SW6221101_Stormwater Narrative_20221129

US Army Corps
of Engineers®
Wilmington District
STORMWATER MANAGEMENT
PERMIT APPLICATION NARRATIVE
PN 79439.2, SOF Technical Support
Training Annex and HAZMAT Storage
Building, Yarborough Complex,
Fort Bragg, NC
Volume 1 of 1
A-E Contract: W912PM22C0007
Task Order: W81 LJ821571676
Solicitation No. W912PM22R0012
eeZt
ex P.federal
205 North Michigan Avenue, Suite 3800
Chicago, Illinois 60601-5941, USA
312.616.7500 1 www.expfederal.com
A-E Project No.: CHI-00243079-AO
ISSUED FOR PERMIT
SEPTEMBER 2022
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A. Site Description
Existing Site Conditions
The existing site consists mainly of gravel surfaces, asphalt and dirt roadways, and open earth
surfaces with vegetation. The surrounding sites are either established buildings or are currently
under construction. The existing drainage pattern through the site consists mainly of runoff
which drains from the northeast to southwest direction where it exits the site via an existing
ditch system which ultimately discharges to an Unnamed Tributary to Bones Creek. Bones Creek
is within the Cape Fear River basin and is a Class C waters, meaning it is protected for uses such
as secondary recreation (swimmable), fishing, and wildlife. See Exhibit 1 for an overall USGS
topography map of the project site and surrounding areas. Based on the USGS Web Soil Survey,
the existing soils are hydrologic soil group B and are a mix of Blaney loamy sand and Faceville
loamy sand. Refer to the Exhibit 2 - Soils Maps for HSG and saturated hydraulic conductivity
information. The saturated hydraulic conductivity of 40 micrometers/second is approximately
5.5 inches/hour. A summary of the existing runoff and discharge information is below. Refer to
the Exhibit 3 - Pre -Development Release Rates for supporting calculations.
Existing Drainage Area = 17.17 Acres
Existing CN = 70
Existing Release Rates:
PRE -DEVELOPED PEAK FLOW RATES (cfs)
OPEN
IMPERVIOUS
BASIN/OUTFALL ID
AREA (ac)
AREA
Tc (hrs)
CN
1-YR
2-YR
10-YR
25-YR
100-YR
AREA (ac)
(ac)
ONSITE (A/13)
8.41
3.72
4.69
0.192
74
0.38
3.43
8.59
12.02
18.01
OFFSITE
5.17
0.00
5.17
0.232
65
1 0.07
0.73
2.40
3.68
6.05
EXISTING C
3.59
0.30
3.29
0.167
67
0.07
0.65
2.08
3.16
5.16
TOTAL
17.17
4.02
13.15
0.232
70
0.48
4.54
12.57
18.31
28.56
Proposed Site Conditions
The proposed site will be developed with two buildings, container storage area, parking, and
access roadways. The rainfall drains to inlets, which are routed to one of four bio-retention
facilities. There are three storm sewer networks within the proposed site. Network A collects
the drainage from the Technical Support Training Annex Building roof and the surrounding
asphalt pavement and parking lot. This network drains directly to Pond A, which has both a
retention component and a detention component. Before entering the pond, this stormwater is
first routed through a forebay for pretreatment and sediment removal. Network B collects the
drainage from the parking lot to the east of the Annex building. This system is routed through
one of three bioretention facilities within the parking lot medians before discharging to Pond A.
Network C collects the runoff from the access road south of the site before discharging to Pond
A. This system outlets directly to a ditch and leaves the site draining west.

