SW8121103_COMPLIANCE_20191210

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 II\k
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
❑ HISTORICAL FILE
© COMPLIANCE EVALUATION INSPECTION
DOC DATE
201 q 12 to
YYYYMM DD

STATE OF NORTH CAROLINA, Department of Environmental Quality,
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 [phone]
FILE ACCESS RECORD
DEQSECTION: DEMLR REVIEWTIME/DATE: l�Iltl1lQ n`O�'�
NAME: Dana Lutheran
REPRESENTING:
EMAIL: dlutheran n segi.us
PHONE: [phone]
Guidelines for Access: The staff of Wilmington Regional Office is dedicated to making public records in our custody readily
available to the public for review and copying. We also have the responsibility to the public to safeguard these records and to carry
out our day-to-day program obligations. Please read carefully the following guidelines signine the form:
Due to the large public demand for file access, we request that you call at least a day in advance to schedule an
appointment to review the tiles. Appointments will be scheduled between 9:00am and 3:00pnt. Viewing time ends at
4:45pnt. Anyone arriving without an appointment may view the files to the extent that time and staff supervision
is available.
2. You mist specify files you want to review, by facility name. The number of files that you may review, at one time will
be limited to five.
CAMA Maior Permits are issued out of the Morehead Citv District Office The COMPLETE file is in the Morehead
Office and may contain additional information and/or comments which may not be in the WIRO file
4. You may make copies of a file when the copier is not in use by the staff and if time permits. Cost per copy is $.05 cents.
Payment may be made by check, monev order, or cash at the reception desk.
5. FILES MUST BE KEPT IN ORDER YOU FOUND THEM. files may not be taken from the office. To remove_
alter, deface, mutilate, or destroy material in one of these files is a misdemeanor for which you can be fined up to
$500.00. No briefcases, large totes, etc. are permitted in the file review area
Necessary large plan copies can be scheduled with Cameron. Weaver a ncdenr.gov 919-796-7265 for a later date/time at
an offsite location at your expense. Large plan copies needed should be attached on top of the tile. Allways Graphics
can be contacted to set up payment options. Written questions may be left with this completed form and a staff
member will be in contact with you_IF you provide your contact information where indicated above..
7. In accordance with General Statue 25-3-512, a $25.00 processing fee will be charged and collected for checks on which
payment has been refused.
FACILITY NAME COUNTY
I. Intra Coastal (IC) Life PENDG2013-014 Pender
2. _I C Life SW8 121103 Pender
3.F1',er I �•��ase-1 S�li� I�t10 w-Er
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Signature and Name of Firm/Business Date MM/DD/YY "Fiore In Time Out
COPIES MADE 3 PAID 0 INVOICE
G:/ADM/Shared/File Review Access Form rev 2018

STATE OF NORTH CAROLINA
Department of Environmental and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
[phone]
FILE ACCESS RECORD
SECTION
TMODATE
NAME
REPRESENTING W
Guidelines for Access: The staff of Wilmington Regional Office is dedicated to making public records in
our custody readily available to the public for review and copying. We also have the responsibility to the
public to safeguard these records and to carry out our day-to-day program obligations. Please read
carefully the following guidelines signing the form:
1. Due to the large public demand for file access, we request that you call at least a day in
advance to schedule an appointment to review the files. Appointments will be scheduled
between 9:00am and 3:00pm. Viewing time ends at 4:45pm. Anyone arriving without an
appointment may view the files to the extent that time and staff supervision is available.
2. You must specify files you want to review by facility name The number of files that you
may review at one time will be limited to five.
3. You may make copies of a file when the copier is not in use by the staff and if time permits.
Cost per copy is .05 cents for copies. There will be no fee if the total calculated charge is
less than $5.00. Payment may be made by check, money order, or cash at the reception
desk. Copies can also be invoiced for your convenience.
4.. FILES MUST BE KEPT IN ORDER YOU FOUND THEM. Files may not be taken from
the office. To remove, alter, deface, mutilate, or destroy material in one of these files is a
misdemeanor for which you can be fined up to $500.00. No briefcases, large totes, etc. are
permined in the file review area.
5. In accordance with General Statue 25-3-512, a $25.00 processing fee will be charged and
collected for checks on which payment has been refused.
FACILITY NAME COUNTY
1. r—tVlnl t;M J77.J% PL
2. �' n P►,' sy fi 1�d10'f��
3.
4.
z�2r/ !q 2:00 2-.50
Sign d ame f Firm/Business Date Time In Time Out
Please attach a business card to this form
COPIES MADE PAID _ _ INVOICE
S:Admin.file access

STATE OF NORTH CAROLINA
Department of Environmental and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
[phone]
FILE ACCESS RECORD
SECTION DUO (x I S 0
TIME/DATE r
NAME
REPRESENTING !1 s
Guidelines for Access: The staff of Wilmington Regional Office is dedicated to making public records in our custody readily
available to the public for review and copying. We also have the responsibility to the public to safeguard these records and to carry
out our day-to-day program obligations. Please read carefully the following guidelines signing the form:
1. Due to the large public demand for file access, we request that you call at least a day in advance to schedule an
appointment to review the files. Appointments will be scheduled between 9:00am and 3:00pm. Viewing time ends at
4:45pm. Anyone arriving without an appointment may view the files to the extept that time and staff supervision
is available.
2. You must specify files you want to review by facility name. The number of files that you may review at one time will
be limited to five.
3. You may make copies of a file when the copier is not in use by the staff and if time permits. Cost per copy is 2.5 cents
for ALL copies if you make more than 25 copies. There is no charge for 25 or less copies. Payment may be made by
check, money order, or cash at the reception desk. Copies can also be invoiced for your convenience
4. FILES MUST RE KEP'r IN ORDER YOU FOUND THEM. Files may not be taken from the office. To remove,
alterI deface, mutilate, or destroy material in one of these files is a misdemeanor for which you can be fined up to
$500.00. No briefcases, large totes, etc. are permitted in the file review area
5. In accordance with General Statue 25-3-512, a $25.00 processing fee will be charged and collected for checks on which
payment has been refused.
Signature and Name of Firm/Busmess Date,/
Please attach a business card to this form
COUNTY vm
V \
Time In Time Out
COPIES MADE PAID INVOICE

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Michael C. Gallant PE, PA
Engineering / Consulting / Design
ICLIFE
STORM WATER AND EROSION CONTROL SUPPLEMENTAL
INFORMATION
[e-mail]
tel [phone]
ECEI W E
JUN 1 1 2013
BY:
P.O. Box 4039
Surf City, NC 28445

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Michael C. Gallant PE, PA
Engineering / Consulting / Design
gal Iantmc@yahoo. co
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NARRATIVE
P.O. Box 4039
Surf City, NC 28445

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Michael C. Gallant PE, PA
Engineering / Consulting / Design
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COMPLIANCE INSPECTION REPORT AND REQUEST FOR
STORM WATER MANAGEMENT PERMIT APPLICATION
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[e-mail]
tel 910.448,1046
P.O. Box 4039
Surf City, NC 28445

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Compliance Inspection Report
Permit: SW8060716 Effective: 08/16/06 Expiration: 08/16/20 Owner: Michael L Cole
Project: Lattier Landing
County: Pender Little Kinston Rd
Region: Wilmington
Surf City NC 28445
Contact Person: Michael L Cole Title: Phone: [phone]
Directions to Project:
From intersection of NC Hwy 50 and Little Kinston Road, go west 0.1 miles. Turn left on Waterway Lane (south) into the entrance of
Lattier Landing.
Type of Project: State Stormwater - HD - Infiltration
Drain Areas: 1 - (Intracoastal Waterway) (03-06-24) ( SA;HQW)
On -Site Representative(s)
Related Permits:
Inspection Date: 11101/2012
Primary Inspector: Kelly Johnson
Secondary Inspector(s):
Entry Time: 10:45 AM
Reason for Inspection: Other
Permit Inspection Type: State Stormwater
Facility Status: ❑ Compliant ❑ Not Compliant
Question Areas:
® State Stormwater
(See attachment summary)
Exit Time: 11:45 AM
Phone: [phone]
Inspection Type: Transfer Renewal
Page: 1

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Permit: SW8060716 Owner - Project: Michael L Cole
Inspection Date: 11101/2012 Inspection Type: Transfer Renewal Reason for Visit:
Other
Inspection Summary:
File Review
yes
No
NA
NE
Is the permit active?
1111110
Signed copy of the Engineer's certification is in the file?
❑
❑
❑
Signed copy of the Operation & Maintenance Agreement is in the file?
❑
❑
❑
Copy of the recorded deed restrictions is in the file?
❑
❑
❑
■
Comment: File review inspection to find information to send a letter to the new owners.
Page: 2

NC®EWR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Charles Wakild, P. E.
Governor Director
November 6, 2012
Mr. Michael Cole, SW8 060716 permittee
255-A 1 South Kerr St
Wilmington NC 28403
Mr. Thomas Nelson (Owner, Plat 00440031)
3075 AB Carter Rd
Fayetteville, NC 28312
Lattier Landing Phase 1 Homeowner's Assn Inc. (Representative, Plat 00400099)
C/o Newbridge Bank
PO Box 18807
Greensboro, NC 27419
aSubject: Request for State Stormwater Management Permit Application
SW8 060716 - Lattier Landing
SW8121103 - Lattier Landing -Nelson Property, Plat 00440031
SW8121104 - Lattier Landing -Phase 1 HOA Property, Plat 00400099
Pender County
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Dear Property Owners and Representatives:
Dee Freeman
Secretary
On November 1, 2012 staff of the Wilmington Regional Office of the Division of Water Quality performed a file review
of State Stormwater Permit Number SW8 060716. Pender County property records show that the land covered by
State Stormwater permit number SW8 060716 which was most recently issued on August 16, 2006 has been
subdivided into the two subject parcels, and that each parcel is under new ownership. Copies of the county records
have been included for your use. State Stormwater permits do not automatically transfer with the sale of the land. In
order to continue coverage by a State Stormwater permit, please either:
1.) Transfer the current SW8 060716 permit from Mr. Cole to the two current owners and then modify the
permit to reflect the current subdivided state under separate permits. A name/ownership change form
is available on our website http://portal.ncdenr.org/web/wq/ws/su/statesw/forms_docs, or
2.) Apply for anew permits for each of the two subdivided parcels.
Either a Stormwater Permit Application Package including 2 sets of plans, completed application form, fee, and
supporting documentation, or a written response regarding the status of this project and the expected submittal date
must be received in this Office no later than December 6, 2012. Failure to respond to this request may result in the
initiation of enforcement action, and construction may experience a subsequent delay.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
Phone: [phone] FAX: [phone] DENR Assistance: 1-877-623-6748
Intemet w .ncwatercluality.org
An Equal Opportunity 1 Affirmative Action Employer
NorthCarobna
Naturally

