SW6201101_PN_72426_Military_Working_Dog_SWM_and_ES_Calcs_Narrative_20201006_20201130

CIVIL CALCULATIONS
SOF Military Working Dog Facility
PN 72426
The civil calculations attached are for the storm water management and erosion
and sediment control analysis.
100% Submittal: 11 Sept. 2020
Prepared by:
�, Stantec
Stantec Consulting Services Inc
801 Jones Franklin Road, Suite 300
Raleigh, North Carolina, 27606
[phone] HFax [phone]
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TABLE OF CONTENTS
Sediment Erosion Control and Stormwater Management Project
Narrative....................................................................................................... 01
NRCSReport................................................................................................. 05
EISA Section 438 Calculations....................................................................... 09
Rip -Rap Outlet Protection Sizing................................................................... 19
Water Quality Volume Calcs......................................................................... 21
Channel Sizing and Velocity Calcs.................................................................. 25

Ft. Bragg, SOF Military Working Dog Facility Project
Sediment Erosion Control and Stormwater
Management Narrative
The proposed project known as Fort Bragg SOF Military Working Dog Facility
project consists of a new two-story training facility along with
access/maintenance roads, sidewalks and storm drainage. The new training
structure is consistent with a standard building in terms of grading and
access app asphalt parking lot, concrete pavement, and stormwater
management infiltration basin #1. This report presents the sediment and
erosion control and stormwater management calculations for the project.
The property is located on Fort Bragg in Cumberland County, North
Carolina with access to the site from Lamont Road. The project is located
in the south/southeast portion of the compound. The scope of work for the
project includes civil site work and site utilities design along with clearing
and grubbing of existing trees.
The project is located in a wooded area on the northeast side of a crowned
highpoint which drains primarily to the north and east. The site consists
primarily of hydrologic Group A soils (see NRCS report) which has been
corroborated with favorable infiltration rates (1.25 in/hr and 0.22 in/hr—see
geotechnical report submitted under separate cover).
SEDIMENT AND EROSION CONTROL
The main site sits on a crowned high point with gradual slopes typically less
than 6% within the limits of disturbance (LOD). The primary disturbance
activity for the construction of the facility will be mass grading; therefore, the
primary means of sediment leaving the site will be through a skimmer
sediment basin. Outside of the sediment basin drainage are, the remainder of
the perimeter and utility corridors are protected with a combination of
sediment fence, J-hooks, and sediment fence outlets. The storm drain
system will use inlet protection, rip -rap outlet protection and a sediment basin
to prevent sediment laden water from leaving site. There are three points of
entry/exit to the site where temporary construction entrances/exits are
located (the northern most areas of the LOD). A concrete washout station is
also provided east of the proposed facility. All stormwater facilities will be
constructed last once all drainage areas have been stabilized.
The west -gate area is an access point to the Military Working Dog Facility
project that needs improvement to allow the trucks with tow behind trailers to
enter. The disturbance for this will be relocating rip -rap, adding fill and adding
new gravel pavement to widen the entrance. The area will be protected using
sediment fence and a sediment fence outlet.

STORMWATER MANAGEMENT
The site has one main drainage area for the purposes of determining the
required stormwater management volume requirements for the infiltration
basin. The site has been graded to capture all the increased impervious
areas either in storm drain systems or sheet flow. The impervious areas
consist mainly of the building roof, asphalt access road, gravel parking which
is comprised of 6 inches of ABC stone. The southern portion of the site is
captured primarily through drainage swales and storm drain network with
false sumps at drop inlets. The parking lot drains to a curb inlet which
connects to the same network. This network outfalls to an infiltration trench:
SWM#1.
Due to the nature of the site (heavily wooded and training activities and in
order to comply with Federal policy (EISA Section 438)), the facilities have
been oversized to ensure longevity and prevent stormwater issues at the
site.

a
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35° 9' 34" N
675100
Hydrologic Soil Group —Cumberland County, North Carolina
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675200 675300 675400
675500 675600
a Map Scale: 1:4,030 if printed on A portrait (8.5" x 11") sheet.
N 0 50
Meters
100 200 ?00
Feet
0 150
300 E00 900
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: lfrM Zone 17N WGS84
USDA
Natural Resources
Web Soil Survey
Conservation Service National Cooperative Soil Survey
4/24/2019
Pagel of 4
35° 9' 7' N

