SW7080223_APPROVED PLANS_20080421

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW(���9��j
DOC TYPE
❑ CURRENT PERMIT
APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMM D D

ROY COOPER
Governor
ELIZABETH S. BISER
Secretary
BRIAN WRENN
Director
NORTH CAROLINA
Environmental Quality
July 29, 2021
Dare County Airport Authority
Attention: Charlie Davidson, Chairman
P.O. Box 429
Manteo, NC 27954
Subject: Stormwater Permit Renewal
Stormwater Management Permit SW7080223
Dare Airport Hanger and Taxiways — Phase II
Dare County
Dear Mr. Davidson:
A Division of Energy, Mineral, and Land Resources file review has determined that
Stormwater Permit SW7080223 for a stormwater treatment system consisting of an
infiltration basin serving the Dare Airport Hanger and Taxiway Phase II expansion
located at the Dare County Regional Airport in Manteo, NC expires on December 30,
2021. This is a reminder that permit renewal applications are due 180 days prior to
expiration. We do not have a record of receiving a renewal application.
Please submit a completed permit renewal application along with a $505.00 fee for
permit renewal. Also, it was noted in the file review that a designer's certification that the
project was constructed in accordance with the approved plans as required by the
permit has not been submitted. Please include this with your application. Permit
application forms for renewal can be found on our website at:
https://deq.nc.gov/about/divisioiis/energy-mineral-and-land-
resources/stormwater/stormwater-program/post-construction-2. North Carolina General
Statutes and the Coastal Stormwater rules require that this property be covered under a
stormwater permit.
If you have questions, please feel free to contact me at [phone]. 1 will be glad to
discuss this by phone or meet with you. If you would like, I can e-mail you a copy of the
application forms. You can request a copy by e-mailing me at
roger.thorppe(a)ncdenr.gov.
Sincerely,
az . a��
Roger K. Thorpe
Environmental Engineer
North Carolina Department of Environmental Quality I Division of Energy, Mineral and Land Resources
_ Washington Regional Office 1 943 Washington Square Mall I Washington, North Carolina 27889
dW-�' 252.9466481

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January 15, 2008
John Massey, P.E.
TALBERT & BRIGHT, INC.
4810 Shelly Drive
Wilmington, NC 28405
Re: Report of Additional Subsurface Investigation
New Hangars @ Dare County Regional Airport
Marren, North Carolina
GeoTechnologies Project No. 1-07-1475-EA
Dear Mr. Massey:
3200 Wellington Court, Suite 108
Raleigh, North Carolina 27615
919-954-1514
Fax [phone]
MAR 5 2008
DWQ-WARO
GeoTechnologies, Inc. previously completed a subsurface investigation for the referenced property
on December 18, 2007. Based on the results of this investigation, GeoTechnologies recommended
performing some additional site exploration which included extending a few of the borings to greater depths,
as well as obtaining representative samples of the potentially highly compressible soil layers encountered in
the near surface profile. Between the two investigations, a total of seven soil test borings were performed as
shown on Figure 1. The test boring locations were established in the field by measuring distances from
existing features, and therefore these locations should be considered approximate. The test borings were
extended to depths of about 15 to 35 feet below site grade, and during advancement of the test borings,
standard penetration test procedures were performed at selected intervals to evaluate the consistency and
density of the subsurface soils. This report presents the findings of our sitework to date, and our
recommendations for site grading, pavement design, and foundation support for the project.
SITE AND PROJECT INFORMATION
The site of the proposed hangars is located southeast of two existing hangars which are located on
the south side of Taxiway D. The area is presently grassed and undeveloped. The proposed new hangars
consist of a 14 unit T-Hangar and a separate group of three executive type hangars with approximate 60 foot
clear spans. We understand that maximum column loads for the new structures will be on the order of 15 to
60 kips, and that grade will be raised across the site by about 0 to 4.5 feet.
SUBSURFACE CONDITIONS
A generalized subsurface profile prepared from the test boring data is attached to this report as
Figure 2 to graphically illustrate subsurface conditions encountered at this site. More detailed descriptions of
the conditions encountered at the individual test boring locations are then presented on the attached test
boring records.
T-Hangar Area (B-1 throueh B-4). The thickness of the topsoil and root mat in this area was
approximately 4 to 6 inches. The topsoil was initially underlain predominantly by very loose to medium
dense sands interbedded with organic sands and possible peat with penetration resistances of weight -of -rod
to more than 10 blows per foot (bpf). The deeper soils in these borings were found to be loose to dense sands
without significant organics. These soils exhibited penetration resistances of 10 bpf or higher. Water tables
Geotechnical and Construction Materials Testing Services

