63C_StumpHole_erosion_20180129

Srawford
Date
1-26-18
Reference
63C-LCID Stump Hole
Y(CDC#
17032)
1 Contact
Amanda Freeman
Company
NCDEQ
Address
225 Green Street, Suite 714
TRANSMITTAL City & State
Fayetteville, NC 28301
Subject; Revised Erosion Control Plan — 63C-LCID Stump Hole
Amanda,
Please find the attached plans and supporting documents including:
Attached are the following items for review.
• (2) Soil Maps/Information
• (2) USGS Topography Maps
• (2) Narrative and Calculations
If you have any questions, please give me a call at [phone].
Thank you,
Kevin Lindsay, PE
LANDSCAPE ARCHITECTURE I ENGINEERING I PLANNING
230C W. Pennsylvania Ave., Southern Pines, NC 2838h Ph: 910-725-1+ Fax: [phone]

SCALE 1:4513
0.0 0.1 Miles
0 100 200 Yards
`
MN 8.67° W C 0.0 0.1 0.2 Kilometers
Name: CARTHAGE Location: 035' 17' 22.9322" N, 079' 26' 23.7253" W
Date: 01/28/18 Caption: <<Type caption here.>>
Scale: 1 inch = 376 ft.
(C) Copyright 2016, Trimble Navigation Limited

STUMP HOLE LANDFILL, 63C-LCID
CARTHAGE, NORTH CAROLINA
Prepared by:
Crawford
uesmammy
177
Landscape Architecture * Engineering • Planning
Southern Pines, North Carolina

January 28, 2018
Sedimentation and Erosion Control Narrative Stump Hole LF 63C-LCID-- Carthage, NC
The Stump Hole, south of Carthage, NC, is a Land Clearing and Inert Debris (LCID) Landfill. Changes
in land fill geometry have necessitated changes in the erosion control measures for the site. The
western portion of the site is not in sue for land filling activities except for placement and
windrowing of mulch for soil creation. Silt Fence and Silt Fence Outlets shall be used to control
runoff from this activity.
The active central and eastern portion of the site shall drain to three Skimmer Basins with Rip
Rap Dissipaters on the outlets for erosion control. Debris deposited in these areas shall be mixed
with soil and Seeded IAW State requirements. Silt Fence and Diversion Berms/Swales shall be
used to direct runoff to the skimmer basins. Temporary Straw Wattle Check Dams shall be used
to help protect the swales until grass has matured.
The Stump Hole Land Fill is located on a 28.1 acre site. Currently, land fill operations take place on
approximately 13 acres. Erosion control measures will include:
1. Gravel Construction Entrance: Installed as shown on the erosion control plan.
2. Sediment Fence: Installed as shown on the erosion control plan.
3. Sediment Fence Straw Wattle Outlets: Installed as shown on the erosion control plan.
4. Skimmer Basin: Installed as shown on the erosion control plan.
S. Rip Rap Outlet Protection: Installed as shown on the erosion control plan.
6. Earthen Diversion berms/swales: Installed as shown on the erosion control plan.
7. Straw Wattle Check Dam: Installed as shown on the erosion control plan.
8. Fertilizing, Seeding and Mulching: To be installed as per the temporary seeding specifications.
Crawford
Project # 17032
Page 2 of 5

January 28, 2018
Sedimentation and Erosion Control Narrative Stump Hole LF 63C-LCID-- Carthage, NC
1 1 Construction General
Permit Ground Stabilization Requirements
Site Area Description
Stabilization Time Stabilization Time Frame
Frame Exceptions
Perimeter dikes, swales, ditches,
7 Days
None
and slopes
High Quality Water HQ Zones
7 Days
None
Slopes Steeper than 3:1
7 Days
If slopes are 10' of less in
length and are not steeper than
2:1; 14 Days are allowed
Slopes 3:1 or Flatter
14 Days
7 Days for slopes greater than
50 feet in length
All other areas with slopes flatter
14 Days
None (except for perimeters
than 4:1
and HQW zones
* "Extension of time may be approved by the permitting authority based on weather or
other site -specific condition that make compliances impracticable." Section II.13 2 b
1. General: All erosion control practices will be checked for stability and operation following
every runoff -producing rainfall but in no case less than once every week. Any needed
repairs will be made immediately to maintain the integrity and design intention of every
erosion control feature.
2. Gravel Construction Entrance: Stabilize and or replace gravel as necessary after a rain
event or when gravel become compacted that is no longer effective for minimizing
sediments from leaving the site.
3. Sediment Fence: Fencing shall be inspected after rain events and any damaged fencing
replaced. Sediment shall be removed from fencing if more than 3 inches accumulates
4. Sediment Fence Straw Wattle Outlets: Outlets shall be inspected after rain events and
any damaged wattles or stakes replaced. Rake face of Wattle and remove debris/sediment
from face during each inspection.
5. Skimmer Basin: Sediment shall be removed from the skimmer basin when the level of
sediment reaches 1.5 feet.
6. Rip Rap Outlet Protection: Stabilize and or replace rip rap as necessary after a rain event
or when sediment has filled in rip rap to within 4" of top of rip rap.
rawi
Con
Project # 17032
Page 3 of 5

January 28, 2018
Sedimentation and Erosion Control Narrative Stump Hole LF 63C-LCID-- Carthage, NC
7. Earthen Diversion berms/swales: Berms shall be inspected after rain events and any
damaged sections repaired. Identify and immediately repair any wash outs —increasing
berm height to prevent future washouts. Inspect swale formed by berm. Note that ground
cover must be established on both berm & swale in accordance with NCDEQ requirement
shown in Table above. Identify any areas where grass has not been established in a timely
manner and reseed. Include straw netting for any areas that have to be reseeded.
8. Straw Wattle Check Dam: Straw Wattles shall be inspected after rain events and any
damaged wattles replaced. Sediment shall be removed from wattle if more than 3
inches accumulates. Remove wattles once grass/permanent lining have been established
and approved by Engineer.
9. Fertilizing, Seeding and Mulching: All seeded areas will be fertilized, reseeded as
necessary, and mulched according to specifications in the vegetation plan to maintain a
vigorous, dense vegetation cover. If any seeding failure occurs, those areas shall be
reseeded with rye grain for temporary stabilization and prepared for permanent seeding.
1. Construct Construction Entrance.
2. Construct Silt Fence and Straw Wattle Outlets
3. Construct Temporary Skimmer Basin.
4. Construct Rip Rap Dissipaters for skimmer outlets.
S. Construct new Diversion Berms/Swales to divert all runoff from active areas to skimmer
basins.
6. Construct Straw Wattle Check Dams approximately every 100' in swales until
grass/permanent lining have been established.
7. Stabilize all remaining bare areas with Seed and Mulch.
Crawford
Project # 17032
Page 4 of 5

January 28, 2018
Sedimentation and Erosion Control Narrative Stump Hole LF 63C-LCID-- Carthage, NC
Crawford
Project # 17032
Page 5 of 5

(�rawford
�J l]�J111�JCu 1
ecomp 'J
Project Name
Location
25- r
271
28
5
'
100- r
341
30
6.3
'
Stump Hole LCID Landfill
Carthage, North Carolina
in
1= / H+Tc =
Rainfall Intensity (in/hr)
2 year 10 year 25year
5.96 7.29 1 8.21
CoefficientsCalculating Run-off
Surface Type Percentages
100 year
1 9.74
Date
12/12/17
Project No.
17054
By
KSL
Checked By
KSL
Use Fayetteville 2-yrr 10- r
g= 149 226
h= 20 26
P= 2.5 2.9
Time
Drainage
Area
Length
of Concentration
Drainage
Area talc Tc.
Height Min 5 Tc=
545 ft
53 ft 2.45 min. 5.00 Min.
Trap
Unimp.
Areas
Asphalt
Area
Concrete
Area
Gvl/Brick
Area
Roof
inclined
Roof
Flat
<2 %
Sandy Soils
2-7 %
>7 %
<2 %
Heavy Soils
2-7 %
>7 %
Wooded
Areas
Values
0.35
0.96
0.96
0.85
1.00
0.90
0.15
0.15
0.50
0.20
0.25
0.30
0.15
EXAMPLE
40%
15%
33%
12%
SKB-1
0%
0%
0%
100%
SKB-2
100
SKB-3
50%
50%
SKB-4
SKB-5
SKB-6
SKB-7
SKB-8
Trap
Dist.
Area
Drain.
Area
Calculating
Cc
Flows
Q2
(cfs)
010
(cfs)
Q2s
(cfs)
0100
(cfs)
Dimensions of Basin
at Top of Berm
Width Length
Skimmer
Size (dia.)
(inches)
Skimmer
Head on
Skimmer
(feet)
Sizing
Orifice
Size (dia.)
(.25 in.)
Dewater
Time
(da
EXAMPLE
1.50 ac.
1.89 ac.
8.54
9.54
10.95
SKB-1
1.92 ac.
1.92 ac.
0.20
2.29
2.80
3.15
3.74
SKB-2
6.05 ac.
6.05 ac.
0.20
7.21
8.82
9.93
11.78
SKB-2
8.63 ac.
8.63 ac.
0.18
9.00
11.01
12.40
14.71
Trap
Side
Slope
Storage
Depth
(min 2 ft)
Basin
Height
Trap
Dimensions
at Surface
Sizing
of Basin
Area
Dimensions
at Bottom
of Basin
of Basin
Width
Len th
Width
Length
EXAMPLE
SKB-1
7
2.0 ft
4.0 ft
5
38 ft
32 ft
64 ft
ft
14 ft
68 ft
46 ft
46 ft
44 ft
84 ft
76 ft
2.0 in
1.5 in
0.167 ft
0.125 ft
1.50 in
1.50 in
1.
2.07 days
3:1
3:1
SKB-1
3:1
3:1
5
50 ft
100 ft
32 ft
82 ft
62 ft
112 ft
2.0 in
0.167 ft
2.00 in
2.96 days
SKB-1
3:1
3:1
5
58 ft
116 ft
40 ft
98 ft
70 ft
128 ft
2.5 in
0.208 ft
2.50 in
2.39 days
Trap
Req'd
SA
Storage
Provided
SA
Requirements
SA
Adjust/
Ok?
Required
Storage
Provided
Storage
Storage
Adjust/
Ok?
Weir
Length
Spillway
Flow
Depth
Weir
Spillway
Freeboard
Sizing
Spillway
Capacity
<Calc Flow
Calculated
Flow
Q10
Weir
Adjust/
Ok?
EXAMPLE
2,776 sf
2,888 sf
Ok
2,700 cf
5,776 cf
Ok
9 ft
0.50 ft
1.50 ft
9.55 cfs
8.54 cfs
Ok
SKB-1
910 sf
2,048 sf
Ok
3,455 cf
3,795 cf
Ok
loft
0.30 ft
1.70 ft
4.93 cfs
2.80 cfs
Ok
SKB-2
2,865 sf
5,000 sf
Ok
10,884 cf
11,193 cf
Ok
12 ft
0.40 ft
1.60 ft
9.11 cfs
8.82 cfs
Ok
SKB-3
3,577 sf
6,728 sf
Ok
15,529 cf
15,729 cf
Ok
14 ft
0.48 ft
1.52 ft
13.97 cfs
11.01 cfs
Ok
SKB-4
0 cf
13 ft
0.50 ft
SKB-5
0 cf
13 ft
0.49 ft
SKB-6
0 cf
7 ft
0.47 ft
SKB-7
0 cf
7 ft
0.49 ft
SKB-8
0 cf
loft
0.50 ft
Intensit information tab should be updated per local requirements, current setting is from NOAA website for the project area.
indicates example user inputted data, do not delete.
indicates user provided data, all else is calculated.
NOTES:
1. Weir length sized to pass the peak discharge from the 10 year storm.
2. Surface area is equal to the top of the storage depth.
3. Required Surface Area (SA) is derived by using 325 square feet per cfs based on the Q10 design storm
4. Maximum depth of flow in spillway = 0.5 ft., Maximum constructed depth in spillway = 1.5 ft., and minimum freeboard = 1.0 ft.
5. Time of Concentration typically 5 minutes.
6. Required storage is derived by multiplying the disturbed area by 1800 cubic feet/acre

