Fairbanks Drive was calculated to be 2.74. The following table presents the recommended
minimum pavement sections determined based on the above calculations and utilizing
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coefficients of 0.44 for Asphalt Surface Course (SF9.5B) and 0.14 for compacted aggregate base
course (ABC) stone.
RECOMMENDED MINIMUM PAVEMENT DESIGN SECTION
These minimum designs do not take into consideration any Town of Morrisville minimum
pavement design thicknesses.
5.0 CONSTRUCTION RECOMMENDATIONS
Subgrade preparation along street alignments should be performed in general accordance with
Town of Morrisville specifications. Exposed pavement subgrades should be re- compacted to at
least 100 percent of the Standard Proctor maximum dry density just prior to base stone
placement. We emphasize that good base course drainage is essential for successful pavement
performance. The ABC stone should be maintained in a drained condition at all times. Build -up of
water in the base course could result in softening of the subgrade and premature pavement
failures. All pavements should be graded such that surface water is directed towards the outer
limits of the paved areas or to catch basins such that surface water does not remain on the
pavement.
F &R understands that the Town of Morrisville will observe the proofrolling of soil subgrades and
ABC stone base course layers prior to paving. We recommend that density testing be performed on
the ABC stone base course layer once the base course has been successfully proofrolled. All unstable
areas identified during proofrolling should be removed and replaced as directed by the geotechnical
engineer. Asphalt cores should be performed to determine the compacted thickness of the
Standard Pacific of the Carolinas 4 F &R Project No. 66P -0086
Wilson Place May 7, 2013
Asphalt Surface
ABC Stone
Street Name
Course Thickness,
Thickness
SF9.513 (Inches)
(Inches)
Kendyl Ann Lane, Brian Way, Carnie Court,
2.5
$
Streelman Way & Demond Circle
Blain Banks Drive & Fairbanks Drive
3
10
These minimum designs do not take into consideration any Town of Morrisville minimum
pavement design thicknesses.
5.0 CONSTRUCTION RECOMMENDATIONS
Subgrade preparation along street alignments should be performed in general accordance with
Town of Morrisville specifications. Exposed pavement subgrades should be re- compacted to at
least 100 percent of the Standard Proctor maximum dry density just prior to base stone
placement. We emphasize that good base course drainage is essential for successful pavement
performance. The ABC stone should be maintained in a drained condition at all times. Build -up of
water in the base course could result in softening of the subgrade and premature pavement
failures. All pavements should be graded such that surface water is directed towards the outer
limits of the paved areas or to catch basins such that surface water does not remain on the
pavement.
F &R understands that the Town of Morrisville will observe the proofrolling of soil subgrades and
ABC stone base course layers prior to paving. We recommend that density testing be performed on
the ABC stone base course layer once the base course has been successfully proofrolled. All unstable
areas identified during proofrolling should be removed and replaced as directed by the geotechnical
engineer. Asphalt cores should be performed to determine the compacted thickness of the
Standard Pacific of the Carolinas 4 F &R Project No. 66P -0086
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completed asphalt pavements for comparison to the project requirements. Flexible pavements,
concrete pavements, and stone bases should be constructed in accordance with the guidelines of
the latest applicable "Standard Specifications for Roads and Structures," North Carolina
Department of Transportation (NCDOT).
6.0 LIMITATIONS
This report has been prepared for the exclusive use of the Standard Pacific of the Carolinas, LLC
for the specific application to the referenced project site in accordance with generally accepted
soil and foundation engineering practices. No other warranty, expressed or implied, is made.
These conclusions and recommendations do not reflect variations in subsurface conditions that
could exist intermediate of the boring locations or in unexplored areas of the site. Should such
variations become apparent during construction, we reserve the right to re- evaluate our
conclusions and recommendations based upon on -site observations of the conditions. In the
event changes are made in the proposed construction plans, the recommendations presented
in this report shall not be considered valid unless reviewed by our firm and conclusions of this
report modified or verified in writing. Prior to final design, F &R should be afforded the
opportunity to review the site grading and layout plans to determine if additional or modified
recommendations are necessary. In addition, CBR testing should be performed as previously
recommended.
Standard Pacific of the Carolinas 5 F &R Project No. 66P -0086
Wilson Place May 7, 2013

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S,NCE LEGEND BORING LOCATION PLAN
FROEHLING & ROBERTSON, INC.
Engineering Stability Since 1881 CLIENT: Standard Pacific Homes
PROJECT: MS Holdings Site
310 Hubert street LOCATION: Morrisville /Cary, Wake County, North Carolina
0, Raleigh, North Carolina 27603-2302 1 USA g_� - Approximate Boring Location
7919.828.3441 1 F919.828.5751 F &R PROJECT No: 66P -0086 I FIGURE
1881 www.fandr.com DRAWN BY: E. Thomas CHECKED BY: D. Schaefer
DATE: August 2012 SCALE: 1 inch = 120 ft. 1 No.: 2