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Talbert & Bright, Inc. An (�
flew Hangars @ Dare Co. Reg. 0
January 15, 2008
Page: 2
were measured at about 4 to 6 feet below the existing ground surface in the T-hangar area at the time of
boring completion.
Executive Hangar Area (B-5 through B-7). The thickness of the topsoil and root mat in this area was
approximately 4 to 6 inches. The topsoil was initially underlain predominantly by very loose to medium
dense sands with penetration resistances of 2 to 10 bpf. These borings appeared to contain less organics than
the borings performed for the T-Hangar. The deeper soils in these borings were found to be loose to very
dense sands without significant organics. These soils exhibited penetration resistances of 10 bpf or higher.
Water tables were measured at about 3 to 5 feet below the existing ground surface in the executive hangar
area at the time of boring completion.
GeoTechnologies performed five test borings at the site in 2000 as part of a plan for a number of new
hangar structures. The organic soils were not as prevalent in the 2000 test borings; however, these borings
showed zones of wood at two locations, one in the T-hangar area and one in the executive hangar area.
Standard penetration resistances from the 2000 test borings were similar to the blow counts from our more
recent investigations. These borings and their locations are attached as Figures 3 and 3A.
LABORATORY TESTS
Two bulk samples of soil from the upper 3 feet of the site were subjected to standard Proctor
compaction, laboratory CBR, and standard classification tests. The samples yielded maximum dry densities
of 1093 to 110.7 pcf with optimum moisture contents of 13.2 and 13.%. The soils are non -plastic sands with
5.6 to 6% passing the 9200 sieve. Laboratory CBR testing yielded CBR values of 8.9 to 12% at 0.1 inch of
penetration and 12.8 to 17% at 0.2 inches of penetration. This laboratory work was completed as part of our
December, 2007 investigation.
Additional laboratory work was completed during the course of our January, 2008 investigation. This
additional work involved performing laboratory consolidation testing on a representative sample of the very
loose organic sands from about 8.5 to 10.5 feet in boring B-3. The results of that testing indicated a modified
compression index of 0.038, a modified recompression index of 0.0088, a modified secondary compression
ratio of 0.00065, and a coefficient of consolidation of about 0.80 ft'/day. Although the specimen tested was
the most organic sample obtained from two separate Shelby tubes, the compression properties of the sample
appear similar to those which would be expected for very loose sand.
RECOMMENDATIONS
The following recommendations are made based upon a review of the attached test boring data, our
understanding of the proposed construction, and past experience with similar projects and subsurface
conditions. Should site grading or structural plans change significantly from those now under consideration,
we would appreciate being provided with that information so that these recommendations may be confirmed,
extended, or modified as necessary. Additionally, should subsurface conditions adverse to those indicated by
this report be encountered during construction, those differences should be reported to us for review and
comment.
Site Suitability. The results of our test borings and laboratory work indicate that this site marginal for
the use of shallow spread foundations to support the proposed structures without the potential for some
excessive settlement. Our boring results indicate the presence of some very loose sands and potentially
compressible organic soils in the upper 10 feet (or slightly more) of grade, and these materials are susceptible
GeoTechnologieslnc. ,:

;albeit &Bright, Inc.
New Hangars @Dare Co. Reg. A
January 15, 2008
Page: 3
to excessive settlement even under relatively light loads. Based on these considerations, we recommend that
consideration be given to removing or improving these soils unless deep foundations will be used.
Although organic soils were not as prevalent in the test borings performed for the executive hangar,
some organics and very loose sands were encountered. Additionally, this structure will be located reasonably
close to the unit T-hangers where more significant amounts of organic soils were encountered. Based on
these considerations, we suggest that foundation design proceed in the same manner for both structures.
Site Grading Considerations. We understand that grade will be raised by about 0 to 4.5 feet at the
site. The foundation support method utilized for the site will have a significant impact upon the type of
subsurface repair used within the limits of the building pads. The first option would be to undercut all soft
and/or unsuitable soils from within the limits of the building pads. However, this would possibly involve
removing in excess of 10 to 15 feet in some areas, with the undercut extending well below the groundwater
table. The firmer soils which would then be exposed appear to be poorly graded sands which could become
quick resulting in the need for even more undercut. Our past experience with undercut repairs in similar
situations has been that proactive dewatering is needed to facilitate the repair. In this case, it is our opinion
that dewatering with open ditches and pumping has a much lower probability of success than would the use
of well points which could lower water levels several feet below the anticipated undercut depth before the
repair begins. If the contractor does attempt the repair with ditching and pumping, it should be recognized
that there is a possibility that the repair will be unsuccessful.
Another option would involve using a soil surcharge to preload any compressible soils such that
typical shallow spread foundation and slab -on -grade support could be utilized. Based on the results of our
test borings, the required fill, and maximum column loads, we recommended a soil surcharge height of 4.5
feet be placed across the pads. The surcharge material should have a unit weight of about 125 pcf, and must
extend 10 feet outside the building corners before sloping down to meet plan grade. We have estimated that
the new fill and surcharge will result in total settlements of about 2 to 3 inches; however, after the surcharge
is removed, we have estimated that post -construction settlement (for the 15 to 60 kip column load @ 1,000
psf) will be less than 0.5 inches. We estimate that the fill and surcharge settlement will likely occur in less
than 30 to 45 days; however, we do recommend that a few settlement points be monitored by a surveyor on a
weekly basis to verify that soil induced settlements have subsided before the surcharge is removed. It is
noted tjiat our analysis assumes that all of the new fill needed for the project will be placed at the same time.
Alternatively, the structures could be supported on deep foundations. If either of the latter two
options are selected, we recommend that site grading consist of initially proofrolling the subgrade soils
exposed below the surface topsoil, with appropriate repairs for stability being made. At the same time, we
recommend that the contractor use a smooth drum vibratory roller to help densify the sandy soils in the near
surface profile. A minimum of five passes each way should be made with the roller which should be
equivalent to a CAT531 C. If this operation builds pore water pressures to the point of creating instability, the
operation should be suspended until pressures dissipate. Subsequently, the pads can be filled to grade.
All new fill should be compacted to not less than 95% of the standard Proctor maximum dry density
except in the final foot where this requirement should be increased to 98% of the standard Proctor maximum.
Since grade will be raised across the project, we anticipate that fill will be imported from another area of the
site, or will be obtained from an off -site source.
Foundation Support Considerations. As discussed, subsurface conditions on the site are not well
suited for the use of shallow spread footings without very significant and difficult undercut type repair, or