Summary Swale Dimensions
Swale #
Min
Depth
ft
Bottom
Width B-(ft)
Top Width
(10-yr)
Slope
Side
Slopes-Z
(ft)
Lining
1
0.27
2
4.16
3.28%
4
Straw w/Tack Coat
2
0.2
2
3.60
1.47%
4
Straw w/Tack Coat
3
0.4
2
5.20
2.19%
4
Straw w/Tack Coat
4
0.43
2
5.44
1.75%
4
Straw w/Tack Coat
5
0.25
2
4.00
2.27%
4
Straw w/Tack Coat
6
0.5
2
6.00
4.31 %
4
S75 Straw w/Net

TE
PROJECT NAME PROJECT NO
Stump Hole LCID Landfill 17054
LOCATION BY
Carthage, NC KSL
CHECKED BY
SOLUTIONS: Determine the MAXIMUM velocity, V, through the TYPICAL SECTION
Use Trial & Error to make the flow depth, d, result with Q = Q10
DESIGN STORM: 10 Year Q. = CIA
Use Fayetteville
9= 226
h= 26
P= 4.2 in
Time of Concentration and Intensity Derivations:
KIrpich's Equation:
Tc = K - (LA3/H)Ao.385
128
A 147
ft
Hydraulic Length of watershed (ft)
H = 8.5
ft
Elevation diff. along "L" (ft)
K = 1
Multiplier for flow path conditions
Calculated Tc = 1.09
(see HRM supP. p2-4)
Tc =
5.00 min. (use 5 as minimum)
IA=
0
sf C=
0.20
1= g/(H+Tc)= Intensity=
7.29 in/hr
Qx:
2.51 cfs
DA Acreage=
1.72 Ac.
OTE: The velocity of the water entering
a maintained veg Swale must be <5 ft/s
AXIMUM d =
0.27 ft.
A =
0.83 sf
lope Condition L(length)=
122 ft.
P =
4.23 ft.
n =
0.030
(DEHNR, 1993) R =
0.20 ft.
B =
2.00 ft.
Q =
2.53 cfs
Z = 4 : 1 V= 3.04 ft/sec
S = 0.0328 H1= 424 ft. W = 4.16 ft.
H2= 420 ft.
LINING TYPE: LINING Straw Straw Straw w/Tack Coat
Shear Stress: T=YDS S75 Straw S75 Straw w/Net
T= 0.55 Ib/sf P300 P300 Polypropylene
TERMINOLOGY:
FINISHED DIMENSIONS:
Q, Peak Discharge for design storm, (CFS)
d = Maximum Depth of Water, (FT)
V = Trial Velocity, (FPS)
n = Manning's "n" Coefficient
B = Bottom Width of Channel, (FT)
Z = Side Slope of Channel (Z:1)
P550 P550 Polypropylene
RR RIPRAP (A,B,1,2)
A = Cross -Sectional Area of Flow,
P = Wetted Perimeter of the Flow, (FT)
R = Hydraulic Radius, (FT)
S = Slope of the Channel, (FT/FT)
Q = Trial Discharge, (CFS)
W = Top Width of Water in Channel,
T= Shear Stress in Lb/SF
Y= Wt of Water (62.4 Ib/cf)
D= Depth Of Flow
S= Slooe Of Swale
Min. Depth
0.27ft.
Bottom Width
2.00 ft.
Top Width
4.16 ft.
Max. Slope
3.28%
Side Slopes
4: 1
Lining
Straw
REFERENCES: (DEHNR, 1988; DEHNR, 1993
Straw w/Tack Coat

TE
PROJECT NAME PROJECT NO
Stump Hole LCID Landfill 17054
LOCATION BY
Carthage, NC KSL
CHECKED BY
SOLUTIONS: Determine the MAXIMUM velocity, V, through the TYPICAL SECTION
Use Trial & Error to make the flow depth, d, result with Q = Q10
DESIGN STORM: 10 Year Q. = CIA
Use Fayetteville
9= 226
h= 26
P= 4.2 in
Time of Concentration and Intensity Derivations:
KIrpich's Equation:
Tc = K - (LA3/H)A0.385
128
L = 210
ft
Hydraulic Length of watershed (ft)
H = 8
ft
Elevation diff. along "L" (ft)
K = 1
Multiplier for flow path conditions
Calculated Tc = 1.69
(see HRM supp. p2-4)
Tc =
5.00 min. (use 5 as minimum)
IA=
0
sf C=
0.20
1= g/(H+Tc)= Intensity=
7.29 in/hr
Qx:
0.92 cfs
DA Acreage=
0.63 Ac.
OTE: The velocity of the water entering
a maintained veg Swale must be <5 ft/s
AXIMUM d =
0.20 ft.
A =
0.56 sf
lope Condition L(length)=
272 ft.
P =
3.65 ft.
n =
0.030
(DEHNR, 1993) R =
0.15 ft.
B =
2.00 ft.
Q =
0.97 cfs
Z =
4 : 1
V= 1.73 ft/sec
S =
0.0147
H1= 424 ft. W = 3.60 ft.
H2= 420 ft.
LINING TYPE: LINING
Straw
Straw Straw w/Tack Coat
Shear Stress: T=YDS
S75 Straw S75 Straw w/Net
T=
0.18 Ib/sf
P300 P300 Polypropylene
TERMINOLOGY:
FINISHED DIMENSIONS:
Q, Peak Discharge for design storm, (CFS)
d = Maximum Depth of Water, (FT)
V = Trial Velocity, (FPS)
n = Manning's "n" Coefficient
B = Bottom Width of Channel, (FT)
Z = Side Slope of Channel (Z:1)
P550 P550 Polypropylene
RR RIPRAP (A,B,1,2)
A = Cross -Sectional Area of Flow,
P = Wetted Perimeter of the Flow, (FT)
R = Hydraulic Radius, (FT)
S = Slope of the Channel, (FT/FT)
Q = Trial Discharge, (CFS)
W = Top Width of Water in Channel,
T= Shear Stress in Lb/SF
Y= Wt of Water (62.4 Ib/cf)
D= Depth Of Flow
S= Slooe Of Swale
Min. Depth
0.20 ft.
Bottom Width
2.00 ft.
Top Width
3.60 ft.
Max. Slope
1.47%
Side Slopes
4: 1
Lining
Straw
REFERENCES: (DEHNR, 1988; DEHNR, 1993
Straw w/Tack Coat

TE
PROJECT NAME PROJECT NO
Stump Hole LCID Landfill 17054
LOCATION BY
Carthage, NC KSL
CHECKED BY
SOLUTIONS: Determine the MAXIMUM velocity, V, through the TYPICAL SECTION
Use Trial & Error to make the flow depth, d, result with Q = Q10
DESIGN STORM: 10 Year Q. = CIA
Use Fayetteville
9= 226
h= 26
P= 4.2 in
Time of Concentration and Intensity Derivations:
KIrpich's Equation:
Tc = K - (LA3/H)A0.385
128
L = 368
ft
Hydraulic Length of watershed (ft)
H = 13
ft
Elevation diff. along "L" (ft)
K = 1
Multiplier for flow path conditions
Calculated Tc = 2.68
(see HRM supp. p2-4)
Tc =
5.00 min. (use 5 as minimum)
IA=
0
sf C=
0.20
1= g/(H+Tc)= Intensity=
7.29 in/hr
Qx:
4.41 cfs
DA Acreage=
3.02 Ac.
OTE: The velocity of the water entering
a maintained veg Swale must be <5 ft/s
AXIMUM d =
0.40 ft.
A =
1.44 sf
lope Condition L(length)=
183 ft.
P =
5.30 ft.
n =
0.030
(DEHNR, 1993) R =
0.27 ft.
B =
2.00 ft.
Q =
4.44 cfs
Z =
4 : 1
V= 3.08 ft/sec
S =
0.0219
H1= 424.00 ft. W = 5.20 ft.
H2= 420.00 ft.
LINING TYPE: LINING
Straw
Straw Straw w/Tack Coat
Shear Stress: T=YDS
S75 Straw S75 Straw w/Net
T=
0.55 Ib/sf
P300 P300 Polypropylene
TERMINOLOGY:
FINISHED DIMENSIONS:
Q, Peak Discharge for design storm, (CFS)
d = Maximum Depth of Water, (FT)
V = Trial Velocity, (FPS)
n = Manning's "n" Coefficient
B = Bottom Width of Channel, (FT)
Z = Side Slope of Channel (Z:1)
P550 P550 Polypropylene
RR RIPRAP (A,B,1,2)
A = Cross -Sectional Area of Flow,
P = Wetted Perimeter of the Flow, (FT)
R = Hydraulic Radius, (FT)
S = Slope of the Channel, (FT/FT)
Q = Trial Discharge, (CFS)
W = Top Width of Water in Channel,
T= Shear Stress in Lb/SF
Y= Wt of Water (62.4 Ib/cf)
D= Depth Of Flow
S= Slooe Of Swale
Min. Depth
0.40ft.
Bottom Width
2.00 ft.
Top Width
5.20 ft.
Max. Slope
2.19%
Side Slopes
4: 1
Lining
Straw
REFERENCES: (DEHNR, 1988; DEHNR, 1993
Straw w/Tack Coat

r
, Diversion
Temporary
DATE
12/12/20
PROJECT NAME
PROJECT NO
Stump Hole LCID Landfill
17054
LOCATION
BY
Carthage, NC
KSL
CHECKED BY
KSL
)NIS: Determine the MAXIMUM velocity, V, through the TYPICAL SECTION
Use Trial & Error to make the flow depth, d, result with Q = Q10
STORM: 10 Year %= CIA
Use Fayetteville
g= 226
h= 26
P= 4.2 in
Time of Concentration and Intensity Derivations:
Klrplch's Equation:
Tc = K - (LA3/H)A0.385
128
L =
560
ft
Hydraulic Length of watershed (ft)
H =
19
ft
Elevation diff. along "L" (ft)
K =
1
Multiplier for Flow path conditions
Calculated Tc = 3.76
(see HRM supp. p2-4)
Tc =
5.00 min. (use 5 as minimum)
IA=
0
sf C= 0.20
I= g/(H+Tc)= Intensity= 7.29 in/hr
Q„:
4.41 cfs
DA Acreage= 3.02 Ac.
NOTE: The velocity of the water entering a maintained veg swale must be <5 ft/s
MAXIMUM
d =
0.43 ft.
A = 1.60 sf
Slope Condition
L(length)=
228 ft.
P = 5.55 ft.
in =
0.030
(DEHNR, 1993) R = 0.29 ft.
B =
2.00 ft.
Q = 4.59 cfs
Z =
4 : 1
V= 2.87 ft/sec
S =
0.0175
H1= 424.00 ft. W = 5.44 ft.
H2= 420.00 ft.
LINING TYPE:
LINING
Straw
Straw Straw w/Tack Coat
Shear Stress:
T=YDS
S75 Straw S75 Straw w/Net
T=
0.47 Ib/sf
P300 P300 Polypropylene
P550 P550 Polypropylene
RR RIPRAP (A,B,1,2)
ISHED DIMENSIONS:
Q„= Peak Discharge for design storm, (CFS)
d =
Maximum Depth of Water, (FT)
V =
Trial Velocity, (FPS)
in =
Manning's "n" Coefficient
B =
Bottom Width of Channel, (FT)
Z =
Side Slope of Channel (Z:1)
A = Cross -Sectional Area of Flow,
P = Wetted Perimeter of the Flow, (FT)
R = Hydraulic Radius, (FT)
S = Slope of the Channel,(FT/FT)
Q = Trial Discharge, (CFS)
W = Top Width of Water in Channel,
T= Shear Stress in Lb/SF
Y= Wt of Water (62.4 Ib/cf)
D= Depth Of Flow
S= Slone Of Swale
Min. Depth
0.43 ft.
Bottom Width
2.00 ft.
Top Width
5.44 ft.
Max. Slope
1.75
Side Slopes
4 : 1
Lining
Straw
Straw w/Tack Coat

