20131096 Ver 1_Emails_20131003

Burdette, Jennifer a
From: Lucas, Annette
Sent: Thursday, October 03, 2013 11:05 AM
To: Burdette, Jennifer a
Subject: FW: Turnaround Plan for Cheswick Drive Transaction No. 363737
Attachments: Home Owner Turnaround Site Plan.pdf; ECS Report.pdf
Z
From: Lindsay Veit [mai Ito: lindsay.veit amail.com]
Sent: Monday, September 30, 2013 3:47 PM
To: Lucas, Annette
Subject: Fwd: Turnaround Plan for Cheswick Drive Transaction No. 363737
Please see the attached plans at the bottom :)
---- - - - - -- Forwarded message ---- - - - - --
From: Alan R Keith <arkeith c ,bell south.net>
Date: Tue, Sep 24, 2013 at 1:34 PM
Subject: Turnaround Plan for Cheswick Drive Transaction No. 363737
To: Kathryn.Beard2ralei hhg nc.gov
Cc: Lindsay Veit Qindsay.veit2gmaitcom>
Kathryn:
Attached is a pdf of a plan for a turnaround for Cheswick Drive. The plan is based on the layout from Ward
Surveying. If the existing curb is remove as shown and replaced with asphalt, it looks like all of the work can
be confined within the right of way. Also attached is a geotechnical report from ECS related to subgrade
conditions and pavement design. We propose 8 inches of CABC and 3 inches of S9.513 per their
recommendations. The existing curb inlet can be left in place, and the grading as shown will maintain the
existing drainage patterns.
Please review the attached. We can submit hard copies if you need them. Call if you have questions.
Alan Keith, PE
Diehl & Phillips, PA
219 East Chatham Street
Cary, NC 27511
919 467 9972 x 25

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RE: Subgrade Evaluation and Pavement Recommendations
Cheswick Drive
Raleigh, North Carolina
ECS Project Number 06:20863
Dear Mr. and Mrs. Bayer:
As authorized, ECS Carolinas, LLP (ECS) has completed the subgrade evaluation and
pavement recommendations for the above referenced project.
Project Understanding
We understand that the existing dead -end of Cheswick Drive will be expanded to accommodate
three new fire lane access areas, as shown in the attached Boring Location Diagram. The
subgrade soils within the three roadway expansion areas needed to be evaluated and
pavement recommendations provided. No traffic loading information is available at this time.
Exploration Procedures
Three hand auger borings (HA -1 through HA -3) were performed (one in each expansion area
as shown in the attached Boring Location Diagram) by hand turning a sharpened three -inch
diameter hand auger into the soil. In addition, Dynamic Cone Penetrometer (DCP) tests were
performed in the hand auger boreholes at the depths noted on the hand auger records in
general accordance with ASTM procedure STP -399. This test consists of driving a 1.5 -inch
diameter conical point into the soil using a 15 pound ring weight, free - falling a height of 20
inches. The number of blows required to drive the cone into the soil a distance of 1.75 inches is
termed the DCP Resistance Value and is indicated for each test on the hand auger logs.
Field logs of the soils encountered in the boring were maintained by the field crew. The soil
samples obtained from the field exploration were sealed and were brought to our laboratory for
further examination.
Soil Conditions
The specific soil conditions at the boring locations are noted on the hand auger boring records
in the attachment. A general description is also provided below. Subsurface conditions may
vary between and outside of the hand auger boring locations.
The soils encountered at the site consisted of silty SANDS (SM), clayey SILTS (ML), and silty
CLAYS (CL). The average DCP blow counts ranged from 3.5 to 15 blows per increment (bpi).
Softer soils were encountered at the surface of the hand auger borings. Some remedial
activities, such as isolated undercut, should be anticipated.
9001 Glenwood Avenue, Raleigh, NC 27617 -7505 . T: 919 -861 -9910 . F: 919 -661 -9911 . www.eeslimited.com
ECS Capitol Services, PLLC a ECS Carolinas, LLP - ECS Florida, LLC , ECS Midwest, LLC a ECS Mid- Aflanttc, LLC a ECS Southeast, LLC - ECS Tees, LLP