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Hydrologic Soil Group —Cumberland County, North Carolina
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
BaD
Blaney loamy sand, 8 to
15 percent slopes
C
4.8
17.1 %
CaB
Candor sand, 1 to 8
percent slopes
A
9.1
32.6%
JT
Johnston loam
A/D
0.7
2.6%
NoB
Norfolk loamy sand, 2 to
6 percent slopes
A
13.3
47.7%
Totals for Area of Interest
27.8
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
USDA Natural Resources Web Soil Survey 4/24/2019
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Cumberland County, North Carolina
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey 4/24/2019
Conservation Service National Cooperative Soil Survey Page 4 of 4

Army LID Planning and Cost Tool Report
PROJECT INFO
Date
Army Command IMCOM
Army Installation Fort Bragg
Project name MWD - DA
Project description
New building and parking lot
User Name MILEY
Master Planner
SITE INFO AND EISA VOLUME
REQUIREMENT
Project limit of disturbance (ac)
5.05
95% rainfall depth (in)
1.8
Soil type
Silty -Loam
Hydrologic Soil Group (HSG)
C
Pre -project curve number (CN)
76
Post -project curve number (CN)
81
Pre -project runoff volume (cf)
5785
Post -project runoff volume (cf)
8831
EISA Section 438 retention volume
3047
requirement (cf)
LID PLANNING SUMMARY
Structural BMP Surface area
Runoff volume
Non-structural BMP
Surface
(sf
retained (cf
area (ac)
Bioretention:
0
Veg. Filter Strip (Slope >2%, Short Grass):
0.00
Swale:
0
Veg. Filter Strip (Slope >2%, Tall Grass):
0.00
Permeable Pavement:
0
Veg. Filter Strip (Slope <2%, Short Grass):
0.00
Rainwater Harvesting:
0
Veg. Filter Strip (Slope <2%, Tall Grass):
0.00
Green Roof:
0
Reforestation (Trees - Short Grass):
0.00
Infiltration Practice: 8650
3193
Reforestation (Trees - Shrubs and Tall Grass):
0.00
Total retention volume provided by BMPs (cf): 3193
Project complies with EISA Section
438.
LID COST SUMMARY
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1-5itelnto 2-Runoff Rioretention Swale Permeable Pavement Rainwater Harvesting Green Roof Infiltration Practice Water Cluality
SITE INFOMNL 1TLON
Str� Army Cornnund- LMCO11A ..
Cinl: FORT RRAGG Arrm-Ins[allation: Fort Rmgg
State: N C. - Zip: Project limit of disturbance ( 5.05
Pr je description.
1\ e,, biuldiaa and puldna lot
led the site's a dl awl type:
ydrologic Soil Group: C
RAINFALL DEPTH
E.h r the site's 95th percentile rainfall depth (inches), or click the 'Set 95%
Rm,f.H' button for the ra &H depth to be populated_
S eto Rainfall
95%RaRd infall: 1.3
1-Site Info 7-Runoff. gioretention Swale
Permeable Pavement Rainwater Harvesting Green Roof Infiltration Practice WaterQuality
.............................
LAND
USE
_
_
To calctilate the EISA nmoff requirement enter
FMWThe
the pre- and post -project land use in acres
runoff volume difference between pre- and post -project is the EISA volume required to be retained on site.
Note: If the runoff difference is a negative number, the past -project volume is reduced from the pre -project
condition and no additional retention volume is required.
Land Use
CN
Pre -project
Percentage
Post -project
Percentage
Rtmeffvolttmecalculations
acres
of site
area in acres
of site
Wooded (poor):
77
0
D
0
Pre -project Post-proj t D�Y r..
Wooded (fair):
73
4
2.99
591
Site CN: 76 81
Wooded (good):
70
0
D
0
D
Acre-feet 0.133 0.203 0.070
Meadow:
0
D
0
0
Gallons: 43169 66058 11789
Brush and weeds (poor):
0
D
0
0
Cubic feet: 5785 8831 3047
Brush and weeds (fair):
'70
0
D
0
0
CFS: 0-07 0.10 D.D4
Brush and weeds (good):
65
0
D
0
0
3G47 cubic feet is the EISA
Lawn:
79
0
D
0
0
runoff volume required to be
Roads and drives (w/o C and G):
9?
0
D
Q
0
retained on site.
Roads and drives (wl C and G):
98
0
0
0
Parking, driveways and sidewalks:
98
0.08
1.02
201
Building roof:
98
0
D
0
0
Bare soil:
91
0
D
0
0
Trees - grassy (poor):
8?
0
D
0
0
Trees - grassy (fair):
76
0
D
0
0
Trees - grassy (good):
T)
0
D
0
0
Open space (lawns, parks, oem-) {50%grass:
86
0
D
0
0
Open space (lawns, parks, cem-) <75%grass:
79
Q
D
0
0
Open space (lawns, parks, oem-) >75%grass:
74
0
D
0
0
Gravel road:
0.97
19.
1.04
10.6
Dirt road:
0
0
0