r
, Diversion
Temporary
DATE
12/12/20
PROJECT NAME
PROJECT NO
Stump Hole LCID Landfill
17054
LOCATION
BY
Carthage, NC
KSL
CHECKED BY
KSL
)NIS: Determine the MAXIMUM velocity, V, through the TYPICAL SECTION
Use Trial & Error to make the flow depth, d, result with Q = Q10
STORM: 10 Year %= CIA
Use Fayetteville
g= 226
h= 26
P= 4.2 in
Time of Concentration and Intensity Derivations:
Klrplch's Equation:
Tc = K - (LA3/H)A0.385
128
L =
640
ft
Hydraulic Length of watershed (ft)
H =
34
ft
Elevation diff. along "L" (ft)
K =
1
Multiplier for Flow path conditions
Calculated Tc = 3.50
(see HRM supp. p2-4)
Tc =
5.00 min. (use 5 as minimum)
IA=
0
sf C= 0.18
I= g/(H+Tc)= Intensity= 7.29 in/hr
Q„:
1.70 cfs
DA Acreage= 1.29 Ac.
NOTE: The velocity of the water entering a maintained veg swale must be <5 ft/s
MAXIMUM
d =
0.25 ft.
A = 0.75 sf
Slope Condition
L(length)=
353 ft.
P = 4.06 ft.
in =
0.030
(DEHNR, 1993) R = 0.18 ft.
B =
2.00 ft.
Q = 1.82 cfs
Z =
4 : 1
V= 2.42 ft/sec
Smax =
0.0227
H1= 424.00 ft. W = 4.00 ft.
H2= 416.00 ft.
LINING TYPE:
LINING
Straw
Straw Straw w/Tack Coat
Shear Stress:
T=YDS
S75 Straw S75 Straw w/Net
T=
0.35 Ib/sf
P300 P300 Polypropylene
P550 P550 Polypropylene
RR RIPRAP (A,B,1,2)
ISHED DIMENSIONS:
Q„= Peak Discharge for design storm, (CFS)
d =
Maximum Depth of Water, (FT)
V =
Trial Velocity, (FPS)
in =
Manning's "n" Coefficient
B =
Bottom Width of Channel, (FT)
Z =
Side Slope of Channel (Z:1)
A = Cross -Sectional Area of Flow,
P = Wetted Perimeter of the Flow, (FT)
R = Hydraulic Radius, (FT)
S = Slope of the Channel,(FT/FT)
Q = Trial Discharge, (CFS)
W = Top Width of Water in Channel,
T= Shear Stress in Lb/SF
Y= Wt of Water (62.4 Ib/cf)
D= Depth Of Flow
S= Slone Of Swale
Min. Depth
0.25 ft.
Bottom Width
2.00 ft.
Top Width
4.00 ft.
Max. Slope
2.27
Side Slopes
4 : 1
Lining
Straw
Straw w/Tack Coat

r
, Diversion
Temporary
DATE
12/12/20
PROJECT NAME
PROJECT NO
Stump Hole LCID Landfill
17054
LOCATION
BY
Carthage, NC
KSL
CHECKED BY
KSL
)NIS: Determine the MAXIMUM velocity, V, through the TYPICAL SECTION
Use Trial & Error to make the flow depth, d, result with Q = Q10
STORM: 10 Year %= CIA
Use Fayetteville
g= 226
h= 26
P= 4.2 in
Time of Concentration and Intensity Derivations:
Klrplch's Equation:
Tc = K - (LA3/H)A0.385
128
L =
458
ft
Hydraulic Length of watershed (ft)
H =
26
ft
Elevation diff. along "L" (ft)
K =
1
Multiplier for Flow path conditions
Calculated Tc = 2.64
(see HRM supp. p2-4)
Tc =
5.00 min. (use 5 as minimum)
IA=
0
sf C= 0.18
I= g/(H+Tc)= Intensity= 7.29 in/hr
Q„:
9.62 cfs
DA Acreage= 7.33 Ac.
NOTE: The velocity of the water entering a maintained veg swale must be <5 ft/s
MAXIMUM
d =
0.50 ft.
A = 2.00 sf
Slope Condition
L(length)=
232 ft.
P = 6.12 ft.
in =
0.030
(DEHNR, 1993) R = 0.33 ft.
B =
2.00 ft.
Q = 9.78 cfs
Z =
4 : 1
V= 4.89 ft/sec
Smax =
0.0431
H1= 426.00 ft. W = 6.00 ft.
H2= 416.00 ft.
LINING TYPE:
LINING
S75 Straw
Straw Straw w/Tack Coat
Shear Stress:
T=YDS
S75 Straw S75 Straw w/Net
T=
1.34 Ib/sf
P300 P300 Polypropylene
P550 P550 Polypropylene
RR RIPRAP (A,B,1,2)
ISHED DIMENSIONS:
Q„= Peak Discharge for design storm, (CFS)
d =
Maximum Depth of Water, (FT)
V =
Trial Velocity, (FPS)
in =
Manning's "n" Coefficient
B =
Bottom Width of Channel, (FT)
Z =
Side Slope of Channel (Z:1)
A = Cross -Sectional Area of Flow,
P = Wetted Perimeter of the Flow, (FT)
R = Hydraulic Radius, (FT)
S = Slope of the Channel,(FT/FT)
Q = Trial Discharge, (CFS)
W = Top Width of Water in Channel,
T= Shear Stress in Lb/SF
Y= Wt of Water (62.4 Ib/cf)
D= Depth Of Flow
S= Slone Of Swale
Min. Depth
0.50 ft.
Bottom Width
2.00 ft.
Top Width
6.00 ft.
Max. Slope
4.31
Side Slopes
4 : 1
Lining
S75 Straw
375 Straw w/Net

USDA United States
Department of
Agriculture
NRCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Moore County,
North Carolina
January 28, 2018

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 identify 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://www.nres.usda.gov/wps/
portal/nres/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil
Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/?
cid=nres142p2_053951).
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 Web Soil Survey, the site for 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
2

alternative means 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] (TDD). USDA is an equal opportunity
provider and employer.
3

Contents
Preface....................................................................................................................
2
How Soil Surveys Are Made..................................................................................5
SoilMap..................................................................................................................
8
SoilMap................................................................................................................9
Legend................................................................................................................10
MapUnit Legend................................................................................................
11
MapUnit Descriptions.........................................................................................11
Moore County, North Carolina........................................................................
13
AeD—Ailey loamy sand, 8 to 15 percent slopes .........................................
13
FaB—Fuquay loamy sand, 0 to 6 percent slopes .......................................
14
MdD—Mayodan fine sandy loam, 8 to 15 percent slopes ...........................16
References............................................................................................................18
4

How 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 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 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
characteristics 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
5

Custom Soil Resource Report
scientists classified and named the soils in the survey area, they compared the
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 similar 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 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 modified to fit local conditions, and some new
interpretations are developed to meet local 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.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
0

Custom Soil Resource Report
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
7

Soil Map
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
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
0

Custom Soil Resource Report
3 Soil Map
M
i0
8,
641560 641620 641680 641740 641800 641860 641920
35o 17 29" N
fi
M
350 17' 16" N
641560 641620 641680 641740 641800 641860
3
N Map Scale: 1:2,810 if printed on A landscape (11" x 8.5") sheet.
Meters
N 0 40 80 160 240
Feet
0 100 200 400 600
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
9
641980 642040 642100
641920 641980 642040 642100
�O
�t
642160
350 17 29" N
M
35' 17' 16" N
642160

MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
im 0
Soil Map Unit Lines
■
Soil Map Unit Points
Special
Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
.4
Gravelly Spot
0
Landfill
Lava Flow
Marsh or swamp
+
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Custom Soil Resource Report
MAP INFORMATION
A
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:24,000.
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
Other
misunderstanding of the detail of mapping and accuracy of soil
.-
Special Line Features
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
Water Features
scale.
-
Streams and Canals
Transportation
Please rely on the bar scale on each map sheet for map
�}}
Rails
measurements.
Interstate Highways
Source of Map: Natural Resources Conservation Service
US Routes
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Major Roads
Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
Background
distance and area. A projection that preserves area, such as the
Aerial Photography
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Moore County, North Carolina
Survey Area Data: Version 19, Sep 26, 2017
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Aug 13, 2014—Feb
4, 2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
10

Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
AeD
FaB
Ailey loamy sand, 8 to 15
percent slopes
0.8
16.1
2.9%
Fuquay loamy sand, 0 to 6
percent slopes
55.2%
MdD
Mayodan fine sandy loam, 8 to
15 percent slopes
12.2
41.9%
Totals for Area of Interest
29.2
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 for the 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 rather to separate the landscape into landforms or
11

Custom Soil Resource Report
landform 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.
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.
12

Custom Soil Resource Report
Moore County, North Carolina
AeD—Ailey loamy sand, 8 to 15 percent slopes
Map Unit Setting
National map unit symbol: 3thw
Elevation: 80 to 750 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period: 210 to 265 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Ailey and similar soils: 85 percent
Minor components: 7 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Ailey
Setting
Landform: Low hills
Landform position (two-dimensional): Shoulder
Landform position (three-dimensional): Crest
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Sandy and loamy marine deposits
Typical profile
A - 0 to 4 inches: loamy sand
E - 4 to 37 inches: loamy sand
Bt - 37 to 53 inches: sandy clay loam
Cd - 53 to 80 inches: sandy loam
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: 40 to 80 inches to densic material
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 3.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4s
Hydrologic Soil Group: B
Ecological site: Loamy Backslope Woodland - PROVISIONAL (F137XY006GA)
Hydric soil rating: No
Minor Components
Candor
Percent of map unit: 4 percent
13