Subgrade Evaluation and Pavement Recommendations
Cheswick Drive
Raleigh, North Carolina
ECS Project Number 06:20863
Laboratory Testing
A representative bulk soil sample was obtained within the proposed roadway expansion area
from Boring HA -2 and tested in our laboratory to help estimate pertinent engineering properties
of the site soils. Laboratory testing included California Bearing Ratio (CBR) tests (ASTM D
1883) and standard Proctor tests (ASTM D 698). The laboratory testing was performed in
general conformance with the referenced ASTM standards. Laboratory test results are
presented in the attached individual test data sheets.
Site and Subgrade Preparation
The site should be cleared of topsoil, vegetation, and any other deleterious materials within the
proposed construction areas. The pavement subgrade should be proofrolled using a loaded
dump truck, having an axle weight of at least 10 tons and observed by an experienced
geotechnical engineer, or his representative, at the time of construction to aid in identifying any
areas with soft or unsuitable materials. Probing may be used at this time to aid in identifying
areas of soft or unsuitable material. Proofrolling will be particularly important at this site. Any
soft or unsuitable materials encountered during this proofrolling should be removed and
replaced with an approved backfill. Soils used as fill should be approved materials, free of
organics, debris, frozen and foreign material, and generally having a maximum Liquid Limit of
50 and a maximum Plasticity Index of 20.
Fill or backfill placed in pavement areas should be compacted to at least 100 (95 below upper
12 inches) percent of the maximum dry density obtained in accordance with AASHTO T -99
method. The ABC stone should be compacted to at least 100 percent of the maximum dry
density obtained in accordance with AASHTO T -180 method. We recommend that the
placement of compacted structural fill, recompaction of the subgrade soils, and ABC stone in
the construction area be observed by a geotechnical engineer, or his representative, to
determine if proper compaction is being achieved. In -place density tests made in accordance
with ASTM D 1556 or equivalent should be used to verify compaction. We recommend a
minimum of one test per lift for every 1,500 square foot area or fraction thereof.
Pavement Considerations
We understand the roadway will primarily be trafficked by passenger vehicles with the
occasional trash collection trucks and must be substantial enough to be used as a fire lane.
For pavement areas, it is assumed the pavement is used 365 days a year and the design is
based on a 20 -year design life. We have assumed traffic loads of 15,000 18 -kip equivalent axle
loadings for light- and medium -duty pavements.
We recommend that the pavements be designed as flexible pavements using guidelines
established by the American Association of State Highway and Transportation Officials
(AASHTO). Based on laboratory results, a CBR of 5.5 was used for low plasticity soils
compacted to 95 percent of the maximum dry density, determined in accordance with ASTM D
698 (standard Proctor method), under saturated conditions.
Material Designation
Asphalt Pavement
Asphalt Surface Course
S9.513
3.0 inches
Aggregate Base Course
NCDOT
8.0 inches

Subgrade Evaluation and Pavement Recommendations
Cheswick Drive
Raleigh, North Carolina
ECS Project Number 06:20863
ECS should be allowed to review these recommendations and make appropriate revisions
based upon the formulation of the final traffic design criteria for the project. It is important to
note that the design section do not account for construction traffic loading.
The asphaltic concrete and the crushed stone materials should conform to the current North
Carolina Department of Transportation Standard Specifications.
Regardless of the section and type of construction utilized, saturation of the subgrade materials
will result in softening of the subgrade materials and shortened life span for the pavement. Risk
of subgrade softening can be reduced by means of quickly removing surface and subsurface
water, resulting in an increased likelihood of improved pavement performance. Therefore, we
recommend that both the surface and subsurface materials for the pavement be properly
graded to enhance surface and subgrade drainage. In addition, placement of '/ -inch diameter
holes drilled through catch basins at or slightly above the subgrade elevation can help facilitate
base course drainage into the catch basin.
It should be noted that these pavement design recommendations may not satisfy the North
Carolina Department of Transportation traffic guidelines. Any roadways constructed for public
use and to be dedicated to the State for repair and maintenance must be designed in
accordance with the State requirements.
General Comments
This letter report has been prepared in order to aid in the evaluation of these specific roadways
and to assist the contractor in the construction of this project. The scope is limited to the
specific project and locations described herein and our description of the project represents our
understanding of the significant aspects relative to soil and pavement characteristics. In the
event that any changes in the nature or location of the proposed construction outlined in this
report are planned, we should be informed so that the changes can be reviewed and the
conclusions of this report modified or approved in writing by the geotechnical engineer. It is
recommended the construction operations dealing with earthwork and pavement are reviewed
by an experienced geotechnical engineer to provide information as to whether the design
requirements are fulfilled in the actual construction.
The recommendations submitted in this report are based upon the data obtained from the field
and laboratory tests performed and other information referenced in this report. This report does
not reflect any variations which may occur between the sampled locations. In the performance
of the pavement exploration, specific information is obtained at specific locations at specific
times. However, it is a well -known fact that variations in soil conditions exist on most sites
between explored locations. The nature and extent of variations may not become evident until
the course of construction. If site conditions vary from those identified during the exploration,
the recommendations contained in this report may require revision.

