20181710 Ver 1_RFM_NOV_Response_2of2_20190130

Red Fox
Meadows
DOCUMENT CHECKLIST
✓ Timeline of Events
✓ Site Work For Compliance Report
✓ Jurisdictional Determination Contract
✓ Erosion And Sediment Control Plan (updated)
✓ Channel Drainage Report
✓ Watershed Report
ITEMS IN PROCESS
o Jurisdictional Determination
o Trout Buffer Waiver
o Updated Complete 401/404 Permit Application
o Corrected Financially Responsible Party Form

Sedl erg t an d Erosion Cori tTol Plan
for Construction Of Subdivision Road, at
11103 "101/1111 =01 -
Banner Elly Extra Territorial Zoning Jurisdiction, Avery County, North Carolina
0 25 50
APPROX. SCALE IN MILES
WESTERN NORTH CAROLINA
dARLOTTE
SHEET NO
CONTENT
1
Cover Sheet
2
Erosion Control Narrative
3
Vicinity Map
4
Soils Map
5
Quadrangle map
6
Plan Sheet index map
7
Plan Sheet 7
8
Plan Sheet 8
9
Plan Sheet 9
10
Plan Sheet 10
11
Plan Sheet 11
12
Profile
13
Profile
14
Profile, cross—section template
15
Construction Entrance
16
Sediment Fence Details.
17
Temporary Sediment Trap Details
18
Channel details
19
Storm Drainage Pipe Design
20
Outlet Stabilization Detail
21
Vegetative Plan, Construction Schedule & Maintenance Plan
Major Elements of DWQ Construction General Permit including Ground Stabilization Time Req.
Property owned by:
RFM & Gwaltney Farms, LLC
Ownership contact person at Diversified Real Estate Partners, LLC
Michael E. Warnock
Plan developed by:
David K. Stern, PLS L-1301
1
306 E Main St Ste 200
Lakeland, FL 33804
306 E Main St Ste 200
Lakeland, FI 33804
475 Church Hollow Road
Boone, NC 28607
of
21
Red Fox Meadows Deed Book 520/2410 Avery County Registry
863-640-8529 [e-mail]
828-963-5331 [e-mail]
Jan. 29, 2019

Erosion and Sedimentation Control Plan
Red Fox Meadows Subdivision
August 2018
Town of Banner Elk Zoning Jurisdiction, Banner Elk Township, Avery County, North Carolina
Narrative
Project Description
The urpose of the project is to clear, grub, grade, and stabilize roads for develo ment of Red Fox Meadows
Subdpvision. Construction will affect 4.351 acres and three major drainage areas. wring construction the site
will be broken into less than one acre areas drained into temporary sediment traps. After yegetative establishment
the site will be returned to semi -natural drainage. Design is to meander alignment to achieve a maximum of 12%
grade and allow for positive storm drainage. Erosion control measures are designed for a 25 year storm period
and 75% trapping efficiency for the sediment basins. Design alignment is to stay outside of Trout Buffer of
stream on western boundary (along boundary line) and and stream within major western drainage basin except
for one crossing of the stream drainage western major basin. The upper portion of the western basin and two
other major drainage areas do not not contain live streams. Projerct will be stabilized as gravel roadbed with
remainder areas stabilized with vegetation. Since project is linear, it can be phased so there minimal amount of
un -stabilized areas undergoing grading.
Location
The site is located on the south side of Beech Mountain in the eastern side of NC 184 1.15 mile north of the
intersection of NC 194 and with NC 194. Drainage is to Whitehead Creek, a tributary of Elk River and the
Watauga River Basin (in Tennessee).
Site Description
The site is on an southern facing slope of Beech Mountain. It is currently farm pasture land with some forest land
in the lower basin areas. There are some moderate to steep cross slopes within the alignment area. The average
protect slope is 25%. Three drainage areas (one with a spring branch) drain into Whitehead Creek crossing
under NC we
184 in a 36" culvert.
Adjacent Property
Land use in the vicinity of Project is single Family residential to the north and tree farm to the south. Some
residential development exists in the watershed above the spring branch crossings.
Soils
See Sheet 4 for soils map.
Red Fox
Meadows
Temporary Sediment and Erosion Control Measures and Practices
Temporary Gravel Construction Entrance/exit (see Sheet I�
• A temporary construction entrance will be constructed at the new intersection at US Highway 221.
• As this is to be part of the final driveway alignment, the intersection will be graded to finished sub -grade,
then graveled with large 3 inch stone to be covered later with clean crushed stone for the final road surface.
• The purpose is to trap and collect mud and sediment from the construction vehicles preventing dropping
mud and sediment onto US 221.
• The entrance needs to be a minimum length of 50 feet and at least 12 feet wide. The depth of the 3 inch
stone is to be at least 6 inches.
Temporary Silt fence (see detail o °et 15):
• Silt fence will be installed at lower extents of clearing areas and along the toes of fill slopes.
• Gravel breaks will be incorporated along the fence at intervals of 75 to 100 feet or in areas of concentrated
runoff to filter sediment and prevent silt fence from being breached.
• The gravel filters are to be made up of 2-3 inch stone covered by clean crushed stone and should be a
minimum of 4 feet wide.
• Once a portion of the project is completed and permanent measures are effectively controlling sediment
and erosion, the silt fence is to be removed (can be reused on subsequent project phases).
Temporary Sediment Traps (see detail on Sheet 16):
• Temporary sediment traps for each phase are to be installed before clearing or any other land disturbing
activities by utilizing the existing Tough Hill road as access.
• Once a portion of the project iscompleted and permanent measures are effectively controlling sediment
and erosion, the temporary sediment basin is to be graded to natural contours, fertilized, limed and seeded,
Ditch Check Dam and Trap, tempora- semi-permanent:
• In the ditch lines, there will be small traps, with clean gravel dams/filters, dug at intervals of 50 to 75 feet.
• These traps will trap and contain sediment washed down into the ditch line from the cut and roadbed and
will fill over time. This will prevent sediment from moving into natural drainage ways.
Construction to be phased and sequenced:
• Project is divided into five phases based on location of temporary sediment traps.
Temporary measures are to be maintained:
• A maintenance plan is included.
Ground cover established (see schedule on Sheet 20):
• Temporary groundcover is to be established per DWQ table.
Erosion and Sedimentation Control Plan
for Construction of Subdivision Roads at
Red Fox Meadows
Permanent Sediment and Erosion Control Measures and Practices
Ditch Channels (see detail on Sheet #)
• Ditch channels will be graded along the toe of the cut slopes and will incorporate small check dams
established into the ditch channel every 50 to 75 feet to reduce the amount of sediment reaching the
dissipators or cross drainage pipes.
• Ditches are to be fertilized, limed, seeded, and covered with a temporary lining as specified.
• Once vegetation is effective) controlling sediment and erosion, the temporary check dams and traps can
be returned to ditch line grade, fertilized, seeded, and covered with a temporary lining, if specified, for ease
of permanent road maintenance.
Dissipators (rip -rap aprons) (see detail on Sheet #):
• These are areas below pipe or ditch outlets which will be lined with rip -rap stone to reduce velocity and
disperse flow over wider area to prevent erosion.
• These dissipators reduce the force of the water leaving the ditch channel or pipe and are to be sized and
lined as specified.
Surface stabilization (see detail on Sheet #):
• Graded surfaces (cut/fill slopes) are to be stabilized with vegetation as specified in the Vegetation Plan.
• Cut slopes are to be left rough, fill slopes are to be tracked.
• Slopes and shoulders are to be fertilized, limed, and seeded as soon as possible once final grade has been
reached.
Road stabilization (see detail on Sheet #):
• The road is to be final graded to drain to the ditch line and stabilized with a 4' course of NC DOT standard
size stone.
Ground cover established (see schedule on Sheet 19):
• Permanent groundcover is to be established per DWQ table.
Notes:
1. Contact person responsible for maintenance.
Michael Warnock 863-640-8529
2. Areas are by coordinate geometry as queried in AutoCAD software.
EROSION CONTROL NARRATIVE
K
of 21
Jan. 29, 2019

/ P 6
1,3 fi0
1318
J
J d 1316
1319
1310
1311 1316
` 1305 1310
I
1310
/ 1319
/ 1305 1308 1310
01i
1120 194 1177
1 1122 1142
1 2 1123 Rominge 1117 1115
OB 119
�V 4293 1122 ` 1 � 1141
1 7 11
11
s 1170
1129 1-1
H 1113
1 O AIN ROCKY FACE 1140
1128 1166
1132 1152 Valle Cr is 11
1130
1135
1127 1160
1122
1112
113 A
H _—�` 1122 113
1169 � 1134
1131 � 11 � 155°
1
M athey 1133 1
/�_ 0 1 68
�� BEECH PIN EMT ` 1130 i ( l
9
ELEV. 5,50 , 7 O� ' ''
1302 NATION
1305 1325 105
'0N _ 132 ? 1 336 l _
13 133 19 BOWERS 1138 i
0 1301 1 GAP hullers
358 ROJ T 11334
320 ' O )1134
/ 300 � 130., 194 V�363 -�
26 1137
` 194 1328 175,,- 1 568
30.5 1170 322 1321
1 55 `
A. %� 132 � 1376 11
rS 1168
13 Elk J\I_ 1 371 1161 1 80 155
169 1321
1 �-
1171 1324
19E 361
f -
AIN 1 8'""
13 'HANGING ROCK MT Fo o
ELEV. —a;2-18 > 15591637
1342 184 l { _
34 ING o 1 FOREST
342 135 TN
184
1 / 1641
� ry � 184 ELEV. 1 r, n / /� � /�
61 % jj V V /`1
338
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98
i
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18� 159 1561
1315 /( / / 115 2
1177 116 / 1
1167 377 1342 f �
i
205
_ 1199 1 1160 1
( 1 1347 GRANDFATHER MN.
1365
186
116 1162 1353 ELEV. 5,964 22
1 4\80
1157 1159 1 r A V E R Y
105
Red Fox Erosion and Sedimentation Control Plan PROJECT LOCATION MAP 3
for Construction of Subdivision Roads at NCDOT Avery County Road Map
Meadows Red Fox Meadows o i 3� r 3 4 of 21
Graphic Scale I' - I mile, Jan. 29, 2019

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Red Fox Erosion and Sedimentation Control Plan 4
for Construction of Subdivision Roads at Location on Avery County Soils map
Meadows Red Fox Meadows 2000 0 2000 4000 sono of 21
Graphic Scale 1" = 2000' Jan. 29, 2019

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Red Fox Erosion and Sedimentation Control Plan 5
for Construction of Subdivision Roads at Location on Valle Crucis Quadrangle (1994 ed)
Meadows Red Fox Meadows 2000 0 2000 4000 6000 of 21
Graphic Scale I" = 2000' Jan. 29, 2019

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Red Fox Erosion and Sedimentation Control Plan 6
for Construction of Subdivision Roads at PLAN SHEET INDEX
Meadows Red Fox Meadows 200 150 10o so 0 200 40o soo of 21
Graphic Scale 1 " = 200' Jan. 29, 2019

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Deed Book 249/007 '64 y, in
Surveyed 1-9 1993 b Dissopitor 12 99 4062.8' existing j I — ------------ ------- /
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----------
Walter
from legal description exist�lf� 4059.0' 4 a 61.80 j �'� `---------___ _
\� design 1056.9'----
�` Future Develop as
c ter of creek Red Fox Meadows 4 8.74
Ralph Gwaltney Estate
Gross project area = 4 40 acre
remainder ,/o,.4'o of \
z r C.JI I" 4 6.08 x-
�\ 130
Deed Book 198/366
°RIML Plat 06-09-19=152N( ss o / `
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issopitpl #outlet 404 40 18 to 24' culvert — — — — —
new construction storm d SF � i '3 10. f;1 4035.3 4 4.53 let --------------------
flow
_ _ _ _ _ _ _ _ _ _
drainage to be designed �� �� creak at _ - - I -4404��og Vie-----------
for compliance with �� flow o y-- -------------------------
cohcentrated flow line %
erosion control and NC $'- - 9 ---------------- form rand
\, c outlet l 1 41.68 / - eQj� l easem� �t
DOT s ecifications 4o�u,--------------------__
P 403 ,\ Deed Book 130/208 ------------
northern extenNcommon *\ s / Plat book 21 f i36
boundary with center Nq 184 \ 9�A 8_- _----'
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N115�W 353,'\ `�i , I / //!
\ 'A 85-1-11-i1
Red Fox Erosion and Sedimentation Control Plan PLAN DETAILS 7
for Construction of Subdivision Roads at
Meadows Red Fox Meadows 100 80 60 40 20 0 50 loo of 21
-----------
Graphic ScGle 1 " = 50' Jan. 29, 2019

remoinoer portion of
Deed Book 198/1366 \
MM Plot 06-09-19--152 less \ _
\ 6-09--19-152A
212,93
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4117.611 inlet 5A existing 24 4100.1 ! ' N
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Red Fox Erosion and Sedimentation Control Plan PLAN DETAILS 8
for Construction of Subdivision Roads at
Meadows Red Fox Meadows loo 80 60 40 20 0 50 loo of 21
-----------
Graphic Scale 1 " = 50' Jan. 29, 2019

Lot 111. 2.490 acres
a
v
Lot 10, 2.495 aer
°toe
4212 93
inlet
I
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break after Dissa Itor 112 4268.0'
0
culvert installax 1.5')
tion I
Red Fox Erosion and Sedimentation Control Plan PLAN DETAILS 9
for Construction of Subdivision Roads at
Meadows Red Fox Meadows 100 80 60 40 20 0 50 100 of 21
Graphic Scale 1 " = 50' Jan. 29, 2019