Custom Soil Resource Report
Landform: Low hills
Landform position (two-dimensional): Shoulder
Landform position (three-dimensional): Crest
Down -slope shape: Convex
Across -slope shape: Convex
Hydric soil rating: No
Bibb, undrained
Percent of map unit: 2 percent
Landform: Flood plains
Landform position (two-dimensional): Toeslope
Down -slope shape: Concave
Across -slope shape: Linear
Hydric soil rating: Yes
Johnston, undrained
Percent of map unit: 1 percent
Landform: Flood plains
Down -slope shape: Concave
Across -slope shape: Linear
Hydric soil rating: Yes
FaB—Fuquay loamy sand, 0 to 6 percent slopes
Map Unit Setting
National map unit symbol: 2wb9c
Elevation: 160 to 660 feet
Mean annual precipitation: 40 to 50 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 220 to 280 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Fuquay and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Fuquay
Setting
Landform: I nterfluves
Landform position (two-dimensional): Shoulder
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Linear
Parent material: Sandy marine deposits over loamy marine deposits
Typical profile
Ap - 0 to 7 inches: loamy sand
E - 7 to 26 inches: loamy sand
Bt - 26 to 37 inches: sandy clay loam
14

Custom Soil Resource Report
Btv - 37 to 60 inches: sandy clay loam
C - 60 to 80 inches: sandy loam
Properties and qualities
Slope: 0 to 6 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Capacity of the most limiting layer to transmit water (Ksat):
high (0.20 to 1.98 in/hr)
Depth to water table: About 40 to 72 inches
Frequency of flooding: None
Frequency of ponding: None
Moderately high to
Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0
mmhos/cm)
Sodium adsorption ratio, maximum in profile: 4.0
Available water storage in profile: Low (about 5.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2s
Hydrologic Soil Group: B
Other vegetative classification: Sandy over loamy soils on rises, knolls, and ridges
of mesic uplands (G133AA221 FL)
Hydric soil rating: No
Minor Components
Blaney
Percent of map unit: 6 percent
Landform: Ridges
Landform position (two-dimensional): Backslope, shoulder, summit
Landform position (three-dimensional): Interfluve, side slope
Down -slope shape: Convex
Across -slope shape: Convex
Hydric soil rating: No
Dothan
Percent of map unit: 5 percent
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Linear
Other vegetative classification: Loamy and clayey soils on rises and knolls of
mesic uplands (G133AA321 FL)
Hydric soil rating: No
Candor
Percent of map unit: 4 percent
Landform: Marine terraces
Landform position (two-dimensional):
Landform position (three-dimensional).
Down -slope shape: Convex, linear
Across -slope shape: Convex, linear
Hydric soil rating: No
Footslope, summit, shoulder
Interfluve
15

Custom Soil Resource Report
MdD—Mayodan fine sandy loam, 8 to 15 percent slopes
Map Unit Setting
National map unit symbol: 3tjs
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Mayodan and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Mayodan
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Parent material: Residuum weathered from mudstone and/or shale and siltstone
and/or sandstone
Typical profile
Ap - 0 to 6 inches: fine sandy loam
BE - 6 to 9 inches: sandy clay loam
Bt - 9 to 33 inches: clay
BC - 33 to 40 inches: sandy clay loam
C - 40 to 80 inches: sandy clay loam
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Sodium adsorption ratio, maximum in profile: 7.0
Available water storage in profile: High (about 9.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Hydric soil rating: No
16

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://www.nres.usda.gov/wps/portal/
nres/detail/national/soils/?cid=nres 142p2_054262
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://
www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www. nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580
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://www.nres.usda.gov/wps/portal/nres/detail/soils/
home/?cid=nres142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
18

Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/
nres/detail/soils/scientists/?cid=nres142p2_054242
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://www.nres.usda.gov/wps/portal/nres/detail/national/soils/?
cid=nres142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl 42p2_052290.pdf
19

230C W. Pennsylvania Ave.
Southern Pines, NC 28387
Voice 910-725-1107
www.crawforddsn.com
Landscape Architecture ♦ Fayetteville Civil Engineering ♦ Southern Pines
Crawford Design Company © Copyright 2015
All drawings, specifications and designs prepared by Crawford Design Company are instruments of service and shall remain the
property of Crawford Design Company. The Owner or any other parties shall not use the work on this or any project except by a
proper agreement and appropriate compensation.
SEALS
\Cq
/
�`\ 'NP��
SIIIIIIII���
,��D D G/y CI���
attil
,,,�QIIIIIIIIIII II
���, QD DES I GN C'I��
NE O
\ ER a
chi CERT. No. <
2 CERT. No. E
_ SEAL
C-136 g :
i C-2097 g
- 027502
2ok ?P
20 \�P
CAROV O�
i
F/yGINE�� P.
,
���II1111111►ID��
�
���II1111111111���
A/
//// l l l l l l l l\\\\
�.3v•!8
PLAN SHEET INDEX
Sheet Title: Sheet Number:
COVER C 0.0
GRADING, DRAINAGE AND EROSION CONTROL PLAN C 3.0
EROSION CONTROL DETAILS C 6.0
EROSION CONTROL DETAILS C 6.1
BCB CORPORATION
LCID Landfill
MOORE COUNTY,
PROPERTY INFORMATION
Owner: BCB Development Corporation
Property Address / Location: 121 Holly Ridge Road, Carthage, NC 28327
Carthage, Moore County, North Carolina
- Erosion Control Plan
NORTH CAROLINA
Owner / Client Contact:
Owner / Client Address:
Owner / Client Phone & Email
GENERAL NOTES
ALL GENERAL NOTES, ABBREVIATIONS, SYMBOLS, AND OTHER INFORMATION INDICATED ON THIS
SHEET SHALL APPLIED TO ALL CONTRACT DOCUMENTS AND SHEETS IN THIS SET.
1. THE GENERAL CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AT THE JOB SITE.
2. ALL ELEVATIONS SHOWN ARE IN REFERENCE TO THE BENCHMARK AND MUST BE VERIFIED BY THE GENERAL CONTRACTOR WITH THE
SURVEYOR OF RECORD PRIOR TO BEGINNING CONSTRUCTION. TEMPORARY BENCHMARK IS
3. LOCATIONS OF EXISTING UTILITY LINES HAVE BEEN TAKEN FROM UTILITY RECORDS SUPPLEMENTED BY FIELD INSPECTIONS AND
SHOULD INDICATE IN GENERAL THE TYPE OF UNDERGROUND FACILITIES NOW IN SERVICE. LOCATIONS SHOWN ARE NOT GUARANTEED.
DEVELOPERS OR CONTRACTORS SHALL NOT ONLY MAKE SUBSURFACE INVESTIGATIONS BUT SHALL ALSO ALLOW FOR CONTINGENCIES
WHICH MIGHT ARISE BY REASON OF ENCOUNTERING UNRECORDED LINES OR LINES BEING IN DIFFERENT LOCATIONS THAN INDICATED
ON THIS PLAN. AT LEAST 48-HOURS PRIOR TO ANY CONSTRUCTION ACTIVITY, EXCAVATION, GRADING, OR DIGGING ON THE SITE, THE
GENERAL CONTRACTOR SHALL NOTIFY ALL UTILITY COMPANIES TO VERIFY AND/OR FIELD -LOCATE THEIR RESPECTIVE UTILITIES (THE
NORTH CAROLINA ONE CALL CENTER - 1-800-632-4949). ALL DAMAGE INCURRED TO EXISTING UTILITY LINES DURING CONSTRUCTION
SHALL BE REPAIRED AT THE GENERAL CONTRACTORS EXPENSE.
4. ALL WASTE MATERIAL SHALL BE LEGALLY DISPOSED OF OFF -SITE.
5. THERE IS AN EXISTING FORMAL EROSION AND SEDIMENTATION CONTROL PERMIT IN PLACE FOR THE SITE, REQUIRED FOR THIS SITE
UNDER THE REGULATIONS OF THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES (NCDENR). THE
PERMIT IS TO BE MODIFIED IN ORDER TO REFLECT THE CHANGES IN THE EROSION CONTROL DEVICES AND THE LIMITS OF
CONSTRUCTION/DISTURBANCE. THE GENERAL CONTRACTOR IS REQUIRED TO AND SHALL FOLLOW ALL LOCAL, STATE AND FEDERAL
REGULATIONS TO MINIMIZE EROSION AND THE TRANSPORT OF SEDIMENT OFF -SITE DURING, INCLUDING THE PLACEMENT AND
MAINTENANCE OF CONTROL MEASURES. ALL MEASURES REQUIRED SHALL BE INCLUDED IN THE BID COST WHETHER SPECIFICALLY
INDICATED OR NOT.
6. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL MOORE COUNTY & STATE REQUIREMENTS.
7. DISTURBED AREAS SHALL BE SEEDED AND STABILIZED PER SPECIFICATIONS.
8. ALL TRAFFIC CONTROL DEVICES, PAVEMENT MARKINGS, SIGNS, AND SIGNALS SHALL BE DESIGNED, INSTALLED AND MAINTAINED IN
CONFORMANCE WITH THE STANDARDS SET FORTH IN THE NORTH CAROLINA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES.
9. THESE PLANS INDICATE THE MAJOR DEMOLITION COMPONENTS TO BE REMOVED AND/OR, RELOCATED. HOWEVER, THE CONTRACTOR
SHALL DEMOLISH AND/OR RELOCATE ALL MISCELLANEOUS COMPONENTS NOT SPECIFICALLY INDICATED ON THESE PLANS TO PROVIDE
A CLEAN SITE FOR THE INSTALLATION OF THE NEW IMPROVEMENTS.
10. BOUNDARY SURVEY AND WETLANDS MAPPING PROVIDED BY OWNER.
ADDITIONAL NOTES
1. ALL GENERAL NOTES, ABBREVIATIONS, SYMBOLS, AND OTHER INFORMATION INDICATED ON
THE TITLE PAGE SHALL APPLY TO THIS PLAN
2. PURSUANT TO G.S.113A-57(2), THE ANGLE FOR GRADED SLOPES AND FILLS SHALL BE NO
GREATER THAN THE ANGLE THAT CAN BE RETAINED BY VEGETATIVE COVER OR OTHER
ADEQUATE EROSION CONTROL DEVICES OR STRUCTURES. IN ANY EVENT, SLOPES LEFT
EXPOSED WILL, WITHIN 21 CALENDAR DAYS OF COMPLETION OF ANY PHASE OF GRADING, BE
PLANTED OR OTHERWISE PROVIDED WITH TEMPORARY OR PERMANENT GROUND COVER,
DEVICES OR STRUCTURES SUFFICIENT TO RESTRAIN EROSION. PURSUANT TO G.S. 113A-57(3),
PROVISIONS FOR PERMANENT GROUND COVER SUFFICIENT TO RESTRAIN EROSION MUST BE
ACCOMPLISHED FOR ALL DISTURBED AREAS WITHIN 15 WORKING DAYS OR 90 CALENDAR
DAYS (WHICHEVER IS SHORTER) FOLLOWING COMPLETION OF CONSTRUCTION OR
DEVELOPMENT. ALL SEEDED AREAS WILL BE FERTILIZED, RE -SEEDED AS NECESSARY, AND
MULCHED ACCORDING TO SPECIFICATIONS IN THE VEGETATIVE PLAN TO MAINTAIN A
VIGOROUS, DENSE VEGETATION COVER. IF ANY SEEDING FAILURE OCCURS, THOSE AREAS
SHALL BE RE -SEEDED WITH RYE GRAIN FOR TEMPORARY STABILIZATION AND PREPARED FOR
PERMANENT SEEDING.
3. SEE DETAIL SHEETS FOR EROSION CONTROL MEASURES & MAINTENANCE.
4. CONTACT: Kevin lindsay (910)-920-7661
5. PARCEL IDENTIFICATION NUMBER: 96000511
6. CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING EROSION AND SEDIMENTATION
CONTROL MONITORING ACCORDING TO NPDES PERMIT REQUIREMENTS.
7. SEE SHEET C6.0 FOR TEMPORARY & PERMANENT SEEDING REQUIREMENTS.
EROSION CONTROL CONSTRUCTION SEQUENCE
1. OBTAIN ALL NECESSARY PERMITS AND APPROVALS AND HOLD PRE -CONSTRUCTION
CONFERENCE.
2. INSTALL GRAVEL CONSTRUCTION ENTRANCE.
3. INSTALL TEMPORARY SEDIMENT FENCE AND FENCE OUTLETS.
4. INSTALL TEMPORARY SKIMMER BASIN W/ POROUS BAFFLES.
5. CONSTRUCT RIP RAP DISSIPATERS FOR SKIMMER OUTLETS.
6. INSTALL DIVERSION BERMS & ASSOCIATED SWALES TO DIVERT ALL RUNOFF FROM ACTIVE
ACTIVE AREAS TO SKIMMER BASINS.
7. CONSTRUCT STRAW WATTLE CHECK DAMS APPROXIMATELY EVERY 100 FT. IN SWALES UNTIL
GRASS/PERMANENT LINING HAVE BEEN ESTABLISHED.
8. APPLY SEEDING TO ALL DISTURBED AREAS IAW CHART BELOW.
DWQ Construction General Permit Ground
Stabilization Requirements
Site Area
Stabilization
Stabilization
Description
Time Frame
Time Frame
Exceptions
Perimeter
dikes, swales,
7 days
None
ditches and
slopes
High Quality
Water (HQW)
7 days
None
Zones
If slopes are 10'
or less in length
Slopes steeper
7 days
and are not
than 3:1
steeper than
2:1, 14 days
are allowed
7-days for
Slopes 3:1 or
14 days
slopes greater
flatter
than 50 feet in
length
None (except
All other areas
for perimeters
with slopes
14 days
and HQW
flatter than 4:1
Zones)
"'Extensions of time may be approved by the permitting authority
based on weather or other site -specific condition that make
compliance impracticable." (Sectio II.13(2)(b))
Charles Boyer - BCB Corporation
PIN: 96000511
P.O. Box 837, Southern Pines, NC 28388
910-947-6161 Zoning: RA
LEGEND / KEY
EXISTING NEW
CABLE / TELEVISION C A CA
CENTER LINE NOTE BUBBLE (GRADING)
CONTOUR LINE 1 00 tl00-y
DIVERSION BERM N/A T DB --*--
EASEMENT _ _ _ _ _ _ _ NOTE BUBBLE (SITE)
FENCE X X
FIBER OPTIC FC- -FO_ NOTE BUBBLE (UTILITY)
FORCE MAIN FIVI FM
NATURAL GAS G G PLUG
LIMITS OF CONSTRUCTION N/A LOC
OVER HEAD ELECTRIC C- OE
PROPERTY LINE POROUS BAFFLES
PROPERTY LINE (ADJACENT) G- N/A
RAIL ROAD TRACKS IIIIIIIIIIIIIII
RIGHT OF WAY
POST INDICATOR VALVE
SANITARY SEWER 4 S S
SEDIMENT FENCE N/A SF
POWER/TELEPHONE POLE
SLOPE DRAIN N/A
SLUDGE RETURN LINE SR .SR
STORM DRAIN 4 SD SD 14 REDUCER / INCREASER
SWALE / DITCH LINE
TELEPHONE T T RIDGE LINE
UNDERGROUND ELECTRIC UE UE
WATER W W ROCK PIPE INLET
PROTECTION
ASPHALT PAVEMENT
(STANDARD) SIGNAGE
ASPHALT PAVEMENT (HEAVY N/A
DUTY
TELEPHONE PEDESTAL
CONCRETE
GRASS ISOD N/A TREE/SHRUB
GRAVEL C
TRENCH DRAIN
GRAVEL CONST. ENTRANCE
PAVERS
SEDIMENT TRAP
SOIL
VELOCITY DISSIPATION / RIP
RAP PROTECTION
WETLAND AREA
ACCESSIBLE RAMP
AREA LIGHT
BACK FLOW PREVENTION
ASSEMBLY
BEND
BLOCK & GRAVEL INLET
PROTECTION
CHECK DAM
CLEAN OUT
CURB & GUTTER
CURB & GUTTER (SPILL OFF)
CURB INLET
DROP INLET
DUMPSTER UNIT
ELECTRICAL TRANSFORMER
FIRE HYDRANT ASSEMBLY
FLARED END SECTION
GAS METER
GAS VALVE
GRADE BUBBLE
(TOP -ELEVATION)
GRADE BUBBLE
(FINISH -GRADE)
GUY WIRE
HARDWARE CLOTH & GRAVEL
HEAD WALL
JUNCTION BOX
LIFT STATION
MAN HOLE
NOTE BUBBLE (DEMOLITION)
N/A
......................................................
WATER METER / VAULT
WATER VALVE
N/A
WHEEL STOP
YARD INLET
C
EXISTING NEW
N/A
N/A O
N/A O
++++++++y+y++++ + +
LJ
N/A IT
N/A -"-<
0 0 -cr-- IIIIIIIIIIIIIIIIII�
°varies
E: O
0_1 1
���
PROJECT EROSION CONTROL MEASURES
'J
TEMPORARY SEDIMENT
FENCE
N/A
TEMPORARY GRAVEL
CONSTRUCTION ENTRANCE
N/A
J
L-
TEMPORARY SKIMMER BASIN
WITH POROUS BAFFLES
N/A
TEMPORARY DIVERSION
SWALE
N/A
N/A
TEMPORARY SEDIMENT TRAP
WITH POROUS BAFFLES
N/A
N/A
M
N/A
'
TREE PROTECTION FENCE
N/A
SILT FENCE OUTLET
N/A
e
TEMPORARY HARDWARE
CLOTH & GRAVEL INLET
N/A
PROTECTION
N/A
VELOCITY DISSIPATION / RIP
RAP PROTECTION
N/A
ifi
ROCK PIPE INLET
PROTECTION
N/A
0
LIII
T
IrN
W
100.00
+ 100.00
+ 100.00
100.00
N/A�
0
0
0
N/A
❑�
NEW
-SF�
DB
I I I
TF
ILF11`7J
N 00
a-�
00
Q) N
c`nn M
O
N
5
Z
O
Q
_ U
O=
4-J NO
C:OLOZ..L.
U ,
C
OZ
•,^ Z)
v 1 O
C)
L. U
L1111111 w
1
� O
Ot• �
T
0 ::F
LU
� QV/
U
._I U
�ff