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If you have any questions, please do not hesitate to call Kelly Johnson, Environmental Engineer in the Wilmington
Regional Office of the Division of Water Quality, [phone].
Sincerely,
57ft Charles Wakild, P.E., Director
Division of Water Quality
GDSlkpj: S:1WQS1Stormwater\Permits&Projects120061060716 HD1201211 req_SWapp 060716
GDSlkpj: S:IWQSIStormwater\Permits&Projects120121121103 Registered1201211 req_SWapp 121103
GDSlkpj: S:IWQSIStormwateAPermits&Projects120121121104 Registered1201211 req_SWapp 121104
enc: State Stormwater Permit SW8 060716
Property Records, Plat 00440031
Property Records, Plat 00400099
cc: Georgette Scott, DWO
WiRO Stormwater File
Page 2 of 2

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Michael C. Gallant PE, PA
Engineering / Consulting / Design
ORIGINAL INFILTRATION SITE VISIT REQUEST AND SHWT
DETERMINATION
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QP.O. Box 4039
Surf City, NC 28445

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INFILTRATION SITE VISIT REQUEST
Name of the Project: Lattier' Landing
Location (attach a clear vicinity map): Little Kinston Road, Surf City, NC
Streetaddress, num -el commune , e c.
Directions from the nearest major intersection: From the intersection of NC Hwy 50 and Little
Kinston Road, go west 0.1 miles to the intersection with the proposed Waterway Lane, turn left
(south) into the entrance to Lattier' Landing
Owner/Applicant Name: Michael Cole/ MLER Corporation
Consultant Name: The East Group, PA
Consultant Contact Information: Ph 252-758-3746; fax [phone]; michelle.clements(iDeasteroup.com
onf'�e, at x emai , etc
#1 #2 #3 #4 #5 #6 #7 #8 #9 #10
Existing Ground elev. @ basin/trench= 6.5 7.3 7.3 7.0 6.0 7.5 7.5 7.5 6.0 6.0
SHWT elev.=
SHWT plus 2" (max. bottom elev.)=
Date/Time of Soils Investigation :
Summary/Comments:
1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
`6--06 10,4640
All proposed infiltration areas and existing, active utility lines located within the proposed basin/trench
must be marked and flagged. If these areas are not flagged, the Soils Scientist reserves the right to
decline to do the investigation. If the proposed infiltration system will be located in an area of existing
pavement and there is no open area nearby, equipment capable of breaking trough the impervious
layer must be provided. The soils investigation does not take the place of a soils report prepared by
an appropriate professional. The Soils Scientist will only verify the soil conditions that are reported in
the Soils Report, and make a determination as to the suitability of the site to meet the infiltration
design requirements under NCAC 2H.1000, and assumes no liability should the system fail.

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EARLIER DEVELOPMENT LITTLE kINSTOROAD
— — — — — — (60' PUBLIC RIGHT-OF—WAY) —
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Engineering / Consulting / Design
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PROPERTY DEED
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— P.O. Box 4039
Surf City, NC 28445

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NC REVENUE STAMP: $330.00
(#46466)
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A 01-00
Prepared by and return to:
JJune L. Basden
Carruthers & Roth, P.A.
Post Office Box 540
Greensboro, North Carolina 27402
(as counsel to Grantor only and without title examination)
STATE OF NORTH CAROLINA
COUNTY OF PENDER
Excise Ta : $330.00
SPECIAL WARRANTY DEED
THIS SPECIAL WARRANTY DEED (this "Deed") made this _ day of
September, 2012, by and between LSB PROPERTIES, INC., a North Carolina corporation
("Grantor"), whose address is 1501 Highwoods Boulevard, Suite 400, Greensboro, North
Carolina 27410, and THOMAS W. NELSON,*a* resident of the State of North Carolina
("Grantee"), whose address is 3075 AB Carter Road, Fayetteville, NC 28312. The designation
Grantor and Grantee, as used herein, shall include said parties, their heirs, successors and
assigns, and shall include singular, plural, masculine, feminine or neuter, as required by
context. **and WEI.LMAN`S CONSPRUCTICN, INC., as co tenants, each with an
undivided one half interest ✓
The property herein conveyed is not the personal residence of Grantor.
That Grantor, for a valuable consideration paid by Grantee, the receipt of which is
hereby acknowledged, has granted, bargained, sold and conveyed and by these presents does
hereby grant, bargain, sell and convey unto Grantee in fee simple, that certain real property
situated in Pender County, North Carolina, as more particularly described as follows
("Property"):
Tract One: All of Lot 22 according to a map dated December 11, 1964,
showing the property of the heirs of J. H. Batts, deceased, prepared by Roscoe
Sandlin, Registered Surveyor, and duly recorded in Map Book 9, Page 53 of the
Pender County Registry, reference to which is hereby made for a more
particular description.

Sandlin, Registered Surveyor, and duly recorded in Map Book 9, Page 53 of the
Pender County Registry, reference to which is hereby made for a more
particular description.
THE PROPERTY DESCRIBED ABOVE IS CONVEYED SUBJECT TO
THE TERMS AND PROVISIONS OF the Final Plat of Lattier Landing
_ recorded in Map Book 44, Page 31 in the Office of the Register of Deeds of
Pender County.
The Property was acquired by Grantor by Substitute Trustee's Deed, dated February
10, 2009, recorded in Book 3576, Page 163 in the Office of the Register of Deeds of Pender
County.
TO HAVE AND TO HOLD the Property and all privileges and appurtenances thereto
belonging to Grantee in fee simple.
And the Grantor covenants with the Grantee, that Grantor has done nothing to impair
such title as Grantor received, and Grantor will warrant and defend the title against the lawful
claims of all persons claiming by, under or through Grantor, except for the exceptions
hereinafter stated.
Title to the Property is subject to the following exceptions: all easements, restrictions of
record or affecting the Property, rights of way, and all other matters of public record, matters
of zoning, matters of survey, the lien of ad valorem taxes for 2012 and subsequent years and
all matters shown on the Lattier Landing plat.
IN WITNESS WHEREOF, Grantor has caused this instrument to be duly executed as
of the day and year first above written.
LSB
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me that she signed the foregoing document: April Cassidy
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Date: September 17 , 2012
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NOAA PRECIPITATION DATA
P.O. Box 4039
Surf City, NC 28445