Talbert & Bright, Inc.
New Hangars @ Dare Co. Reg.
January 15,2008
Page: 4
surcharging. Due to the presence of potential peat layers, other organic sands, and some very loose sands we
anticipate that fill and structural load induced settlements could be on the order of several inches, and that the
settlement may occur over a relatively long period of time as the underlying soils slowly consolidate and are
influenced by fluctuations in the groundwater elevation. Settlements would also not be uniform. As such, we
do not recommend using shallow foundations unless the poor quality soils are removed or improved as
previously discussed.
If these soils are removed and replaced, the foundations may be designed for an allowable bearing
pressure of 2,500 psf for bearing at least 12 inches below grade. If the soils are improved through preloading,
we recommend limiting the maximum design bearing pressure to 1,000 psf All excavations should be
evaluated by a geotechnical engineer or their representative to verify that adequate bearing exists.
Alternatively, the structures (including the slabs) can be supported utilizing timber piles. Our borings
indicate that timber piles would need to be driven to a depth of about 25 to 30 feet to achieve a working
capacity of20 tons with a safety factor of 2. If timber piles are used, we recommend that they be driven to a
dynamic set indicative of the design capacity based on the Hiley equation or the State Building Code
equation, and that at least eight ovedength indicator piles be driven at the site prior to ordering production
piles If driven piles are used, we suggest performing pre -driving surveys on adjacent buildings, and
monitoring vibrations during the driving operations.
Consideration could also be given to utilizing properly designed and installed helical piers at the site.
If helical piers are utilized, we anticipate that the piers will likely take up around 15 to 27 feet. The exact pier
design and layout would have to be provided by a specialty contractor; however, the design engineer should
check the pier section for buckling in poorly supported areas where very soft conditions exist.
No matter what type of deep foundation is used, we suggest that a 30 day waiting period be observed
after grade is raised before the elements are installed to allow most of the fill induced settlement to occur.
This will help to reduce potential drag -down effects on the section.
Following preparation, we suggest using a subgrade modulus of 150 pci for design of the slabs.
General Pavement Design Considerations. Based on the results of tests performed in our laboratory,
and our experience with similar soil types at other locations on the airport, a design CBR value of 12% can
be utilized for calculating a pavement section.
GeoTechnologies, Inc. appreciates the opportunity to be of service on this phase of the project.
Please contact us if you have any questions concerning this letter or if we may be of additional service on
this or other projects.
-ASS g,
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Attachments
Sincerely,
gies, Inc.
Ernest L. *_�o
titzinger, P.E.
NC Registration No. 25534
GeoTechnologies; Inc:

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New Hangars Boring Locations Project No. 1-17-1475-EA
Dare County Regional Airport Figure No. 1
Manteo, North Carolina Scale: As Shown

Depth (Feet)
GENERALIZED SUBSURFACE PROFILE
LEGEND
B-1 B-2 B-3
B-4 B-5 B-6 B-7
Poorly -graded Sand
0
_ 9 10 8
8 9 ; , 9 ; . 7
Silty Sand with Organics
8 • ; 11 SJ ; , 4
6 8 8 - 4
Silty Sand
5
7 7 3
10, 4 10 7 3
®
Topsoil
®
Peat
10 • , 11 0 2
T_
_ 4 2 ' , 3 ' , 10
8 Standard Penetration Resista
V Groundwater at Time of Boring
15 8 1 J 10 U 20 24 2 25 U 23
20 4 31 10 57
25 4 47 40
30 43 49
35 22
40
PROJECT: SCALE: As Shown
New Hangers 9 JOB No:1-07-1475-EA
Dare County Airport
Manteo, North Carolina FIGURE No:2

/ \ _
/ s 13-9 s Olkl
6-7 1 \�
F"
WALE o osz
SIDE SLOPES -
12-5'
r
� n \
SANp \ ` I
ONEp TAXIWAY
PROJECT: SCALE: Not to Scale
Dare County Airport JOB NO: 2-00-0026-EA
Manteo, North Carolina �� FIG NO: '3A