1
I
I now ur formerly
Warren Wakeman
G remainder portion of
Deed Book 243j 79%
verify
Lot 501
Grey Fox Ridge
Plot ag0k-3FI16-7
doted 1711§i119"
Michael M. Lacey
i
I — —
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-
-
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Gr , VFDX 57, privately m°31/1
— — — 45' RIW per Ps _
\ N77 -05'E , — —
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n/ 37
/ 334.' outlet
44 � 4236.0'
Dissapitor 115
4 30.8 (9x10.5)
Lot 9, 2. cres
ouleta1
4205.0 5 %
Red Fox
Meadows
24 50
432.92 inlet e,
6-4-01J. 4'
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led 115/1993 by
Michael M Lacey
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iron found 9/2006 by MML
`
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i � 185.00'
i
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OCI
4372.68
2
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51338E 6.76'
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\
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364.46 Lot 8, 2.004 acres
N
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4 0
4 ��.78 4357.89
Diss ap' r
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23, t 127' 43 .84 /
break after
installation /
435 7
435 A
I
TST 5 I
SF 29, 1102'
435 54
0.902_gc_�
Erosion and Sedimentation Control Plan
for Construction of Subdivision Roads at
Red Fox Meadows
PLAN DETAILS
100 80 60 40 20 0
i
Deed
dated i
11\ \
\
\
\
` iron set 9 2006 by Mh
\ b
\ � N
1
1 ion set 9/2006
11�
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50 100 of 21
Jan. 29, 2019

0'
2
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1
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&INJ4'
�(9'x 10.5 355-
23, f 127'
break after
installation
435°
r902
5.ac_�
SF 24, 194'
I
1 I
1 I
i3
pip? 13" culvert
40 'tch block
11 With d.
inlet
4293.5'
4283.23 I
8
27 0
79
/ s
inlet
�e 4273.0'
turnaround
.Lot 3, 2.001 acres
SF 29, 1102'
?6
SF 25, 1109'
I
SF 28, 1104'
R=217.67 L=82 53' S,
1\ \ =44.00' L=•1217' SA
vv \ R= 33' L=2 6.48' N
R=44. 0 L=5 13' N6
\
\
\
\ \ \ \ 19-
\ \ X68 \ F
.Lot 7, 2.084 acres ` \
364. 17 SF
27, 1198'
436 13
/ 4368.93
/ 4' 9.85
/
SOIL 1p0KpILE AREA �
10
Community
recreation
SF 26, 1188' \
Lot 6, 2.405 acres
Red Fox Erosion and Sedimentation Control Plan PLAN DETAILS 11
for Construction of Subdivision Roads at
Meadows Red Fox Meadows 100 80 60 40 20 0 50 100 of 21
Graphic Scale 1 " = 50' Jan. 29, 2019

4180
4160
zf
4140
4120
4100
4080
4060
4040
p/
ti
3°I
0,0
4020
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+
Red Fox
Meadows
Erosion and Sedimentation Control Plan
for Construction of Subdivision Roads at
Red Fox Meadows
PLAN DETAILS
100 50 0 100 200 Soo
12
of 21
Jan. 29, 2019
Graphic Scale 1- = 100'

112,45SD 114,35SD 119,34SD
4380
0%
360
4340
4320
•I•
00
80
4260
4,21•
4240
4220
Red Fox
Meadows
Erosion and Sedimentation Control Plan
for Construction of Subdivision Roads at
Red Fox Meadows
PLAN DETAILS
100 50 0 100 200 Soo
13
of 21
Jan. 29, 2019
Graphic scole 1 " = 100'

IN
8,040"
8,33% X00,1
Typical DOT Subdivision 'shoulder' Road Section
UL
r-
M
8.33%
~ 2,00%
2.00% - -
LO
8,040"
8,33% X00,1
Typical DOT Subdivision 'shoulder' Road Section
-1.289" 75.00VC -3.907 -3.909 75.00VC 7.309 7.309 100.00VC 1.969 -1.969" 100.00VC 1.969
296.54S-9 2656K c 64.77SD 6.69K -Vol 174.42SD 18.72K -Vol 219.63SD 25.52K -Vol
4380
4367
4340
0+00
1+00 2+00
Red Fox
Meadows
3+00 4+00 5+00 6+00 7+00
•M
Rex Fox Ridge Road centerline
M
r-
M
r-
31.01 '
0�
LO
M
70.44'
4360 R=217.61' L=172.82'
S25°34'21'E
GII00
R=217.61' L=8253'
S372731'E
8203'
R=44.00' L=42.17'
SOO°51 '44'W
40.57'
R=55.33' L=296.48'
o
49.39'
0
N64°05'05'W
49.96'
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�D
Lf�
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o
o
1,.6(AL1
R=90.00' L=101.01' N84°35 36'E
95.79'
R=90.00' L=133.28' N10°0101 'E
CDM
N32 24 28 "W 60.47'
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-1.289" 75.00VC -3.907 -3.909 75.00VC 7.309 7.309 100.00VC 1.969 -1.969" 100.00VC 1.969
296.54S-9 2656K c 64.77SD 6.69K -Vol 174.42SD 18.72K -Vol 219.63SD 25.52K -Vol
4380
4367
4340
0+00
1+00 2+00
Red Fox
Meadows
3+00 4+00 5+00 6+00 7+00
•M
Rex Fox Ridge Road centerline
749.66'
N71 °57'34'E 62.89'
S37°33'31 'E
31.01 '
150.70'
R=117.98' L=71.53'
S20°11 '25'E
70.44'
4360 R=217.61' L=172.82'
S25°34'21'E
168.31'
R=217.61' L=8253'
S372731'E
8203'
R=44.00' L=42.17'
SOO°51 '44'W
40.57'
R=55.33' L=296.48'
N54°49 21 'E
49.39'
R=44.00' L=53.13'
N64°05'05'W
49.96'
1 4340
8+00
Erosion and Sedimentation Control Plan
for Construction of Subdivision Roads at
Red Fox Meadows
Rex Fox Meadow Road centerline
2913.92'
N71 °57'34'E 62.89'
R=125.00' L=161.75' N34°53'19'E
150.70'
R=125.00' L=137.09' N29°14 07'E
130.32'
R=125.00' L=326.12' N14°05'19"W
241.19'
N89° 16'51 V 50.52'
R=90.00' L=347.53' N2120'28E
168.47'
R=90.00' L=105.88' S81 °44'27'E
99.88'
R=629.34' L=251.40' N53°06'41 'E
249.74'
R=90.00' L=139.06' N85°5558E
125.64'
R=90.00' L=91.20' S78°49 58'E 87.35'
N72°08'12'E 206.09'
R=90.00' L=98.50' S76°30'34E 93.66'
S45°09 20'E 23.35'
R=90.00' L=187.25' N75°1423E
155.26'
R=297.07' L=208.51 ' N04 28'21 "W
204.26'
R=90.00' L=221.99' N46°04'57E
169.85'
R=90.00' L=101.01' N84°35 36'E
95.79'
R=90.00' L=133.28' N10°0101 'E
121.43'
N32 24 28 "W 60.47'
Typical section & Profile Ridge Road
100 50 0 100 200
Scale 1 " = 100'
14
300
of 21
Jan. 29, 2019

TEMPORARY MUDMAT
NOT TO SCALE
Purpose
To provide a buffer area where vehicles can drop their mud and sediment to avoid transporting it onto public roads, to
control erosion from surface runoff, and to help control dust.
Conditions Where Practice Applies
Wherever traffic will be leaving a construction site and moving directly onto a public road or other paved off-site area.
Construction plans should limit traffic to properly constructed entrances.
Design Criteria
Aggregate Size—Use 2-3 inch washed stone.
Dimensions of gravel pad—
Thickness: 6 inches minimum,
Width: 12 -feet minimum or full width at all points of the vehicular entrance and exit area, whichever is greater
Length: 50 -feet minimum
Location—Locate construction entrances and exits to limit sediment from leaving the site and to provide for maximum utility
by all construction vehicles
Avoid steep grades, and entrances at curves in public roads.
washing—If conditions at the site are such that most of the mud and sediment are not removed by vehicles traveling over the
gravel, the tires should be washed. Washing should be done on an area stabilized with crushed stone that drains into a
sediment trap or other suitable disposal area. A wash rack may also be used to make washing more convenient and effective.
Construction 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 geotextile fabrics because they improve stability of the foundation in locations subject to seepage or high water table.
Maintenance
Maintain the gravel pad in a condition to prevent mud or sediment from leaving the construction site. This may require
periodic topdressing with 2 -inch stone. After each rainfall, inspect any structure used to trap sediment and clean it out as
necessary. Immediately remove all objectionable materials spilled, washed, or tracked onto public roadways.
Red Fox
Meadows
1.5' min.
9" min
ruler ciotn
Plan View
12" of NCDOT #5 or #57
washed stone 1.5
Class 9 Riprap
Filter Cloth
4' tc 6'
Cross -Section View
2' max. fit
Temporary Check Dam
Stone check dam stone should be placed over the channel banks to keep water from cutting around the dam.
L = The distance such that points
A and B are of equal elevation
This condition may not be met at 12% ditch line grade. Space at 50' to 75' intervals
Erosion and Sedimentation Control Plan
for Construction of Subdivision Roads at
Red Fox Meadows
Temporary Check Dam
Definition
A small temporary stone dam constructed across a drainage way.
Purpose
To reduce erosion in a drainage channel by reducing the velocity of flow.
Condition where practice applies
This practice may be used as a temporary measure to limit erosion by reducing
velocity in small open channels. When needed, they can be used in channels,
roadside ditches, and temporary diversions.
Check dams may be used to:
■ reduce velocity in small temporary channels that are degrading, but
where permanent stabilization is impractical due to their short period of
usefulness;
■ reduce velocity in small eroding channels where construction delays or
weather conditions prevent timely installation of nonerosive liners.
Construction Specifications
1. Place stone to the lines and dimensions shown in the plan on a filter fabric
foundation.
2. Keep the center stone section at least 9 inches below natural ground level
where the dam abuts the channel banks.
3. Extend stone at least 1.5 feet beyond the ditch bank (Figure 6.836) 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 subject to damage or blockage from displaced stones.
Maintenance
Inspect check dams and channels at least weekly and after each significant (112
inch or greater) rainfall event and repair immediately. Clean out sediment,
straw, limbs, or other debris that could clog the channel when needed.
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, installing a protective riprap liner in that portion of the channel
(Practice 6.3 1, Riprap-line and Paved Channels).
Remove sediment accumulated behind the dams as needed to prevent damage
to channel vegetation, allow the channel to drain through the stone check dam,
and prevent large flows from carrying sediment over the darn. Add stones to
dams as needed to maintain design height and cross section.
Construction Entrance Detail
Temporary Check Dam Detail
15
of 21
Jan. 29, 2019

Red Fox
Meadows
Erosion and Sedimentation Control Plan
for Construction of Subdivision Roads at
Red Fox Meadows
Installation Specifications
1. The base of both end posts should be at least one foot higher than the
middle of the fence. Check with a level if necessary.
2. Install posts 4 feet apart in critical areas and 6 feet apart on standard
applications.
3. Install posts 2 feet deep on the downstream side of the silt fence, and
as close as possible to the fabric, enabling posts to support the fabric from
upstream water pressure.
4. Install posts with the nipples facing away fi-om the silt fabric.
5. Attach the fabric to each post with three ties, all spaced within the top 8
inches of the fabric. Attach each tie diagonally 45 degrees through the fabric,
with each puncture at least 1 inch vertically apart. Also, each tie should be
positioned to hang on a post nipple when tightened to prevent sagging.
6. Wrap approximately 6 inches of fabric around the end posts and secure
with 3 ties.
7. No more than 24 inches of a 36 inch fabric is allowed above ground
level.
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.
Maintenance
Inspect sediment fences at least once a week and after each rainfall. Make any
required repairs immediately.
Should the fabric of a sediment fence collapse, tear, decompose or become
ineffective, replace it promptly.
Remove sediment deposits as necessary to provide adequate storage volume
for the next rain and to reduce pressure on the fence. Take care to avoid
undermining the fence during cleanout.
Remove all fencing materials and unstable sediment deposits and bring the
area to grade and stabilize it after the contributing drainage area has been
properly stabilized.
Sediment Fence Details
We
of 21
Jan. 29, 2019
Definition
8' max. standard strength fabric with wire fence
A temporary sediment control measure consisting of fabric buried at the
6' max. extra strength fabric without wire fence
bottom, stretched, and supported by posts.
Purpose
—
To retain sediment from small disturbed areas by reducing the velocity of
Steel
sheet flows to allow sediment deposition.
post
Condition where practice applies
Plastic or
Below small-disturbed areas that are less then 114 acre per 100 feet of fence.
wire ties
Where runoff can be stored behind the sediment fence without damaging the
fence or the submerged area behind the fence.
Wire 18-24"
fence
Do not install sediment fences across streams, ditches, or waterways, or
Natural
ground
other areas of concentrated flow.
Sediment fence should be placed along topographic elevation contours, where
it can intercept stormwater runoff that is in dispersed sheet flow. Sediment
fence should not be used alone below graded slopes greater than 10 feet in
8" dawn & 4"
height.
forward along
24" the trench
Filter
CONSTRUCTION
fabric
1. Construct the sediment barrier of standard strength or extra strength
synthetic filter fabrics.
2. Ensure that the height of the sediment fence does not exceed 24 inches
above the ground surface. (Higher fences may impound volumes of water
Wire
sufficient to cause failure of the structure.)
fence
Cross-Section
3. Construct the filter fabric from a continuous roll cut to the length of the
View
barrier to avoid joints. When joints are necessary, securely fasten the filter
Filter
cloth only at a support post with 4 feet minimum overlap to the next post.
Steel fabric Backfill trench Natural
post and compact ground
4. Support standard strength filter fabric by wire mesh fastened securely to
thoroughly
the upslope side of the posts. Extend the wire mesh support to the bottom of
the trench. Fasten the wire reinforcement, then fabric on the upslope side of
the Fence post. Wire or plastic zip ties should have minimum 50 pound tensile
m m m m
mm m m ®� ° • m m ° ° °
strength.
m m min ° m .m ��
5. When a wire mesh support fence is used, space posts a maximum of 8 feet
.° m m mm 8"
apart. Support posts should be driven securely into the ground a minimum of
24„ ; ®m ° m ° min
m m m o o °�
24 inches.
m m�m m°°mmm amm
°
6. Extra strength filter fabric with 6 feet post spacing does not require wire
mmmm°
mesh support fence. Securely fasten the filter fabric directly to posts. Wire or
plastic zip ties should have 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).
8. Place 12 inches of the fabric along the bottom and side of the trench.
Installation detail of a sediment fence
9. Backfill the trench with soil placed over the filter fabric and compact.
Thorough compaction of the backfill is critical to silt fence performance.
10. Do not attach filter fabric to existing trees.
Red Fox
Meadows
Erosion and Sedimentation Control Plan
for Construction of Subdivision Roads at
Red Fox Meadows
Installation Specifications
1. The base of both end posts should be at least one foot higher than the
middle of the fence. Check with a level if necessary.
2. Install posts 4 feet apart in critical areas and 6 feet apart on standard
applications.
3. Install posts 2 feet deep on the downstream side of the silt fence, and
as close as possible to the fabric, enabling posts to support the fabric from
upstream water pressure.
4. Install posts with the nipples facing away fi-om the silt fabric.
5. Attach the fabric to each post with three ties, all spaced within the top 8
inches of the fabric. Attach each tie diagonally 45 degrees through the fabric,
with each puncture at least 1 inch vertically apart. Also, each tie should be
positioned to hang on a post nipple when tightened to prevent sagging.
6. Wrap approximately 6 inches of fabric around the end posts and secure
with 3 ties.
7. No more than 24 inches of a 36 inch fabric is allowed above ground
level.
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.
Maintenance
Inspect sediment fences at least once a week and after each rainfall. Make any
required repairs immediately.
Should the fabric of a sediment fence collapse, tear, decompose or become
ineffective, replace it promptly.
Remove sediment deposits as necessary to provide adequate storage volume
for the next rain and to reduce pressure on the fence. Take care to avoid
undermining the fence during cleanout.
Remove all fencing materials and unstable sediment deposits and bring the
area to grade and stabilize it after the contributing drainage area has been
properly stabilized.
Sediment Fence Details
We
of 21
Jan. 29, 2019