6/10/13
Precipitation Frequency Data Sorter
NOAA Atlas 14, Volume 2, Version 3
Location name: Holly Ridge, North Carolina, US*�
Coordinates 34.4340,-77.5540 e� �
+• + Elevation: 5 ft
'source: Google Maps -�..
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok M.Yalls, and D. Riley
NOAA, Nalional VIkather Samoa. Silver Spring, Maryland
PF tabular I PF amohical ) Maps & aerials
PF tabular
PDS�ase point precipitation frequency estimates with 90% confidence intervals (in inches)'
Average recurrence interval (years)
1
2
5
10
25
50
100
200
500
1000
0.502
0,596
0.697
0,776
0.876
0.952
7.03
1.11
121
1.29
5-min
(0.465-0.544)
(0.552.0.646)
(0.644-0.754)
(0.715.0.839)
(0.803-0.946)
(0.869.1.03)
(0.934-1.17)
(0.998-1.20)
(1.08-1.31)
(1.14-1.40)
D.802
0.953
1.12
1.24
1,40
1.62
1.64
1.75
1.91
2.03
10-min
(0.743-0.868)
(0.883.1.03)
1 (1.03-1.21)
1 (1.14-1.34) 11
(1.28.1.51)
(7.38-1.64)
(1.49-1.77)
(1.58-1.90)
(1.70-2.07)
(1.80.2.20)
1.00
7.20
1.41
1.57
1.77
1.92
2.07
2.21
2A0
2.55
15-min
(D.928-7.08)
(1.11-t.3D)
(7.30-1.53)
(1.15-t.70)
(1.62-1.91)
(1.75-2.07)
(1.88-223)
(2.00-2.39)
(2.75-2.fi0)
(2.25-2.77)
137
166
8
3.82
4.12
30m
.
.
(1.27-1.49)
1 (1.53-1.79)
1 (1.8&2.17) 11
(2.10-246)
(2.40.2.83)
(2.64-3.12)
(2.87-3.42)
(3.11-3.72)
(3.41-4.14)
(3.65-4.4B)
1.71
2.08
2.57
2.96
3A9
3.92
4.36
4.83
5.48
6.02
60-min
(1.59-1.85)
(1.92-2.25)
(2.38-278)
(2.73-3.20)
( 3.2D-3.77)
( 3.5&4.23)
( 3.96-4.77)
( 4.36-5,22 )
( 4.9D-5.94)
(5.33-6.54)
2.08
2.55
3.24
3.87
4.62
TJF
5.30
6.04
6.85
8.02
9.01
2-hr
(1.92-2.27)
(2.35-2.78)
(2.98-3.53)
(3.50-4.14)
(4.22-5.02)
(4.82-5.76)
(5.45.6,56)
(6.13-7.43)
(7.11-8.72)
(7.92-9.83)
2.25
2.74
3.50
4.15
5.10
5.92
6.82
7.82
9.32
10.6
3-hr
(2.07-246)
_(2.53-3.01)
(3.22.3.84)
(3.813-4.54)
(4.64-5.57)
(5.35-6.46)
(6.12-7.44)
(6.95-8.52)
(B.18-10.2)
(9.21-11.6)
2.75
3.36
4.31
5.11
6.30
7.33
8A6
9.76
11.7
13.4
6-hr
F6 h
(2.53.3.04)
(3.09-3.71)
(3.944.75)
(4.65-5.63)
(5,70-6.92)
(6.58-8.05)
(7.55-9.30)
(8.60-10.7)
(10.2-12.8)
(11.5.14.
3.25
3.96
5.11
6.09
7.57
8.86
10.3
77.9
14.4
166
12-hr
(2.95-3.61)
1 (3.60.4.41)
1 (4.62-5.68)
(5.49-677)
1 (6.76-8.38)
(7.86-9.79)
(9.07-11.4)
(10.4-13.2)
(12.4-15.9)
(14.1-18.4)
3.75
4.56
5.89
7.05
8.81
10.3
12.1
14.0
17.0
19.6
24-hr
(3.45.4.12)
(4.19-5.02)
(5.41-6.48)
(6.44-7.73)
(7.97-9.64)
(9.27-11.3)
( 10.7-13.2)
(12.3-15.4)
(14.6-18.8)
( 16.5-21.8)
4.38
5.30
6.80
8.10
00,1
11,8
13.7
55.9
19.3
22.2
2-day
(4.02-4.82)
(4.86-5.84)
(6.22-7.49)
(7.37-8.92)
(g.09-71.7)
(10.6-13.0)
(12.2-15.2)
(13.9-17.7)
(16.5-27.5)
(18.6.24.9)
4.64
7.15
eA7
10.5
122
14.1
16.2
19.5
22.3
3-day
4
( .26-5.09)
(5.156.16)
(6.55-T86)
(7,73-9.30)
(9.46-11.5)
(1D.9.13.4)
(12.5.15.5)
(14.2-17.9)
(16.7-21.6)
(18.8-25.0)
4.89
5.91
7.50
8.85
10.8
12.5
14A
16.4
19.6
22.4
4-day
(4.50-5.36)
1 (5.4}6,48)
1 (6.88-8.22)
1 (8.09-9.69)
1 (9.92-11.8)
(11.3-13.7)
(12.8-15.8)
(14.5-18.1)
(17.0-21.8)
(19.1-25.0)
5.63
6.79
8.53
9.99
12.1
139
15.8
17.9
20.9
23.4
7-day
5
( .21-fi.12)
(6.28-7.38)
(7.88-9.27)
(9.18-10.8)
(11.1-13.1)
(12.6-15.1)
(14,2-17.2 )
( 15.9-19.5 )
( 18.3-23.0)
(20.225.9)
6,27
7,51
9.31
10.8
13.0
149
16.7
18.8
21.8
2 4.3
-de
10y
1 (6.96-8.16)
1 (8.61-10.1)
(9.96-11.7)
1 (11.9-14.0)
(13.5.16.0)
(15.1-18.2)
(16.8-20.5)
(19.2-24.0)
(21.1-26.9)
8.29
9.88
12.0
13.8
16-3
18.4
20.6
22.9
26.2
28,8
20-day
(7.75 8.92)
(9.23-10.6)
(11.2-12.9)
(12.8-14.8)
(151-17.5)
(16.9-19.8)
(18.8-22.2)
(20.7-24.8 )
( 23.3-28.5 )
(25.4-31.6 )
10.1
12.0
14.4
16A
19.1
21.3
23.5
25.8
28.9
31.4
30-day
(15.4-17.5)
(17.8-20A)
(19.7-227)
(27.7-25.2)
(23.6-27.7)
(26.2-31.3 )
(28.2-34.1 )
45-day
12.7
75.1
17.9
20.2
23.5
26.1
28.7
31.5
35.3
38.3
(12.0-13.6)
(14.1-16.1)
(16.8-19.2)
(18.9-21.fi)
(27.9-25.1)
(24.2-27.9)
(2fi.5-30.9)
(28.8-33.9 )
(32.0-38.2 )
( 34.3-41.7)
15.4
18.2
21A
23.9
27.4
30.1
32.8
35.5
39.1
41.9
60-dey
(14.6.16.4)
(17.2-19.4)
(20.2-22.7)
(22.5-25.4)
(25.7-29.1)
(28.1-32.0)
(30.8-34.9)
(32.8-37.9)
(35.6-42.1)
(38.1.45.3)
1 Aecpitabon frequency (PF) estinetes in this table are based on frequency anst/sa of partial duration series (PDS).
Numbers in parenthesis are PF esurretes at bw er and upper bounds of the 90% cordldence nterval. The probabby that precilaeation frequency
estinetes (fora given duration and average recurrence irdma0 w a be greater than the upper bound (or less than the lower bound) is 5%. Estenates at
upper bounds arc not chocked against probable noxinum prec'gllation (PW es6netes and nay be higher than currently valid PMP values.
nease refer to NOAA Ades 14 document for rmre infonretion.
Back to lop
PF graphical
hdsc.r .noaa.g WMsdpfds/pfdsyrin4)age.hbA?1ar34.43408Ja-77.55408data=dcpdAtffits=erglish&series=pds
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fir10113
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3 ��
Location name: Holly Ridge, North Carolina, US'
Coordinates 34.4340,-77.5540
Elevation: 5 ft'
amce: Google Maps-"7✓
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Barran, D. Martin, B. Lin, T. Parzybak M.Yelda, and D. Riley
NOAA National Nkather Serdce, Silver Spring, Maryland
PF tabular I PF graphical I Maps 8 aerials
PF tabular
PDS-bas4pointprecipitation
frequency estimates with 90% confidence intervals (in inches/hour)'
Average
recurrence interval (years)
Duration
1
2
5
10
25
50
100
�
200���
500
1000
7.15
6.36
9.31
10.5
11.4
12.3
13.3
1d.5
15.5
5-min
6.02
(5.58-6.53)
(6.62-7.75)
1 (7.73-9.05)
1 (B.58-10.1)
1 (9.64-11.4)
1 (10.4-12.3)
(11.2-13.3)
(12.0.14.4)
(12.9-15.7)
(13.7-16.8)
4.81
5.72
6.70
7457F
8.38 IF
9.10
9.61
tOS
11.4
12.2
10-min
(4.465.21)
(5.30.62D)
(6.19-7.25)
(6,06-8.05)
(7.68.9.04)
1 (8.30-9.82)
(8.91-10.6)
(9.49-11.4)
(10.2-12.4)
(10.8-13.2)
5.65
6.28
7.08
7.68
8.27
8.85
9.61
10.2
15-min
4.01
(3.71-4.34)
4.79
(4A4-5.20)
(5.22-6.11)
(5.79-6.79)
(6.49-7.64)
(7.07-8.29)
(7.51-8.93)
(7.911-9.56)
1 (8.58-10.4)
(9.02-11.1)
4.01
4.55
5.T4
5.78
6.33
6.89
7.64
825
30-min
2'75
(255-2.98)
3.31
(3.07-3.59)
(3.71-4.34)
(4.19-4.92)
(4.81-5.66)
(5.28-6.24)
(5.75-6.84)
(6.21-7.45)
(6.83-8.28)
(7.30-8.96 )
257
2.96
3A9
3.92
4.36
4.83
SAB
6.02
60-min
1.71
2.08
(1.59-1.85)
(1.92-225)
(2.38-2.78)
(2.73-3.20)
(3.20-3.77)
(3.58-4.23)
(3.96-4.71)
(4.36-5.22)
1 (4.90.5.94)
(5.33-6.54)
127
1.62
1.90
2.31
2.65
3.02
3.42
4.01
4.51
2-hr
1.04
(0.962-1.14)
(1.18-1.39)
(1.49-1.76)
(1.75-2.07)
(2.11-2.51)
(2.41-2.88)
(2.73-3.28)
(3.07-3.71)
(3.55-4.36)
(3.96-4.92)
F
1.17
1.38
1.70
1.97
2.27
2.60.
3.10
3.54
3 hr
0.748
0.913
(0.69D-0.820)
(0.842-1.00)
1 (1.07-1.28)
1 (1.26-1.51)
1 (1.54-1.85)
1 (1.78-2.15)
(2.04-248)
1 (2.31-2.84)
(2.72-3.39)
(3.07-3.87)
OZ62
0.719
0.8S4771.051.42
1.63
1.95
213
6-hr
OA60
(OA22-0.507)
(0.515-0.620)
(0.657-0.793)
(0.777-0.940)
(0.952-1.16)
(1.10.L34)
(126-1.55)
(1.M-7.79)
(1.70.2.14)
1 (1.92-2.45)
0.329
OA24
OSOB
0.628
0.735
0.856
0.991
1.20
1.38
12 hr
0.270
(0.245-0.300)
10.298-0.36al
(0.384-0.477)
(0.456-0.562)
(0.561-0.695)
(0.652-0,812)
(0.753-0.945)
(0.863-1.09)
1 (1.03-1.32)
(1.17-1.53)
0.156
0.190
F 0246
F 0294
03677F
0.431
0.503
FO.585
0.709
0.818
24-hr
(0.144-0.172)
(0.175-0.209)
(0.225.0.270)
(0.269-0.322)
(0.332-0.402)
(0.306.0.472)
(0.446-0.551)
(0.511-0.641)
(0.607-0.782)
(0.689.0.907)
0.091
0.710
0.142
D.169
0210
0.246
0.286
0.332
0.402
OA62
2-day
(O.DB4-0.100)
(0.101-0.122)
(0.129-0.156)
(0.154-0.186)
(0.189-0.231)
(0.2260.271)
(0.253-0.316)
(0.29D-0.368)
(0.343-0.448)
(0.380-0.519)
0.064
0.078
0.099
0.118
0.145
0.169
0.195
0.225
0.270
0.310
3-day
(0.059-0.077)
(0.071-0.086)
(0.091-0.109)
(0.107-0.129)
(0.131-0.159)
(0.152-0.786)
(0.173-0.215)
(0.197-0.248)
(0.232-0.300)
(0.262-0.347)
0.051
0.062
0.078
0.092
0.113
0.130
0.150
0.171
0.205
0.233
4-day
o
(.047-0.056)
(0.057-0.u68)
(0.072-0.086)
(D.D84-0.101)
(0.102.0.123)
(0.117-0.143)
(0.134-0.164)
(0.151-0.189)
(0.177-0.227)
(0.1940.261)
0.034
0.040
0.051
0.059
0.072
0.083
0.094
0.1106
0.124
0.140
7-day
0
( .031-0.036)
(0.037-0.041)
(0.047-0.055)
(0.055-0.065)
(O.O6E0.078)
(0.075.O.D90)
(0.085.0A 02)
(0.095-0A 16)
(0.109.0.137)
(0.120.0.154)
0.026
0.031
0.039
0.045
0.054
0.062
0.070
0.078
0.091
0.101
10-day
(0.024.0.028)
(0.029-0.034)
(O.D36-0.042)
(0.042-0.049)
(0.050-D.059)
(0.056-0.067)
(0.063-0.076)
(0.070-0.085)
(0.080-0.100)
(0.088-0.112)
0.017
0.021
0.025
0.029
0.034
0.038
0.043
0.048
0.055
0.060
20-day
(0.016-0.019)
(D.019-0.022)
(0.023.0.027)
(0.027-0.031)
(0.031-0.036)
(0.035-0.041)
(0.039-0.046)
(0.043-0.052)
(0.049-0.059)
(0.053-0.066)
0.014
0.017
0.020
0.023
0.027
0.030
0.033
0.036
0.040
0.044
30-day
(0.013-0.015)
(0.016-0.Ut9)
(0.019-0.021)
(0.021-0.024)
(0.025-0.028)
(0.027-0.D32)
(0.030.0.035)
(0.033-0.038)
(0.036-0.043)
((.039-0.047)
45-day
0.012
0.014
0.017
0.019
O.D22
0.024
0.027
0.029
0.033
0.035
(0.017-0.013)
(0.013-0.015)
(0.01&0.078)
(0.018-0.020)
(0.0260.023)
(0.022-0.026)
(0.025-0.029)
(0.027-0.031)
(0.030.0.035)
(0.032.0.039)
0.011
0.013
0.015
0.017
0.019
0.021
0.023
0.025
IF 0.027
0.029
60-day
(0.010-0.011)
(0.01D0.013)
(0.014-0.016)
(O.Dt6-0.018)
(0.018-0.020)
(0.020-O.D22)
(0.021-0.024)
(0.023-0.026)
(0.025-01129)
(p026-0.031)
1 PrecipRat on frequency (PF) estimtes in this table are based on frequency analysis of partial duration series (PDS).
Nun tern in parenthesis are rF esti nates at low er and upper bounds of the 90% confidence udmaL The probabidy that precipitation frequency estimates (for a
given duration and average recurrence interval) w 8 be greater than the upper bound (or less than the low er bound) is 5%. Estimates at upper bounds are not
checked against probable reannum precipitation (PW estirmtes and my be higher than currently valid PW values.
Flease refer to NGAA Atlas 14 docunent for rrore nfornetion.
Back to Too
PF graphical
hdsc.rMas.npaa.gaR clpfds/pMsj iripage.hbrl?Iat=34.434O81-77.5140 t.--inn si4gt its=ergnsh8series pds
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35
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15
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Preciptaton Frequency Data Sener
PDS-based depth -duration -frequency (DDF) curves
Coordinates: 34.4340,-77.5540
L L L L
L ry ry
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Duration
hdsc.rn.noaa.goJhdsctpfds4ft_prirdpage.htd?Iat=34.43408Jo
-77.55406data=depltl8lanits=english&series=pds
Average recurrence
mtenal
(years)
— 1
2
5
10
25
50
100
200
500
1000
Duration
— 5-min
— 2-day
— 10ann
— 3-0ay
— 15-mn
— 4-day
— 30-nLn
— 7-day
— 60mn
— 10-day
— 2-fir
— 20-day
— 3-nr
— 30-day
— 6fir
— 45-4Jay
— 12-nr
— 60-day
— 24-nr