Depth(Feet)
B- 1
0
2 10
4
. 5
6
16
8
10
12
14
16
18
20
14
I
21
GENERALIZED SUBSURFACE PROFILE
6- 2 B- 3 B- 4 B 5 B
6 B- 7
LEGEND
,r• III
III
■ - Topsoil
10 III 9
III
•„ I I
9 I'I I 10 - 5 8
li III -
I
I
- Poorly Graded SAND
I - Slightly Silty SAND
6 fl t 7
7 16 ) I 6 5-
Clayey SAND
Organic SILT
I,�
5 3
2 5 3
.I
4
l Silty SAND
11 5
4 11 3 12
Wood
l'1VV
T.•uQh%yar (�, 20G10 vc
"`err h4S� 1 1 a""�... �io,^%ke[ (
.
II,YIA - Clayey to Silty SAND
El8- Standard Penetration Resistance
- Groundwater at time of boring
4
10 - Fill
ID- Possible Fill
11�D - Boring Caved and Dry
Dare County Airport
Manteo, North Carolina
bGALt:A5 bnoWn
JOB No:2-00-0026-EA
FIGURE No:'-' 3

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
00 0 10 20 40 60 100
17
35
4.2
6.0
110
17.0
27.0
33.0
35.5
Very Loose to Loose Tan Fine to Medium SAND
SP
'
2-3-6
4-4-4
3-4-3
4-6-5
5-44
3-2-2
3-2-2
17-19-24
11-12-10
C1-
Loose Brown Grav Slightly Silty Fine to Medium
SAND with Wood
SM
OL
Loose Dark Grav Fine SAND
SM
Loose Tan Fine SAND
Loose to Medium Dense Tan, Grav Fine SAND
SP
Loose Light Brown Medium to Fine SAND
SP
Very Loose Light Brown Coarse to Fine SAND
SP
Dense Gray Fine SAND with Shells
SP
Medttun Dense Dark Gray Fine SAND with Trace
of Shells
SP
Boring Termmazed at 35 5'.
Groundwater encountered at 6.8' at time of boring.
JOB NUMBER 1-07-1475-EA
BORING NUD'H3ER B- 1
DATE 11-29-07
PAGE I OF 1
/._// GeoTechnologies,hc.

DEPTH
(FT.)
0.0
05
18
25
9c
lOS
15.5
TEST BORING RECORD
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SLY INCHES
n to 10 an Fn inn
Topsod
SM
4-5-6
4-5-6
3-4-3
W OR
8-4-6
2
Medium Dense Orange, Tan & Gray Silty Fine
SAND
Medium Dense Dark Gray Fire SAND
SP
,7
Medium Dense to Loose Gray Fine SAND
Very Loose Black Gray Fine SAND with Peat
Medium Dense Tan Fine SAND
SP
Bonng terminated at IS 5'
Groundwater encountered at 4.25' at time of boring. UD from 8.5' to 10.5'.
JOB NUMBER
BORING NUMBER
DATE
1-07-1475-EA
B- 2
11-29-07
PAGE 1 OF -I

TEST BORING RECORD
DEPTH
(FT.)
00
0.3
20
5.(
U
12A
155
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWSIFT.) SIX INCHES
0 In 20 an Fn 100
Topsoil
Sp
3-4-4
3-2-2
1-I-2
1-I-I
4 8 12
Loose Tan Orange Fme SAND
Very Loose Gray Tan Fine SAND
Sp
Very Loose Slightly Silty Fine SAND with Wood
or Peat
Very Loose Black Gray Organic Silty Fine SAND
SM
OL
Medium Dense Tan Medium to Fine SAND
SP
Boring ternimated at 15 5'
Groundwater encountered at 4.0' at time of boring. UD from 6' to 8'.
JOB NUMBER
BORING NUMBER
DATE
1-07-1475-EA
B- 3
11-29-07 e e e
-- PAGE__ 1 OF I

a 0
TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION
(FT.) (FT.) (BLOWS/FT.)
0.0 0 10 20 40 60
0
2
3
a
M
1U
220
25.5
BLOWS PER
SIX INCHES
inn
5
3
Copsoil
0 Loose Tan Fine SAND SP
0 Loose Gray Fine SAND with Organics SM 2-3-5
Loose Gray Tan Fine SAND 3-3-3
Peat
2-2-2
Medium Dense Gray, Tan & Black Silty Fine SM
SAND with Wood OL
—I
2-2-2
Dae gray Coarse to Fine SAND with Shells SP
9-11-13
14-15-16
Gray Mednun [o Fine SAND $p
16-2t-26
Boring Teemma[ed at 25 5'
groundwater not encountered at time of boring. Caved at 6'
JOB NUMBER
BORING NUMBER
DATE
1-07-1475-EA
B- 4
11-29-07
/// de,pTechnologies, Inca
3
PAGE 1 OF 1
groundwater not encountered at time of boring. Caved at 6'
JOB NUMBER
BORING NUMBER
DATE
1-07-1475-EA
B- 4
11-29-07
/// de,pTechnologies, Inca
3
PAGE 1 OF 1