Cross -Section i2"r� of NCD0Y #5
o. R9 VWO;nd stnnP
3600 CL "ACM
benign -;F tt lo
..,,,uf,'�°A, -'
- - ------ --- ------
2'
Plan View
n- -Y
------------------ ----
{
1.5 mfn.
Fite
fc6nc
07 fll6"for
scitfemenT
�ET.e.^gerrcy byw
Pnss h" 1.'
settfe.I tnl, of
dm
-� lJcrura!
3, Ground
{Iter
nun.
Temporary Sediment Trap
Definition: A small temporary ponding basin formed by an embankment or excavation to capture sediment.
Purpose: To detain sediment -laden runoff and trap the sediment to protect receiving streams, lakes, drainage
systems, and protect adjacent property.
Conditions Where Practice Applies: Specific criteria for installation of a temporary sediment trap are as
follows:
• At the outlets of diversions, channels, slope drains, or other runoff conveyances that discharge
sediment -laden water.
• Below areas that are draining 5 acres or less.
• Where access can be maintained for sediment removal and disposal.
• In the approach to a stormwater inlet below a disturbed area as a part on an inlet protection system.
• Structure life limited to 2 years.
Temporary Sediment Trap Construction Specifications
1. Clear, grub, and strip the area under the embankment of all vegetation and root mat. Remove all surface soil
containing high amounts of organic matter, and stockpile or dispose of it properly. Haul all objectionable material
to the designated disposal area.
2. Ensure that fill material for the embankment is free of roots, woody vegetation, organic matter, and other
objectionable material. Place the fill in lifts not to exceed 9 inches, and machine compact it. Over fill the
embankment 6 inches to allow for settlement.
3. Construct the outlet section in the embankment. Protect the connection between the riprap and the soil from
piping by using filter fabric or a keyway cutoff trench between the riprap structure and soil,
• Place the filter fabric between the riprap and the soil. Extend the fabric across the spillway foundation and
sides to the top of the dam; or
• Excavate a keyway trench along the center line of the spillway foundation extending up the sides to the
height of the dam. The trench should be at least 2 feet deep and 2 feet wide with 1:1 side slopes.
4, Clear the pond area below the elevation of the crest of the spillway to facilitate sediment cleanout.
5. All cut and fill slopes should be 2:1 or flatter.
6. Ensure that the stone (drainage) section of the embankment has a minimum bottom width of 3 feet and
maximum side slopes of 1:1 that extend to the bottom of the spillway section.
7. Construct the minimum finished stone spillway bottom width, as shown on the plans, with 2:1 side slopes
extending to the top of the over filled embankment, Keep the thickness of the sides of the spillway outlet
structure at a minimum of 21 inches. The weir must be level and constructed to grade to assure design capacity.
8. Material used in the stone section should be a well -graded mixture of stone with a d50 size of 9 inches (class B
erosion control stone is recommended) and a maximum stone size of 14 inches, The stone may be machine
placed and the smaller stones worked into the voids of the larger stones. The stone should be hard, angular, and
highly weather -resistant.
9. Discharge inlet water into the basin in a manner to prevent erosion. Use temporary slope drains or diversions
with outlet protection to divert sediment -laden water to the upper end of the pool area to improve basin trap
efficiency (References: Runoff Control Measures and Outlet Protection).
10. Ensure that the stone spillway outlet section extends downstream past the toe of the embankment until stable
conditions are reached and outlet velocity is acceptable for the receiving stream. Keep the edges of the stone
outlet section flush with the surrounding ground, and shape the center to confine the outflow stream (References:
Outlet Protection),
11. Direct emergency bypass to natural, stable areas. Locate bypass outlets so that flow will not damage the
12. Stabilize the embankment and all disturbed areas above the sediment pool and downstream from the
trap immediately after construction (References: Surface Stabilization).
13. Show the distance from the top of the spillway to the sediment cleanout level (1/2 the design depth) on
the plans and mark it in the field. , I i l --
14. Install porous baffles as specified in Practice 6.65, Porous Baffles. embankment.
4.351 acres X 3600cu. ft per acre = 15,664 cu. ft
Red Fox
Meadows
Disturbed areas
Erosion and Sedimentation Control Plan
for Construction of Subdivision Roads at
Red Fox Meadows
Maintenance
Inspect temporary sediment traps at least weekly and after each significant ('/2 inch or greater) rainfall event and
repair immediately. Remove sediment, and restore the trap to its original dimensions when the sediment has
accumulated to one-half the design depth of the trap. Place the sediment that is removed in the designated
disposal area, and replace the part of the gravel facing that is impaired by sediment.
Check the structure for damage from erosion or piping. Periodically check the depth of the spillway to ensure it
is a minimum of 1.5 feet below the low point of the embankment. Immediately fill any settlement of the
embankment to slightly above design grade. Any riprap displaced from the spillway must be replaced
immediately.
After all sediment -producing areas have been permanently stabilized, remove the structure and all unstable
sediment. Smooth the area to blend with the adjoining areas, and stabilize properly (References: Surface
Stabilization).
Grass -Section 12" min. or NMOT#5
or #`. f wn shed stone
3600 cu {I/o[re
o ttled z1' . -r 11 r
Plan View
nc
-n.,. Z v tt• below
•--- ___.. ---------- ..�, r 'k' setleA fop of
T
2' To 3.5 • �" y- titi��
-------------- Y Nnturcl
9, 6r and
faker min.
Plan and cross-section of a temporary sediment trap
t \
0.90 oc.
> -1 o
16
.N
Temporary Sediment Trap Details and Computations 17
of 21
Jan. 29, 2019
Temporary Sediment
Traps (2:1 interior slopes)
Trap No.
0
l/10 in.
Acres
0/10 cfs
Req. sf
Provided sf Volume cf
Depth ft
rldth ft
Length ft Bottom L.
1
0.15
7.82
0.527
0.62
270
1352 1897
3.5
26
52
38
2
0.15
7.82
0.933
1.15
500
2450 3359
3.5
35
70
56
3
0.15
7.82
0.996
1.17
509
2592 3586
3.5
36
72
58
4
0.15
7.82
0.993
1.15
500
2592 3575
3.5
36
72
58
5
0.15
7.82
0.902
1.06
461
2380 3247
3.5
34.5
69
55
4.351 acres X 3600cu. ft per acre = 15,664 cu. ft
Red Fox
Meadows
Disturbed areas
Erosion and Sedimentation Control Plan
for Construction of Subdivision Roads at
Red Fox Meadows
Maintenance
Inspect temporary sediment traps at least weekly and after each significant ('/2 inch or greater) rainfall event and
repair immediately. Remove sediment, and restore the trap to its original dimensions when the sediment has
accumulated to one-half the design depth of the trap. Place the sediment that is removed in the designated
disposal area, and replace the part of the gravel facing that is impaired by sediment.
Check the structure for damage from erosion or piping. Periodically check the depth of the spillway to ensure it
is a minimum of 1.5 feet below the low point of the embankment. Immediately fill any settlement of the
embankment to slightly above design grade. Any riprap displaced from the spillway must be replaced
immediately.
After all sediment -producing areas have been permanently stabilized, remove the structure and all unstable
sediment. Smooth the area to blend with the adjoining areas, and stabilize properly (References: Surface
Stabilization).
Grass -Section 12" min. or NMOT#5
or #`. f wn shed stone
3600 cu {I/o[re
o ttled z1' . -r 11 r
Plan View
nc
-n.,. Z v tt• below
•--- ___.. ---------- ..�, r 'k' setleA fop of
T
2' To 3.5 • �" y- titi��
-------------- Y Nnturcl
9, 6r and
faker min.
Plan and cross-section of a temporary sediment trap
t \
0.90 oc.
> -1 o
16
.N
Temporary Sediment Trap Details and Computations 17
of 21
Jan. 29, 2019

S�
WOR --_ny
CHANNEL INSTALLATION
1. Prepare soil before installing rolled erosion control products (recp's), including any necessory application of
lime, fertilizer, and seed. Note: when using cell -o -seed do not seed prepared area. Cell -o -seed must be
installed with paper side down.
2. Begin at the top of the channel by anchoring the recp s in a 6" (15 cm) deep x 6" (15 cm) wide trench
with approximately 12" (30 cm) of recp s extended beyond the up-slope portion of the trench. Anchor the
recp s with a row of staples/stokes approximately 12" (30 cm) apart in the bottom of the trench. Backfill
and comopct the trench after stapling. apply seed to compacted soil and fold remaining 12" (30 cm)
portion of recp's back over seed and compacted soil Secure recp s over compacted soil with a row of
staples/stakes spaced approximately 12" (30 cm) across the width of the recp s.
J. Roll center recp's in direction of water flow in bottom of channel. Recp's will unroll with appropriate side
against the soil surface. All recp's must be securely fastened to soil surface by placing staples/stakes in
appropriate locations as shown in the staple pattern guide. when using the dot system, staples/stakes
should be placed through each of the colored dots corresponding to the appropriate staple pattern.
4. Place consecutive recp s end over end (shingle style) with a 4" - 6" (10 cm -15 cm) overlap. Use a
double row of staples staggered 4" (10 cm) apart and 4" (10 cm) on center to secure recp's.
5. Full length edge of recp's at top of side slopes must be anchored with a row of staples/stakes
approximately 12" (30 cm) apart in a 6" (15 cm) deep x 6" (15 cm) wide trench. Backfill and compact
the trench after stapling.
6. Adjacent recp's must be overlapped opproximately 2" - 5" (5 cm -12.5 cm) (depending on recps type)
and stapled.
7. In high flow channel applications, a staple check slot is recommended at 30 to 40 foot (9 m - 12 m)
intervals. Use a double row of staples staggered 4" (10 cm) apart and 4" (10 cm) on center over entire
width of the channel.
8. The terminal end of the recp s must be anchored with a row of staples/stakes approximately 12" (30 cm)
apart in a 6" (15 cm) deep x 6" (15 cm) wide trench. Backfill and compact the trench after stapling.
Note: * In loose soil conditions, the use of staple or stake lengths greater than 6" (15 cm) may be
necessary to properly anchor the recto s.
- 12.5 CM
Critical points Note:
t B A. Overlaps and seams * Horizontal staple spacing should be altered if necessary to allow
B. Projected water line staples to secure the critical points along the channel surface.
C. Channel bottom/side ** In loose soil conditions, the use of staple or stake lengths
slope vertices greater than 6" (15 cm) may be necessary to properly anchor
the recp's.
Red Fox
Meadows
Ditch Channels (1/10 = 782)
Swale No.
hAv*d or
C
0/10
Slope
n V/10 f/s Depth
Bot. width
Side slope Lining
Condition
1 temp.
0.31
0..20
0.340
11.63%
0.04 2.82 0.23'
0
1.5.•1/3.•1 SC250
stable
1 perm.
0.23 0.76 0.45'
Grass
"
2 temp.
0.66
0.20
0.732
16Z
0.04 3.85 0.29'
0'
1.5.•1/3.1 SC250
stable
2 perm.
0149 1.44 0.48'
Grass
"
3 temp.
0.33
0.20
0.408
16%
0.04 3.33 0.23'
0'
1.5.•1/3.1 SC250
stable
3 perm.
"
"
"
"
0.197 1.01 0.43'
"
" Grass
"
4 temp.
0.33
0.20
0.397
16%
0.04 3.30 0.23'
0'
1.5.•1/3.1 SC250
stable
4 peen.
0.200 0.99 0.42'
"
" Grass
"
5 temp.
0.460
0.35
1.201
073'
0.04 3.19 0.41'
0'
1.5.•1/3.•1 SC250
stable
5 perm.
'
'
"
0.135 1.28 0.64'
'
' Gross
'
6 temp.
0.241
0.50
0.729
12.27.7
0.04 3.48 0.31'
0'
1.5.•1/3.•1 SC250
stable
6 perm.
'
'
"
0.155 1.26 0.51'
'
' Gross
"
7 temp.
0.17
0.35
0.379
12.279
0.04 2.96 0.24'
0'
1.5.•1/3.•1 SC250
stable
7 perm.
0.214 0.84 0.45'
Gross
"
8 temp.
0.34
0.40
0.959
12.27%
0.04 3.73 0.34'
0'
1.5.•1/3.•1 SC250
stable
8 perm.
0.137 1.48 0.54'
Gross
"
9 temp.
0.24
0.35
0.508
12279
0.04 3.18 0.27'
0'
1.5.•1/11 SC250
stable
9 perm.
0.184 1.01 0.47'
Grass
"
10 temp.
0.85
0.35
1.470
04.21%
0..04 2.78 0.49'
0'
1.5.•1/3.1 SC250
stable
10 perm.
0.133 1.13 0.76'
Grass
"
11 temp.
0.236
0.35
0.513
14%
0.04 3.35 0.26'
0'
1.5.•1/3.1 SC250
stable
11 perm.
0.18 1.08 0.46'
"
" Grass
"
12 temp.
1.669
0.35
2.887
14%
0.04 5.16 0.5'
0'
1.5.•1/3.•1 SC250*
stable
12 perm.
0.09 2.81 0.681'
"
" Gross
"
13 temp.
0.81
0.35
1.93
14%
0.04 4.66 0.43'
0'
1.5.•1/3.•1 SC250*
stable
13 perm.
'
'
"
"
0.103 2.29 0.61'
'
' Gross
'
14 temp.
1.38
0.35
2.639
14X
0.04 5.04 0.48'
0'
1.5.•1/3.•1 SC250*
stable
14 perm
0.093 2.68 0.66'
Gross
'
15 temp.
1.51
0.35
1.977
0.14
0.04 4.69 0.43'
0'
1.5.•1/3.•1 SC250*
stable
15 perm.
0.102 232 0.62'
Gross
"
*Channels 12-15 require Shoremax armoring material or equivalent
Erosion and Sedimentation Control Plan
for Construction of Subdivision Roads at
Red Fox Meadows
Plan locations of drainage ares and channels to be added
Channel Size & Stablization
E1:1
of 21
Jan. 29, 2019