KEY NOTES
GRADING / EROSION CONTROL NOTES
0 INSTALL TEMPORARY SEDIMENT FENCING (SEE DETAIL 6.0.1).
Q INSTALL SILT FENCE OUTLET (SEE DETAIL 6.0.7)
Q INSTALL GRAVEL CONSTRUCTION ENTRANCE (SEE DETAIL 6.0.2).
CONTRACTOR SHALL REPAIR ANY DAMAGE TO THE EXISTING
PAVEMENT RELATED TO CONSTRUCTION ACTIVITY.
Q INSTALL SKIMMER BASIN (SEE DETAIL 6.0.8, 6.1.1,2)
1 INSTALL VEGETATED SWALE AS (SEE DETAIL 6.1.5)
INSTALL STRAW WATTLE CHECK DAM (SEE DETAIL SHEET 6.1.3)
Q INSTALL DIVERSION BERM & SWALE (SEE DETAIL 6.1.4, 5)
Q INSTALL RIP RAP DISSIPATER (SEE DETAIL 6.0.9)
lRF=43358'
to,
0
N/F
Gill
DB 536, Pg 703
113
7° 12'
7T
Crawford Design Company © Copyright 211 — All drawings, specifications and designs prepared by Crawford Design Company are instruments of service and shall remain the property of Crawford Design Company. The Owner or any other parties shall not use the work on this or any project except by a proper agreement and appropriate compensation.
109
112
T14'12
IPF-446. 67 S87` 14' 15
12' x 50'
S87° 14' 15 "W7-7
28 .73
�38
IRF—Z37.56
N87° 1515'00
� 0'Y')
Fill Limits of Landfill
as determined by 100'
Boundary Limit and 50'
Wetlands Limit
S87' 18
------ I CONSTRUCTION
_ - - ENTRANCE
--
_—REV C13
CD
\ Z \ \ \ \
-fl -- -7 / / �- \ \ _ _ - / /4.
--------------
\ I
—434'
432
\\ \
426'
Mulch Windrow Area
\ \ for Soil Creation
460440'
U
I I
I
I I I / cnn Swale 6
462' 64' v 46 434'1466' 4324�468' 3041\
I III �� z
426 i \ \ \ I / � 5 0
I o
Silt Fence I I I I / N
\ I
Mulch Windrow Area III I I I I kti� FEx—is ting� \ 11 \ �\ �� I o �-
\
for So'l Creation I I ISedimentl \ \ \ \ \ J I I I I
Lasin—
I Silt Fence _ -Rise -
\�8-" CMP \ I I I
/�--�/ co
\ 2 // / / / / / / / _� 426 \ 432' 'T
JS
\ 2 /R5 / / / / 430' /
771
- - �-1 \� Silt Fence Outlet
Sedi ng
ISdmentl
basin ° \ \\\ \\ \ / / / / \ \/ i 11 424 IV
1 CMP Rise \\ \ \\ \\ \ 6 6 / // \/ / / ` ��
//Xz/ SF
Swale 2 \ �,8 \
0
\ \\ \\ \\ \\ \\\\ �� �� �� Swale 3
ISeldlmgnt \\ \\\\\ \\\\ , ///
G/
Basin \ E8�r. MP Riser
- L
18 CMP Rise Existing
05 Un ISedlmentl
I \ \\ \ n Q6 h � Lasln— J
\
CD \ \ \\ ✓ / /� / 14, o
62
�1 ti 424' — —
Si— F� SF — SF —
N F �� _ 6 �� ---- S 0
/ V
avis
DB 1104, Pg 371
G Swale 1—�/ Swale 5
0 Swale 4 Skimmer Basin 3
_ Y Y , I i i> k (129' x 70')
INACTIVE PORTIO OF LAND FILL,
EXCEPT FOR SOIL CREATION
FROM MULCH - NO ADDITIONAL FILL
Skimmer Basin 1
(76' x 44')
DA"W'3�
Fill Limits of Landfill
as determined by 100'
Boundary Limit and 50'
Wetlands Limit
Skimmer Basin 2
(112' x ii
Landscape Architecture ♦ Fayetteville, NC
Civil Engineering ♦ Southern Pines, NC
230C W. Pennsylvania Ave. ♦ Southern Pines, NC 28387
Voice: 910-725-1107
w w w. c r a w f o r d d s n. c o m
�0`,,\\►IIIIIIIIII�j�`,�\\\IIIIIIIIII���I
o p E S I GN I OO�i o E s 1 GN
0 � AFr4 T� c°�A�= ��,oe \NEER/%, CO�A�'
Q �" i Q �� `per 7
6 CERT. No. CERT. No. E
G136 C-2097 i
. 1
cAR°`CARD\'\ A
�IIILS , ,``,,,, ,��� IIIII- , IIIII11111111,100
I,,,,,,,
SEALS
��Jl;eSIEAL 9� _
027502 =
NGINS
'''�II►II1►1�`3v�8
REVISIONS
z
aQ
/J Z
Ii
J0
J
OW
�a
Z=
O�
V �
0
ZZ Z
O _ Z Q
—�
C/) Q J
H
Oz W CL
0 J
WU Q O
1 W Z DC
� O Q z
Z.0 O
O�� p
oZ� � Z
i O
0J= Cn
O
VVQ
o� J U C' W
PROJECT DETAILS
Project Manager: KSL
CAD Technician: RFN/GER
Reviewed / Approved By: KSL
Project Number: 17032
SCALE 0 60 120
Full Scale: Horiz.: 1" = 60'
HMwleldriorizp Vi;p620'
ISSUE DATE
02/03/2018
SHEET NUMBER