Subgrade Evaluation and Pavement Recommendations
Cheswick Drive
Raleigh, North Carolina
ECS Project Number 06:20863
Thank you for the opportunity to work with you on this project. Should you have any questions
or if we could be of further assistance, please contact us.
Respectfully,
ECS CAROLINAS, LLP
Firm License No. F -1078 •,,�`����►��i�,i,
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Christina N. Warr, PE
Project Manager
NC PE License No
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Attachments: Vicinity Map
Boring Location Diagram
Laboratory Test Results
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C. (Nathan) Nallalnathan, PE
Principal Engineer
NC PE License No. 019937
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VICINITY MAP
Subgrade Evaluation & Pavement
Recommendations
Cheswick Drive
Raleigh, North Carolina
SOURCE: Google Maps
JOB NO. FIGURE NO.
20863 1 OF 2
DRAWN
CNw BY I CHECKED BY I
SCALE I DATE
NTS 09 -03 -2013

s
HA -2
ra
HA -3
�.
F HA -1
I6 PAVM? R'
g
I'
ko
i
yy
t
Approximate Locations
of Hand Auger Borings
BORING LOCATION DIAGRAM JOB NO. FIGURE NO.
20863 2 of 2
Subgrade Evaluation & Pavement
DRAWN BY
CHECKED BY
Recommendations
CNW
CN01
Cheswick Drive
SCALE
DATE
Raleigh, North Carolina
NTS
09 -03 -2013
SOURCE: Ward Surveying Services, PLLC

HAND AUGER BORING RECORDS
Cheswick Pavement Evaluation
Raleigh, North Carolina
ECS Project Number 06:20863
HA -1
Depth (ft)
Blows /Increment
Visual Classification
0
3
4
3
Moist, Dark Brown, Topsoil with Roots and Rock Fragments
-1
6
7
9
Brownish Orange, Sandy SILT (ML) trace Mica
-2
8
9
12
Brownish Orange, Sandy SILT (ML) trace Roots
-3
12
13
12
Hand Auger Terminated @ 3 feet
HA -2
Depth (ft)
Blows /Increment
Visual Classification
0
3
5
5
Moist, Brown, Topsoil with Roots
-1
7
7
8
Moist, Brown, Silty Fine SAND (SM) with Mica
-2
8
8
11
Moist, Dark Gray and Brown, Silty Sandy CLAY (CL)
-3
6
1 7
8
Grayish Orange, Silty CLAY (CL) with Roots
Hand Auger Terminated @ 3 feet
HA -3
Depth (ft)
Blows /Increment
Visual Classification
0
4
5
7
Moist, Brown, Sandy SILT (ML) with Roots
-1
6
7
7
Moist, Orange, Silty Fine to Medium SAND (SM) with Rocks and
Roots
-2
7
7
10
Moist, Brown, Silty Fine SAND (SM) with Rocks, Quartz, and
Roots
-3
9
14
16
Moist, Orange, Sandy CLAY /Clayey SAND (CL /SC) with Roots
Hand Auger Terminated @ 3 feet

COMPACTION TEST REPORT For Curve No. HA -2/S -1
115
112.5
12.5%
c
111.8
U 110
Q
.N
C
N
0
107.5
105
ZAV for
Sp.G. _
102.51 2.65
7.5 10 12.5 15 17.5 20 22.5
Water content, %
Test specification: ASTM D 698 -07 Method A Standard
Elev/
Depth
Classification
Nat.
Moist.
Sp.G.
LL
PI
%>
#4
%<
No.200
USCS
AASHTO
0.00 -0.00
2.65
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry- density = 111.8 pcf
Optimum moisture = 12.5 %
Dark Brovoi Silty Sand
Project No. 20863 Client: Prevvitt Custom Homes
Project: Sub,rade Evaluation & Pavement Recommendation
Date: 9 26 2013
O Source of Sample: HA -2 Sample Number: S -1
Remarks:
Figure
ECS Carolinas, LLP
16 3 9001Glan 1Avenue
flalegh, NC 27616
Phone'.(919) 8619910 Fax:[phone]
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Tested By: MB

BEARING
RATIO TEST REPORT
ASTM
D 1883 -05
200
1
160
0.8
N
C.
v 120
0.6
c
R
^
a.
N
c
Gl
0
a+
lG
Y 80
0.4
N
c
a
40
0.2
0
0
0.2
0.3
0.4
48
0 0.1
0.5 0 24
72 96
Penetration
Depth
(in.)
Elapsed Time
(hrs)
Molded
Soaked
CBR ( %)
Linearity
Max.
Correction
Surcharge
(Ibs.)
Density
Percent of
Moisture
Density
Percent of
Moisture
0.10 in.
0.20 in.
(pcf)
Max. Dens.
( % )
(pcf)
Max. Dens.
(�)
(in)
(� )
1 ❑
107.2
95.9
13.0
106.2
95
16.2
5.7
6.0
0.011
10
0.9
2 A
3 ❑
Material Description
USCS
Max.
Dens.
(Pcf)
Optimum
Moisture
M
LL
PI
Dark BroNvn Silt- Sand
111.8
12.5
Project No: 20863
Test Description /Remarks:
Project: Subarade Evaluation & Pavement Recommendation
Source of Sample: HA -2 Depth: 0.00 -0.00
Sample Number: S -1
Date:
ECS Carolinas, LLP
9001 Glenwood Avenue
PalegM1, NG 2]616
PM1One'. (919) 061 -9910 Fax'. (919) 8828039
Figure