Non Structural BMP
Proposed non-structural BMPs are accounted for byadjusting the post -project land use area_
land Use
Veg_ Filter Strip (Slope >2%. Short Grass):
Veg_ Filter Strip (Slope >2%. Tall Grass):
Veg_ Filter Strip (Slope <2%. Short Grass):
Veg_ Filter Strip (Slope <2%. Tall Grass):
Reforestation (Trees - Short Gram):
Reforestation (Trees - Shrubs and Tall Gran
Total limit of disturbance (acres):
Post -project
0
IIIIIIIIIIIf
0
0
0
0
0
AM-
5.05
]-Site Info 2-Runoff Bioretention Swale Permeable Pavement Rainwater Harvesting Green Roof Infiltration Practice Water Quality
............................................................ .:
Enter the total area of proposed infrItradon practices.
Infiltration bed area (square feet): 8650%
infiltration bed depth (feet) 1 (Recommended range: 5 to 10 feet)
Stone drainage layer void ratio (default value is 0.4): 6.40
Stone volume (cubic feet) 8610 Infiltration rate for site soil trope (mcheslday) 4.43
Runoff volume storage (cubic feet) 3460 Potential unfiltration -volume: 31 N
Estimated rtmoff retention volume [cubic feet] 3153

Army LID Planning and Cost Tool Report
PROJECT INFO
Date
Army Command IMCOM
Army Installation Fort Bragg
Project name MWD
Project description
NEW BUILDING AND PARKING LOT
User Name MTM
Master Planner
SITE INFO AND EISA VOLUME
REQUIREMENT
Project limit of disturbance (ac)
6.5
95% rainfall depth (in)
1.8
Soil type
Silty -Loam
Hydrologic Soil Group (HSG)
C
Pre -project curve number (CN)
76
Post -project curve number (CN)
80
Pre -project runoff volume (cf)
7446
Post -project runoff volume (cf)
10494
EISA Section 438 retention volume
3048
requirement (cf)
LID PLANNING SUMMARY
Structural BMP Surface area
Runoff volume
Non-structural BMP
Surface
(sf
retained (cf
area (ac)
Bioretention:
0
Veg. Filter Strip (Slope >2%, Short Grass):
0.00
Swale:
0
Veg. Filter Strip (Slope >2%, Tall Grass):
0.00
Permeable Pavement:
0
Veg. Filter Strip (Slope <2%, Short Grass):
0.00
Rainwater Harvesting:
0
Veg. Filter Strip (Slope <2%, Tall Grass):
0.00
Green Roof:
0
Reforestation (Trees - Short Grass):
0.00
Infiltration Practice: 8650
3193
Reforestation (Trees - Shrubs and Tall Grass):
0.00
Total retention volume provided by BMPs (cf): 3193
Project complies with EISA Section
438.
LID COST SUMMARY
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MWD
Cie, Cost 1 N'ie.v Report 1 .add Project 1 Delete Project
NIWD
1-Site Into 2-Runoff Bioretention Swale Permeable Pavement Rainwater Harvesting Green Roof Infiltration Practice Water Quality
OR.11r1TION
Street: Amn- Command: WCOM
City: Ft Bragg .4rmv Instillation: Fort Bra_kq
State: NC .. R ojea hnut of disturbance (acres) 6.3
Project d
YEW BUILDING AND PARKING LOT
SOIL TYPLIM RAINFALL DEPTH
Select the site's overall soil thee: Silty -Loam v Enter the site's 95th percentile rainfall depth (inches), or click the "Set 95° o
Rainfall" button for the rainfall depth to be populated.