11
14
Steel Post (TypI
Top Strand-,
Min. 10 Gauge
Line Wires
Min. 12.5 Gauge
Bottom Strand-,
Min. 10 Gauge
�I I IIIIIIIIIIIIIIIIIIIIIIIIIII-III II
I I I I1 I I1 I I1 I I I I I=� I I1 I I1 I I I I I1 I I1 I I I 11=
II1� =III III
ELEVATION VIEW
N.T.S.
Steel Post
Filter Fabric
1
Fill Slope
N 4„
,roun
Line
II
I ' -III I1 11= I
c
-III III, 1'
Anchor Fabric
- Skirt wl Backfill
OPTION ONE
N.T.S.
Anchor Fabric Skirt
w/ Gravel Backfill
V-Trench
OPTION TWO
N.T.S.
THE FOLLOWING WAS TAKEN FROM THE STATE OF NORTH CAROLINA'S EROSION AND SEDIMENT CONTROL
PLANNING AND DESIGN MANUAL
TABLE 6.10b
TEMPORARY SEEDING RECOMMENDATIONS FOR SUMMER
SEEDING MIXTURE:
SPECIES: GERMAN MILLET
RATE : 40lb/acre
SEEDING DATES:
MOUNTAINS: MAY. 15 -AUG. 15
PIEDMONT: MAY. 1 -AUG. 15
COASTAL PLAIN: APR. 15 - AUG. 15
SOIL AMENDMENTS:
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 lb/acre GROUND AGRICULTURAL LIMESTONE
AND 750 lb/acre 10-10-10 FERTILIZER.
MULCH:
APPLY 4,000 lb/acre STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING OR A MULCH ANCHORING
TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE:
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILZE AND MULCH IMMEDIATELY
FOLLOWING EROSION OR OTHER DAMAGE.
PORARY SEEDING SPECIFICATION - SUMMER
Construction Specifications - Materials:
1. Use a synthetic filter fabric of at least 95% by weight of polyclefins or polyester, which is certified by the manufacturers or supplier as conforming to the requirements in
ASTM D6461, which is shown in part in Table 6.62b of the North Carolina Erosion and Sedimentation Control Design Manual. Synthetic filter fabric should contain
.......... ..............
ultraviolet ray inhibitors and stabilizers to provide a minimum of 6 months of expected usable construction life at a temperature range of 0 of 1207.
2. Ensure that posts for sediment fences are 1.33 lb/linear ft. steel with a minimum length of 5 feet. Make sure that steel posts have projections to facilitate fastening the 50' Min.
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. 2-3" Coarse Aggregate
Construction Specifications - Construction: o
1. Construct the sediment barrier of standard strength or extra strength synthetic filter fabrics. o 0
2. Ensure that the height of the sediment fence does not exceed 24 inches above the round surface. (Higher fences may impound volumes of water sufficient to cause
9 9 ( 9 Y p
failure of the structure). o 0 0 0 0 0 0
3. Construct the filter fabric from continuous roll cut to the length of the barrier to avoid joints. When joints are necessary, securely, fasten the filter cloth only at 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, the 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 a minimum 50 pound tensile strength.
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, North Carolina ErosionZQ
and Sedimentation Control Design Manual) o
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. D
D
Installation Specifications:
1. The base of both end posts should be at least one foot higher than the middle of the fence. Check with level if necessary.
Public Road or
2. Install posts 4 feet apart in critical areas and 6 feet apart on standard applications. Site Access
............ ............
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 the upstream water
pressure. PLAN VIEW
4. Install posts with the nipples facing away from the silt fabric. N.T.S.
5. Attach the fabric to each post with three ties, all spaced within the top 8 inches of the fabric. Attach eat tie diagonally 45 degrees through the fabric, with each puncture
at least 1 inch vertically apart. Also, each tie should be positioned to hang on the post nipple when tightened to prevent sagging.
6. Wrap approximately 6 inches of fabric around the end posts and secure with 3 ties. 2-3" Coarse Aggregate
7. No more than 24 inches of a 36 inch fabric is allowed above ground level.
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, 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.to
Maintenance: _III -III I�I-III
Sub -Grade
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, A -A SECTION VIEW
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 N.T.S.
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.
5
THE FOLLOWING WAS TAKEN FROM THE STATE OF NORTH CAROLINA'S EROSION AND SEDIMENT CONTROL
PLANNING AND DESIGN MANUAL
TABLE 6.10c
TEMPORARY SEEDING RECOMMENDATIONS FOR FALL
SEEDING MIXTURE:
SPECIES: RYE (grain)
RATE : 120lb/acre
SEEDING DATES:
MOUNTAINS: AUG. 15 - DEC. 15
COASTAL PLAIN AND PIEDMONT: AUG. 15 - DEC. 30
SOIL AMENDMENTS:
FOLLOW SOIL TESTS OR APPLY 2,000 lb/acre GROUND AGRICULTURAL LIMESTONE AND 1,000 lb/acre 10-10-10
FERTILIZER.
MULCH:
APPLY 4,000 Ib/acre STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING OR A MULCH ANCHORING
TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE:
REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOPDRESS WITH 50 lb/acre OR NITROGEN IN MARCH.
IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND JUNE 15, OVERSEED WITH 50 lb/acre KOBE
(PIEDMONT AND COASTAL PLAIN) OR KOREAN (MOUNTAINS) LESPEDEZA IN LATE FEBRUARY OR EARLY MARCH.
TION - F
2
Construction Specifications:
1. Clear the entrance and exit area of all vegetation, roots,
and other 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 geo-textile fabrics because they improve stability
of the foundation in locations subject to seepage or high
water table.
Maintenance:
6 C
Maintain the gravel pad in a condition to prevent mud or
sediment from leaving the construction site. This may require
periodic top dressing 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.
PERMANENT SEEDING SPECIFICATION (APPLIES TO ALL DISTURBED AREAS THAT ARE NOT SODDED)
SEEDING MIXTURE:
SPECIES: RATE (lb/acre):
COMMON BERMUDA GRASS (HULLED) 40-80 (1-2 Ib/1,000 sf)
SEEDING DATES:
1. COASTAL PLAIN: APR. - JULY
2. PIEDMONT: APR. 15 - JUNE 30
SOIL AMENDMENTS:
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 3,000 lb/acre GROUND AGRICULTURAL
LIMESTONE AND 500 lb/acre 10-10-10- FERTILIZER.
MULCH:
USE JUTE, EXCELSIOR MATTING, OR OTHER EFFECTIVE CHANNEL LINING MATERIAL TO COVER THE
BOTTOM OF CHANNELS AND DITCHES. THE LINING SHOULD EXTEND ABOVE THE HIGHEST CALCULATED DEPTH
OF FLOW.
ON SLOPES NOT REQUIRING TEMPORARY LININGS, APPLY 4,000 lb/acre GRAIN STRAW AND ANCHOR
STRAW BY STAPLING NETTING OVER THE TOP.
MULCH AND ANCHORING MATERIALS MUST NOT BE ALLOWED TO WASH DOWN SLOPES WHERE THEY CAN
CLOG DRAINAGE DEVICES.
MAINTENANCE:
A MINIMUM OF 3 WEEKS IS REQUIRED FOR ESTABLISHMENT. INSPECT AND REPAIR MULCH FREQUENTLY.
REFERTILIZE THE FOLLOWING APR. WITH 50 lb/acre NITROGEN.
PERMANENT SEEDING SPECIFICATION - 7CP
6" Depth - Surface to Spillway Woven Geosynthetic
(Allows for Settlement) Fabric Over Spillway
5' Wide SVZpillway Weir (ST)
Porous Baffles Total Depth (TD) Max. 6" Flow Depth Fin. Grade (Typ)
Inflow - (Piped or Sheet Flow) Storage Surface S
(See Detail)() Storage Depth (SD) l' Min. Freeboard Top of Dam (T) I Height of Skimmer Basin
- Skimmer Dewatering 2' 2'-
- = Device (See Detail) Stake to mark level Calculated Flow - Maximum 6"
ip-Rap Protection of sediment - half full
w/ Filter Fabric maintenance required IIICompacted Earthen Dam IIIIIIIIIIIIIIIIIIIIIIIIIIII I _
2
III- 2 U­
11 Q 1
.
1 -
I I 1� I C I I~% I I I I I � II I III -III IIIIIIIIIIIIIIIIIIIIIIIIIII
Storage
IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII
Sediment StoZDneJIII-IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII I-
g
Stacked Concrete Blocks for Skimmer III ;IIIIIIIII-III IIIIIIIIIIIIIIIIIIIIIIIIIII-III III -III
during no rain timeframe - To be stacked III -III- -IIIIIIIIIIIIIIIIII,III I_
above Sediment Storage Zone Bottom Elevation (B) III . IIIIIIIII - To Outlet Protection
SEDIMENT BASIN - TYPICAL SECTION
N.T.S.
C t OnS cf S f' t' M' t
1.
nl ion E.Cl ICa ions.
Site preparations - Clear, grub, and strip topsoil from areas under the embankment to remove trees, vegetation, roots, and
aln.nanC..
Inspect temporary skimmer basins at least weekly and after each significant (1/2-inch or
other objectionable material. Delay clearing the pool area until the dam is complete and then remove brush, trees, and other
greater) rainfall event and repair immediately. Remove sediment and restore the basin to its
objectionable materials to facilitate sediment cleanout. Stockpile all topsoil or soil containing organic matter for use on the outer
1 p p 9 99
original dimensions when it accumulates to one-halk the design depth. Place removed
p
shell of the embankment to facilitate vegetative establishment. Place temporary sediment control measures below basin as
9 P ry
sediment in an area with sediment controls.
needed.
2.
Embankment - Take fill material from the approved areas shown on the plans. It should be clean mineral soil, free of roots,
Check the embankment, spillways, and outlet for erosion damage, and inspect the
woody vegetation, rocks and other objectionable material. Scarify areas on which fill is to be placed before placing fill. The fill
embankment for piping and settlement. Make all necessary repairs immediately. Remove all
material. must contain sufficient moisture so it can be formed by hand into a ball without crumbling. If water can be squeezed out
trash and other debris from the riser and pool area.
of the ball, it is too wet for proper compaction. Place fill material in 6 to 8 inch continuous layers over the entire length of the fill
area and compact it. Compaction may be obtained by routing the construction hauling equipment over the fill so that the entire
Top of Spillway Elev.
surface of each layer is traversed by at least one wheel or tread track of heavy equipment, or a compactor may be used.
Top of Dam Elev.
Woven Geosynthetic
Construct the embankment to an elevation 10 percent higher than the design height to allow for settling.
(See Table)
Fabric Over Spillway
3.
Emergency Spillway - Install the emergency spillway in undisturbed soil. The achievement of planned elevations, grade,
Length
design width, and entrance and exit channel slopes are critical to the successful operation of the emergency spillway.
(LW)
4.
Inlets - Discharge water into the basin in a manner to prevent erosion. Use 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