-' n se ✓" , 6` m �\ t�11 % - \
v`
� N nll�4l
Cr,
-tz,
Jy�
\ n�A\Qe.
f)10,000, h\ �;ron s
p n \ �O06.
17(`�,
V\ A
iron et 9/2006
r �
7d 9/2006 b MY41'
2006 by
\ of c ek
,,an found 9�2 _ t XV,
e�lt�ll ff:�r� ai
�X
> extent' c 6 r� �r i
c�
r. v wi center " l�
c
Y
I
� I I
-
Pipe No. Size/type
1I iro set 1/.200 by MMi
Slope 9
t
,� c•'
re lige portion of
f fto me ,r
�r
Acres
0/25 cfs
Rc�t . e
'
HW/D
t�
`
81-
f,
\
0.012
6
cre
%/
7.559
i
9/2006--
529
\���
,Iu'nd
-6
`
iron
et 9/2 06 by MMI.
;%>ML4�
moms friar/ M
_
iro
i I
n'rcammon bo daryfE
006 b
9%1006 MML
9.59
ed r r,Qn
t 9/ 006 ,
6.82
0.659
34 e
8.47
iron set 9/ 06 by
/ I 0.940 Ac
� r
40 feet
89
2 006 b,,-
0.20
7.42
0.327
gr watershed
1.669 Acres net
7d 9/2006 b MY41'
2006 by
\ of c ek
,,an found 9�2 _ t XV,
e�lt�ll ff:�r� ai
�X
> extent' c 6 r� �r i
c�
r. v wi center " l�
c
Y
I
� I I
-
Pipe No. Size/type
1I iro set 1/.200 by MMi
Slope 9
t
,� c•'
re lige portion of
f fto me ,r
�r
Acres
0/25 cfs
Rc�t . e
'
HW/D
t�
`
40 feet
\
0.012
6
cre
%/
7.559
i
1.55'
529
1 18" HDPE
1/2006
cre
0.012
0.20
;%>ML4�
1
4.485
iro
i I
n'rcammon bo daryfE
2 18" HDPE
9%1006 MML
9.59
ed r r,Qn
t 9/ 006 ,
6.82
0.659
34 e
8.47
7d 9/2006 b MY41'
2006 by
\ of c ek
,,an found 9�2 _ t XV,
e�lt�ll ff:�r� ai
�X
> extent' c 6 r� �r i
c�
r. v wi center " l�
c
Y
I
� I I
-
Pipe No. Size/type
1I iro set 1/.200 by MMi
Slope 9
n
C
�r
Acres
0/25 cfs
1.507 A es
` set by
HW/D
Exist 24" CMP
40 feet
\
0.012
14
4.57
%/
7.559
9.22
1.55'
529
1 18" HDPE
4.6 Acres
189
0.012
0.20
gross
3�'
1
4.485
iro
1.27'
859
2 18" HDPE
40 feet
9.59
1. 69 Acr
0.20
6.82
0.659
0.899
8.47
0.53'
359
l
40 feet
89
3.625 Ac
0.20
7.42
0.327
gr watershed
1.669 Acres net
6.62
0.38'
q
�
40 feet
9.59
J
G'trilding
J
iron und 9 ,/2 06 tiyy
foal�d
0.488
7.05
0.38'
269
5A 24" HDPE
40 feet
6.859
0.012
0.35
i
/3--
'' /
.4 4. 2 Acres
0� e -'@�ron f 9/260!
y MM.L
turnarou. ovideo
' "€-'� 8 63 Ac es
i
Red Fox Erosion and Sedimentation Control Plan
for Construction of Subdivision Roads at
Meadows Red Fox Meadows
=====x Plan symbol Storm Drainage Pipe Design
Pipe No. Size/type
Length
Slope 9
n
C
/V25
Acres
0/25 cfs
V/25 f/s
HW f
HW/D
Exist 24" CMP
40 feet
9.59
0.012
0.20
4.57
8.263
7.559
9.22
1.55'
529
1 18" HDPE
40 feet
189
0.012
0.20
4.57
4.902
4.485
17.12
1.27'
859
2 18" HDPE
40 feet
9.59
0.012
0.20
6.82
0.659
0.899
8.47
0.53'
359
3 18" HDPE
40 feet
89
0.012
0.20
7.42
0.327
0.485
6.62
0.38'
269
4 18" HDPE
40 feet
9.59
0.012
0.20
7.31
0.334
0.488
7.05
0.38'
269
5A 24" HDPE
40 feet
6.859
0.012
0.35
4.61
23625
12.00
15.66
1.98'
999
5B 36' HDPE
40 feet
8.739
0.012
0.35
4.61
23625
26.127
20.51
259'
869
6 18" HDPE
40 feet
149
0.012
0.50
8.37
0.266
1.112
10.36
0.59'
399
7 15" HDPE
40 feet
1589
0.012
0.35
7.67
0.172
0.462
11.05
0.63'
509
8 18" HDPE
40 feet
13.89
0.012
0.40
8.65
0.344
1.190
10.50
0,61'
419
9 18" HDPE
60 feet
9.69
0.012
0.40
5.82
3.335
6.79
15.42
1.64'
1099
10 18" HDPE
40 feet
129
0.012
0.35
6.05
0.855
1.81
11.35
0.77
519
11 18" HDPE
70 feet
17.69
0.012
0.35
5.80
4.629
9.39
20.38
2.06
1389
12 18" HDPE
40 feet
1259
0.012
0.40
6.06
1.669
3.54
14.04
1.11
749
13 18" HDPE
40 feet
129
0.012
0.40
8.14
0.811
231
12.19
0.87
589
14 18" HDPE
40 feet
219
0.012
0.35
537
1.507
283
15.79
0.98
659
15 18" HDPE
40 feet
219
0.012
0.35
7.34
0.942
2.42
14.4
0.90
759
Outlet Stabilization Structure Detail & Computations 19
Storm Drainage Design
200 150 100 50 0 200 400 600 of 21
Graphic Scale 1 " = 200' Jan. 29, 2019

Section at ditch or culvert centerline ' typical '
Outlet Stabilization Structure (Dissipator, Riprap Apron
Definition:
A structure designed to control erosion at the outlet of a channel or conduit.
Purpose :
To prevent erosion at the outlet of a channel or conduit by reducing the velocity of flow and dissipating energy.
Conditions Where Practice Applies:
This practice applies where the discharge velocity of a pipe, box culvert, diversion, open channel, or other water conveyance structure exceeds
the permissible velocity of the receiving channel or disposal area.
Planning Considerations:
The outlets of channels, conduits, and other structures are points of high erosion potential because they frequently carry flows at velocities that
exceed the allowable limit for the area downstream. To prevent scour and undermining, an outlet stabilization structure is needed to absorb the
impact of the flow and reduce the velocity to non-erosive levels. A riprap-lined apron is the most commonly used practice for this purpose
because of its relatively low cost and ease of installation. The riprap apron should be extended downstream until stable conditions are reached
even though this may exceed the length calculated for design velocity control.
Design Criteria Capacity -10 -year, peak runoff or the design discharge of the water conveyance structure, whichever is greater.
Grade -Ensure that the apron has zero grade. There should be no overfall at the end of the apron; that is, the elevation of the top of the riprap
at the downstream end should be the same as the elevation of the bottom of the receiving channel or the adjacent ground if there is no channel.
Alignment -The apron should be straight throughout its entire length, but if a curve is necessary to align the apron with the receiving
stream, locate the curve in the upstream section of riprap.
Materials -Ensure that riprap consists of a well -graded mixture of stone.
Larger stone should predominate, with sufficient smaller sizes to fill the voids between the stones. The diameter of the largest stone size should
be no greater than 1.5 rimes the d50 size.
damage.
Red Fox
Meadows
Thickness -Make the minimum thickness of riprap 1.5 times the maximum stone diameter.
Stone quality -Select stone for riprap from field stone or quarry stone. The stone should be hard, angular, and highly weather -resistant. The
specific gravity of the individual stones should be at least 2.5.
Filter -Install a filter to prevent soil movement through the openings in the riprap. The filter should consist of a graded gravel layer or a
synthetic filter cloth. Design filter blankets by the method described in Practice 6.15, Riprap.
Construction Specifications:
1. Ensure that the subgrade for the filter and riprap follows the required lines and grades shown in the plan. Compact any fill required in the
subgrade to the density of the surrounding undisturbed material. Low areas in the subgrade on undisturbed soil may also be filled by increasing
the riprap thickness.
2. The riprap and gravel filter must conform to the specified grading limits shown on the plans.
3. Filter cloth, when used, must meet design requirements and be properly protected from punching or tearing during installation. Repair any
damage by removing the riprap and placing another piece of filter cloth over the damaged area. All connecting joints should overlap so the top
layer is above the
downstream layer a minimum of 1 foot. If the damage is extensive, replace the entire filter cloth.
4. Riprap may be placed by equipment, but take care to avoid damaging the filter.
5. The minimum thickness of the riprap should be 1.5 times the maximum stone diameter.
6. Riprap may be field stone or rough quarry stone. It should be hard, angular, highly weather -resistant and well graded.
7. Construct the apron on zero grade with no overfill at the end. Make the top of the riprap at the downstream end level with the receiving area
or slightly below it.
8. Ensure that the apron is properly aligned with the receiving stream and preferably straight throughout its length. If a curve is needed to fit
site conditions, place it in the upper section of the apron.
9. Immediately after construction, stabilize all disturbed areas with vegetation
Maintenance:
Inspect riprap outlet structures weekly and after significant (1/2 inch or greater) rainfall events to see if any erosion around or below the riprap
has taken place, or if stones have been dislodged. Immediately make all needed repairs to prevent further damage.
Erosion and Sedimentation Control Plan
for Construction of Subdivision Roads at
Red Fox Meadows
Rip Rap
Pipe/Dtob Dissipa tors
Dissipator No.
Type
Design Q
Design V
length
Width
Depth
MAP
,,I, IyIyIyllylylylylylylylylylyly�
1
,I, Iylylyllylylylylylylylylylyly�
4.485
Iylylyll�I�I�I�I�I�I�I�I�I�I��
9'
�/ / Iylylyllyl�I�I�I�I�I�I�I�I�I
0.75'
4"
2
Pipe 2
0.899
8.47
9'
10.5'
0.75'
4"
3
Pipe 3
0.485
6.62
9'
10.5'
0.75'
�Y--• All • NBC • • • • •T• 4: -
-�T
Pipe 4
0.488
7.05
Section at ditch or culvert centerline ' typical '
Outlet Stabilization Structure (Dissipator, Riprap Apron
Definition:
A structure designed to control erosion at the outlet of a channel or conduit.
Purpose :
To prevent erosion at the outlet of a channel or conduit by reducing the velocity of flow and dissipating energy.
Conditions Where Practice Applies:
This practice applies where the discharge velocity of a pipe, box culvert, diversion, open channel, or other water conveyance structure exceeds
the permissible velocity of the receiving channel or disposal area.
Planning Considerations:
The outlets of channels, conduits, and other structures are points of high erosion potential because they frequently carry flows at velocities that
exceed the allowable limit for the area downstream. To prevent scour and undermining, an outlet stabilization structure is needed to absorb the
impact of the flow and reduce the velocity to non-erosive levels. A riprap-lined apron is the most commonly used practice for this purpose
because of its relatively low cost and ease of installation. The riprap apron should be extended downstream until stable conditions are reached
even though this may exceed the length calculated for design velocity control.
Design Criteria Capacity -10 -year, peak runoff or the design discharge of the water conveyance structure, whichever is greater.
Grade -Ensure that the apron has zero grade. There should be no overfall at the end of the apron; that is, the elevation of the top of the riprap
at the downstream end should be the same as the elevation of the bottom of the receiving channel or the adjacent ground if there is no channel.
Alignment -The apron should be straight throughout its entire length, but if a curve is necessary to align the apron with the receiving
stream, locate the curve in the upstream section of riprap.
Materials -Ensure that riprap consists of a well -graded mixture of stone.
Larger stone should predominate, with sufficient smaller sizes to fill the voids between the stones. The diameter of the largest stone size should
be no greater than 1.5 rimes the d50 size.
damage.
Red Fox
Meadows
Thickness -Make the minimum thickness of riprap 1.5 times the maximum stone diameter.
Stone quality -Select stone for riprap from field stone or quarry stone. The stone should be hard, angular, and highly weather -resistant. The
specific gravity of the individual stones should be at least 2.5.
Filter -Install a filter to prevent soil movement through the openings in the riprap. The filter should consist of a graded gravel layer or a
synthetic filter cloth. Design filter blankets by the method described in Practice 6.15, Riprap.
Construction Specifications:
1. Ensure that the subgrade for the filter and riprap follows the required lines and grades shown in the plan. Compact any fill required in the
subgrade to the density of the surrounding undisturbed material. Low areas in the subgrade on undisturbed soil may also be filled by increasing
the riprap thickness.
2. The riprap and gravel filter must conform to the specified grading limits shown on the plans.
3. Filter cloth, when used, must meet design requirements and be properly protected from punching or tearing during installation. Repair any
damage by removing the riprap and placing another piece of filter cloth over the damaged area. All connecting joints should overlap so the top
layer is above the
downstream layer a minimum of 1 foot. If the damage is extensive, replace the entire filter cloth.
4. Riprap may be placed by equipment, but take care to avoid damaging the filter.
5. The minimum thickness of the riprap should be 1.5 times the maximum stone diameter.
6. Riprap may be field stone or rough quarry stone. It should be hard, angular, highly weather -resistant and well graded.
7. Construct the apron on zero grade with no overfill at the end. Make the top of the riprap at the downstream end level with the receiving area
or slightly below it.
8. Ensure that the apron is properly aligned with the receiving stream and preferably straight throughout its length. If a curve is needed to fit
site conditions, place it in the upper section of the apron.
9. Immediately after construction, stabilize all disturbed areas with vegetation
Maintenance:
Inspect riprap outlet structures weekly and after significant (1/2 inch or greater) rainfall events to see if any erosion around or below the riprap
has taken place, or if stones have been dislodged. Immediately make all needed repairs to prevent further damage.
Erosion and Sedimentation Control Plan
for Construction of Subdivision Roads at
Red Fox Meadows
Outlet Stabilization Structure Detail & Computations
Storm Drainage Design
20
of 21
Jan. 29, 2019
Rip Rap
Pipe/Dtob Dissipa tors
Dissipator No.
Type
Design Q
Design V
length
Width
Depth
Stone (N)
1
Pipe 1
4.485
17.12
9'
10.5'
0.75'
4"
2
Pipe 2
0.899
8.47
9'
10.5'
0.75'
4"
3
Pipe 3
0.485
6.62
9'
10.5'
0.75'
4"
4
Pipe 4
0.488
7.05
9'
10.5'
0.75'
4"
5
Swale 5
1.201
3.19
9'
10.5'
0.75'
4"
6
Pipe 6
1.113
10.36
9'
10.5'
0.75'
4"
7
Pipe 7
0.462
11.05
9'
10.5'
0.75'
4"
8
Pipe 8
1.190
10.50
9'
10.5'
0.75'
4"
9
Pipe 9
6.79
15.42
9'
10.5'
0.75'
4"
10
Pipe 10
1.81
11.35
9'
10.5'
0.75'
4"
11
Swale 11
0.513
3.35
9'
10.5'
0.75'
4"
12
Pipe 12
3540
14.04
9'
10.5'
0.75'
4"
13
Pipe 13
2311
12.19
9'
10.5'
0.75'
4"
14
Pipe 14
2.833
15.79
9'
10.5'
0.75'
4"
15
Swale 15
1.977
4.69
9'
10.5'
0.75'
4"
14
Swale 14
0.090
1.59
9'
10.5'
0.75'
4"
15
Swale 15
0.572
2.36
9'
10.5'
0.75'
4"
16
Swale 16
0.435
2311
9'
10.5'
0.75'
4"
17
Swale 17
0.422
2.29 1
9'
10.5'
0.75'
4"
Outlet Stabilization Structure Detail & Computations
Storm Drainage Design
20
of 21
Jan. 29, 2019