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45
40
35
c
t 30
u
a 25
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0
20
a 15
0 10
5
Precipitation Frequency Data Server
10
25
50
100
200
500
101
1 J
5
NOAA/NWS/OHD/HDSC
Average recurrence interval (years)
Created (GMT): Mon Jun 10 16:12:48 2013
Back to Too
Maps & aerials
Large wale terrain
1 }la
hdsc.r.rwaa.grn/Msdpk")fds_pnnq}age.hbA?Iat=34.434=o-77.5540&data=depHALffdts=erglish&series=pds
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rMichael C. Gallant PE, PA
Engineering / Consulting / Design
I
a
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U
Ulf
[e-mail]
tel [phone]
RECEIVING STREAM INFORMATION
P.O. Box 4039
Surf City, NC 28445

I Cape Fear River Basin
Name Index Number Classification Class Date
Description !Special Designation
Toms Creek 16-27-5-(1) WS-II;HQW,NSW — 08/03/92
From source to a point 0.2 mile upstream of Orange County SR 1115 C
Toms Creek
16-14-4
WS-II;HQW,NSW
08/03/92
From source to lake Burlington, Stony Creek
Toms Creek
IiFrom Creek
17-30-5-5
C
09/01/74
source to Richland
Toms Creek (Apple Pond)
16-27-5-(2)
WS-
08/03/92
II;HQW,NSW,CA
!From a point 0.2 mile upstream of Orange County SR 1115 to Cane Creek Reservoir, Cane Creek
Tonys Creek
18-74-57
C;Sw
04/01/59
prom source to Northeast Cape Fear River
e
Too mers Creek
18-73-(2)
WS-IV;CA
08/03/92
!From a point 0.8 mile upstream of mouth to mouth (City of Wilmington water supply intake)
Toomers Creek
18-73-(1)
WS-IV
08/03/92
From upstream mouth to a point 0.8 mile upstream of mouth
C��Top'sai'lr&zuncl
18-87-10
SA;HQW
08/09/81
Ene Sound
0
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Topsail Sound and Middle Sound ORW Area 18-87-11.7
8,11 waters between the Barrier Islands and the mainland located between a line running from the western
most shore of Mason Inlet to the southwestern shore of Howe Creek and a line running from the western
shore of New Topsail Inlet to the eastern mouth o
01/01/90
NCAC 02B .0225 (e)(7)
Town Branch
16-17
WS-V;NSW
08/11/09
iFrom source to Haw River
Town Creek (Rattlesnake Branch)
18-81
C;Sw
09/01/74
(From source to Cape Fear River
Trap Branch
18-31-19-4-1
C
09/01/74
!From source to McDuffie Creek_
Travis Creek
16-12
WS-V;NSW
08/11/09
From source to Haw River
Trent Branch
18-31-9
C
09/01/74
_From source to Rockfish Creek
Triangle Lake
17-7-2
WS-IV:'
04/01/99
!Entire lake and connecting stream to Richland Creek
Thursday, February 09, 2012 Based on Classifications as of 20120208 Page 88 of 98

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Michael C. Gallant PE, PA
Engineering / Consulting / Design
gal l [e-mail]
tel 910A48.1046
NRCS CUSTOM SOILS RESOURCE REPORT
P.O. Box 4039
Surf City, NC 28445

United States
A product of the National
_USDA
Department of
Cooperative Soil Survey,
Agriculture
a joint effort of the United
0 n f r���
v I\� K
States Department of
Agriculture and other
Federal agencies, State
Natural
agencies including the
Resources
Agricultural Experiment
Conservation
Stations, and local
Service
participants
F
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Custom Soil Resource
Report for
Pender County,
North Carolina
I C Life
June 10, 2013

I
1'
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Preface
Soil surveys contain information that affects land use planning in survey areas. They
highlight soil limitations that affect various land uses and provide information about
the properties of the soils in the survey areas. Soil surveys are designed for many
different users, including farmers, ranchers, foresters, agronomists, urban planners,
community officials, engineers, developers, builders, and home buyers. Also,
conservationists, teachers, students, and specialists in recreation, waste disposal,
and pollution control can use the surveys to help them understand, protect, or enhance
the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identity soil properties
that are used in making various land use or land treatment decisions. The information
is intended to help the land users identify and reduce the effects of soil limitations on
various land uses. The landowner or user is responsible for identifying and complying
with existing laws and regulations.
--
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some cases.
Examples include soil quality assessments (http://soils.usda.gov/sqi� and certain
conservation and engineering applications. For more detailed information, contact
your local USDA Service Center (http:/loffices.sc.egov.usda.gov/locator/app?
agency=nres) or your NRCS State Soil Scientist (http://soils.usda.gov/contact/
state —offices[).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic
tank absorption fields. A high water table makes a soil poorly suited to basements or
underground installations.
The National Cooperative Soil Survey is a joint effort of the United States Department
of Agriculture and other Federal agencies, State agencies including the Agricultural
Experiment Stations, and local agencies. The Natural Resources Conservation
Service (NRCS) has leadership for the Federal part of the National Cooperative Soil
Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Soil Data Mart Web site or the NRCS Web Soil Survey. The Soil
Data Mart is the data storage site for the official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs
and activities on the basis of race, color, national origin, age, disability, and where
applicable, sex, marital status, familial status, parental status, religion, sexual
orientation, genetic information, political beliefs, reprisal, or because all or a part of an
individual's income is derived from any public assistance program. (Not all prohibited
bases apply to all programs.) Persons with disabilities who require alternative means
IJ

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for communication of program information (Braille, large print, audiotape, etc.) should
contact USDA's TARGET Center at [phone] (voice and TDD). To file a
complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400
Independence Avenue, S.W., Washington, D.C. 20250-9410 or call [phone]
(voice) or [phone] (fDD). USDA is an equal opportunity provider and
employer.
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Contents
Preface....................................................................................................................2
How Soil Surveys Are Made..................................................................................5
SoilMap..................................................................................................................7
SoilMap................................................................................................................8
Legend..................................................................................................................9
MapUnit Legend................................................................................................10
MapUnit Descriptions........................................................................................10
Pender County, North Carolina.......................................................................12
Bo—Bohicket silty clay loam, frequently flooded.........................................12
PaA—Pactolus fine sand, 0 to 2 percent slopes.........................................12
References............................................................................................................15
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Flow Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous areas
in a specific area. They include a description of the soils and miscellaneous areas and
I
their location on the landscape and tables that show soil properties and limitations
affecting various uses. Soil scientists observed the steepness, length, and shape of
the slopes; the general pattern of drainage; the kinds of crops and native plants; and
the kinds of bedrock. They observed and described many soil profiles. A soil profile is
the sequence of natural layers, or horizons, in a soil. The profile extends from the
surface down into the unconsolidated material in which the soil formed or from the
surface down to bedrock. The unconsolidated material is devoid of roots and other
living organisms and has not been changed by other biological activity.
Currently, soils are mapped according to the boundaries of major land resource areas
(MLRAs). MLRAs are geographically associated land resource units that share
common characteristics related to physiography, geology, climate, water resources,
soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically
consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that is
related to the geology, landforms, relief, climate, and natural vegetation of the area.
Each kind of soil and miscellaneous area is associated with a particular kind of
landform or with a segment of the landform. By observing the soils and miscellaneous
areas in the survey area and relating their position to specific segments of the
landform, a soil scientist develops a concept, or model, of how they were formed. Thus,
during mapping, this model enables the soil scientist to predict with a considerable
degree of accuracy the kind of soil or miscellaneous area at a specific location on the
landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented by
an understanding of the soil -vegetation -landscape relationship, are sufficient to verify
Q
predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them to
identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
Icharacteristics
with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character of
soil properties and the arrangement of horizons within the profile. After the soil
scientists classified and named the soils in the survey area, they compared the
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individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that have
Isimilar
use and management requirements. Each map unit is defined by a unique
combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components of
the map unit. The presence of minor components in a map unit in no way diminishes
the usefulness or accuracy of the data. The delineation of such landforms and
landform segments on the map provides sufficient information for the development of
resource plans. If intensive use of small areas is planned, onsite investigation is
e
needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape, and
experience of the soil scientist. Observations are made to test and refine the soil -
landscape model and predictions and to verify the classification of the soils at specific
locations. Once the soil -landscape model is refined, a significantly smaller number of
measurements of individual soil properties are made and recorded. These
measurements may include field measurements, such as those for color, depth to
bedrock, and texture, and laboratory measurements, such as those for content of
sand, silt, clay, salt, and other components. Properties of each soil typically vary from
one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists interpret
the data from these analyses and tests as well as the field -observed characteristics
and the soil properties to determine the expected behavior of the soils under different
uses. Interpretations for all of the soils are field tested through observation of the soils
in different uses and under different levels of management. Some interpretations are
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modified to fit local conditions, and some new interpretations are developed to meet
Ilocal
needs. Data are assembled from other sources, such as research information,
production records, and field experience of specialists. For example, data on crop
yields under defined levels of management are assembled from farm records and from
field or plot experiments on the same kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on such
variables as climate and biological activity. Soil conditions are predictable over long
periods of time, but they are not predictable from year to year. For example, soil
scientists can predict with a fairly high degree of accuracy that a given soil will have
a high water table within certain depths in most years, but they cannot predict that a
high water table will always be at a specific level in the soil on a specific date.
IAfter
soil scientists located and identified the signifirant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
identified each as a specific map unit. Aerial photographs show trees, buildings, fields,
roads, and rivers, all of which help in locating boundaries accurately.
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The soil map section includes the soil map for the defined area of interest, a list of soil
map units on the map and extent of each map unit, and cartographic symbols
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displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
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Soil Map
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Custom Soil Resource Report
MAP LEGEND
MAP INFORMATION
Area of Interest (AOI)
Very Stony Spot
Map Scale: 1:836 If printed on A size (8.5" + I V) sheet.
O
Area of Interest (AOI)
+ Wet Spot
The soil surveys that comprise your AOI were mapped at 1:24,000.
Bolls
Other
rf
Soil Map Units
Spacial Line Features
Warning: Soil Map may not be valid at this scale.
Special
Point Features
Gull
u
Blowout
Shan Steep Slope
Enlargement of maps beyond the scale of mapping can cause
®
Borrow Pit
misunderstanding of the detail of mapping and accuracy of soil line
,:. Other
placement. The maps do not show the small areas of contrasting
X
Clay Spot
soils that could have been shown at a more detailed scale.
Political Features
4
Closed Depression
O Cities
X
Gravel Pit
Please rely on the bar scale on each map sheet for accurate map
Water Features
measurements.
..
Gravelly Spot
._ Streams and Carrels
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Landfill
Transportation
Source of Map: Natural Resources Conservation Service
+++ Rails
Web Soil Survey URL: httpJAyebsoilsuwey.nrm.usda.gov
A
Lave Flow
Coordinate System: UTM Zone 18N NAD83
,,,
Marsh or swamp
N Interstate Highways
US Routes
This product is generated from the USDA•NRCS certified data as of
se
Mine or Quarry
the version details) listed below.
po
Miscellaneous Water
- Major Roads
O.
Perennial Water
Loral Roads
Soil Survey Area: Pander County, North Carolina
Survey Area Data: Version 13, Sep 14, 2012
.i
Rock Outcrop
}
Saline Spot
Date(s) aerial Images were photographed: 7/8/2006
•
Sandy Spat
The orthophoto or other base map on which the soil lines were
Severely Eroded Spot
compiled and digitized probably differs from the background
Imagery displayed on these maps. As a result, some minor shifting
p
Sinkhole
of map unit boundaries may be evident.
Slide or SUP
p
Sodic Spot
Spoil Area
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Stony Spot