Hydrologic Soil Group: C
rt 93 ° ; Ra infall
95% Rainfall: 1.8
1-Site Info 2-Runoff. Bioretention Shale
Permeable Pavement Rainwater Harvesting Green Roof Infiltration Practice Water Quality -
........................... .
LAND
USE
To ealctilate the EISA nmoff
requirement enter the pre- and
post -project land rise in acres
The runoff volume difference between pre- and post -project is the EISA volume required to be retained on site.
n Note: If the runoff difference is a negative number,
the post
-project volume is reduced from the pre -project condition and no additional retention volume is required.
. l,,.
CN
Pre -project Percentage
Post- project
Percentage
Runoff volume calculations
area m acres of site
area in acres
of site
Pre -project Post -project DifferenceWooded(fair):
ViroodedIpoor):
77
0
0
006
0
73
S.49
S4.S
4.4
67.S
SiteCN: 76 SO
Wooded (good):
70
0
0
0
Acre-feet: 0.171 0.241 0.070
Meadow-
71
0
0
0
Gallons: 33693 7S492 22799
Brush and weeds (poor):
77
0
0
0
0
Cubic feet: 7+46 10494 3048
Brush and weeds (fair):
70
0
0
0
0
CFS: 0.09 0.12 0.04
Brush and weeds (good):
65
0
0
0
0
3045 cubic feet is the EISA
Lahhn:
79
0
0
0
0
runoff -volume required to be
Roads and drives IN,-/o C and G):
92
0
0
0
0
retained Otl site.
Roads and drives (hv/ C and G):
98
0
0
0
0
ki Parng, driveways and sidewalks:
98
0.13
2
0.59
9.0S
Building roof:
98
0.07
1 0S
0-39
6
Bare soil:
91
0
0
0
0
Trees - grassy (poor):
82
0
0
0
0
Trees - grassy (fair):
76
0
0
0
0
Trees - grassy (good):
72
0
0
0
0
Open space (lawns, parks, cem.) <SO%grass:
S6
0
0
0
0
Open space (lawns, parks, tern.) <75%grass:
79
0
0
0
0
Open space (lawns, parks, tern.) >75%grass:
74
0
0
0
0
Gravel road:
89
0.81
12.5
1.114
17.1
Dirt road:
37
0
0
0
0

Non-Stntctural BMP
Proposed non-structural B`L Ps are accounted for by adjusting the post -project land use area.
Land Use
Veg. Filter Strip ( Slope >2%, Short Grass):
Veg. Filter Strip (Slope >2%, Tall Grass):
Veg. Filter Strip (Slope <2%, Short Grass):
Veg. Filter Strip ( Slope <2%, Tall Grass):
Reforestation (Trees - Short Grass):
Reforestation ( Trees - Shrubs and Tall Grass)
Total linut of disturbance (acres)
CIS'
so
75
70
65
7S
67
6.5
Post -project Percentage
ar&res of site
0
0
0
0
0
0
100
0
0
0
0
..............................................................:
1-Site Info 2-Runoff Bioretention Swale Permeable Pavement Rainwater Harvesting Green Roof i Infiltration Practice; Water Quality
Enter the total area of proposed infiltration practices
Infiltration bed area (square feet) qO4O
Infiltration bed depth ( feet) commended ra77"Fp"M
)
Stone drainage laver void ratio ( default value is
'•'ter=';. `'b..f !'.�.,,'`
Stone volume (cubic feet) S650 Infiltration rate for site soil ripe (inches/day) 4.43
Runoff volume storage ( cubic feet) 3460 Potential infiltration volume: 3193
Estimated nmoffretention volume (cubic feet) 3193