x
and Outlet Protection).
-
urface Area
5.
Erosion Control - Construct the structure so that the disturbed area is minimized. Divert surface water away from bare areas.
III
-
III Elevation - 6"
Complete the embankment before the area is cleared. Stabilized the emergency spillway embankment an all other disturbed
- - Below Spillway
areas above the crest of the principal spillway immediately after construction. (References: Surface Stabilization).
EMERGENCY SPILLWAY CROSS SECTION
6.
Install porous baffles as specified in Practice 6.65, Porous Baffles.
N.T.S.
7.
Safety - Skimmer basins may attract children and can be dangerous. Avoid steep side slopes, and fence and mark basin with
warning signs if trespassing is likely. Follow all state and local requirements.
Basin Data
Item
TSB-1
TSB-2
TSB-3
Drainage Area (AC)
1.92
6.05
8.63
Surface Area Width (ft)
32
50
58
,000
Surface Area Length (ft)
64
100
116
c
Storage Depth (ft) [SD]
3
3
3
2
o
Top of Storage Elev. (msl)
420
420
416
IS]
Bottom of Basin Elev. (msl)
417
417
413
[B]
Top of Berm Elev. (msl) M
422
422
418
`o
Top of Berm Width (ft)**
44
62
70
€
Top of Berm Length (ft)**
76
112
128
Side Slope (h-ft : v-ft)
3:1
3:1
3:1
Spillway Weir Elev (msl)
420
420
416
2
[SW]
eoi
Weir Length (ft) [LW]
10
12
14
Skimmer Diameter (in)
1.5
2
2.5
Skimmer Orifice Diameter
1.5
2
2.5
(in)
* Basin designed to provide 1,800 CF of storage per acre of drainage area
and 325 SF/CFS of Ten Year Storm inflow (Q10).
**Measured from inside of berm to inside of berm.
9
111111111111111111
Compacted
SECTION VIEW
NTS.
Varies
(See Grading Plan)
2
1�
Underlayment
Construction Specifications:
1. Clear the foundation area of trees stumps, roots loose rock and other objectionable material.
p, 1
2. Excavated the cross section to the lines and grades of the foundation of the liner as shown on the plans. Bring over -excavated areas to grade b
9 p 9 9 Y
increasing the thickness of the liner or by backfilling with moist soil compacted to the density of the surrounding material.
3. Place filters, beddings, and foundation drains to line and grade in the manner specified.. Place filter and bedding materials immediately after slope
preparation. For synthetic filter fabrics, overlap the downstream edge by at least 12 inches with the upstream edge which is buried a minimum 12 inches
in a trench. Space anchor pins every 3 feet along the overlap. spread granular materials in a uniform layer. When more than on gradation is required,
spread the layers so there is minimal mixing. Filter material should consist of a least 3 inches of material on all sides of the drain pipe.
4. Perform all channel construction to keep erosion and water pollution to a minimum. Immediately upon completion of the channel, vegetate all disturbed
areas or otherwise protect them against soil erosion. Where channel construction will take longer than 30 days, stabilize channels by reaches.
Inspect channels at regular intervals as well as after major rains, and make repairs promptly. Give special attention to the outlet and inlet sections and other
points where concentrated flow enter. Carefully check stability at road crossing, and look for indications of piping, scour holes, or bank failures. Make repairs
immediately. Maintain all vegetation adjacent to the channel in a healthy, vigorous condition to protect the area from erosion and scour during out -of -bank
flow.
THE FOLLOWING WAS TAKEN FROM THE STATE OF NORTH CAROLINA'S EROSION AND SEDIMENT CONTROL
PLANNING AND DESIGN MANUAL
TABLE 6.10a
TEMPORARY SEEDING RECOMMENDATIONS FOR LATE WINTER & EARLY SPRING
SEEDING MIXTURE:
SPECIES: RYE (grain) ANNUAL LESPEDEZA (KOBE IN PIEDMONT AND COASTAL PLAIN, KOREAN
IN MOUNTAINS)
RATE 1201b/acre 501b/arc.
"OMIT ANNUAL LESPEDEZA WHEN DURATION OF TEMPORARY COVER IS
NOT TO EXTEND BEYOND JUNE.
SEEDING DATES:
MOUNTAINS: ABOVE 2500 FT: FEB. 15 - MAY. 15
BELOW 2500 FT: FEB 1 - MAY 1
PIEDMONT: JAN.1 MAY.1
COASTAL PLAIN: DEC. 1 APR. 15
SOIL AMENDMENTS:
FOLLOW SOIL TESTS OR APPLY 2,000 lb/acre GROUND AGRICULTURAL LIMESTONE AND 750 lb/acre 10-10-10
FERTILIZER
MULCH:
APPLY 4,000 lb/acre STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING OR A MULCH ANCHORING
TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE:
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE AND MULCH IMMEDIATELY
FOLLOWING EROSION OR OTHER DAMAGE.
3 I 1 QVII-*VRHRT JCCUIIVV orrzk irikem i IVIV -
nI AI C
SECTION VIEW
N.T.S.
Sedii
PROFILE VIEW FROM SLOPE
NTS.
Construction Notes:
1. Use a minimum 12" diameter wattle with a minimum length of 10 ft.
2. Excavate a 1" to 2" trench for wattle to be placed.
3. Use 2" x 2" x 2 ft. long wooden stakes.
4. Install a minimum of 2 upslope and 4 downslope stakes at an angle
to wedge the wattle to the ground.
5. Provide staples made of 0.125" diameter steel wire formed into a
"U" shape and not less than 12" length.
6. Install staples approximately every 12" on both sides of wattle and
at each end to secure it to the soil.
7. Wattle installation can be on outside of the silt fence as directed.
8. Install temporary sediment fence in accordance with NCDENR
regulations.
9. Outlets to be placed as shown on plans along silt fence.
Maintenance Notes:
1. Inspect outlets at least weekly and after each significant (1/2" or
greater) rainfall event.
2. Clear the outlet of any debris or other objects to provide adequate
flow for subsequent rains.
3. Take care not to damage or undercut the outlet during sediment
removal.
4. Replace wattle as needed.
7 SEDILMENT FENCE w/ STRAW WATTLE OUTLET
p o A -A General Notes:
M 1. " L " is the length of riprap apron.
2. " X " equals 1.5 times the maximum stone diameter but not
p less than 6-inches.
3. In a well-defined channel extent the apron up the channel
PLAN VIEW - Pipe Outlet to Flat Area (No Well-defined Channel) banks to an elevation of 6-inches above the maximum
N.T.S. tailwater depth or the top of the bank, whichever is less.
(L) 4. A filter blanket or filter fabric should be installed between
the riprap or soil foundation.
Filter Blanket
op o ii
o - -
111-III-III III -III -III_
I -III -III-I � I � I -III -III -
I�
1-1 11-1 11-1 I, 1-1 1-11 1.. I�
A -A SECTION VIEW - Pipe Outlet to Flat Area (No Well-defined Channel)
N.T.S.
PLAN VIEW - Pipe Outlet to Well-defined Channel
B-B SECTION VIEW - Pipe Outlet to Flat Area (No Well-defined Channel)
N.T.S.
Landscape Architecture ♦ Fayetteville, NC
Civil Engineering ♦ Southern Pines, NC
230C W. Pennsylvania Ave. ♦ Southern Pines, NC 28387
Voice: 910-725-1107
w w w. c r a w f o r d d s n. c o m
O E,,,��I►IIIIIIIIII�j�i ,,,�IUIIIIO►II���i
A�1 o,�,,Ge �,�QO�O N co
Q 7 i: Q 2a9' 7 i
0 CERT. No. < C o C CERT. No. ?
N
C-136 C-2097 g F
� P
OR rh 0�
CA0.C2ry CARO1\�P e®0
EV
LL
SEALS
```�11111111///
\N CAR.
SEAL 9� _
027502
LNG I
S.
REVISIONS
Z
as
7
/J
Ii
J J
0�
�a
z=
OF-
UW
0
zZ
O
WO
W U
I W
J O
O
zJ
. O
0 LL M
}i
V
oZ�
aQa
o-�=
U 0 F-
■O
�
m-�
O
m J
W
PROJECT DETAILS
Project Manager: KSL
CAD Technician: RFN/GER
Reviewed / Approved By: KSL
Project Number: 17032
SCALE
ISSUE DATE
02/03/2018
SHEET NUMBER
C6,00

Support Post
CV
SECTION VIEW
N.T.S.
Sediment Fence Baffle
(Coir Mesh or Similar, Stapled
Basin Bo
a
INLET
PLAN VIEW
N. TS,
POROUS BAFFLES (1 of 2)
ninT Tn cr n 1 o
affle Material
11 Gaug
Landscaping Staple o
o 0
0 0
1 o
0 0
III � III-IIIi IIIIIIIIIIII-III
=III I IIII I IIIII I I I IIIIIIIIIIIII I I-
Steel Post
2'-0" Depth
Baffle Material should be secured to the bottom and
sides of Basin using 12"" landscape staples
POROUS BAFFLES (2 of 2
Over -cut channel 2" to
allow for bulking during
seedbed preparation
Overlap 6" min. & anchor
w/ pin or staple (Typ.) Excavate channel to
grade & cross -sec
C �
Q
i
0 JfLET
Drape Baffle material over wire strand
and secure with plastic ties at Posts
and on wire every 12 inches.
9 Gauge min. High -
Tension Wire Strand
shall be secured to Post
to support Baffle material
Anchor Trench
II I T
-III_ II
�IIII;
tolled Erosion Control Product
(RECP, Sod or Seed Mulch)
(See Chart this Page)
Typical installation with
Erosion Control Blankets
or Turf Reinforcement Mats
INTERMITTENT CHECH SLOT
Shingle -lap spliced ends
nr hcnin now r 11 In nn
III III III ��'
LONGITUDINAL ANCHOR TRENCH
I
'Il III III
Construction Specifications
1. Grade the basin so that the bottom is level front to back and side to side.
2. Install posts across the width of the sediment trap (See Practice 6.62, Sediment Fence, Erosion & Sedimentation Control Planning & Design Manual).
3. Steel posts shall be driven a minimum depth of 24-inches, spaced a maximum of 4-ft apart, and installed up the sides of the basin as well. The top of
the fabric should be 6-inches high than the invert of the spillway. Tops of baffles should be 2-inches lower than the top of the berms.
4. Install as least three rows of baffles between the inlet and outlet discharge point. Basins less than 20-ft in length may use two baffles.
5. Add a support wire or rope across the top of the measure to prevent sagging.
6. Wrap porous material, (700g/m2 coir erosion blanket, (figure 6.65c) or equal) over top wire. 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 shall be anchored in a trench or pinned with 8-inches erosion control matting staples.
8. Do not splice the fabric, but use a continuous piece across the basin.
Maintenance:
1. Inspect baffles at least once a week and after each rainfall. Make any required repairs immediately.
2. Be sure to maintain access to the baffles. Should the fabric of a baffle collapse, tear, decompose, or become ineffective, replace it promptly.
3. 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.
4. After the contributing drainage area has been properly stabilized, remove all baffle materials and unstable sediment deposits, bring area to grade
and stabilize with ground cover per specifications.
u
Baffle materi
3' MIN.
4' MAX.
U
u
Extend 9 gauge wire to Basin side or
install T-Post to anchor Baffle to side
of Basin and secure to vertical Post
Variable Depth
Secure bottom of Baffle to ground with
12" Staples at 12" maximum spacing
General Notes:
1. Design velocities exceeding 2-ft/sec require temporary Check dams, blankets, mats or similar liners to protect seed and