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Map Unit Legend
Pander County North Carolina (NCI 41)
Map Unit symbol „' Map Un@ Name
Acres In AOI
Percent of AOI
Bo Bohidcet silty day loam, frequently flooded
0.2
17.2%
Pa A Paclol is fine sand, 0 to 2 percent slopes
1.1
82.8%
Totals for Area of Interest
1.3
100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils
or miscellaneous areas in the survey area. The map unit descriptions, along with the
maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits forthe properties of the soils. On the landscape,
however, the soils are natural phenomena, and they have the characteristic variability
of all natural phenomena. Thus, the range of some observed properties may extend
beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic
class rarely, if ever, can be mapped without including areas of other taxonomic
classes. Consequently, every map unit is made up of the soils or miscellaneous areas
for which it is named and some minor components that belong to taxonomic classes
other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They generally
are in small areas and could not be mapped separately because of the scale used.
Some small areas of strongly contrasting soils or miscellaneous areas are identified
by a special symbol on the maps. If included in the database for a given area, the
contrasting minor components are identified in the map unit descriptions along with
some characteristics of each. A few areas of minor components may not have been
observed, and consequently they are not mentioned in the descriptions, especially
where the pattern was so complex that it was impractical to make enough observations
to identify all the soils and miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the usefulness
or accuracy of the data. The objective of mapping is not to delineate pure taxonomic
classes but ratherto separate the landscape into landforms or landfonn segments that
have similar use and management requirements. The delineation of such segments
on the map provides sufficient information for the development of resource plans. If
intensive use of small areas is planned, however, onsite investigation is needed to
define and locate the soils and miscellaneous areas
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An identifying symbol precedes the map unit name in the map unit descriptions. Each
description includes general facts about the unit and gives important soil properties
and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major horizons
that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity,
degree of erosion, and other characteristics that affect their use. On the basis of such
differences, a soil series is divided into soil phases. Most of the areas shown on the
detailed soil maps are phases of soil series. The name of a soil phase commonly
indicates a feature that affects use or management. For example, Alpha silt loam, 0
to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps. The
pattern and proportion of the soils or miscellaneous areas are somewhat similar in all
areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present or
anticipated uses of the map units in the survey area, it was not considered practical
or necessary to map the soils or miscellaneous areas separately. The pattern and
relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -
Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas that
could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion of
the soils or miscellaneous areas in a mapped area are not uniform. An area can be
made up of only one of the major soils or miscellaneous areas, or it can be made up
of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil material
and support little or no vegetation. Rock outcrop is an example.
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Pender County, North Carolina
Bo—Bohicket silty clay loam, frequently flooded
Map Unit Setting
Landscape: Esturaries
Elevation: 0 feet
Mean annual precipitation: 42 to 58 inches
Mean annual air temperature: 61 to 64 degrees F
Frost -free period. 190 to 270 days
Map Unit Composition
Bohicket, tidal, and similar soils: 85 percent
Description of Bohicket, Tidal
Setting
Landform: Tidal marshes
Down -slope shape: Linear
Across -slope shape: Linear
Parent material: Silty and clayey fluviomarine deposits
Properties and qualifies
Slope: 0 to 1 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Very poorly drained
Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately
low (0.00 to 0.06 in/hr)
Depth to water table: About 0 inches
Frequency of flooding. Very frequent
Frequency of ponding: Frequent
Calcium carbonate, maximum content., 5 percent
Gypsum, maximum content: 1 percent
Maximum salinity: Slightly saline to strongly saline (8.0 to 32.0 mmhos/cm)
Sodium adsorption ratio, maximum: 55.0
Available water capacity: Moderate (about 6.5 inches)
Interpretive groups
Farmland classification: Not prime farmland
Land capability (nonitrigated): 8w
Hydrologic Soil Group: D
Typical profile
0 to 8 inches: Silty clay loam
8 to 38 inches: Silty clay
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38 to 80 inches: Loamy sand
PaA—Pactolus fine sand, 0 to 2 percent slopes
Map Unit Setting
Landscape: Coastal plains
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Elevation: 20 to 160 feet
Mean annual precipitation: 40 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period., 200 to 280 days
Map Unit Composition
Pactolus and similar soils: 90 percent
Minor components: 6 percent
Description of Pactolus
Setting
Landfomr: Ridges on stream terraces
Landform position (three-dimensional): Tread
Down -slope shape: Concave, convex
Across -slope shape: Linear, convex
Parent material. Eolian sands and/or sandy fluviomarine deposits
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Moderately well drained
Capacity of the most limiting layer to transmit water (Ksat): High to very high (5.95
to 19.98 in/hr)
Depth to water table: About 18 to 36 inches
Frequency of flooding: Rare
Frequency of ponding: None
Available water capacity., Low (about 4.2 inches)
Interpretive groups
Farmland classification: Not prime farmland
Land capability (nonirrigated): 3s
Hydrologic Soil Group: A
Typical profile
0 to 8 inches: Fine sand
8 to 40 inches: Fine sand
40 to 80 inches: Loamy sand
Minor Components
Leon
Percent of map unit., 3 percent
Landform: Flats on marine terraces
Down -slope shape: Linear
Across -slope shape: Concave
Murville, undrained
Percent of map unit., 2 percent
Landform: Depressions on marine terraces, flats on marine terraces
Down -slope shape: Concave
Across -slope shape: Concave
Lumbee, undrained
Percent of map unit: 1 percent
Landform: Backswamps on stream terraces
Down -slope shape: Concave
Across -slope shape: Linear
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References
American Association of State Highway and Transportation Officials (AASHTO). 2004.
Standard specifications for transportation materials and methods of sampling and
testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service
FWS/OBS-79/31.
Federal Register. July 13, 1994, Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils
in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S.
Department of Agriculture Handbook 18. http://soils.usda.gov/
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making
and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service,
U.S. Department of Agriculture Handbook 436. http://soils.usda.gov/
Soil Survey Staff. 2006. Keys to soil taxonomy. 10th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://soils.usda.gov/
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://scils.usda.gov/
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.glti.nres.usda.gov/
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://soils.usda.gov/
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States, the
Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296.
http://soils.usda.gov/
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United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210.
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Michael C. Gallant PE, PA
Engineering / Consulting / Design
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EROSION CONTROL PRACTICES AND STANDARDS
gal Iant mc@yahoo. com
to 910.448.1046
P.O. Box 4039
Surf City, NC 28445