DATE
DESIGN PHASE
20200602
PRELIM
/X
CONSTR
PROJECT NO
rFort7NC
178451236
REVISION
BY
RECORD
MTB
OTHER
CHECKED BY
(SPECIFY)
MTB
n=
0.013
STORM DRAINAGE SCHEDULE
CONTINUED
9=
200
h=
20
1=
8.00
INLET
INLET
INLET
Cc
INLET
TOTAL
INLET
PIPE
Tc
TIME
I
Cc
RUNOFF
FROM
TO
AREA
AREA
IMPERVIOUS
RUNOFF
DISCHARGE
AREAS
TIME
TIME
OF CONC.
INTENSITY
COEFF.
(SF)
(AC)
(%)
COEFF.
(CFS)
(AC)
(MIN)
(MIN)
(MIN)
(IN/HR)
AO
Al
7,500 0.17
100
0.95
1.31
0.17
5.00
0.00
5.00
8.00
0.95
Al
A2
3,700 0.08
100
0.95
0.65
0.26
5.00
0.13
5.13
7.96
0.95
A2
A3
14,280 0.33
100
0.95
2.49
0.58
5.00
0.29
5.29
7.91
0.95
A3
A4
0 0.00
0
0.30
0.00
0.58
5.00
0.33
5.33
7.90
0.95
BO
A2
44,000 1.01
50
0.63
5.05
1.01
5.00
0.00
5.00
8.00
0.63
CO
C1
41,200 0.95
75
0.79
5.96
0.95
5.00
0.00
5.00
8.00
0.79
C1
C2
6,900 0.16
25
0.46
0.59
1.10
5.00
0.30
5.30
7.90
0.74
C2
A3
4,700 0.11
100
0.95
0.82
1.21
5.00
0.45
5.45
7.86
0.76
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• T - T �iC1 :I11Ui0I0IT
DATE
DESIGN PHASE
20200602
PRELIM
/X /
PROJECT NAME
PROJECT NO
CONSTR
Military Working Dog
178451236
REVISION
LOCATION
BY
RECORD
Fort Bragg, NC
MTB
OTHER
CHECKED BY
(SPECIFY)
MTB
STORM DRAINAGE SCHEDULE - CONTINUED
Q
Q
UPSTREAM
SIDE-
CAPACITY
SEGMENT
UPPER
LOWER
TOP
PIPE
DISCHARGE
STREAM
SLOPE
DIA.
(FULL)
V FULL
LENGTH
TIME
INV.
INV.
ELEV.
COVER
(CFS)
(CFS)
(IN)
(CFS)
(FPS)
(FT)
(MIN)
(FT)
(FT)
(FT)
(FT)
1.31 0.00 0.0200 12 5.0 6.4 50 0.13 269.45 268.45 274.80 4.26
1.94 0.00 0.0451 12 7.6 9.6 92 0.16 268.45 264.30 274.80 5.26
9.45 5.05 0.0795 18 29.6 16.7 39 0.04 263.30 260.20 275.13 10.19
16.67 7.23 0.0196 24 31.7 10.1 112 0.19 259.20 257.00 269.00 7.62
5.96 0.00 0.0202 15 9.2 7.5 136 0.30 267.85 265.10 273.21 4.00
6.47 0.00 0.0209 15 9.3 7.6 67 0.15 265.10 263.70 271.50 5.04
7.23 0.00 0.0479 15 14.1 11.5 73 0.11 263.70 260.20 269.50 4.44
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■ -�' ' - ' -�' -�' ■
DATE
20200602
DESIGN PHASE
NAME
/orking Dog
PRELIM /X /
CONSTR
REVISION
PROJECT NO
178451236
g, NC
BY
MTB
RECORD
OTHER
CHECKED BY
(SPECIFY)
UKAULIC. UKAUC LINO
GUN I INUCU
BEND LOSS
K's
90' = 0.70
70' = 0.61
50' = 0.47
30' = 0.28
20' = 0.16
80' = 0.66
60' = 0.55
40' = 0.38
25' = 0.22
15' = 0.10
PIPE
HYDRAULIC
SIDESTREAM
HEAD LOSS
BEND
FRICTION
FRICTION
AREA
RADIUS
SUMMATION
Hf
He
He
Hb
Ht
LOSS
SLOPE
VELOCITY
(FT)
(FT)
(CFS)
K
(FT/FT)
(FPS)
0.7854
0.2500 0.00
0.07
0.01
0.00
0.00
0.08
0.70
0.0013
1.66
0.7854
0.2500 0.00
0.27
0.02
0.01
0.03
0.34
0.70
0.0030
2.47
1.7671
0.3750 5.05
0.31
0.11
0.03
0.07
0.52
0.70
0.0080
5.32
3.1416
0.5000 12.29
0.60
0.11
0.15
0.00
0.87
0.00
0.0054
5.28
1.2272
0.3125 0.00
0.89
0.07
0.00
0.00
0.96
0.10
0.0061
4.10
1.2272 0.3125 0.00 1.15 0.09 0.00 0.00 1.24 0.10 0.0085 4.84
1.2272 0.3125 0.00 0.67 0.11 0.13 0.25 1.16 0.70 0.0100 5.25
1.2272 0.3125 0.00 0.91 0.13 0.15 0.00 1.20 0.00 0.0125 5.87