Vegetative Plan
Seed bed preparation:
• On fill slopes leave the leave the last 4 to 6 inches loose and un -compacted. Roughen slope by tracking with bulldozer.
• On cut slopes, roughen as construction is in process.
Temporary seeding
• Cut and fill slopes will be temporarily seeded with German millet at a rate of 40 lb/acre in summer months (May 15th to August
15th) and with Rye at a rate of 120 lb/acre and Annual lespedeza at a rate of 50lb/acre if done in the late winter or early spring.
• Lime is to be applied at a rate of 2000 lb/acre
• 10-10-10 fertilizer is to be applied at a rate of 750 lb/acre.
Permanent seeding
• (Forest Service will not accept mixture containing tall fescue)
• All areas, exclusive of gravel roadbed, are to be seeded with the following mixture:
Lime 4000 lb/acre
Fertilizer 10001b/acre
Kentucky bluegrass 80 lb/acre (use blend of three varieties)
Redtop 10 lb/acre
Sericea Lespedeza 20 lb/acre
Kobe lespedeza 10 lb/acre
Mulch, hydro -seeded: 4000 lb/acre (preferred method)
• Mulch, hand -seeded: 4000 lb/acre Straw, as required for adequate coverage. Use matting or staking on cut slopes as necessary.
• Alternative 1: Immediately hand seed with permanent mixture and straw mulching all areas brought to finish grade. Then
hydro -seed all areas needing reseeded in phases.
• Alternative 2: Immediately hand seed with permanent mixture and straw mulch all areas except cut banks. Hand seed cut banks
per temporary specifications. Then hydro -seed cut banks and all other areas needing reseeded in phases.
Seeding frequency
• For compliance with General Stormwater DWQ Permit groundcover will be provided according to the following schedule
GROUND STABILIZATION CRITERIA
SITE AREA
STABILIZATION
STABILIZATION
DESCRIPTION
TIMEFRAME
TIMEFRAME
EXCEPTIONS
Perimeter dikes,
swales, ditches
7 days
None
and slopes
■ High Quality
Water (HQW)
7 days
None
Zones
If slopes are 10' or
• Slopes steeper
less in length and
than 3:1
7 days
are not steeper than
2:1, 14 days are
allowed.
• Slopes 3:1 or
7 -days for slopes
flatter
14 days
greater than 50 feet
in length
All ether areas
None
(except for
with slopes
14 days
perimeters and
flatter than 4:1
HQW Zones)
Red Fox
Meadows
Construction Schedule
Obtain Plan approval and permits:
• Obtain approval of erosion control plan.
• Obtain any grading permits required by Caldwell County.
• Obtain plan approval by Forest Service.
• NC DOT did not require a driveway permit for this project (driveway to single family residence).
Hold pre -construction meeting:
• Meet with owner, grading contractor, governmental representatives, and plan developer.
• Project is divided into seven phases per optimum placement of temporary sediment traps at 500-750 foot intervals. Each phase is
to be completed before sequencing to the next.
• Each phase is further divided into segments defined by the crossing of the new road construction with the old roadbed.
Install temporary silt fence and temporary sediment trap:
• Utilize existing entrance and old road for initial measures.
• Undergrowth and brush are to be removed in vicinity of temporary silt fence to first temporary sediment trap.
• Install silt fence as specified.
• Clear area for temporary sediment trap and install as specified, if needed, grade a temporary diversion ditch across existing old
road to send road drainage into temporary sediment trap.
Clearing and grubbing:
• Segment work into sections defined by the intersection of the new road with the old road.
• Start at the highest segment and work down.
• Determine placement of debris bury pit in an old roadbed segment as not to interfere with project access. Typically, start at
lowest point in an old roadbed segment.
• Dig pit to accommodate current day's debris.
• Remove brush, trees, and stumps in new segment to old road crossing.
• Limb cleared material for compaction.
• Bury and compact debris in pit.
• Cover at the end of the day and grade to original natural grade.
• Fertilize, lime, and seed as specified.
• Start enough of next day's pit to create berm and sediment pit to protect finished grading and seeding.
• Clearing and grubbing of the remaining segments of the new road are to be done in segments exposing limited areas of
construction as project progresses.
Construction entrance:
• Construct construction entrance as specified after clearing and grubbing of initial segment.
Grading:
• Grade a segment of new road to plan grade.
• Install other specified drainage measures: culverts, lead off ditches, and dissipators per specifications.
• Install pits and rock filter check dams in ditch lines.
Gravel, ditch line, shoulder, cut slope, and fill slope stabilization:
• As each segment progresses, prepare cut, fill, and shoulder areas for seeding as specified.
• Gravel completed segment of roadbed.
• Fertilize, lime and seed exposed areas as specified.
• Install ditch liners as specified.
Maintain temporary measures.
• Maintain sediment and erosion control measures per maintenance plan.
• Maintain rainfall data log as required.
• Reseed as necessary.
Remove temporary measures:
• Once vegetation is established and temporary measures are no longer required, they should be removed, as specified, for ease of
permanent maintenance.
• If required, grade to final contours and fertilize, lime and seed as specified.
Repeat processes:
• Repeat sequence, starting at clearing and grubbing, (except for construction entrance) for each segmental crossing of old
roadbed.
• Once each phase of project is completed down to temporary sediment trap, start over at sequence of installing silt fence and next
temporary sediment trap.
Erosion and Sedimentation Control Plan
for Construction of Subdivision Roads at
Red Fox Meadows
Maintenance Plan
Erosion control devices:
• Follow all maintenance procedures outlined with structure details.
• All measures will be inspected after each runoff producing rainfall. Any needed repairs will be made before any grading is
done.
• Sediment will be removed from the ditch line traps and temporary sediment traps and placed in the in the fill slope.
• The silt fences should be checked regularly and after any rainfall. Sediment that builds up along the fence or large rocks roll
into the fence are to be removed and the fence repaired. the gravel filters in the fence line are to be cleaned regularly.
• All areas seeded will be fertilized and reseeded as necessary according to the vegetative plan to maintain a dense vegetative
cover.
• Maintenance of measures specified must be followed and repairs made immediately.
Vegetative Plan
Ground Stabilization Criteria
Construction Schedule
Maintenance Plan
21
of 21
Jan. 29, 2019

Channel exist, Rational Peak Discharge Fri Jan 25 12:23:05 2019
1. Data:
Drainage Area
A =
8.26 acre
Runoff Coefficient
C =
0.20
Time of Concentration
0.39 hrs
Rainfall ID:
Rain2
Return Period:
10 YEAR
Rainfall Intensity:
I =
3.76 in/hr
2.Peak Discharge:
Qp =
6.219 cfs
Channel 1, Watershed Report
Sat
Jan 26 14:08:38 2019
Differs from Culvert 1 by eliminating
thread of
valley flow from channel
Horizontal Area: 13042.2 sq ft, 0.299
acres
Slope Area: 13976.3 sq ft, 0.321 acres
Average Elevation: 4071.19
Average Slope: 32.25%
Longest horizontal distance: 391.5, Longest
slope distance: 403.0
Vertical drop: 91.4, Avg slope: 23.4%,
Max slope:
33.6%
C -Factor Calculation Sat
Jan 26 14:11:16
2019
C -factor (CF)
Cover description
CF
Area(Acre)
Unimproved Areas
0.200
0.314
CF (weighted): 0.200
Total Area: 0.314 Acre
Time of Concentration (Rational)
Sat
Jan 26 14:16:19 2019
Runoff Coefficient 0.20
Length of Flow 402.98 ft
Slope of Flow Patch 23.35 %
Time of Concentration 0.190 hours,
11.4 minutes
Rational Peak Discharge
Sat
Jan 26 14:18:59 2019
1.Data:
Drainage Area
A =
0.31 acre
Runoff Coefficient
C =
0.20
Time of Concentration
0.19 hrs
Rainfall ID:
Rain2
Return Period:
10 YEAR
Rainfall Intensity:
I =
5.41 in/hr
2.Peak Discharge:
Qp =
0.340 cfs
Channel 2, Rational Peak Discharge
Fri
Jan 25 15:08:23 2019
Same as Pipe 1
1.Data:
Drainage Area
A =
0.66 acre
Runoff Coefficient
C =
0.20
Time of Concentration
0.18 hrs
Rainfall ID:
Rain2
Return Period:
10 YEAR
Rainfall Intensity:
I =
5.55 in/hr
2.Peak Discharge:
Qp =
0.732 cfs

Channel 3 Rational Peak Discharge
Fri
Jan 25
15:06:03 2019
1.Data:
Drainage Area
A
= 0.33
acre
Runoff Coefficient
C
= 0.20
Time of Concentration
0.14
hrs
Rainfall ID:
Rain2
Return Period:
10 YEAR
Rainfall Intensity:
I
= 6.19
in/hr
2.Peak Discharge:
Qp
= 0.408
cfs
Channel 4, Rational Peak Discharge
Fri
Jan 25
15:14:23 2019
1.Data:
Drainage Area
A
= 0.33
acre
Runoff Coefficient
C
= 0.20
Time of Concentration
0.15
hrs
Rainfall ID:
Rain2
Return Period:
10 YEAR
Rainfall Intensity:
I
= 6.01
in/hr
2.Peak Discharge:
Qp
= 0.397
cfs
Channel 5B Watershed Report
Sun
Jan 27
11:52:44 2019
C -Factor Calculation
Sun
Jan 27
12:08:43 2019
C -factor (CF)
Cover description
CF
Area(Acre)
Residential, Suburban
0.350 0.460
CF (weighted): 0.350
Total Area: 0.460 Acre
Time of Concentration (Rational)
Sun
Jan 27
12:12:11 2019
Runoff Coefficient 0.35
Length of Flow 177.26 ft
Slope of Flow Patch 43.53 %
Rational Peak Discharge
Sun
Jan 27
12:14:26 2019
1.Data:
Drainage Area
A
= 0.46
acre
Runoff Coefficient
C
= 0.35
Time of Concentration
0.09
hrs
Rainfall ID:
Rain2
Return Period:
10 YEAR
Rainfall Intensity:
I
= 7.46
in/hr
2.Peak Discharge:
Qp
= 1.201
cfs
Channel 5, Rational Peak Discharge
Fri
Jan 25
15:16:28 2019
1.Data:
Drainage Area
A
= 24.83
acre
Runoff Coefficient
C
= 0.35
Time of Concentration
0.38
hrs
Rainfall ID:
Rain2
Return Period:
10 YEAR
Rainfall Intensity:
I
= 3.81
in/hr
2.Peak Discharge:
Qp
= 33.082
cfs