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Washing —If conditions at the site are such that most of the mud and sediment
are not removed by vehicles traveling over the gravel, the tires should be
washed. Washing should be done on an area stabilized with crushed stone
that drains into a sediment trap or other suitable disposal area. A wash rack
may also be used to make washing more convenient and effective.
Construction
I• Clear the entrance and exit area of all vegetation, roots, and other
Specifications
objectionable material and properly grade it.
2. Place the gravel to the specific grade and dimensions shown on the plans,
and smooth it.
3. Provide drainage to carry water to a sediment trap or other suitable
outlet.
4. Use geotextile fabrics because they improve stability of the foundation in
locations subject to seepage or high water table.
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Maintenance Maintain the gravel pad in a condition to prevent mud or sediment from
leaving the construction site. This may require periodic topdressing with 2-
inch stone. After each rainfall, inspect any structure used to trap sediment
and clean it out as necessary. Immediately remove all objectionable materials
spilled, washed, or tracked onto public roadways.
References Runoff Conveyance Measures
6.30, Grass -lined Channels
Sediment Traps and Bar-iers
6.60, Temporary Sediment Trap
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Definition A temporary sediment control measure consisting of fabric buried at the
bottom, stretched, and supported by posts.
Purpose To retain sediment from small disturbed areas by reducing the velocity of
sheet flows to allow sediment deposition.
Conditions Where Below small -disturbed areas that are less then V. acre per 100 feet of fence.
Practice Applies Where runoff can be stored behind the sediment fence without damaging the
fence or the submerged area behind the fence.
Do not install sediment fences across streams, ditches, or waterways, or
other areas of concentrated flow.
Sediment fence should be placed along topographic elevation contours, where
it can intercept stormwater runoff that is in dispersed sheet flow. Sediment
fence should not be used alone below graded slopes greater than 10 feet in
height.
Planning A sediment fence is a system to retain sediment on the construction site. The
fence retains sediment primarily by retarding flow and promoting deposition.
Considerations In operation, generally the fence becomes clogged with fine particles, which
reduce the flow rate. This causes a pond to develop behind the fence. The
designer should anticipate ponding and provide sufficient storage areas and
overflow outlets to prevent flows from overtopping the fence. Since sediment
fences are not designed to withstand high water levels, locate them so that
only shallow pools can form. Tie the ends of a sediment fence into higher
ground to prevent flow around the end of the fence before the pool reaches
design level. Curling each end of the fence uphill in a `J" pattern may be
appropriate to prevent end flow. Provide stabilized outlets to protect the fence
system and release stone flows that exceed the design storm.
Deposition occurs as the storage pool forms behind the fence. The designer can
direct flows to specified deposition areas through appropriate positioning of
the fence or by providing an excavated area behind the fence. Plan deposition
areas at accessible points to promote routine cleanout and maintenance. Show
deposition areas in the erosion and sedimentation control plan. A sediment
fence acts as a diversion if placed slightly off the contour. A maximum slope
of 2 percent is recommended. This technique may be used to control shallow,
uniform flows from small disturbed areas and to deliver sediment -laden water
to deposition areas. The anchoring of the toe of the fence should be reinforced
with 12 inches of NC DOT #5 or #57 washed stone when flow will run parallel
to the toe of the fence.
Sediment fences serve no function along ridges or near drainage divides where
there is little movement of water. Confining or diverting runoff unnecessarily
with a sediment fence may create erosion and sedimentation problems that
would not otherwise occur.
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Straw barriers have only a 0-20%trapping efficiency and are inadequate. Straw
bales may not be used in place of sediment fence. Prefabricated sediment fence
with the fabric already stapled to thin wooden posts does not meet minimum
standards specified later in this section.
Anchoring of sediment fence is critical. The toe of the fabric most be anchored
in a trench backfilled with compacted earth. Mechanical compaction must be
provided in order for the fence to effectively pond runoff.
Design Criteria Ensure that drainage area is no greater than''/. acre per 100 feet of fence. This
is the maximum drainage area when the slope is less than 2 percent. Where
all runoff is to be stored behind the fence, ensure that the maximum slope
length behind a sediment fence does not exceed the specifications shown in
Table 6.62a. The shorter slope length allowed for steeper slopes will greatly
reduce the maximum drainage area. For example, a 10-20 % slope may have
a maximum slope length of 25 feet. For a 100-foot length of sediment fence,
the drainage area would be 25ft X 100ft = 2500sq.ft., or 0.06 acres.
Table 6.62a Maximum
Slope Length and Slope for
which Sediment Fence is
Applicable
Slope Slope Length (ft) Maximum Area (ftz)
<2% 100 10,000
2 to 5% 75 7,500
5 to 10% 50 5,000
10 to 20% 25 2,500
>20% 15 1,500
Make the fence stable for the 10-year peak storm runoff.
Ensure that the depth of impounded water does not exceed 1.5 feet at any point
along the fence.
If non -erosive outlets are provided, slope length may be increased beyond
that shown in Table 6.62a, but runoff from the area should be determined and
bypass capacity and erosion potential along the fence must be checked. The
velocity of the flow at the outlet or along the fence should be in keeping with
Table 8.05d, Appendix 8.05.
Provide a riprap splash pad or other outlet protection device for any point
where flow may overtop the sediment fence, such as natural depressions or
swales. Ensure that the maximum height of the fence at a protected, reinforced
outlet does not exceed 2 feet and that support post spacing does not exceed 4
feet.
The design life of a synthetic sediment fence should be 6 months.
Construction MATERIALS
Specifications 1. Use a synthetic filter fabric of at least 95% by weight of polyolefins or
polyester, which is certified by the manufacturer or supplier as conforming to
the requirements in ASTM D 6461, which is shown in part in Table 6.62b.
Synthetic filter fabric should contain ultraviolet my inhibitors and stabilizers
to provide a minimum of 6 months of expected usable construction life at a
temperature range of 0 to 120' F.
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2. Ensure that posts for sediment fences are 1.33 Ib/linear ft steel with
a minimum length of 5 feet. Make sure that steel posts have projections to
facilitate fastening the fabric.
3. For reinforcement of standard strength filter fabric, use wire fence with a
minimum 14 gauge and a maximum mesh spacing of 6 inches.
Table 6.62b Specifications For Sediment Fence Fabric
Temporary Silt Fence Material Property Requirements
Supported' UnSupponed' Type of
Test Material Units SIR Fence Silt Fence Value
Grab Strength ASTM D 4632 N (lbs)
Machine Direction 400 550 MARV
(90) (90)
X-Machine Direction 400 450 MARV
(90) (90)
Permittivity' ASTM D 4491 sect 0.05 0.05 MARV
Apparent Opening Size' ASTM D 4751 mm 0.60 0.60 Max. ARV'
(US Sieve ti) (30) (30)
% 70% after 70 % after
Ultraviolet Stability ASTM D 4355 Retained Typical
Strength SOON of exposure SOON of exposure
' Sift Fence support shall consist of 14 gage steel wire with a mesh spacing of 150 mm (6 inches), or prefabricated poylmer mesh of
equivalent strength.
' These default values are based on empirical evidence with a variety of sediment. For environmentally sensitive areas, a review of
previous experience and/or site or regionally specific geotextile tests in accordance with Test Method D 5141 should be performed
by the agency to confirm suitability of these requirements.
' As measured in accordance with Test Method D 4632.
Rev. 6/06
CONSTRUCTION
1. Construct the sediment barrier of standard strength or extra strength
synthetic filter fabrics.
2. Ensure that the height of the sediment fence does not exceed 24 inches
above the ground surface. (Higher fences may impound volumes of water
sufficient to cause failure of the structure)
3. Construct the filter fabric from a continuous roll cut to the length of the
barrier to avoid joints. When joints are necessary, securely fasten the filter
cloth only at a support post with 4 feet minimum overlap to the next post.
4. Support standard strength filter fabric by wire mesh fastened securely to
the upslope side of the posts. Extend the wire mesh support to the bottom of
the trench. Fasten the wire reinforcement, then fabric on the upslope side of
the fence post. Wire or plastic zip ties should have minimum 50 pound tensile
strength.
5. When a wire mesh support fence is used, space posts a maximum of 8 feet
apart. Support posts should be driven securely into the ground a minimum of
24 inches.
6. Extra strength filter fabric with 6 feet post spacing does not require wire
mesh support fence. Securely fasten the filter fabric directly to posts. Wire or
plastic zip ties should have minimum 50 pound tensile strength.
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7. Excavate a trench approximately 4 inches wide and 8 inches deep along
the proposed line of posts and upslope from the barrier (Figure 6.62a).
8. Place 12 inches of the fabric along the bottom and side of the trench.
9. Backfill the trench with soil placed over the filter fabric and compact.
Thorough compaction of the backfill is critical to silt fence performance.
10. Do not attach filter fabric to existing trees.
SEDIMENT FENCE INSTALLATION USING THE SLICING METHOD
Instead of excavating a trench, placing fabric and then backfilling trench,
sediment fence may be installed using specially designed equipment that
inserts the fabric into a cut sliced in the ground with a disc (Figure 6.62b).
Installation
1. The base of both end posts should be at least one foot higher than the
Specifications
middle of the fence. Check with a level if necessary.
2. Install posts 4 feet apart in critical areas and 6 feet apart on standard
applications.
3. Install posts 2 feet deep on the downstream side of the silt fence, and
as close as possible to the fabric, enabling posts to support the fabric from
upstream water pressure.
4. Install posts with the nipples facing away from the silt fabric.
5. Attach the fabric to each post with three ties, all spaced within the top 8
inches of the fabric. Attach each tie diagonally 45 degrees through the fabric,
with each puncture at least I inch vertically apart. Also, each tic should be
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positioned to hang on a post nipple when tightened to prevent sagging.
6. Wrap approximately 6 inches of fabric around the end posts and secure
with 3 ties.
7. No more than 24 inches of a 36 inch fabric is allowed above ground
level.
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8. The installation should be checked and corrected for any deviations before
compaction.
9. Compaction is vitally important for effective results. Compact the soil
immediately next to the silt fence fabric with the front wheel of the tractor,
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skid steer, or roller exerting at least 60 pounds per square inch. Compact the
upstream side first, and then each side twice for a total of 4 trips.
F
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6.62.4 Rcv. 6t06

Wire
Practice Standards and Specifications
Cross -Section
View
Filter
Steel fabric Mckfill trench
post / and compact
thoroughly
1.
24' min
Figure 6.62a Installation detail of a sediment fence.
Rev. 5/08
Natural
ground
t)psl�
6.62.5

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The Slicing Method
Podhng halght
nrn . 24'
Atloch Iodic to
Upstream Sri• of post
FLOW —
Drive over each side of slit
ream 2 to 4 dmes with
device exerting 60 p.s.l. or
greater
POST SPACING:
6.'rnox on open vans
4' mar . on pooling seas
POgT nFPTH:
2 feet
mmpMetl�ll,�
/
\\�
No more than
24" of 36" fabric
is allowed above ground.
Top of Fabric
Bell
top 8"
ATTACHMENT DETAILS:
• Gather fabric at posh, 0 needed.
• Utilize three 0es per post. all within top s' of fabric.
• Position each Ile dlagonaM, puncturing holes vertically
a mthimurn of I'apart.
• Hang each tie an a post nipple and tighten securely.
Use cable ties (Soros) or soft wire.
Roll of sift fence
Silt Fence
Post
installed
otter
compaction
Horizontal chisel point Sliclnq blade '
3"width.,_.h) 0.7"-.1 Wig)
- Completed Installation
Vibratory plow is not acceptable because of horizontal compaction
Figure 6.62b Schematics for using the slicing method to install a sediment fence. Adapted from Silt Fence that Works
6.62.6
Rev. 6106

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1 Practice Standards and Specifications
Maintenance Inspect sediment fences at least once a week and after each rainfall. Make any
required repairs immediately.
Should the fabric of a sediment fence collapse, tear, decompose or become
ineffective, replace it promptly.
Remove sediment deposits as necessary to provide adequate storage volume
for the next rain and to reduce pressure on the fence. Take care to avoid
undermining the fence during cleanout.
Remove all fencing materials and unstable sediment deposits and bring the
area to grade and stabilize it after the contributing drainage area has been
properly stabilized.
References ASTM D 6461— 99. "Standard Specification for Silt Fence Materials" ASTM
International. For referenced ASTM standards, visit the ASTM website,
www.astm.org, or contact ASTM Customer Service at [e-mail]. For
Annual Book of ASTM Standards volume information, refer to the standard's
Document Summary page on the ASTM website.
ASTM D 6462 — 03. `Standard Practice for Silt Fence Installation" ASTM
International. For referenced ASTM standards, visit the ASTM website,
www.astm.org, or contact ASTM Customer Service at [e-mail]. astm.org. For
Annual Book ofASTM Standards volume information, refer to the standard's
Document Summary page on the ASTM website.
C. Joel Sprague, PE, Silt Fence Performance Limits and Installation
Requirements. Sprague and Sprague Consulting Engineers and TRY
Environmental, Inc.
Carpenter Erosion Control. http://www.tommy-sfm.coad
Kentucky Erosion Prevention and Sediment Control Field Manual, 2004.
Runoff Control Measures
6.20, Temporary Diversions
Outlet Protection
6.41, Outlet Stabilization Structure
Appendix
8.03, Estimating Runoff
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Practice Standards and Specifications
Definition An earthen embankment suitably located to capture runoff, with a trapezoidal
spillway lined with an impermeable geotextile or laminated plastic membrane,
and equipped with a floating skimmer for dewatering.
Purpose Sediment basins are designed to provide an area for runoff to pool and settle
out a portion of the sediment carried down gradient. Past designs used a
perforated riser for dewatering, which allowed water to leave the basin from
all depths. One way to improve the sediment capture rate is to have an outlet
which dewaters the basin from the top of the water column where lire water
is cleanest. A skimmer is probably the most common method to dewater a
sediment basin from the surface. The basic concept is that the skimmer does
not dewater the basin as fast as runoff enters it, but instead allows the basin
to fill and then slowly drain over hours or days. This process has two effects.
First, the sediment in the runoff has more time to settle out prior to discharge.
Second, a pool of water forms early in a storm event and this further increases
sedimentation rates in the basin. Many of the storms will produce more
volume than the typical sediment basin capacity and flow rates in excess of
the skimmer capability, resulting in flow over the emergency spillway. This
water is also coming from the top of the water column and has thereby been
"treated" to remove sediment as much as possible. (Adapted from SoilFacts:
Dewatering Sediment Basins Using Surface Outlets. N. C. State University,
Soil Science Department.)
Conditions Where Skimmer sediment basins are needed where drainage areas are too large
for temporary sediment traps. Do not locate the skimmer sediment basin in
Practice Applies intermittentor perennial streams.
Planning Select locations for skimmer basins during initial site evaluation. Install
C d t skimmer sediment basins before any site grading takes place within the
onsl era Ions drainage area.
Select skimmer sediment basin sites to capture sediment from all areas that are
not treated adequately by other sediment control measures. Always consider
access for cleanout and disposal of the trapped sediment. Locations where
a pond can be formed by constructing a low dam across a natural swale are
generally preferred to sites that require excavation. Where practical, divert
sediment -free runoff away from the basin.
A skimmer is a sedimentation basin dewatering control device that withdraws
water from the basin's water surface, thus removing the highest quality water
for delivery to the uncontrolled environment. A skimmer is shown in Figure
6.64a. By properly sizing the skimmer's control orifice, the skimmer can be
made to dewater a design hydrologic event in a prescribed period. Because the
spillway is actually used relatively frequently, it should be carefully stabilized
using geotextiles, or rock if necessary, that can withstand the expected flows.
The spillway should be placed as far from the inlet of the basin as possible to
maximize sedimentation before discharge. The spillway should be located in
natural groundcover to the greatest extent possible
6.64.1
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6.64.2
PVC End
Cap
PVC Tee
The costs of using a skimmer system are similar, or occasionally less, than
a conventional rock outlet or perforated riser. However, the basin is more
efficient.in removing sediment. Another advantage of the skimmer is that it
can be reused on future projects. The main disadvantage of the skimmer is
that it does require frequent maintenance, primarily in removing debris from
the inlet.
A skimmer must dewater the basin from the top of the water surface. The rate
of dewatering must be controlled. A dewatering time of 24 to 72 hours is
required. Any skimmer design that dewaters from the surface at a con-
trolled rate is acceptable.
Arm Assembly
r 'C' Enclosure
m Water Entry
PERSPECTIVE VIEW Unit
PVC Vent 5chedule 40
PVC Elbow Pipe
� bra /PVC Pipe
PVC End
C Cap
\ Schedule 40
PVC Pipe PVC Pipe
" Holes in
Underside Flexible
Hose �C���CCCCC
O
END VIEW
PVC Tee Orifice
Plate
ll� Bottom Surface
FRONT VIEW
Figure 6.64a Schematic of a skimmer, from Pennsylvania Erosion and Sediment Pollution Control Manual,
March, 2000.
Rev. 6/06