DEPTH
(FT.)
00
0.5
20
8(
170
22.5
30.5
TEST BORING RECORD
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
0 10 20 40 60 100
Topsoil
SP
3-4-5
4-4-4
5-5-5
I-1-I
1-I-1
2-4-6
21-17-23
6-23-26
-
Loose Gray Fme SAND
Loose to Medium Dense Tan Slightly Silty Fine
SAND
SP
Very Loose Silty Fme SAND
SM
Loose Fine to Coarse SAND with Shells
SP
Dense Gray Fme SAND with Shells
SP
Boring Terminated at 30 S'.
Groundwater encountered at 5. P at time of boring.
JOB NUMBER
BORING NUMBER
DATE
1-07-1475-EA
B- 5
11-29-07
PAGE 1 OF I

DEPTH
(FT.)
00
0
7
12.
20.5
0 Q
F1TEST BORING RECORll
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
n in
5 Topsoil
wv
Loose Tan Fine SAND
SP
2-4-5
4-3-5
4-4-3
Loose to Very Loose Brown Medum to Fme
SP
SAND
1
I-2-1
Medium Dense Gray Coarse to Fine SAND with
Sp
Shells
8-10-15
34-30-27
Dense Gray Coarse SAND with Shells
SP
Boring terminazed at 20 5'
i
i
i
i
F
c
Groundwater encountered at 2.7' at time of boring.
JOB NUMBER
BORING NUMBER
DATE
1-07-1475-EA
B- 6
11-29-07
_PAGE I OF 1

DEPTH
(FT.)
00
0
3i
41
of
12d
l5.-
( IETEST BORING RECORD
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
n to in an rn inn
5 Topsoil
Loose Tan Fute SAND Sp
2-3-4
2
Very Loose Black Organic Silty Fine SAND SM . 3-2-2 -
Very Loose Brown Silty Fine SAND
SM
3-1-2
Very Loose to Loose Gray Medium to Fme SAND SP
85-5
Medium Dense Fine to Coarse SAND with Shells Sp
Boring [emtinated at 15.5'
7-12-11
Groundwater encountered at 3' at time of boring.
JOB NU11NIBER
BORING NUMBER
DATE
1-07-1475-EA
B- 7
11-29-07
PAGE 1 OF 1
Groundwater encountered at 3' at time of boring.
JOB NU11NIBER
BORING NUMBER
DATE
1-07-1475-EA
B- 7
11-29-07
PAGE 1 OF 1

TABLE 1
SUMMARY OF LABORATORY TESTS
New Hangars
Dare County Regional -Airport
Manteo, North Carolina
GeoTechnologies Project No. 1-07-1475-EA
Depth
Maximum
Optimum
Liquid
Plastic
Plasticity
4200
Laboratory
Unified Soil
Sample
(ft-)
Dry Density
Moisture
Limit
Limit
Index
Sieve
CBR
Class.
(Pc1)
(,70)
N
(oyo)
J-1
u -J
1uV.J
1J.L
NH
NP
NP
S-2
0-3
110.7
13.8
NP
NP
NP
5.6 12 @ 0.1" SP
17 @ 0.2"
6.0 8.9@0.1" SP
12.8 @ 0.2"

a
c
0
0
a
135
Job No: 1-07-1475-EA Date: 12/13/07
1301T Job Name: New Hangers Dare County Airport
\ Job Location: Manteo, North Carolina
I
Boring No:
Sample No: S-1
125 Depth: 0-3'
I I i \I TEST RESULTS
120
W,
Method of Test: ASTM D 698
Maximum Dry Density: 109.3 PCF
Optimum Moisture Content: 13 2%
Natural Moisture Content: %
Atterberg Limits: LL NP PI NP
Soil Description: Brown Medium to Fine
CURVES OF 100% SATURATION
FOR SPECIFIC GRAVITY EQUAL TO:
0 5 10 15 20 25 30
WATER CONTENT (Percent Dry Weight)
MOISTURE -DENSITY RELATIONSHIP
GeoTechnologies, Inc. -PA . .
2.80
2.70
WI9

L 1
Ol'
3;
U.S. Standard Sieve Sizes
94 #10 #20 #40 #60 #100 #200
00
90 -
80 —
70
so
so
40 —
30
20
10
off
100 8 6 4 3 10 8 6 4 I 1 8 6 d 2 0.1 8 6 4 I 0.01 8 6 4 I 0.0018 6
Grain Size In Millimeters 0
GRAVEL SAND FINES
COARSE FINE COARSE MEDIUM FINE SILT SIZES CLAY SIZES
Boring No. Elev./Depth Nat. W.C. L.L. I P.L. I P.I.
II Descrintlon or Claasification
GRAIN SIZE DISTRIBUTION
S-1 0-3' NP NP NP Brown Medium to Fine SAND
Pro'ect�: Job No.: 1-07-1475-EA
eN w Hangers
Dare County Airport
Manteo, North Carolina Date: 12/13/07