Channel 6,
= 0.27
acre
C
C -Factor Calculation
Sun Jan 27 17:51:50
Cover description
CF
Area(Acre)
Residential, Suburban
10 YEAR
0.350 0.241
CF (weighted): 0.50
= 6.81
in/hr
Qp
Total Area: 0.241
Acre
Time of Concentration (Rational)
Sun
Jan 27 17:57:44 2019
Runoff Coefficient
0.50
Length of Flow
275.94 ft
Slope of Flow Patch
16.14 %
Time of Concentration
0.148 hours,
8.9 minutes
Rational Peak Discharge
Sun
Jan 27 18:00:30 2019
1.Data:
Drainage Area
A
= 0.24 acre
Runoff Coefficient
C
= 0.50
Time of Concentration
0.15 hrs
Rainfall ID:
Rain2
Return Period:
10 YEAR
Rainfall Intensity:
I
= 6.05 in/hr
2.Peak Discharge:
Qp
= 0.729 cfs
Rational Peak Discharge
1.Data:
Drainage Area
Runoff Coefficient
Time of Concentration
Rainfall ID:
Return Period:
Rainfall Intensity:
2.Peak Discharge:
Fri Jan 25 15:18:49 2019
Channel 7, Rational Peak Discharge
1. Data:
Drainage Area
Runoff Coefficient
Time of Concentration
Rainfall ID:
Return Period:
Rainfall Intensity:
2.Peak Discharge:
Channel 8, Rational Peak Discharge
1. Data:
Drainage Area
Runoff Coefficient
Time of Concentration
Rainfall ID:
Return Period:
Rainfall Intensity:
2.Peak Discharge:
A
= 0.27
acre
C
= 0.50
0.11
hrs
Rain2
10 YEAR
I
= 6.81
in/hr
Qp
= 0.919
cfs
Fri Jan 25 15:20:17 2019
A
= 0.17
acre
C
= 0.35
0.13
hrs
Rain2
10 YEAR
I
= 6.38
in/hr
Qp
= 0.379
cfs
Fri Jan 25 15:21:59 2019
A
= 0.34
acre
C
= 0.40
0.10
hrs
Rain2
10 YEAR
I
= 7.05
in/hr
Qp
= 0.959
cfs

Channel 9, Rational Peak Discharge
C -Factor Calculation
C -factor (CF)
Cover description
Residential, Suburban
CF (weighted): 0.350
Total Area: 1.684 Acre
Time of Concentration (Rational)
Runoff Coefficient 0.35
Length of Flow 1080.02 ft
Slope of Flow Patch 23.04 %
Time of Concentration 0.260 hours,
Rational Peak Discharge
1.Data:
Drainage Area
Runoff Coefficient
Time of Concentration
Rainfall ID:
Return Period:
Rainfall Intensity:
2.Peak Discharge:
Fri Jan 25 15:23:19 2019
Sun Jan 27 12:52:31 2019
CF Area(Acre)
0.350 1.684
Sun Jan 27 12:54:32 2019
15.6 minutes
Sun Jan 27 12:56:33 2019
A
= 1.68
acre
C
= 0.35
0.26
hrs
Rain2
10 YEAR
I
= 4.65
in/hr
Qp
= 2.740
cfs

Channel 10, Rational Peak
Discharge
Fri
Jan 25
15:25:23 2019
1.Data:
Cover description
Drainage Area
Area(Acre)
A =
0.85
acre
Runoff Coefficient
C =
0.35
Total Area: 1.669
Time of Concentration
0.23
hrs
Rainfall ID:
Jan 27 17:09:41 2019
Runoff Coefficient
Rain2
Return Period:
Length of Flow
428.56 ft
10 YEAR
Rainfall Intensity:
Slope of Flow Patch
I =
4.94
in/hr
2.Peak Discharge:
0.172 hours,
Qp =
1.470
cfs
Channel 11, Rational Peak
Discharge
Fri
Jan 25
15:26:34 2019
Watershed Report
Drainage Area
Sun
Jan 27
13:08:35 2019
C -factor (CF)
C
= 0.35
Time of Concentration
Cover description
CF
Area(Acre)
Residential, Suburban
Rain2
0.350
0.236
CF (weighted): 0.350
Rainfall Intensity:
I
= 6.81 in/hr
Total Area: 0.236
Acre
Time of Concentration (Rational)
Sun
Jan 27
13:55:08 2019
Runoff Coefficient
0.35
Length of Flow
269.39 ft
Slope of Flow Patch
18.99 %
Time of Concentration
0.138 hours,
8.3 minutes
Rational Peak Discharge
Sun
Jan 27
13:56:30 2019
1.Data:
Drainage Area
A =
0.24
acre
Runoff Coefficient
C =
0.35
Time of Concentration
0.14
hrs
Rainfall ID:
Rain2
Return Period:
10 YEAR
Rainfall Intensity:
I =
6.22
in/hr
2.Peak Discharge:
Qp =
0.513
cfs
Channel 12,
C -Factor Calculation
Sun
Jan 27 17:11:48 2019
C -factor (CF)
Cover description
CF
Area(Acre)
Residential, Suburban
0.350 1.669
CF (weighted): 0.350
Total Area: 1.669
Acre
Time of Concentration (Rational)
Sun
Jan 27 17:09:41 2019
Runoff Coefficient
0.35
Length of Flow
428.56 ft
Slope of Flow Patch
19.70 %
Time of Concentration
0.172 hours,
10.3 minutes
Channel 13, Rational Peak
Discharge
Fri
Jan 25 15:29:18 2019
1.Data:
Drainage Area
A
= 0.81 acre
Runoff Coefficient
C
= 0.35
Time of Concentration
0.11 hrs
Rainfall ID:
Rain2
Return Period:
10 YEAR
Rainfall Intensity:
I
= 6.81 in/hr

2.Peak Discharge:
Channel 14, Rational Peak Discharge
1. Data:
Drainage Area
Runoff Coefficient
Time of Concentration
Rainfall ID:
Return Period:
Rainfall Intensity:
2.Peak Discharge:
Qp = 1.930 cfs
Fri Jan 25 15:30:39 2019
A
= 1.51
acre
C
= 0.35
0.29
hrs
Rain2
10 YEAR
I
= 4.40
in/hr
Qp
= 2.323
cfs

Channel 15, Rational Peak Discharge
1. Data:
Drainage Area
Runoff Coefficient
Time of Concentration
Rainfall ID:
Return Period:
Rainfall Intensity:
2.Peak Discharge:
Fri Jan 25 15:32:39 2019
A
= 0.94
acre
C
= 0.35
0.15
hrs
Rain2
10 YEAR
I
= 6.01
in/hr
Qp
= 1.977
cfs

Watershed Report existina culvert
Wed Jan 23 10:19:51 2019
Horizontal Area: 359370 sq ft, 8.25 acres
Slope Area: 360241 sq ft, 8.27 acres
Average Elevation: 4064.92
Average Slope: 41.70%
Longest slope distance: 1601.63
Vertical drop: 338.52, Avg slope: 21.58%, Max slope: 60.7%
C -Factor Calculation Thu Jan 24 15:37:02 2019
C -factor (CF)
Cover description CF Area(Acre)
Unimproved Areas 0.200 8.263
CF (weighted): 0.200
Total Area: 8.263 Acre
Time of Concentration (Rational) Wed Jan 23 14:25:00 2019
Runoff Coefficient 0.20
Length of Flow 1601.63 ft
Slope of Flow Patch 21.58 %
Time of Concentration 0.388 hours, 23.3 minutes
Rational Peak Discharae
1. Data:
Drainage Area
Runoff Coefficient
Time of Concentration
Rainfall ID:
Return Period:
Rainfall Intensity:
2.Peak Discharge:
Culvert Design
Design Parameters
Section
Shape:
Material:
Diameter:
Manning's n:
Number of Barrels:
Inlet
Inlet Type:
Ke:
Inverts
Inlet Invert Elevation:
Outlet Invert Elevation:
Length:
Slope:
Culvert Calculation
Discharge:
Headwater Elevation:
Tailwater Elevation:
Downstream Velocity:
Downstream Flow Depth:
Flow Control Type:
Wed Jan 23 14:32:36 2019
A
= 8.26
acre
C
= 0.20
0.39
hrs
Rain2
25 YEAR
I
= 4.57
in/hr
Qp
= 7.559
cfs
Wed Jan 23 14:38:30 2019
Circular
Corrugated Metal
24.00 in
0.0250
1
Square Edge with Headwall
0.50
4038.500 ft
4034.600 ft
40.000 ft
9.75 %
7.5600 cfs
4040.050 ft
0.000 ft
9.22 ft/s
0.615 ft
Outlet Control, Gradually Varied Flow

Watershed Report Pipe 1
C -Factor Calculation
C -factor (CF)
Wed Jan 23 10:14:48 2019
Wed Jan 23 14:53:50 2019
Cover description CF Area(Acre)
Unimproved Areas 0.200 4.902
CF (weighted): 0.200
Total Area: 4.902 Acre
Time of Concentration (Rational) Wed Jan 23 14:56:52 2019
Runoff Coefficient 0.20
Length of Flow 1601.63 ft
Slope of Flow Patch 21.58 %
Time of Concentration 0.388 hours, 23.3 minutes
Rational Peak Discharge
1.Data:
Drainage Area
Runoff Coefficient
Time of Concentration
Rainfall ID:
Return Period:
Rainfall Intensity:
2.Peak Discharge:
Culvert Design
Design Parameters
Section
Shape:
Material:
Diameter:
Manning's n:
Number of Barrels:
Inlet
Inlet Type:
Flares
Ke:
Inverts
Inlet Invert Elevation:
Outlet Invert Elevation:
Length:
Slope:
Culvert Calculation
Discharge:
Headwater Elevation:
Tailwater Elevation:
Downstream Velocity:
Downstream Flow Depth:
Flow Control Type:
Wed Jan 23 14:58:25 2019
A
= 4.90
acre
C
= 0.20
0.39
hrs
Rain2
25 YEAR
I
= 4.57
in/hr
Qp
= 4.485
cfs
Wed Jan 23 16:03:05 2019
Circular
HDPE
18.00 in
0.0120
1
Square Edge, 30 to 75 Degree Wingwall
0.40
4040.100 ft
4032.900 ft
40.000 ft
18.00 %
4.4850 cfs
4041.371 ft
0.000 ft
17.12 ft/s
0.309 ft
Outlet Control, Gradually Varied Flow

Alternate Watershed Report Pipe 1 to handle additional watershed
Wed Jan 23 10:14:48 2019
Horizontal Area: 569972.7 sq ft, 13.085 acres
Slope Area: 602429.7 sq ft, 13.830 acres
Average Elevation: 4217.57
Average Slope: 31.41%
Longest horizontal distance: 1524.4, Longest slope distance: 1565.9
Vertical drop: 341.4, Avg slope: 22.4%, Max slope: 42.8%
1. Data:
Drainage Area
Runoff Coefficient
Time of Concentration
Rainfall ID:
Return Period:
Rainfall Intensity:
2.Peak Discharge:
Culvert Design
Design Parameters
Section
Shape:
Material:
Diameter:
Manning's n:
Number of Barrels:
Inlet
Inlet Type:
Flares
Ke:
Inverts
Inlet Invert Elevation:
Outlet Invert Elevation:
Length:
Slope:
Culvert Calculation
Discharge:
Headwater Elevation:
Tailwater Elevation:
Downstream Velocity:
Downstream Flow Depth:
Flow Control Type:
A
= 13.12
acre
C
= 0.35
ft
22.15
0.32
hrs
ft
Rain2
25 YEAR
I
= 5.05
in/hr
Qp
= 23.179
cfs
Wed Jan 23 13:34:55 2019
Circular
HDPE
36.00 in
0.0120
1
Square Edge, 30 to 75 Degree Wingwall
0.40
4040.100 ft
4035.300 ft
40.000 ft
12.00 %
23.1790
cfs
4042.511
ft
0.000
ft
22.15
ft/s
0.617
ft
Outlet Control, Gradually Varied Flow

Watershed Report Pipe 2 Wed Jan 23 10:23:42 2019
Horizontal Area: 29743.0 sq ft, 0.683 acres
Slope Area: 31337.7 sq ft, 0.719 acres
Average Elevation: 4154.54
Average Slope: 30.45%
Horiz dist: 352.32, Slope dist: 367.14, Vertical drop: 90.52
Average slope: 25.69%, Maximum slope: 55.02%
C -Factor Calculation
C -factor (CF)
Cover description
Unimproved Areas
CF (weighted):
Total Area:
Time of Concentration
Runoff Coefficient
Length of Flow
Slope of Flow Patch
Time of Concentration
0.200
0.659 Acre
Rational Peak Discharge
1.Data:
Drainage Area
Runoff Coefficient
Time of Concentration
Rainfall ID:
Return Period:
Rainfall Intensity:
2.Peak Discharge:
Rational)
0.20
367.14 ft
25.69 %
0.175 hours,
Culvert Design
Design Parameters
Section
Shape:
Material:
Diameter:
Manning's n:
Number of Barrels:
Inlet
Inlet Type:
Flares
Ke:
Inverts
Inlet Invert Elevation:
Outlet Invert Elevation:
Length:
Slope:
Culvert Calculation
Discharge:
Headwater Elevation:
Tailwater Elevation:
Downstream Velocity:
Downstream Flow Depth:
Flow Control Type:
Thu Jan 24 08:05:17 2019
CF Area(Acre)
0.200 0.659
10.5 minutes
Thu Jan 24 08:07:23 2019
Thu Jan 24 08:11:03 2019
A
= 0.66
acre
C
= 0.20
0.18
hrs
Rain2
25 YEAR
I
= 6.82
in/hr
Qp
= 0.899
cfs
Thu Jan 24 08:12:57 2019
Circular
HDPE
18.00 in
0.0120
1
Square Edge, 30 to 75 Degree Wingwall
0.40
4062.800 ft
4059.000 ft
40.000 ft
9.50 %
0.8990 cfs
4063.328 ft
0.000 ft
8.47 ft/s
0.165 ft
Outlet Control, Gradually Varied Flow