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Practice Standards and Specifications
SKIMMER ORIFICE. DIAMETER
The orifice of a skimmer should be selected in order to achieve the desired
dewatering time. Three days is probably the optimal length of time for temporary
sediment controls. It allows longer settling time for suspended solids remaining
in the basin after a storm event, while dewatcrng the basin in less time than
the average interval between rainfall events. Design criteria for permanent
stormwater detention basins in the Division of Water Quality Stormwater BW
Manual require 2-5 days for dewatering.
Procedure
First determine the desired dewatering time in days (Q and the volume (V) of
water to be released in that time period. Dividing the volume in cubic feet by the
dewatering time in days gives a flow rate Q, in cubic feet per day.
Q, = V / to (ft3/day)
Next determine the head on the skimmer orifice. Table 6.64a has the values for
various sizes of the Faircloth skimmer.
Table 6.64a Head on orifice of various skimmer sizes
Skimmer Size (in.)
Head on Orifice (ft.)
1.5
0.125
2
0.167
2.5
0.208
3
0.25
4
0.333
5
0.333
6
0.417
8
0.5
The desired orifice diameter (D) in inches can now be calculated using the
equation
D = V Qe /(2310 *'A) (inches)
Example: Select a skimmer that will dewater a 20,000 ft' skimmer basin in 3
days.
1. Qa = V / to (ft'/day) = 20,000 ft3 / 3 days = 6670 (ft'/day).
2. Try a 4 inch skimmer, with H = 0.333 ft. (Table 6.64a)
3. D = V Qa /(2310 * V H) (in.) = V 6670 ft'/day /(2310' OV 333 ft.) (in.)
= 2.24 inches (Use 2 ''/ inches)
6.64.3
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The desired dewatering time can also be achieved by adjusting the skimmer
size and orifice diameter using the spreadsheet entitled "Sediment Control
Measures", which is available at http://www.dlr.et .state.nc-us/pagesAinks.htm
Figure 6.64b Example Excel Spreadsheet
Skimmer Size (inches)
Head on Skimmer (feet)
Orifice Size (1/4 in increment)
Dewatering Time (days)
Adapted from training materials developed by Albert R Jarrett, Ph.D.
for Erosion and Sediment Control/Stormwater Certification for NC
DOT Projects Level HIA and UM, N.C. State University, Department of
Biological and Agricultural Engineering, 2007.
Rev. 5/08
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Design Criteria Summary
Primary Spillway:
Maximum Drainage Area:
Minimum Volume:
Minimum Surface Area:
Minimum L/W Ratio:
Maximum L/W Ratio:
Minimum Depth:
Dewatering Mechanism:
Minimum Dewatering Time:
Baffles Required:
Practice Standards and Specifications
Trapezoidal spillway with impermeable
membrane
10 acres
1800 cubic feet per acre of disturbed area
325 square feet per cfs of Qio peak inflow
2:1
6:1
2 feet
Skimmer
2 days
3 baffles
Drainage areas —Limit drainage areas to 10 acres.
Design basin life —Ensure a design basin life of 3 years or less.
Dam height —Limit dam height to 5 feet.
Basin locations —Select areas that:
• Provide capacity for storage of sediment from as much of the planned
disturbed area as practical;
• Exclude runoff from undisturbed areas where practical;
• Provide access for sediment removal throughout the life of the project;
• Interfere minimally with construction activities.
Basin shape Ensue that the flow length to basin width ratio is at least 2:1
to improve trapping efficiency. Length is measured at the elevation of the
principal spillway.
Storage volume —Ensure that the sediment storage volume of the basin, as
measured to the elevation of the crest of the principal spillway, is at least
1,800 cubic feet per acre for the disturbed area draining into the basin (1,800
cubic feet is equivalent to half an inch of sediment per acre of basin disturbed
area).
Remove sediment from the basin when approximately one-half of the storage
volume has been filled.
Spillway capacity —The spillway system must carry the peak mnoff from
the 10-year storm with a minimum I foot of freeboard in the spillway. Base
mnoff computations on the disturbed soil cover conditions expected during
the effective life of the structure.
Sediment cleanout elevation —Determine the elevation at which the invert of
the basin would be half -full. This elevation should also be marked in the field
with a permanent stake set at this ground elevation (not the top of the stake).
6.64.5

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Basin dewatering—The basin should be provided with a surface outlet. A
floating skimmer should be attached to a Schedule 40 PVC barrel pipe of the
same diameter as the skimmer arm. The orifice in the skimmer will control
the rate of dewatering. The skimmer should be sized to dewater the basin in
2-5 days).
Outlet Protection —Discharge velocities must be within allowable limits for
the receiving stream (References: Outlet Protection).
Basin spillway --Construct the entire flow area of the spillway in undisturbed
soil if possible. Make the cross section trapezoidal with side slopes of 3:1 or
flatter.
• Capacity —The minimum design capacity of the spillway must be the peak
rate of runoff from the 10-year storm. Maximum depth of flow during the
peak runoff should be 6 inches. In no case should the freeboard of the
spillway be less than I foot above the design depth of flow.
• Velocity —Ensure that the velocity of flow discharged from the basin
is nonerosive for the existing conditions. When velocities exceed that
allowable for the receiving areas, provide outlet protection (References:
Outlet Protection).
Embankment —Ensure that embankments for skimmer sediment basins do
not exceed 5 feet in height (measured at the center line from the original
ground surface to the top of the embankment). Keep the crest of the spillway
outlet a minimum of 1.5 feet below the top of the embankment. Additional
freeboard may be added to the embankment height which allows flow through
a designated bypass location. Construct embankments with a minimum
top width of 5 feet and side slopes of 2:1 or flatter. Machine compact the
embankments.
Excavation —Where sediment pools are formed or enlarged by excavation,
keep side slopes at 2:1 or flatter for safety.
Erosion protection —Stabilize all areas disturbed by construction (except
the lower half of the sediment pool) by suitable means immediately after
completing the basin (References: Surface Stabilization).
Trap efficiency —Improve sediment basin trapping efficiency by employing
the following considerations in the basin design:
• Surface area —In the design of the settling pond, allow the largest surface
area possible.
• Length —Maximize the length -to -width ratio of the basin to prevent short
circuiting, and ensure use of the entire design settling area.
• Baffles —Provide a minimum of three porous baffles to evenly distribute
flow across the basin and reduce turbulence.
• Inlets —Area between the sediment inlets and the basin should be stabilized
by geotextile material, with or without rocks (Figure 6.64c shows the area
with rocks). The inlet to basin should be located the greatest distance
possible from the principal spillway.
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1 6.64.6 Rm 6/06

Practice Standards and Specifications
• Dewatering—Allow the maximum reasonable detention period before the
basin is completely dewatered (at least 24 hours).
Inflow rate —Reduce the inflow velocity and divert all sediment -free
runoff.
_�emmenr Gross -Section
storage zone View
Figure 6.64c Example of a sediment basin with a skimmer outlet and emergency spillway. From Pennsylvania
Erosion and Sediment Pollution Control Manual, March, 2000.
Rev. 6/06 6.64.7

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6.64.8
13
Construction 1. Clear, grub, and strip the area under the embankment of all vegetation and
root mat. Remove all surface soil containing high amounts of organic matter
Specifications
and stockpile or dispose of it properly. Haul all objectionable material to the
designated disposal area. Place temporary sediment control measures below
basin as needed
2. Ensure that fill material for the embankment is free of roots, woody
vegetation, organic matter, and other objectionable material. Place the fill in
lifts not to exceed 9 inches, and machine compact it. Over fill the embankment
6 inches to allow for settlement.
3. Shape the basin to the specified dimensions. Prevent the skimming device
from settling into the mud by excavating a shallow pit under the skimmer or
providing a low support under the skimmer of stone or timber.
4. Place the barrel (typically 4-inch Schedule 40 PVC pipe) on a firm, smooth
foundation of impervious soil. Do not use pervious material such as sand,
gravel, or crushed stone as backlill around the pipe. Place the fill material
around the pipe spillway in 4-inch layers and compact it under and around
the pipe to at least the same density as the adjacent embankment. Care must
be taken not to raise the pipe from the firm contact with its foundation when
compacting under the pipe haunches.
Place a minimum depth of 2 feet of compacted backfill over the pipe spillway
before crossing it with construction equipment, In no case should the pipe
conduit be installed by cutting a trench through the dam after the embankment
is complete.
5. Assemble the skimmer following the manufacturers instructions, or as
designed.
6. Lay the assembled skimmer on the bottom of the basin with the flexible
joint at the inlet of the barrel pipe. Attach the flexible joint to the barrel pipe
and position the skimmer over the excavated pit or support. Be sure to attach
a rope to the skimmer and anchor it to the side of the basin. This will be used
to pull the skimmer to the side for maintenance.
7. Earthen spillways —Install the spillway in undisturbed soil to the greatest
extent possible. The achievement of planned elevations, grade, design width,
and entrance and exit channel slopes are critical to the successful operation
of the spillway. The spillway should be lined with laminated plastic or
impermeable geotextile fabric. The fabric must be wide and long enough to
cover the bottom and sides and extend onto the rap of the dam for anchoring
in a trench. The edges may be secured with 8-inch staples or pins. The fabric
must be long enough to extend down the slope and exit onto stable ground.
The width of the fabric most be one piece, not joined or spliced; otherwise
water can get under the fabric. If the length of the fabric is insufficient for the
entire length of the spillway, multiple sections, spanning the complete width,
may be used. The upper section(s) should overlap the lower section(s) so
that water cannot flow under the fabric. Secure the upper edge and sides
of the fabric in a trench with staples or pins. (Adapted from "A Manual for
Designing, Installing and Maintaining Skimmer Sediment Basins" February,
1999. J. W. Faircloth & Son.).
8. Inlets —Discharge water into the basin in a manner to prevent erosion. Use
temporary slope drains or diversions with outlet protection to divert sediment -
laden water to the upper end of the pool area to improve basin trap efficiency
(References: Runoff Control Measures and Outlet Protection).
Rev. 6106