soil until vegetation becomes established.
2. Grass -lined channels with design velocities exceeding 6-ft/sec should include turf reinforcement.
Construction Specifications:
Grade the surface of installation areas so that the ground is smooth and loose. When seeding prior to installation,
follow the steps for seed bed preparation, soil amendments, and seeding in Surface Stabilization, 6.1 (NC Erosion &
Sedimentation Control Design Manual. All gullies, rills, and any other disturbed areas must be fine graded prior to
installation. Spread seed before installation. (Important: Remove all large rocks, dirt clods, stumps, roots, grass clumps,
trash, and other obstructions from the soil surface to allow for direct contact between the soil surface and the matting.)
Terminal anchor trenches are required at matting ends and intermittent trenches must be constructed across
channels at 25-ft intervals, Terminal anchor trenches should be a minimum of 12-inches in depth and 6-inches in width,
while intermittent trenches need be only 6-inches deep and 6-inches wide.
Installation in Channels - Excavate terminal trenches (12-in deep and 6-in wide) across the channel at the upper
and lower end of the lined channel sections. At 25-ft intervals along the channel, anchor the matting across the channel
either in 6-in by 6-in trenches or by installing two closely spaced rows of anchors. Excavate longitudinal trenches 6-in deep
and wide along channel edges (above water line) in which to bury the outside matting edges. Place the first matting at the
downstream end of the channel. Place the end of the first matting in the terminal trench and pin it at 1-ft intervals along the
bottom of the trench.
Anchoring Devices -11 gauge, at least 6-in long by 1-in wide stapes or 12-in minimum length wooden stakes are
recommended for anchoring the matting to the ground. Drive staples or pins so that the top of the staple or pin is flush with
the ground surface. Anchor each matting every 3-ft along its center. Longitudinal overlaps must be sufficient to
accommodate a row of anchors and uniform along the entire length of overlap and anchored every 3-ft along the overlap
length. Roll ends may be spliced by overlapping 1-ft (in the direction of water flow), with the upstream/upslope mat placed
on top of the downstream/downslope matting. This overlap should be anchored at 1-ft spacing across the matting When
installing multiple width mats heat seamed in the factory, all factory seams and field overlaps should be similarly anchored.
Maintenance
1. Inspect Swale between liner at least weekly and after each significant (1/2-inch or greater) rain fall event. Repair
immediately.
2. Good contact with the ground must be maintained, and erosion must not occur beneath the matting.
3. Any areas of the matting that are damaged or not in close contact with the ground shall be repaired and stapled.
4. If erosion occurs due to poorly controlled drainage, the problem shall be fixed and the eroded area protected.
5. Monitor and repair the matting as necessary until ground cover is established.
2
Male Fitting on Outlet end.
Straw Wattle (Typ.) Install 1x1 Wood
Compact a Stake; 24" Long (Typ.)
Excavated Soil "L" = The Distance Such That Points
Fin. Grade
on Upslope A "A" & "B" Are Equal Elevation
Side (Typ.) - _ _ (L )
B
Leave 3" of
Stake Exposed
(Typ.)
\-Compacted Sub -Grade
Set Wattle in a 3"
GENERAL SECTION VIEW deep trench
NT.S.
Install 1x1 Wood
Fin. Grade, Stake: 24" Lona (TVD.t Straw Wattle (Typ.)� Slope �
A \ SECTION VIEW
Distance (ft)
< 6:1
50
6:1 to 4:1
25
4:1 to 2:1
20
2:1 to 1:1
10
> 1:1
5
N.T.S.
Construction Specifications:
1. Place wattles to the lines and dimensions shown in the plan.
2. Keep the center wattle section at least 3-inches below natural ground level where the dam abuts the channel banks.
3. Extend wattle at least 1.5-ft beyond the ditch bank to keep water from cutting around the ends of the check dam.
4. Set spacing between dams to assure that the elevation at the top of the lower dam is the same as the toe elevation of the upper dam.
5. Protect the channel after the lowest check dam from heavy flow that could cause erosion.
6. Make sure that the channel reach above the most upstream dam is stable.
7. Ensure that other areas of the channel such as culvert entrances below the check dams are not or subject to damage blockage from displaced stones.
1 9 9 P
8. Excavated soil should be placed up -slope from the anchor trench and compacted. Place the wattle in the trench so that it contours to the soil surface. Adjacent wattles
shall be tightly abutted to one another.
Maintenance:
1. Inspect check dams and channels at weekly and after each significant (1/2-inch or greater) rainfall event and repair immediately. Clean out sediment, straw, limbs, or
other debris that could clog the channel when needed.
2. Anticipate submergence and deposition above the check dam and erosion from high flows around the edges of the dam. Correct all damage immediately. If significant
erosion occurs between dams additional measures can be taken such as installinga protective ri ra liner in that portion of the channel.
P riprap
3. Remove sediment accumulated behind the dams as needed to prevent damage to channel vegetation, allow the channel to drain through the wattle check dam, and
prevent large flows from carrying sediment over the dam. Add stones to dams as needed to maintain design height and cross section.
STRAW WATTLE CHECK DAM
Summary Swale Dimensions
11 81e #
M ill
Depth
( }
$ tt fil
"+idth Bl )
Oj Width
{10-jai}
slope
Slopes-
Uniing
1
027
2
4.16
3.28%
4
Straw +/Tack Cc
2
0.2
2
3.60
1.47%
4
Straww/Tack Coal
3
0.4
2
5.20
219%
4
Straw►nrlTack Croat
4
0.43
2
5.44
1.75%
4
Strawvv Tack Coat
025
2
400
2.27%
4
Straw w/Tack Coat
6.
0.5
2
600
4.31 %
4
S iy5 Straw f Net
Construction Specifications:
1. Place the barrel (typically 4-inch Schedule 40 PVC pipe) on a firm, smooth foundation of impervious soil. Do not use pervious materal such as sand,
gravel, or crushed stone as backfill around the pipe. Place the fill material around the pip spillway in 4-inch layers and compact it under and around the
;e pipe to at least the same density of 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.
2. Assemble the skimmer following the manufacturers instructions, or as designed.
3. 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 attache 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.
Maintenance:
Inspect skimmer at least weekly and after each significant (one-half inch or greater) rainfall event and repair immediately. Pull the skimmer to one side so that
the sediment underneath it can be excavated. Make sure vegetation growing in the bottom of the basin does not hold down the skimmer.
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.
Freezing weather can result in ice forming in the basin. Some special precautions should be taken in the winter to prevent the skimmer from plugging with ice.
General Notes:
1. Barrel (solid, not foam core pipe) should be 1.4 times the depth of the water so the inlet can be pulled to the side for maintenance. If more than 8-feet
long weight may have to be added to inlet to counter the increased buoyancy.
2. Barrel shall be smaller in diameter than inlet pipe to reduce buoyancy and tendency to lift inlet, but is sufficient for flow through inlet because of slope.
Item
Skimmer Size
1.5"
2"
2.5"
3"
4"
5"
6"
8"
A
3" 0 Pipe
4" 0 Pipe
5" 0 Pipe
6" 0 Pipe
8" 0 Pipe
8" 0 Pipe
10" 0 Pipe
12" 0 Pipe
1.5" Orifice
2" Orifice
2.5" Orifice
3" Orifice
4" Orifice
5" Orifice
6" Orifice
8" Orifice
B
2"
2"
2"
2"
2"
Red Tip
Yellow Tip
Green Tip
Blue Tip
Orange Tip
Silver Tip
White Tip
n/a
C
2"
2.5"
2.5"
3"
4"
5"
6"
8"
D
1.5"
2"
2.5"
3"
4"
4"
5"
6"
E
n/a
2"
2.5"
3"
4"
5"
6"
8"
F
1.5"
1.5"
1.5
2"
3"
4"
5"
6"
G
1.5" Hose
1.5" Hose
1.5" Hose
2" Hose
3" Hose
4" Hose
5" Hose
6" Hose
1.5" Fitting
2" Fitting
2" Fitting
2" Fitting
3" Fitting
4" Fitting
5" Fitting
6" Fitting
H
4"
4"
4"
4"
4"
6"
6"
8"
1
16" Sq.
27" Sq.
29" Sq.
29" Sq.
33" Sq.
40" Sq.
47" Sq.
60" Sq.
J
6' Max.
I 6' Min.
6' Min.
I 8' Min.
8' Min.
8' Min.
I 8' Min.
8' Min.
Berm shall be stabilized
within 7 days
Compacted -
Soil
2:1 Max. Slope -
Natural Ground
Use gravel in areas when
vehicles must cross frequently
2:1 Max
(Typ.)�
Double Net & StrawJ
GRAVEL BERM Blanket
N.T.S.
Berm shall be stabilized
within 7 days
Compacted 2:1 Max.
Soil Slope (Typ.)
2:1 Max. Slope
Natural Grounder
Double Net & StrawJ
EARTHEN BERM Blanket
N.T.S.
Construction Specifications:
1. Remove and properly dispose of al trees, brush, stumps, and other objectionable material.
2. Ensure that the minimum constructed cross section meets all design requirements.
3. Ensure that the top of the dike is not lower at any point than the design elevation plus the specified settlement.
4. Provide sufficient room around diversions to permit machine regrading and cleanout.
5. Vegetate the ridge immediately after construction, unless it will remain in place for less than 30 working days.
Maintenance:
Inspect temporary diversions once a week and after every rainfall. Immediately remove sediment from the flow area and
repair the diversion ridge. Carefully check outlets and make timely repairs as needed. When the area protected is
permanently stabilized, remove the ridge and the channel to blend with the natural ground level and appropriately stabilize it.
TEMPORARY EARTHEN DIVERSION BERM
Landscape Architecture ♦ Fayetteville, INC
Civil Engineering ♦ Southern Pines, INC
230C W. Pennsylvania Ave. ♦ Southern Pines, NC 28387
Voice: 910-725-1107
w w w. c r a w f o r d d s In c o m
,,�1►IIIIIII/II�j ,,,Ip11111111II�I
E S I D E S I GN
`OO� a�/TAT CG�q . O�Q� NEER/ CO2f�®®e
Q Q 7 i e Q ��� Ti c
U CERT. No. Z C Ar CERT. No.
C-136 m' C-2097 z
,.4 11111, IIII►11� /1111111® ®®0 ®®®®®®®
SEALS
```�11111111///
�N CAR
i
SEAL
027502 =
NJAV
.*,INEB''P
I
S. S
L����`��
�I�►IIItt1.3v.t8
REVISIONS
Z
aQ
J Z
J J
O
O�
�a
Z
O
V �
O
ZZ
O"
O
DC p
}•
W V
LU
J
Z
O
O
V
oZ�
aaa
J
Inc =
OQ�
.O
�
-
O
mJU
W
PROJECT DETAILS
Project Manager: KSL
CAD Technician: RFN/GER
Reviewed / Approved By: KSL
Project Number: 17032
SCALE
ISSUE DATE
02/03/2018
SHEET NUMBER
L