Pond A ultimately outlets to the southwest of the site into an existing ditch system. All
discharges ultimately drain to Bones Creek. A summary of the proposed runoff and discharge
information is below. Refer to the Exhibit 4 — Post -Development Release Rates for supporting
calculations.
Proposed Drainage Area = 17.17 Acres
Proposed CN = 81
Proposed Release Rates:
POST -DEVELOPED PEAK FLOW RATES (cfs)
SASINIOUTFALL 10
AREA (ac)
IMPERVIOUS AREA
(ac)
OPEN AREA
(ae)
T. (hrs)
CN
1 YR
2-YR
10•YR
25•YR
100-YR
ONSITE (A/B/C)
14.26
8.21
6.05
0.167
89
0.43
3.06
8.54
12.07
19.97
OFF51TE
2.91
0.00
2.91
0.220
65
0.04
0.41
1.35
2.07
3.41
TOTAL
17.17
8.21
8.96
W20
81
1 0.47
3.47
9.89
14.14
23.38
In addition to the proposed conditions calculations, the Army LID Planning Tool forms have been
included as well at the end of Exhibit 4. The Best Management Practices on site treat the
required treatment volumes for the site from this planning analysis tool.
B. Storm Drainage System Description
The storm sewers were sized to have capacity for the 10-Year rainfall event.
C. Criteria / Regulations
Criteria and regulations utilized in the development of the design include but are not limited to
the following:
North Carolina Department of Environmental Quality Minimum Design Criteria (NCDEQ MDC)
UFC 3-201-01, Civil Engineering
UFC 3-210-10, Low Impact Development
American Concrete Pipe Association (ACPA) Concrete Pipe Design Manual
ASTM C 76 Standard Specification for Reinforced Concrete Culvert, Storm Drain and Sewer Pipe
D. Summary of Design and Methodology
1. Detention and Retention
The UFC 3-210-10, Low Impact Development requires that a site drainage system be
designed so that the pre -development runoff conditions are maintained in the post -
development design. This can be accomplished on site through interception,
infiltration, storage or evapotranspiration processes. Due to the increase in impervious
area on this site, the site drainage design required both infiltration and storage to bring
the post -development runoff rates down to and below the existing, pre -development
runoff rates.
Storm Sewer Network A drains the Training Annex building and container storage area
within the compound to the south. This stormwater is routed to Pond A. Pond A has

both an infiltration component and a detention component. Network B drains the large
parking area on the east side of the site. This stormwater is routed to one of 3
bioretention areas located within the parking lot medians. The water that is not
infiltrated continues to Pond A. Pond A outlets to the existing ditch along the west side
of the site. Network C drains Jedburgh Lane to the south. This stormwater is routed to
Pond A. Pond A discharge ultimately ends up in the Unnamed Tributary to Bones Creek.
A portion of the existing offsite area will be collected within the project site drainage
network. The remainder of the offsite area will drain west of the site to the ditch that
runs along the east side of Ammo Pointe Blvd where it will tie into the same ultimate
outfall.
The detention analysis was completed using SCS Curve Number Method and XPSTORM
software. Refer to Exhibits 3 and 4 for calculations.
2. Inlet Capacity
The capacity of the proposed frame and grates were checked for the 10-year event to
ensure that the 10-year runoff from the site will be fully captured within the storm
sewer system. The runoff to the inlet was calculated using the Rational Method. The
capacity of the frame intake was determined using the weir and orifice equations. Refer
to Exhibit 4 for calculations.
3. Storm Sewer Pipe
The storm sewers were sized to carry the 10-year storm event per UFC 3-201-01, Civil
Engineering. Since the drainage area to each inlet is less than 200 acres, the Rational
Method was used to determine flow to the pipes. The hydraulic grade line is contained
within the pipe for the 10-year event. The storm sewers were sized using the Manning's
Equation, Hydraflow Drainage and XPSTORM software. An overview of the storm sewer
pipe lengths and sizes proposed for the project can be seen in Part B of this Narrative.
Refer to Exhibit 4 for calculations.
Network C was originally designed to discharge to the ditch north of Urban Freedom,
eventually flowing to the Unnamed Tributary to Bones Creek. Storm sewer pipe sizes
were previously designed to convey flow in this direction. Following further discussion
to reroute flow from Jedburgh Lane to Pond A, it was determined drainage areas to
Network C remain unchanged. The only design element changing is the direction in
which stormwater flow drains, which is to the north instead of the originally designed
south direction. Essentially pipe sizes for the incoming laterals stay the same as
drainage areas do not change, whereas previously designed pipes C-2 and C-3 are
flipped in terms of sewer size to accommodate for the change in direction of flow being
conveyed. These storm sewer sizes and subsequent slopes were confirmed utilizing
XPSTORM. The peak 10-year HGL elevation is contained completely within the specified
storm sewers at their respective size and slopes. Refer to Exhibit 4 for calculations.
4. Structural Design of Storm Drainage System Features