GeoTechnologies, Inc.
JOB 1-07-1475-EA
DATE: 12/3/2007
NOTES: PROCTOR DATA:
Opt. Moisture = 13.2%
SOIL DESCRIPTION:
CBR DATA SHEET
JOB NAME:
Dare County Regional Airpo t - Hanger
SAMPLE I.D.
S-1 DEPTH:
TEST PROCEDURE: ASTM D 698
Max. Dry Density =
109.3 PCF
Brown Medium to Fine Sand
CBR SPECIMEN DATA
Swell Data
MOISTURE CONTENT
13.5%
Initial Reading
0.487
WET DENSITY
124.0Ibs./cu.ft.
Final Reading
0.487
DRY DENSITY
109.3Ibs./cu.ft.
Mold Height
4.571
% COMPACTION
100.0 %
% Swell
0.00
LOAD CELL 2000 LB.
RATE OF DEFORMATION .05 in./min.
SURCHARGE USED 10 lbs.
400.0
350.0
300.0
250.0
200.0
150.0
100.0
50.0
0.0
0.000 0.100 0.200 0.300 0.400 0.500 0.600
CBR @ 0.1-
12.1
CBR @ 0.2-
17.3
% SWELL
O.0

1
1
$11
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100
95
GeoTechnologies, Inc.
Job No: 1-07-1475-EA Date: 12/13/07
Job Name: New Hangers Dare County Airport
Job Location: Manteo, North Carolina
Boring No:
Sample No: S-2
Depth: 0-3'
TEST RESULTS
Method of Test: ASTM D 698
Maximum Dry Density: 110.7 PCF
Optimum Moisture Content: 13.8%
Natural Moisture Content: °/
Atterberg Limits: LL NP PI NP
Soil Description: Brown Medium to Fine
SAND
CURVES OF 100 % SATURATION
FOR SPECIFIC GRAVITY EQUAL TO:
15 20 25
WATER CONTENT (Percent Dry Weight)
i-Ti1
2.70
MOISTURE -DENSITY RELATIONSHIP
GeoTechnologies, Inc. PA

U.S. Standard Sieve Sizes
iV W
#4 #10 #20 "a #60 #100 #200
100
90 --
80 —
70 —
60
60 —
40
..30 —
20 —
10
0
100 0 6 4 2 10 8 6 4 2 1 0 6 4 2 0.1 a 6 4 2 0.01 0 6 4 2 Q.001 a 6
Grain Size In Millimeters d
GRAVEL
I SAND
I FINES
COARSE
I FINE
I COARSE
MEDIUM
FINE
ISILT SIZES
CLAY SIZES
Boring No. Elev./Depth
Nat. W.C. I L.L. I P.L. I P.I.
-- - - - GRAIN SIZE DISTRIBUTION
S-2 INP
Q-3' NP NBrown Medium to Fine SAND
Pro-ec" Job No.: 1-07-1475-EA
ew angers
Dare County Airport
Manteo, North Carolina Date: 12/13/07

Q
GeoTechnologies, Inc.
JOB 1: 1-07-1475-EA
DATE: 12/3/2007
NOTES: PROCTOR DATA:
Opt. Moisture = 13.8%
SOIL DESCRIPTION:
CBR DATA SHEET
JOB NAME: Dare County Regional Airport - Hanger
SAMPLE I.D. S-2 DEPTH:
TEST PROCEDURE: ASTM D 698
Max. Dry Density = 110.7 PCF
Brown Medium to Fine Sand
CBR SPECIMEN DATA
Swell Data
MOISTURE CONTENT
13.8%
Initial Reading
0.151
WET DENSITY
124.91bs.icu.ft.
Final Reading
0.152
DRY DENSITY
109.8 Ibs.icu.ft.
Mold Height
4.560
COMPACTION
99.1 %
% Swell
0.02
LOAD CELL 2000 LB.
RATE OF DEFORMATION .05 in./min.
SURCHARGE USED 10 lbs.
350.0
300.0
250.0
200.0
150.0
100.0
50.0
0.0
IF
0.000 0.100 0.200 0.300 0.400 0.500 0.600
CBR @ 0.1"
8.9
CBR @ 0.2-
12.8
% SWELL
0.0