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• - ' ■
M-b'd 11r4A11 10
19KC1 -4' 11
M 10 1
IDATE
DESIGN PHASE
�llll20200602
PRELIM /X /
PROJECT NAME
PROJECT NO
CONSTR
Military Working Dog
178451236
REVISION
LOCATION
BY
RECORD
Fort Bragg, NC
MTB
OTHER
CHECKED BY
(SPECIFY)
MTB
DESIGN CRITERIA:
HYDRAULIC GRADE LINE - CONTINUED
1. DESIGN FOR THE 10 YR STORM
2. ASSUME TIME OF CONCENTRATION
TO
AN INDIVIDUAL INLET= 5 MIN.
INLET W.S. ELEV.
3. INTENSITY=gl(h+T), FOR 10 YR
STORM
OUTLET
OUTLET
INLET
USE
FLOW
FREE-
UPSTREAM
4. MANNINGS"n"FACTOR=.013
W.S. ELEV
CONTOL
CONTROL
CONDITION
BOARD
INLET
COMMENTS
5. RATIONAL METHOD: C=.30 GRASS, C=.95 PAVEMENT
(FT)
(FT)
(FT)
(FT)
CONTROL
(FT)
TYPE
269.21 269.29
270.07
270.07
INLET
4.73
MH
OK
265.28 265.62
269.21
269.21
INLET
5.59
MH
OK
261.41 261.94
265.28
265.28
INLET
9.35
CB
OK
258.60 259.47
261.41
261.41
INLET
7.59
MH
OK
Tailwater Elev=
258.60
265.28 266.24
267.51
267.51
INLET
3.99
DI
OK
Tailwater Elev=
265.28
266.98 268.22
269.49
269.49
INLET
3.72
DI
OK
265.82 266.98
266.92
266.98
OUTLET
4.52
DI
OK
261.41 262.61
265.82
265.82
INLET
3.68
DI
OK
Tailwater Elev=
261.41
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DATE
20200602
DESIGN PHASE
PRELIM
CONSTR / X
REVISION
RECORD
OTHER
(SPECIFY)
PROJECT NAME
Military Working Dog
PROJEC I NU
178451236
LOCATION
Fort Bragg, NC
BY
MTB
CHECKED BY
MTB
Storm Outlet Structure
FES No.=
A4
Pipe Dia=
24
in
Q10 =
16.69
cfs
Qfull =
31.70
cfs
Vfull =
10.10
fps
From Fig.
8.06.b.1:
From Fig.
8.06.b.2:
Q10/Qfull = 0.53
V/Vfull = 1.01
V = 10.2 fps
Zone = 2
D50
= 8 in
DMAx
= 12 in
Riprap Class
= B
Apron Thickness
= 18 in
Apron Length
= 12 ft
Apron Width = 3xDia
= 6 ft
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Step 1) Compute flow velocity V. at culvert or paved channel outlet.
Step 2) For pipe culverts Do is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
Do=A(>, where A.= cross -sectional area of flow at outlet.
For multiple culverts, use Do=1.25xDo of single culvert.
Step 3) For apron grades of 10% or steeper, use recommendations
For next higher zone. (Zones 1 through 6).
�t�Os
®a®
®■,�
------------
mm�®
®®Y®©®
ONE
-------------
■W01-
-WRE
®Yamaaa��
mioma
�*.�aoos
-�z�amu�taQo
oOo�m®ua�u�mmmuzao�o
o .m�mQas®®m
�
vm®mm
'o®aUK I�ov®m.umDa�
m®mow®ors-vn.m
mmmi.�®�o�ma®
0 1 d� &C 3e 'r err
a 5'
Figure 8.06.b.1
I I I I
10' 15' 20' 25'
DIAMETER (Ft.)
W
A �
PROTECT CLA.VERT
L1
TO PREVENT SCOUR
HOLE USE L2 ALWAYS
L2
1
STONE FILLING (FINE) CL. A
3 x Do
4 x Do
2
STONE FILLING (LIGHT) CL. B
3 x Do
6 x Do
3
ISTONE FILLING (MEDIUM) CL. 1
4 x Do
8 x Do
4
ISTONE FILLING (HEAVY) CL. 1
4 x Do
8 x Do
5
STONE FILLING (HEAVY) CL. 2
5 x Do
10 x Do
6
STONE FILLING (HEAVY) CL. 2
6 x Do
10 x Do
7 SPECIAL STUDY REQUIRED (ENERGY DISSIPATORS, STILLING
BASIN OR LARGER SIZE STONE).
Fig. 8.06.b.2
Width = 3 times pipe dia. (min.)