The reinforced concrete pipe was designed in accordance with the American Concrete
Pipe Association (ACPA) Concrete Pipe Design Manual and ASTM C76 Standard
Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe. In addition,
the cover of the proposed storm sewer is in accordance with UFC 3-201-01.
E. Hydrology Summary
Refer to plan sheets CE601 and CE602 for area maps. The pre -development site consists of an
offsite drainage area and an onsite drainage area. The post -development site consists of the
below drainage areas:
Network A + Network B + Network C + Offsite Treated = 14.26 Acres
Bypass Offsite = 2.91 Acres
Total = 17.17 Acres
F. Other Submittal Materials
The following additional submittal materials are included within this submittal as the following
exhibits:
• Exhibit 5: Signed Stormwater Management Permit Application Form
• Exhibit 6: Signed Supplement Forms
• Exhibit 7: Signed O&M agreements
• Exhibit 8: Plan set with applicable soil boring reports
o Two sets of plans will be submitted as well

EXHIBIT 1- USGS TOPOGRAPHY MAP

U.S. DEPARTMENTU S. GEOLOGICAL INTERIOR
GIICAL SURVEY
science for a changing world
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World Geodetic System of 1984 (WGS84). Projection and
1 000-meter grid: Universal Transverse Mercator, Zone 17S
10 000-foot ticks: North Carolina Coordinate System of 1983
This map is not a legal document. Boundaries may be
generalized for this map scale. Private Lands within government
reservations may not be shown. Obtain permission before
entering private Lands.
Imagery ................................................... NAIP, May 2014
Roads ................................ U.S. Census Bureau, 2015 - 2016
Names .......................................................... GNIS, 2016
Hydrography .................... National Hydrography Dataset, 2014
Contours ............................ National Elevation Dataset, 2008
Boundaries ............ Multiple sources; see metadata file 1972 - 2016
Wetlands ......... FWS National Wetlands Inventory 1977 - 2014
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100,000-m Square ID
PU
Grid Zone Designation
17S
5, °75 °76 °77 °78
SCALE 1:24 000
1 0.5 0 KILOMETERS 1 2
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1 0.5 0 1
MILES
1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000
FEET
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NORTH AMERICAN VERTICAL DATUM OF 1988
This map was produced to conform with the
National Geospatial Program US Topo Product Standard, 2011.
A metadata file associated with this product is draft version 0.6.19
2'30" °79 °80
NORTH CAROLIN
■
QUADRANGLE LOCATION
1 Lobelia
1 2 3 2 Overhills
3 Manchester
4 5 4 Nicholson Creek
5 Fayetteville
6 Raeford
6 7 8 7 Parkton
8 Hope Mills
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EXHIBIT 2 -SOILS MAPS

m
679080
35' 5' 20" N '
,A
Soil Map —Cumberland County, North Carolina
(Technical Support Annex Soils Map)
679160 679240 679320 679400
Soil MaN may not he valiel at this scale.
35o 4' 58" N
679080 679160 679240 679320 679400
m
Map Scale: 1:3,410 if printed on A portrait (8.5" x 11") sheet.
Meters N
0 50 100 200 300
Feet
0 150 300 E00 900
Map projection: Web Mercator Conermordinates: WGS84 Edge tics: UTM Zone 17N WGS84
usoA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
679480
679480
a
679560
9 35o 520" N
1
;ff 35o 4'58" N
679560
o
12/13/2017
Page 1 of 3

MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
,N
Soil Map Unit Lines
Soil Map Unit Points
Special
Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
�i
Gravelly Spot
0
Landfill
A.
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Soil Map —Cumberland County, North Carolina
(Technical Support Annex Soils Map)
MAP INFORMATION
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:24,000.
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
4�
Other
line placement. The maps do not show the small areas of
Special Line Features
contrasting soils that could have been shown at a more detailed
scale.
Water Features
Streams and Canals
Please rely on the bar scale on each map sheet for map
measurements.
Transportation
Rails
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
. 0
Interstate Highways
Coordinate System: Web Mercator (EPSG:3857)
US Routes
Maps from the Web Soil Survey are based on the Web Mercator
Major Roads
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Local Roads
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
Background
Aerial Photography
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Cumberland County, North Carolina
Survey Area Data: Version 18, Sep 26, 2017
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Aug 13, 2014—Feb
4, 2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
usoA Natural Resources Web Soil Survey 12/13/2017
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map —Cumberland County, North Carolina
Technical Support Annex Soils Map
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
BaD
Blaney loamy sand, 8 to 15
percent slopes
7.0
12.3%
FaB
Faceville loamy sand, 2 to 6
percent slopes
50.1
87.7%
Totals for Area of Interest
67.2
100.0%
USDA Natural Resources Web Soil Survey 12/13/2017
Conservation Service National Cooperative Soil Survey Page 3 of 3