GeoTechnologies, Inc. O
0
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Job Name: New Hangars - Dare County Regional Airport Date: 1/8/2008
Job Number: 1-07-1566-EA
I.D. B-2 Depth: 8.5' - 10.5'
Soil
Notes: Preload = 500 \ Saturate After Preload Rebound \ Remolded Sample
RING PROPERTIES
Ring Diameter
2.500
Inches
Ring Height
0.998
Inches
Ring Volume
0.00284
Cu. Ft.
Ring Weight
110.42
Grams
Ring + Soil
261.47
Grams
Initial Reading .0000
Preload Rebound Reading .0032
LOAD / psf
RO
R6
R100
T90
R90
100
0000
.0095
500
.0095
.0154
100
.0154
.0139
500
0139
.0197
1000
.0197
.0244
.0249
2.40
0.0251
2000
.0249
.0320
.0328
2.70
0.0332
4000
.0328
.0419
.0426
2.40 -
0.0426
8000
.0426
.0529
.0540
3.70
0.0546
16000
1 .0540
1 .0654
.0667
2.70
1 0.0670
8000
.0667
.0668
4000
.0668
.0646
2000
.0646
.0623
1000
.0623
0599
500
.0599
.0576
100
.0576
.0520
LOAD / psf
%E
Con. Coef.
%IC
100
1.0
500
1.5
100
1.4
500
2.0
1000
2.5
0.84
90.4
2000
3.3
0.73
89.9
4000
4.3
0.81
92.9
8000
5.4
0.51
90.4
16000
6.7
0.68
89.8
8000
6.7
4000
6.5
2000
6.2
1000
6.0
500
5.8
100
5.2
NOTE: Consolidation Coefficient in Square Feet Per Day
Initial Void Ratio
0.67
Final Void Ratio
0.59
Initial Saturation, %
78.8
Final Saturation, %
100.0

Consolidation Curve
B-2, 8.5'-10.5'
Vertical Stress, PSF
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Wilmington, NC 28405 Fax: [phone]
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IMPERVIOUS AREA DRAINING TO INFILTRATION BASIN
EXISTING 24,156 SF ��
PROPOSED WITH THIS PROJECT 48,137 SF
PROPOSED WITH FUTURE PROJECT
12,897
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TOTAL IMPERVIOUS AREA
83,898
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MANTEO, NORTH CAROLINA
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TALBERT & BRIGHT
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REVISIONS