Watershed Report Pipe 3 Wed Jan 23 10:47:50 2019
Horizontal Area: 14693.8 sq ft, 0.337 acres
Slope Area: 15763.5 sq ft, 0.362 acres
Average Elevation: 4124.33
Average Slope: 35.36%
Longest horizontal distance: 258.0, Longest slope distance: 270.4
Vertical drop: 74.9, Avg slope: 29.0%, Max slope: 54.3%
C -Factor Calculation
C -factor (CF)
Cover description
Unimproved Areas
CF (weighted):
Total Area:
Time of Concentration
Runoff Coefficient
Length of Flow
Slope of Flow Patch
Time of Concentration
0.200
0.327 Acre
Rational Peak Discharge
1.Data:
Drainage Area
Runoff Coefficient
Time of Concentration
Rainfall ID:
Return Period:
Rainfall Intensity:
2.Peak Discharge:
Rational)
0.20
270.40 ft
29.00 %
0.145 hours,
Culvert Design
Design Parameters
Section
Shape:
Material:
Diameter:
Manning's n:
Number of Barrels:
Inlet
Inlet Type:
Flares
Ke:
Inverts
Inlet Invert Elevation:
Outlet Invert Elevation:
Length:
Slope:
Culvert Calculation
Discharge:
Headwater Elevation:
Tailwater Elevation:
Downstream Velocity:
Downstream Flow Depth:
Flow Control Type:
Thu Jan 24 08:24:36 2019
CF Area(Acre)
0.200 0.327
8.7 minutes
Thu Jan 24 08:25:58 2019
Thu Jan 24 08:30:29 2019
A
= 0.33
acre
C
= 0.20
0.14
hrs
Rain2
25 YEAR
I
= 7.42
in/hr
Qp
= 0.485
cfs
Thu Jan 24 09:00:05 2019
Circular
HDPE
18.00 in
0.0120
1
Square Edge, 30 to 75 Degree Wingwall
0.40
4078.400 ft
4075.200 ft
40.000 ft
8.00 %
0.4850 cfs
4078.783 ft
0.000 ft
6.62 ft/s
0.128 ft
Outlet Control, Gradually Varied Flow

Watershed Report Pipe 4
Wed Jan 23 10:43:55 2019
Horiz dist: 258.54, Slope dist: 267.73, Vertical drop: 66.33
Average slope: 25.65%, Maximum slope: 39.77%
C -Factor Calculation
C -factor (CF)
Thu Jan 24 08:46:17 2019
Cover description CF Area(Acre)
Unimproved Areas 0.200 0.334
CF (weighted): 0.200
Total Area: 0.334 Acre
Time of Concentration (Rational) Thu Jan 24 08:47:40 2019
Runoff Coefficient 0.20
Length of Flow 267.73 ft
Slope of Flow Patch 25.65 %
Time of Concentration 0.150 hours, 9.0 minutes
Rational Peak Discharae
1. Data:
Drainage Area
Runoff Coefficient
Time of Concentration
Rainfall ID:
Return Period:
Rainfall Intensity:
2.Peak Discharge:
Culvert Design
Design Parameters
Section
Shape:
Material:
Diameter:
Manning's n:
Number of Barrels:
Inlet
Inlet Type:
Flares
Ke:
Inverts
Inlet Invert Elevation:
Outlet Invert Elevation:
Length:
Slope:
Culvert Calculation
Discharge:
Headwater Elevation:
Tailwater Elevation:
Downstream Velocity:
Downstream Flow Depth:
Flow Control Type:
Thu Jan 24 08:48:43 2019
A
= 0.33
acre
C
= 0.20
0.15
hrs
Rain2
25 YEAR
I
= 7.31
in/hr
Qp
= 0.488
cfs
Thu Jan 24 08:52:00 2019
Circular
HDPE
18.00 in
0.0120
1
Square Edge, 30 to 75 Degree Wingwall
0.40
4093.200 ft
4089.400 ft
40.000 ft
9.50 %
0.4880 cfs
4093.584 ft
0.000 ft
7.05 ft/s
0.124 ft
Outlet Control, Gradually Varied Flow

Watershed Report Pipe 5 Wed Jan 23 10:51:06 2019
Horizontal Area: 1028984.4 sq ft, 23.622 acres
Slope Area: 1081568.8 sq ft, 24.829 acres
Average Elevation: 4287.30
Average Slope: 28.17%
Longest horizontal distance: 1946.7, Longest slope distance: 1982.7
Vertical drop: 349.9, Avg slope: 18.0%, Max slope: 52.4%
C -Factor Calculation Thu Jan 24 09:17:32 2019
C -factor (CF)
Cover description CF Area(Acre)
Residential, Suburban 0.350 23.625
CF (weighted): 0.350
Total Area: 23.625 Acre
Time of Concentration (Rational) Thu Jan 24 09:19:47 2019
Runoff Coefficient 0.35
Length of Flow 1982.69 ft
Slope of Flow Patch 17.97 %
Time of Concentration 0.382 hours, 22.9 minutes
Rational Peak Discharae
1. Data:
Drainage Area
Runoff Coefficient
Time of Concentration
Rainfall ID:
Return Period:
Rainfall Intensity:
2.Peak Discharge:
Thu Jan 24 09:21:06 2019
A
= 23.63
acre
C
= 0.35
0.38
hrs
Rain2
25 YEAR
I
= 4.61
in/hr
Qp
= 38.127
cfs

Culvert 5A Design
Design Parameters
Section
Shape:
Material:
Diameter:
Manning's n:
Number of Barrels:
Inlet
Inlet Type:
Flares
Ke:
Inverts
Inlet Invert Elevation:
Outlet Invert Elevation:
Length:
Slope:
Culvert Calculation
Discharge:
Headwater Elevation:
Tailwater Elevation:
Downstream Velocity:
Downstream Flow Depth:
Flow Control Type:
Culvert 5b Design
Design Parameters
Section
Shape:
Material:
Diameter:
Manning's n:
Number of Barrels:
Inlet
Inlet Type:
Flares
Ke:
Inverts
Inlet Invert Elevation:
Outlet Invert Elevation:
Length:
Slope:
Culvert Calculation
Discharge:
Headwater Elevation:
Tailwater Elevation:
Downstream Velocity:
Downstream Flow Depth:
Flow Control Type:
Thu Jan 24 10:30:47 2019
Circular
HDPE
24.00 in
0.0120
1
Square Edge, 30 to 75 Degree Wingwall
0.40
4100.100 ft
4097.360 ft
40.000 ft
6.85 %
12.0000
cfs
4102.086
ft
0.000
ft
15.66
ft/s
0.586
ft
Outlet Control, Gradually Varied Flow
Thu Jan 24 10:27:57 2019
Circular
HDPE
36.00 in
0.0120
1
Square Edge, 30 to 75 Degree Wingwall
0.40
4100.850 ft
4097.360 ft
40.000 ft
8.73 %
26.1270
cfs
4103.436
ft
0.000
ft
20.51
ft/s
0.708
ft
Outlet Control, Gradually Varied Flow

Watershed Report Pipe 6 Wed Jan 23 11:18:37 2019
Horizontal Area: 11671.1 sq ft, 0.268 acres
Slope Area: 12045.4 sq ft, 0.277 acres
Average Elevation: 4148.96
Average Slope: 23.05%
Longest horizontal distance: 286.0, Longest slope distance: 296.4
Vertical drop: 69.9, Avg slope: 24.5%, Max slope: 70.9%
C -Factor Calculation Thu Jan 24 11:52:40 2019
C -factor (CF)
Cover description CF Area(Acre)
Residential, Multi -units, Detached 0.500 0.266
CF (weighted): 0.500
Total Area: 0.266 Acre
Time of Concentration (Rational) Thu Jan 24 11:54:21 2019
Runoff Coefficient 0.50
Length of Flow 296.40 ft
Slope of Flow Patch 24.50 %
Time of Concentration 0.107 hours, 6.4 minutes
Rational Peak Discharae
1. Data:
Drainage Area
Runoff Coefficient
Time of Concentration
Rainfall ID:
Return Period:
Rainfall Intensity:
2.Peak Discharge:
Culvert Design
Design Parameters
Section
Shape:
Material:
Diameter:
Manning's n:
Number of Barrels:
Inlet
Inlet Type:
Flares
Ke:
Inverts
Inlet Invert Elevation:
Outlet Invert Elevation:
Length:
Slope:
Culvert Calculation
Discharge:
Headwater Elevation:
Tailwater Elevation:
Downstream Velocity:
Downstream Flow Depth:
Flow Control Type:
Thu Jan 24 11:55:30 2019
A
= 0.27
acre
C
= 0.50
0.11
hrs
Rain2
25 YEAR
I
= 8.37
in/hr
Qp
= 1.113
cfs
Thu Jan 24 11:57:33 2019
Circular
HDPE
18.00 in
0.0120
1
Square Edge, 30 to 75 Degree Wingwall
0.40
4121.700 ft
4116.100 ft
40.000 ft
14.00 %
1.1130 cfs
4122.290 ft
0.000 ft
10.36 ft/s
0.167 ft
Outlet Control, Gradually Varied Flow

Watershed Report Pipe 7 Wed Jan 23 11:25:35 2019
Horizontal Area: 7264.1 sq ft, 0.167 acres
Slope Area: 7514.1 sq ft, 0.173 acres
Average Elevation: 4193.10
Average Slope: 23.46%
Longest horizontal distance: 216.6, Longest slope distance: 221.8
Vertical drop: 46.2, Avg slope: 21.3%, Max slope: 33.5%
C -Factor Calculation
C -factor (CF)
Cover description
Residential, Suburban
CF (weighted): 0.350
Total Area: 0.172 Acre
Time of Concentration (Rational)
Runoff Coefficient 0.35
Length of Flow 296.40 ft
Slope of Flow Patch 24.50 %
Time of Concentration 0.133 hours,
Rational Peak Discharge
1.Data:
Drainage Area
Runoff Coefficient
Time of Concentration
Rainfall ID:
Return Period:
Rainfall Intensity:
2.Peak Discharge:
Culvert Design
Design Parameters
Section
Shape:
Material:
Diameter:
Manning's n:
Number of Barrels:
Inlet
Inlet Type:
Flares
Ke:
Inverts
Inlet Invert Elevation:
Outlet Invert Elevation:
Length:
Slope:
Culvert Calculation
Discharge:
Headwater Elevation:
Tailwater Elevation:
Downstream Velocity:
Downstream Flow Depth:
Flow Control Type:
Thu Jan 24 12:02:57 2019
CF Area(Acre)
0.350 0.172
8.0 minutes
Thu Jan 24 12:04:12 2019
Thu Jan 24 12:07:03 2019
A
= 0.17
acre
C
= 0.35
0.13
hrs
Rain2
25 YEAR
I
= 7.67
in/hr
Qp
= 0.462
cfs
Thu Jan 24 12:09:34 2019
Circular
HDPE
15.00 in
0.0120
1
Square Edge, 30 to 75 Degree Wingwall
0.40
4164.600 ft
4158.300 ft
40.000 ft
15.75 %
1.1130 cfs
4165.227 ft
0.000 ft
11.05 ft/s
0.171 ft
Outlet Control, Gradually Varied Flow

Watershed Report Pipe 8 Wed Jan 23 11:12:45 2019
Horizontal Area: 15025.8 sq ft, 0.345 acres
Slope Area: 16075.7 sq ft, 0.369 acres
Average Elevation: 4222.74
Average Slope: 31.67%
Longest horizontal distance: 311.6, Longest slope distance: 320.4
Vertical drop: 71.4, Avg slope: 22.9%, Max slope: 57.1%
C -Factor Calculation
C -factor (CF)
Cover description
Residential, Single-family Areas
CF (weighted): 0.400
Total Area: 0.344 Acre
Time of Concentration (Rational)
Runoff Coefficient 0.40
Length of Flow 320.40 ft
Slope of Flow Patch 57.10 %
Time of Concentration 0.098 hours,
Rational Peak Discharge
1.Data:
Drainage Area
Runoff Coefficient
Time of Concentration
Rainfall ID:
Return Period:
Rainfall Intensity:
2.Peak Discharge:
Culvert Design
Design Parameters
Section
Shape:
Material:
Diameter:
Manning's n:
Number of Barrels:
Inlet
Inlet Type:
Flares
Ke:
Inverts
Inlet Invert Elevation:
Outlet Invert Elevation:
Length:
Slope:
Culvert Calculation
Discharge:
Headwater Elevation:
Tailwater Elevation:
Downstream Velocity:
Downstream Flow Depth:
Flow Control Type:
Thu Jan 24 12:12:46 2019
CF Area(Acre)
0.400 0.344
5.9 minutes
Thu Jan 24 12:14:05 2019
Thu Jan 24 12:15:00 2019
A
= 0.34
acre
C
= 0.40
0.10
hrs
Rain2
25 YEAR
I
= 8.65
in/hr
Qp
= 1.190
cfs
Thu Jan 24 12:22:47 2019
Circular
HDPE
18.00 in
0.0120
1
Square Edge, 30 to 75 Degree Wingwall
0.40
4186.100 ft
4180.600 ft
40.000 ft
13.75 %
1.1900 cfs
4186.712 ft
0.000 ft
10.50 ft/s
0.173 ft
Outlet Control, Gradually Varied Flow