10/6/2020
NCDEQ BMP Manual
INFILTRATION BASIN #1
1.0" Water Quality Volume (WQv)
(ACTUAL DRAINAGE AREA TO SWM DEVICE)
Rv = runoff coefficient (Runoff/Rainfall)
Rv = 0.05 + 0.009( 1 ) Where "I" = % Impervious
("Simple Method" - Schueler, 1987)
WQv = 1.0"RvA
12
Infiltration Basin #1
Fill in Values:
2.106 DA Impervious Area (Prop.)
"1" = 41.7001 Percent Impervious of DA
"A" = 5. 550 "DA (Acres)
Answer:
WQv = 0.179 Ac. Ft.
7,796 Cubic Feet Required
8,650 Cubic Feet Provided
= 91 731 SF impervious area
A = Actual Drainage Area to SWM Device
Rv= 0.425301
WQv= 0.43 inches
CN(WQv)= 92.5 Use to comp. Q,--

NC DEQ Draw Down Time:
Infiltration Basin #1
Total Volume Provided:
Infiltration Bottom Area:
Maximum Release Time:
Overflow Berm Elev:
Bottom of Basin:
Infiltration Rate:
Factor of Safety (FS):
Bottom of Infiltration Basin Elev:
Draw Down Time for only Infiltration with FS:
8,650 cu.ft.
8,650 sq ft.
72 hrs
258.00
257.00
0.735 in/hr
2.00
257.00
33 hrs
*average of 1-01 and 1-02
OK

Project blame: MWD Facility @ SOTF
Client blame: 5tantec
Technician_ Monique Lumpkin
Test Constants
BUILDING & EARTH
Project plumber: RD190229
Report plumber. 1 of
Date- 512}2019
2
Liquid Used. Municipal Water Depth of Water Table_ MIA Water Temp l IF)- 65 IF
Tost Location: 1-0? Dypth of dbsorved water r t A irxhes
d:QMrants
Liquid Crmtainars
sming
Parx cm cm
Sight Tube
1 _
n
tardy. u
SL
2 Un
Flow rate used:
105
14i>le Diameter.
3
Inches
Start Saturation:
9:04
Water Head=
5-4
inches
Hvlc Radius: 1.500 Hvlc depth- 45 irrrhes
e5 a d
Stabilized K

Project Name: M D Facility 0 SOTF
Client Name: 5tantec
Technician_ Monique Lumpkin
Teat Constants
Ligpid Used: Mkinicipel Water
Test 1 e{ stlon; 1-0
C.eeoahnlul, Bnd.nm.nul. and M-1i.i. EftIn—,
Depth of Water TaW:
Carrstants:
Capacity
Liquid Containers
Ing
aw c-. cm
Sight Tube
1 L
Storage U
SL
f n
Project Number; RD190229
Report Number 2 of
Date: 51212019
N/A Water TemplIF}_
Depth Of Ot served Water
Flow rote used: 106 Hole Diameter.
Start Saturation: 10-107
2
55 IF
NIA inch"
a ii`Khes
Water Heart 11.75 inches
Hole Radlus; 1_SU4 Hvlc Depth.- 54 inches
IN@
RCFnaFkS:WcgT1hcr
�IMUMMMEM
®M_E,®®�M=M®
Stabilized K