LOCATION REFERENCE PUNT O
CENTER OF MANHOLE -
BAFFLE WALL USED TO BYPASS
LOW FLOW STORMWATER
CONSTRUCTED WITH 8"X8"XI6"
CONCRETE BLOCKS TO BE
GROUT FILLED AND PARGED
WITH /2 MORTER-3/4" TOTAL
THICKNESS
TOP ELEV. 70'
NEENAH R-2565-F
FRAME AND SCUD LID
RIM 8.75
INV G(
18' RCP
a
a
a
PLAN VIEW
BAFFLE WALL
TOP ELEV 7.0'
PROPOSED 12' PVC
INV 6.05
•' • 12' e.
G
SECTION A —A
DRAINAGE STRUCTURE 1
zt
4' DIA PRECAST
DRAINAGE STRUCTURE
6 05
#57 STONE
12" DEEP MIN
LOCH
CENTI
PLAN VIEW
NEENAH R-2565-F
FRAME AND SOLD LID
RIM 8.5
INV 562
24' RCP
WALL USED TO BYPASS
OW STORMWATER
IUCTED WITH 8'XB'X16'
TE BLOCKS TO BE
FILLED AND PARGED
2 MORTER-3/4' TOTAL
ESS
EV. 7.0'
STA'
GEESE
STA:
OFFSET:
aDRAINAGE
NOTES:
1 PIPE SHALL BE CLASS III EFABRICED CONCRETE PIPE WTH PLASTIC GASKET TYPE JOINTS EACH
STOSHP DBEI
F11 Q
d
LRM
JOINT WRAPPED PPED WTH A GEOTEXTILE
2. THE UNIT PRICES FOR ALL DRAINAGE PIPE AND STRUCTURES SHALL INCLUDE EXCAVATION, DEWATERING AS NEEDED,
G
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MM
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1. ALL DRAINAGE STRUCTURES SHALL CONFORM TO SPECIFICATION ITEM D-751, THE REOUIREXENTS OF THESE NOTES
W O
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AND DETAILS
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4L CIRCUTAR PRECAST STRUCTURES AS DETAILED ON THESE PLANS SHALL CONFORM TO AASHTO M199/ASPA
r/.AT
"�
C4ANDARD
S
5 SHOP DRAWINGS: CONTRACTOR SHALL SUPPLY SHOP DRAWINGS FOR ALL STRUCTURES INCLUDING GRATE AND FRAME,
'd
AND A BILL OF MATERIALS FOR REINFORCING STEEL INCLUDING BAR SIZE. LENGTH. AND BENDING DIMENSIONS THE
O
SHOP DRAWINGS AND STRUCTURAL COMPUTATIONS, PREPARED AND SEALED BY A PROFESSIONAL ENGINEER. SHALL HE
W
SUBMITTED FOR APPROVAL PRIOR TO FABRICATION OF STRUCTURES.
e
6 CONTRACTOR SHALL VERIFY DIMENSIONS PRIOR TO ORDERING FRAMES AND GRATES. ANY DISCREPANCIES SHALL BE
1--1 U
COORDINATED WITH THE ENGINEER
L
J. FOR ALL PRECAST CONCRETE STRUCTURES, THE CONTRACTOR WILL BE REWIRED TO SUBMIT DESIGN CALCULATIONS
ul
Y
AND DESIGN PREPARED AND SEALED BY A PROFESSIONAL ENGINEER PRECAST CONCRETE STRUCTURES SHALL BE
DESIGNED FOR H2O LOADING
B ALL PIPE -TO -PRECAST STRUCTURE JOINTS SHALL BE MADE USING BRICK AND MASONRY BLOCK IN CONJUNCTION WITH
MORTAR TO FILL THE VOID BETWEEN PIPE CULVERTS AND PRECAST STRUCTURES. SUCH MATERIALS SHALL BE
n
TIROUGHLY WETTED AND BONDED WITH MORTAR. THE REMAINING EXTERIOR AND INTERIOR VOID SHALL BE FILLED WITH
MORTAR TO THE CONTOUR OF THE PRECAST STRUCTURE.
_
PLAN VIEW
PROPOSED 12' PVC
INV 5.62
ELEV. J 0'
4DIA PRECAST
DRAINAGE STRUCTURE 3.1 31
V 5.0
SEDIMENT =LEAN11THMARK ELEV ST
SECTION A —A
BAFFLE WALL
TOP ELEV 70' A ...�.. �... �. _.. _ _... _ __ ...
-INV 562
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mm
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• • • I I • I I • • I I•.
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ALL SIDE SLOPES OF INFILTRATION BASIN SHALL BE STABIUZED VATH VEGETATION IN ACI
WITHft�p WECT SPECIFICATIONS T-901 AND T-908.
ELEVATION
AREA
VOLUME
5.0
5,000 SF
5,822 CF
6.0
6,656 SF
7,514 CF
7.0
8,384 SF
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METER ELECTRICAL
BASE 1 TRANSFORMER
JI•-',
EXISTING
.TAXIWAY .,'r:._
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/ ../w.
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EX STING
.. /TAXIWrAY.
iTABIIJZED CONSTRUCnON /
ENTRANCE
/— ACCESS ROAD ----------
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m UMITS OF DISTURBED C — —
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m GRAVEL
LEGEND
EXISTING PAVEMENT
EXISTING CONTOUR
9
PROPOSED PAVEMENT
EXISTING BUILDING
PROPOSED BUILDING
TEMPORARY SILT FENCE
-0v SF
CUTLET PROTECTION
O
CHECK DAM
CD
CULVERT INLET PROTECTION
CIP
SEOUENCE OF CONSTRUCTION
L ESTABLISH STAGING AREA
2 CONSTRUCT NECESSARY ACCESS ROADS AND INSTALL ENGINEER'S FIELD OFFICE, INCLUDING UTILITY
CONNECTIONS
3 INSTALL TEMPORARY EROSION CONTROL MEASURES AS INDICATED ON THE PLANS OR AS DIRECTED BY THE
ENGINEER
COMMENCE SITE STRIPPING AND EARTHWORK ACHVHTES
5 COMMENCE INSTALLATION OF DRAINAGE PIPE AND STRUCTURES CO NOT INSTALL BAFFLE WALL IN
STRUCTURE AND INSTALL TEMPORARY PLUG ON 12-BYPASSFNE U, LSNEISSTABIIJZED
6 UPON COMPLETION OF EARTHWORK ACTIVITIES, PLACE AND COMPACT AGGREGATE BASE COURSE AND
APPLY PRIME COAT ON FINISHED AGGREGATE SURFACE
] PERFORM SEEDING ANDMULCHING ON ALL DISTURBED AREAS TO ESTABLISH A GOOD STAND OF GRASS
8 COMMENCE CONSTRUCTION OF HANGAR BUILDING FOUNDATIONS AND SLAB
9 COMMENCE CONSTRUCTION OF HANGAR BUILDING
10 BEGIN PAVEM ENT REMOVAL OPERATIONS, SAW CUT PAVEMENT EDGES AS REQUIRED
11 BEGIN PAVING OPERATIONS IMMEDIATELY AFTER PAVEM ENT REMOVAL OPERATIONS ARE COMPLETE
12 COMPLETE HANGAR BUILDINGS
* COMPLETE SHOULDER GRADING ACTIVITI ES ADJACENT TO NEWLY CONSTRUCTED PAVEMENT
N CONSTRUCT BAFFLE WALL IN DRAINAGE STRUCTURE REMOVE PLUG FROM 12- PIPE AND REMOVE SEDIMENT
ACCUMULATION FROM BOTTOM OF CVFILIRKMON BASIN AND
15 PLACE COAL TAR EMULSION SEAL COAT ON APRON ONCE NEW PAVEMENT HAS HAD ADEQUATE TIM ETO
CURE IN ACCORDANCE WITH SECTION P-625 OF THE PROJECT SPECIFICATIONS
16 ONCE SEAL COAT OPERATIONS ARE COMPLETE, COMPLETE PAVEMENT MARKING
17 REMOVE ALL HAUL ROADS, ALL MISCELLANEOUS EQUIPMENT. STOCK FILM DEBRIS ETC FROM PROJECT
AND PLANT SITE STAGING AREA
18 RESTORE ALL DISTURBED AREAS AND COMPLETE SEEDING AND MULCHING OPERATIONS ONALL DISTURBED
AREAS THROUGHOUT PROJECT
19 REMOVE ALL TEM PORARY EROSION CONROLMEASURES
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CONTROL DETAILS