Watershed Report Pipe 9 Wed Jan 23 11:35:09 2019
Horizontal Area: 144797.7 sq ft, 3.324 acres
Slope Area: 152257.5 sq ft, 3.495 acres
Average Elevation: 4309.77
Average Slope: 30.75%
Longest horizontal distance: 981.3, Longest slope distance: 1013.6
Vertical drop: 244.5, Avg slope: 24.9%, Max slope: 42.0%
C -Factor Calculation Thu Jan 24 12:50:25 2019
C -factor (CF)
Cover description
Residential, Suburban
CF (weighted): 0.350
Total Area: 3.335 Acre
Time of Concentration (Rational)
Runoff Coefficient 0.35
Length of Flow 1013.60 ft
Slope of Flow Patch 24.90 %
Time of Concentration 0.245 hours,
Rational Peak Discharge
1.Data:
Drainage Area
Runoff Coefficient
Time of Concentration
Rainfall ID:
Return Period:
Rainfall Intensity:
2.Peak Discharge:
Culvert Design
Design Parameters
Section
Shape:
Material:
Diameter:
Manning's n:
Number of Barrels:
Inlet
Inlet Type:
Flares
Ke:
Inverts
Inlet Invert Elevation:
Outlet Invert Elevation:
Length:
Slope:
Culvert Calculation
Discharge:
Headwater Elevation:
Tailwater Elevation:
Downstream Velocity:
Downstream Flow Depth:
Flow Control Type:
CF Area(Acre)
0.350 3.335
14.7 minutes
Thu Jan 24 12:51:51 2019
Thu Jan 24 12:52:51 2019
A
= 3.33
acre
C
= 0.35
ft
9.58
0.25
hrs
Rain2
25 YEAR
I
= 5.82
in/hr
Qp
= 6.790
cfs
Thu Jan 24 13:00:04 2019
Circular
HDPE
18.00 in
0.0120
1
Square Edge, 30 to 75 Degree Wingwall
0.40
4210.500
ft
4204.750
ft
60.000
ft
9.58
%
6.7900 cfs
4212.137 ft
0.000 ft
15.42 ft/s
0.446 ft
Outlet Control, Gradually Varied Flow

Watershed Report Pipe 10 Wed Jan 23 11:39:58 2019
Horizontal Area: 36199.2 sq ft, 0.831 acres
Slope Area: 39391.7 sq ft, 0.904 acres
Average Elevation: 4300.08
Average Slope: 36.74%
Longest horizontal distance: 826.2, Longest slope distance: 854.7
Vertical drop: 202.7, Avg slope: 24.5%, Max slope: 87.0%
C -Factor Calculation
C -factor (CF)
Cover description
Residential, Suburban
CF (weighted): 0.350
Total Area: 0.855 Acre
Time of Concentration (Rational)
Runoff Coefficient 0.35
Length of Flow 854.70 ft
Slope of Flow Patch 24.50 %
Time of Concentration 0.226 hours,
Rational Peak Discharge
1.Data:
Drainage Area
Runoff Coefficient
Time of Concentration
Rainfall ID:
Return Period:
Rainfall Intensity:
2.Peak Discharge:
Culvert Design
Design Parameters
Section
Shape:
Material:
Diameter:
Manning's n:
Number of Barrels:
Inlet
Inlet Type:
Flares
Ke:
Inverts
Inlet Invert Elevation:
Outlet Invert Elevation:
Length:
Slope:
Culvert Calculation
Discharge:
Headwater Elevation:
Tailwater Elevation:
Downstream Velocity:
Downstream Flow Depth:
Flow Control Type:
Thu Jan 24 13:10:15 2019
CF Area(Acre)
0.350 0.855
13.6 minutes
Thu Jan 24 13:12:05 2019
Thu Jan 24 13:13:20 2019
A
= 0.85
acre
C
= 0.35
ft
12.00
0.23
hrs
Rain2
25 YEAR
I
= 6.05
in/hr
Qp
= 1.810
cfs
Thu Jan 24 13:15:00 2019
Circular
HDPE
18.00 in
0.0120
1
Square Edge, 30 to 75 Degree Wingwall
0.40
4237.700
ft
4232.900
ft
40.000
ft
12.00
%
1.8100 cfs
4238.465 ft
0.000 ft
11.35 ft/s
0.219 ft
Outlet Control, Gradually Varied Flow

Watershed Report Pipe 11 Wed Jan 23 11:41:52 2019
Horizontal Area: 201376.6 sq ft, 4.623 acres
Slope Area: 211320.8 sq ft, 4.851 acres
Average Elevation: 4351.84
Average Slope: 27.69%
Longest horizontal distance: 938.7, Longest slope distance: 966.0
Vertical drop: 212.9, Avg slope: 22.7%, Max slope: 82.5%
C -Factor Calculation
C -factor (CF)
Cover description
Residential, Suburban
CF (weighted): 0.350
Total Area: 4.629 Acre
Time of Concentration (Rational)
Runoff Coefficient 0.35
Length of Flow 965.99 ft
Slope of Flow Patch 22.68 %
Time of Concentration 0.247 hours,
Rational Peak Discharge
1.Data:
Drainage Area
Runoff Coefficient
Time of Concentration
Rainfall ID:
Return Period:
Rainfall Intensity:
2.Peak Discharge:
Culvert Design
Design Parameters
Section
Shape:
Material:
Diameter:
Manning's n:
Number of Barrels:
Inlet
Inlet Type:
Flares
Ke:
Inverts
Inlet Invert Elevation:
Outlet Invert Elevation:
Length:
Slope:
Culvert Calculation
Discharge:
Headwater Elevation:
Tailwater Elevation:
Downstream Velocity:
Downstream Flow Depth:
Flow Control Type:
Wed Jan 23 16:25:52 2019
CF Area(Acre)
0.350 4.629
14.8 minutes
Wed Jan 23 16:27:28 2019
Wed Jan 23 16:29:20 2019
A
= 4.63
acre
C
= 0.35
ft
20.38
0.25
hrs
ft
Rain2
25 YEAR
I
= 5.80
in/hr
Qp
= 9.391
cfs
Wed Jan 23 16:34:29 2019
Circular
HDPE
18.00 in
0.0120
1
Square Edge, 30 to 75 Degree Wingwall
0.40
4243.800 ft
4231.500 ft
70.000 ft
17.57 %
9.3910
cfs
4245.863
ft
0.000
ft
20.38
ft/s
0.461
ft
Inlet Control, Submerged

Watershed Report Pipe 12 Wed Jan 23 11:44:06 2019
Horizontal Area: 72398.4 sq ft, 1.662 acres
Slope Area: 74283.6 sq ft, 1.705 acres
Average Elevation: 4340.46
Average Slope: 20.42%
Longest horizontal distance: 1688.3, Longest slope distance: 1727.1
Vertical drop: 318.7, Avg slope: 18.9%, Max slope: 42.6%
C -Factor Calculation
C -factor (CF)
Cover description
Residential, Suburban
CF (weighted): 0.350
Total Area: 1.669 Acre
Time of Concentration (Rational)
Runoff Coefficient 0.35
Length of Flow 1227.10 ft
Slope of Flow Patch 42.60 %
Time of Concentration 0.226 hours,
Rational Peak Discharge
1.Data:
Drainage Area
Runoff Coefficient
Time of Concentration
Rainfall ID:
Return Period:
Rainfall Intensity:
2.Peak Discharge:
Culvert Design
Design Parameters
Section
Shape:
Material:
Diameter:
Manning's n:
Number of Barrels:
Inlet
Inlet Type:
Flares
Ke:
Inverts
Inlet Invert Elevation:
Outlet Invert Elevation:
Length:
Slope:
Culvert Calculation
Discharge:
Headwater Elevation:
Tailwater Elevation:
Downstream Velocity:
Downstream Flow Depth:
Flow Control Type:
Thu Jan 24 13:39:06 2019
CF Area(Acre)
0.350 1.669
13.5 minutes
Thu Jan 24 13:43:56 2019
Thu Jan 24 13:44:48 2019
A
= 1.67
acre
C
= 0.35
0.23
hrs
Rain2
25 YEAR
I
= 6.06
in/hr
Qp
= 3.540
cfs
Thu Jan 24 13:59:42 2019
Circular
HDPE
18.00 in
0.0120
1
Square Edge, 30 to 75 Degree Wingwall
0.40
4273.000 ft
4268.000 ft
40.000 ft
12.50 %
3.5400 cfs
4274.108 ft
0.000 ft
14.04 ft/s
0.300 ft
Outlet Control, Gradually Varied Flow

Watershed Report Pipe 13 Wed Jan 23 12:50:40 2019
Horizontal Area: 34998.4 sq ft, 0.803 acres
Slope Area: 36172.7 sq ft, 0.830 acres
Average Elevation: 4339.82
Average Slope: 20.80%
Longest horizontal distance: 362.4, Longest slope distance: 369.6
Vertical drop: 56.8, Avg slope: 15.7%, Max slope: 53.4%
C -Factor Calculation Thu Jan 24 13:53:20 2019
C -factor (CF)
Cover description CF Area(Acre)
Residential, Suburban 0.350 0.811
CF (weighted): 0.350
Total Area: 0.811 Acre
Time of Concentration (Rational) Thu Jan 24 13:54:28 2019
Runoff Coefficient 0.35
Length of Flow 369.60 ft
Slope of Flow Patch 53.40 %
Time of Concentration 0.115 hours, 6.9 minutes
Rational Peak Discharae
1. Data:
Drainage Area
Runoff Coefficient
Time of Concentration
Rainfall ID:
Return Period:
Rainfall Intensity:
2.Peak Discharge:
Culvert Design
Design Parameters
Section
Shape:
Material:
Diameter:
Manning's n:
Number of Barrels:
Inlet
Inlet Type:
Flares
Ke:
Inverts
Inlet Invert Elevation:
Outlet Invert Elevation:
Length:
Slope:
Culvert Calculation
Discharge:
Headwater Elevation:
Tailwater Elevation:
Downstream Velocity:
Downstream Flow Depth:
Flow Control Type:
Thu Jan 24 13:55:40 2019
A
= 0.81
acre
C
= 0.35
0.11
hrs
Rain2
25 YEAR
I
= 8.14
in/hr
Qp
= 2.311
cfs
Thu Jan 24 13:57:14 2019
Circular
HDPE
18.00 in
0.0120
1
Square Edge, 30 to 75 Degree Wingwall
0.40
4293.500 ft
4288.700 ft
40.000 ft
12.00 %
2.3110 cfs
4294.374 ft
0.000 ft
12.19 ft/s
0.246 ft
Outlet Control, Gradually Varied Flow

Watershed Report Pipe 14 Wed Jan 23 12:52:43 2019
Horizontal Area: 65649.2 sq ft, 1.507 acres
Slope Area: 67133.7 sq ft, 1.541 acres
Average Elevation: 4368.17
Average Slope: 19.07%
Longest horizontal distance: 1963.3, Longest slope distance: 2010.0
Vertical drop: 383.2, Avg slope: 19.5%, Max slope: 43.4%
C -Factor Calculation
C -factor (CF)
Cover description
Residential, Suburban
CF (weighted): 0.350
Total Area: 1.507 Acre
Time of Concentration (Rational)
Runoff Coefficient 0.35
Length of Flow 2010.00 ft
Slope of Flow Patch 43.40 %
Time of Concentration 0.287 hours,
Rational Peak Discharge
1.Data:
Drainage Area
Runoff Coefficient
Time of Concentration
Rainfall ID:
Return Period:
Rainfall Intensity:
2.Peak Discharge:
Culvert Design
Design Parameters
Section
Shape:
Material:
Diameter:
Manning's n:
Number of Barrels:
Inlet
Inlet Type:
Flares
Ke:
Inverts
Inlet Invert Elevation:
Outlet Invert Elevation:
Length:
Slope:
Culvert Calculation
Discharge:
Headwater Elevation:
Tailwater Elevation:
Downstream Velocity:
Downstream Flow Depth:
Flow Control Type:
Thu Jan 24 14:15:33 2019
CF Area(Acre)
0.350 1.507
17.2 minutes
Thu Jan 24 14:16:38 2019
Thu Jan 24 14:17:21 2019
A
= 1.51
acre
C
= 0.35
ft
21.00
0.29
hrs
Rain2
25 YEAR
I
= 5.37
in/hr
Qp
= 2.833
cfs
Thu Jan 24 14:18:48 2019
Circular
HDPE
18.00 in
0.0120
1
Square Edge, 30 to 75 Degree Wingwall
0.40
4213.400
ft
4205.000
ft
40.000
ft
21.00
%
2.8330 cfs
4214.378 ft
0.000 ft
15.79 ft/s
0.237 ft
Outlet Control, Gradually Varied Flow

Watershed Report Pipe 15
Wed Jan 23 12:56:20 2019
Horizontal Area: 40089.1 sq ft, 0.920 acres
Slope Area: 41033.7 sq ft, 0.942 acres
Average Elevation: 4381.34
Average Slope: 19.75%
Longest horizontal distance: 495.3, Longest slope distance: 505.1
Vertical drop: 91.9, Avg slope: 18.5%, Max slope: 39.6%
C -Factor Calculation Thu Jan 24 14:24:50 2019
C -factor (CF)
Cover description CF Area(Acre)
Residential, Suburban 0.350 0.940
CF (weighted): 0.350
Total Area: 0.940 Acre
Time of Concentration (Rational)
Runoff Coefficient 0.35
Length of Flow 505.10 ft
Slope of Flow Patch 39.60 %
Time of Concentration
Rational Peak Discharae
1. Data:
Drainage Area
Runoff Coefficient
Time of Concentration
Rainfall ID:
Return Period:
Rainfall Intensity:
2.Peak Discharge:
: 0.148 hours, 8.9 minutes
Culvert Design
Design Parameters
Section
Shape:
Material:
Diameter:
Manning's n:
Number of Barrels:
Inlet
Inlet Type:
Flares
Ke:
Inverts
Inlet Invert Elevation:
Outlet Invert Elevation:
Length:
Slope:
Culvert Calculation
Discharge:
Headwater Elevation:
Tailwater Elevation:
Downstream Velocity:
Downstream Flow Depth:
Flow Control Type:
Thu Jan 24 14:25:45 2019
Thu Jan 24 14:26:27 2019
A
= 0.94
acre
C
= 0.35
0.15
hrs
Rain2
25 YEAR
I
= 7.34
in/hr
Qp
= 2.415
cfs
Fri Jan 25 10:25:20 2019
Circular
HDPE
18.00 in
0.0120
1
Square Edge, 30 to 75 Degree Wingwall
0.40
4243.400 ft
4236.000 ft
40.000 ft
18.50 %
2.4150 cfs
4244.295 ft
0.000 ft
14.40 ft/s
0.226 ft
Outlet Control, Gradually Varied Flow