Selection of Sediment Control Measure - Skimmer Sediment Basin
5.05 Total Drainage Area
Do Not Use
Temporary Sediment Trap
Okay
Rock Dam,
Okay
Skimmer Sediment Basin
Okay
Sediment Basin
2.65 Disturbed Area (Acres)
25.17 Peak Flow from 10-year Storm (cfs)
C Coef. For Drainage Area To Skimmer Basin
2.45 Impervious (Ac) 0.95
2.60 Woods (Ac) 0.15
0.00 Grass (Ac) 0.30
0.00 Bare Soil (Ac) 0.60
C= 0.63
110year= 7.91
Q10 DA= 25.17 Proposed Conditions
Q10 DA= 17.70917167 True Drainage Area, impervious
Q10 DA= 2.96738 True Drainage Area, Bare Soil
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Skimmer Sediment Basin
Okay
2.65 Disturbed Area (Acres)
25.17 Peak Flow from 10-year Storm (cfs)
4770 Required Volume ft3
8179 Required Surface Area ft2
63.9 Suggested Width ft
127.9 Suggested Length ft
46.0 Trial Top Width at Spillway Invert ft
185.00 Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
2 Trial Depth ft (2 to 3.5 feet above grade)
34 Bottom Width ft
173 Bottom Length ft
5882 Bottom Area ft2
14800 Actual Volume ft3 Okay
8510 Actual Surface Area ft2 Okay
50 Trial Weir Length ft
0.33 Trial Depth of Flow ft
28.4 Spillway Capacity cfs Okay
2 Skimmer Size (inches)
0.167 Head on Skimmer (feet)
1.25 Orifice Size (1/4 inch increments)
3.23 Dewatering Time (days)
Suggest about 3 days
R
Bottom Elev.= 257
Spillway Elev.= 259.16
Top Embankment Elev.= 260.5
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Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
XS 1
Triangular
Side Slopes (z:1)
= 10.00, 10.00
Total Depth (ft)
= 0.50
Invert Elev (ft)
= 274.00
Slope (%)
= 0.83
N-Value
= 0.013
Calculations
Compute by:
Known Q
Known Q (cfs)
= 5.96
Elev (ft) Section
275.00
274.75
274.50
274.25
274.00
273.75
0 1 2 3 4 5 6 7 8 9 10 11 12
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Aug 5 2020
= 0.41
= 5.960
= 1.68
= 3.55
= 8.24
= 0.47
= 8.20
= 0.61
Depth (ft)
1.00
0.75
0.50
0.25
_n 1)ti
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Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
XS2
Triangular
Side Slopes (z:1)
= 4.00, 4.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 273.00
Slope (%)
= 0.83
N-Value
= 0.013
Calculations
Compute by:
Known Q
Known Q (cfs)
= 6.47
Elev (ft)
275.00
274.50
274.00
273.50
273.00
27250
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Aug 5 2020
= 0.60
= 6.470
= 1.44
= 4.49
= 4.95
= 0.70
= 4.80
= 0.91
0 1 2 3 4 5 6 7 8 9
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Depth (ft)
2.00
1.50
1.00
0.50
1 -0.50
10

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
XS 3
Triangular
Side Slopes (z:1)
= 4.00, 4.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 273.00
Slope (%)
= 0.83
N-Value
= 0.025
Calculations
Compute by:
Known Q
Known Q (cfs)
= 6.47
Elev (ft)
275.00
274.50
274.00
273.50
273.00
27250
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Aug 5 2020
= 0.77
= 6.470
= 2.37
= 2.73
= 6.35
= 0.70
= 6.16
= 0.89
0 1 2 3 4 5 6 7 8 9
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Depth (ft)
2.00
1.50
1.00
0.50
1 -0.50
10

Weir Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
SKIMMER AND SWM #1 SPILLWAY
Rectangular Weir
Crest
= Broad
Bottom Length (ft)
= 42.00
Total Depth (ft)
= 1.33
Calculations
Weir Coeff. Cw
= 3.00
Compute by:
Known Q
Known Q (cfs)
= 25.17
Depth (ft)
2.00
1.50
1.00
0.50
NMI
-0.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Top Width (ft)
SKIMMER AND SWM #1 SPILLWAY
Wednesday, Aug 5 2020
= 0.34
= 25.17
= 14.34
= 1.75
= 42.00
Depth (ft)
2.00
1.50
1.00
0.50
-0.50
0 5 10 15 20 25 30 35 40 45 50 55
Weir W.S. Length (ft)
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