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Practice Standards and Specifications
9. Erosion comrol--Construct the structure so that the disturbed area is
minimized. Divert surface water away from bare areas. Complete the
embankment before the area is cleared. Stabilize the emergency spillway
embankment and all other disturbed areas above the crest of the principal
spillway immediately after construction (References: Surface Stabilization).
10. Install porous bates as specified in Practice 6.65, Porous Baffles.
11. After all the sediment -producing areas have been permanently stabilized,
remove the structure and all the unstable sediment. Smooth the area to
blend with the adjoining areas and stabilize properly (References: Surface
Stabilization).
Maintenance Inspect skimmer sediment basins at least weekly and after each significant
(one-half inch or greater) rainfall event and repair immediately. Remove
sediment and restore the basin to its original dimensions when sediment
accumulates to one-half the height of the first baffle. Pull the skimmer to
one side so that the sediment undemeath it can be excavated. Excavate the
sediment from the entire basin, not just around the skimmer or the first cell.
Make sure vegetation growing in the bottom of the basin does not hold down
the skimmer.
Repair the baffles if they are damaged. Re -anchor the baffles if water is
flowing underneath or around them.
If the skimmer is clogged with trash and there is water in the basin, usually
jerking on the rope will make the skimmer bob up and down and dislodge
the debris and restore flow. If this does not work, pull the skimmer over to
the side of the basin and remove the debris. Also check the orifice inside the
skimmer to see if it is clogged; if so remove the debris.
If the skimmer arm or barrel pipe is clogged, the orifice can be removed and
the obstruction cleared with a plumber's snake or by flushing with water. Be
sure and replace the orifice before repositioning the skimmer.
Check the fabric lined spillway for damage and make any required repairs
with fabric that spans the full width of the spillway. Check the embankment,
spillways, and outlet for erosion damage, and inspect the embankment for
piping and settlement. Make all necessary repairs immediately. Remove all
trash and other debris from the skimmer and pool areas.
Freezing weather can result in ice forting in the basin. Some special
precautions should be taken in the winter to prevent the skimmer from
plugging with ice.
6.64.9

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Reference
Jarrett, A. R. Proper Sizing of the Control Orifice for the Faircloth Skimmer.
Pennsylvania State University Department of Agricultural and Biological
Engineering Fact Sheet#252.
http://www.age.psu.edu/extmsion/factshects/f/F252.pdf
Jarrett, A. R. Controlling the Dewatering of Sedimentation Basins. Pennsy-
lvania State University Department of Agricultural and Biological Engine-
ering Fact Sheet #253.
http://www.age.psu.edu/extensiontfactshects/fIF253.pdf
Erosion and Sediment Pollution Control Manual, March, 2000. Common-
wealth of Pennsylvania Dept, of Environmental Protection, Office of Water
Management, Document #363-2134-008.
http://www.co.centre.pa.us/conservation/esmmual.pdf
McLaughlin, Richard. SoilFacts: Dewatering Sediment Basins Using Surface
eOutlets.
N. C. State University, Soil Science Department.
A Manual for Designing, Installing and Maintaining Skimmer Sediment
Basins. February, 1999. J. W. Faircloth & Son.
Surface Stabilization
6.10, Temporary Seeding
6.11, Permanent Seeding
6.12, Sodding
6.13, Trees, Shrubs, Vines, and Ground Covers
e
Runoff Control Measures
6.20, Temporary Diversions
6.21, Permanent Diversions
6.22, Perimeter Dike
a
Outlet Protection
6.41, Outlet Stabilization Structure
Sediment Traps and Barriers
6.65, Porous Baffles
Appendices
8.03, Estimating Runoff
8.07, Sediment Basin Design
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6.65 �iI �Yyl
EMDefinition porous barriers installed inside a temporary sediment trap, rock data, skimmer
basin, or sediment basin to reduce the velocity and turbulence of the water
flowing through the measure, and facilitate the settling of sediment from the
water before discharge.
Purpose Sediment traps and basins are designed to temporarily pool runoff water to
allow sediment to settle before the water is discharged. Unfortunately, they
are usually not very efficient due to high turbulence and "short-circuiting"
flows which take runoff quickly to the outlet with little interaction with most
of the basin. Baffles improve the rate of sediment retention by distributing the
flow and reducing turbulence. This process can improve sediment retention.
Conditions Where This practice should be used in any temporary sediment trap, rock dam,
Practice Applies skimmer basin or temporary sediment basin.
Planning porous baffles effectively spread the flow across the entire width of sediment
Considerations basin or trap. Water flows through the baffle material, but is slowed sufficiently
to back up the flow, causing it to spread across the entire width of the baffle
(Figure 6.65a).
Spreading the flow in this manner utilizes the full cross section of the basin,
which in turns reduces flow rates or velocity as much as possible. In addition,
the turbulence is also greatly reduced. The combination increases sediment
deposition and retention and also decreases the particle size of sediment
captured.
The installation should be similar to a sediment fence (Figure 6.65b). Materials
such as 700 g/m2 coir erosion blanket (Figure 6.65d), coir mesh, or tree
protection fence folded over to reduce pore size have been used successfully.
Other similar materials could work as well. A support wire or rope across the
top will help prevent excessive sagging if the material is attached to it with
appropriate ties. Another option is to use a sawhorse type of support with the
legs stabilized with rebar inserted into the basin floor. These structures work
well and can be prefabricated off site and quickly installed. Another baffle
system involves placing silt fence fabric in front of a wire fence (hog wire)
backing, and slitting the fabric in alternating squares (Figure 6.65b). This
permits flow through the silt fence similar to more porous materials.
Rev. 6/06 6.65.1

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Figure 6.65a Porous baffles in a sediment basin. The flow is distributed evenly across the basin to reduce
flow rates and turbulence, resulting in greater sediment retention.
Support rope
to wire to pre-
vent sagging
1
Baffles need to be installed correctly in order fully provide their benefits.
Refer to Figure 6.65b and the following key points:
• The baffle material needs to be secured at the bottom and sides using
staples or by trenching as for silt fence.
Most of the sediment will accumulate in the first bay, so this should be
readily accessible for maintenance.
Support post,
24'into bottom
or side
ror
Stake to support
wire
L
p+qq��p���rg��pl�®�
-=®`IMWV W imam®
®®®MMM,®M
t.olr mesn or similar, stoptea or
trenched into bottom or side
Figure 6.65b Cross-section of a porous baffle in a sediment basin. Note that there is no weir because the water
flows through the baffle material.
6.65.2
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Figure 6.65d Example of porous baffles made of 700 g/m2 coir erosion blanket as viewed from the inlet.
Design Criteria The temporary sediment trap, rock dam, or temporary sediment basin should
be sized using the appropriate design criteria.
The percent of surface area for each section of the baffle are as follows:
• inlet zone: 35%
• first cell: 25%
• second cell: 25%
• outlet zone: 15%
• Basins less that 20 feet in length may use 2 baffles that divide the basin
into thirds.
Be sure to construct baffles up the sides of the trap or basin banks so water
does not flow around the structures. Most of the sediment will be captured in
the inlet zone. Smaller particle size sediments are captured in the latter cells.
Be sure to maintain access to the trap for maintenance and sediment removal.
The design life of the fabric is 6-12 months, but may need to be replaced more
often if damaged or clogged.
6.65.4
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® Construction 1. Grade the basin so that the bottom is level front to back and side to side.
Specification 2. Tnstall posts or saw horses across the width of the sediment trap (Practice
6.62, Sediment Fence).
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3. Steel posts should be driven to a depth of 24 inches, spaced a maximum
of 4 feet apart, and installed up the sides of the basin as well. The top of the
fabric should be 6 inches higher than the invert of the spillway. Tops of baffles
should be 2 inches lower than the top of the beans.
4. Install at least three rows of baffles between the inlet and outlet discharge
point. Basins less than 20 feet in length may use 2 baffles.
5. When using posts, add a support wire or rope across the top of the measure
to prevent sagging.
6. Wrap porous material, like jute backed by coir material, over a sawhorse or
the top wire. Hammer rebar into the sawhorse legs for anchoring. The fabric
should have five to ten percent openings in the weave. Attach fabric to a rope
and a support structure with zip ties, wire, or staples.
7. The bottom and sides of the fabric should be anchored in a trench or pinned
with 8-inch erosion control matting staples.
8. Do not splice the fabric, but use a continuous piece across the basin.
Maintenance Inspect baffles at least once a week and after each rainfall. Make any required
repairs immediately.
Be sure to maintain access to the baffles. Should the fabric of a baffle collapse,
tear, decompose, or become ineffective, replace it promptly.
Remove sediment deposits when it reaches half full to provide adequate
storage volume for the next rain and to reduce pressure on the baffles. Take
care to avoid damaging the baffles during cleanout. Sediment depth should
never exceed half the designed storage depth.
After the contributing drainage area has been properly stabilized, remove all
baffle materials and unstable sediment deposits, bring the area to grade, and
stabilize it.
References Sediment Traps and Barriers
6.60 Temporary Sediment Trap
6.61 Sediment Basins
6.62 Sediment Fence
6.63 Rock Dams
6.64 Skimmer Sediment Basin
McLaughlin, Richard, "SoilFacts: Baffles to Improve Sediment Basins. " N.
C. State University Cooperative Extension Service Fact Sheet AGW-439-59,
2005.
Sullivan, Brian. City of High Point Erosion Control Specifications.
Thaxion, C S., J. Calantoni, and R. A. McLaughlin. 2004. Hydrodynamic
assessment of various types of baffles in a sediment detention pond.
Transactions of the ASAE. Vol. 47(3): 741-749.
Rev. 6/06 6.65.5
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6.65.6
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