Map Unit Description: Blaney loamy sand, 8 to 15 percent slopes ---Cumberland County, North
Carolina
Technical Support Annex Soils Map
Cumberland County, North Carolina
BaD—Blaney loamy sand, 8 to 15 percent slopes
Map Unit Setting
National map unit symbol: w6z3
Elevation: 160 to 660 feet
Mean annual precipitation: 38 to 52 inches
Mean annual air temperature: 61 to 70 degrees F
Frost -free period: 210 to 245 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Blaney and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of
the mapunit.
Description of Blaney
Setting
Landform: Low hills
Landform position (two-dimensional): Shoulder
Landform position (three-dimensional): Crest
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Sandy and loamy marine deposits
Typical profile
A - 0 to 4 inches: loamy sand
E - 4 to 25 inches: loamy sand
Bt - 25 to 62 inches: sandy clay loam
C - 62 to 80 inches: loamy coarse sand
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat):
Moderately high (0.20 to 0.57 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 4.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Ecological site: Loamy Backslope Woodland - PROVISIONAL
(F137XY006GA)
USDANatural Resources Web Soil Survey 12/13/2017
am Conservation Service National Cooperative Soil Survey Pagel of 2

Map Unit Description: Blaney loamy sand, 8 to 15 percent slopes ---Cumberland County, North
Carolina
Technical Support Annex Soils Map
Hydric soil rating: No
Data Source Information
Soil Survey Area: Cumberland County, North Carolina
Survey Area Data: Version 18, Sep 26, 2017
USDANatural Resources Web Soil Survey 12/13/2017
am Conservation Service National Cooperative Soil Survey Page 2 of 2

Map Unit Description: Faceville loamy sand, 2 to 6 percent slopes ---Cumberland County, North
Carolina
Technical Support Annex Soils Map
Cumberland County, North Carolina
FaB—Faceville loamy sand, 2 to 6 percent slopes
Map Unit Setting
National map unit symbol: w70c
Elevation: 80 to 330 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period: 210 to 265 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Faceville and similar soils: 80 percent
Estimates are based on observations, descriptions, and transects of
the mapunit.
Description of Faceville
Setting
Landform: Ridges on marine terraces, broad interstream divides on
marine terraces
Landform position (two-dimensional): Shoulder, summit
Landform position (three-dimensional): Crest
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Clayey marine deposits
Typical profile
Ap - 0 to 7 inches: loamy sand
E - 7 to 17 inches: loamy sand
Bt - 17 to 80 inches: clay
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat):
Moderately high to high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 7.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
USDANatural Resources Web Soil Survey 12/13/2017
am Conservation Service National Cooperative Soil Survey Pagel of 2

Map Unit Description: Faceville loamy sand, 2 to 6 percent slopes ---Cumberland County, North
Carolina
Technical Support Annex Soils Map
Hydric soil rating: No
Data Source Information
Soil Survey Area: Cumberland County, North Carolina
Survey Area Data: Version 18, Sep 26, 2017
USDANatural Resources Web Soil Survey 12/13/2017
am Conservation Service National Cooperative Soil Survey Page 2 of 2

679110
35o 5' 16" N
35o 5'0"N
Saturated Hydraulic Conductivity (Ksat)—Cumberland County, North Carolina
679170 679230 679290 679350 679410
679110 679170 679230 679290 679350
Map Scale: 1:2,400 if printed on A portrait (8.5" x 11") sheet.
� N Milers
0 35 70 140 210
Feet
0 100 200 400 E00
Map projection: Web Mercator Conermordinates: WGS84 Edge tics: lfrM Zone 17N WGS84
usoA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
679410
679470
35o 516" N
I
35o 50" N
679470
o
8/30/2022
Page 1 of 3

Saturated Hydraulic Conductivity (Ksat)—Cumberland County, North Carolina
MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
0 = 40.0000
0 Not rated or not available
Soil Rating Lines
,.yam = 40.0000
N 0 Not rated or not available
Soil Rating Points
= 40.0000
0 Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
r Major Roads
Local Roads
Background
. Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Cumberland County, North Carolina
Survey Area Data: Version 23, Jan 21, 2022
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 23, 2022—Apr
27, 2022
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
usoA Natural Resources Web Soil Survey 8/30/2022
Conservation Service National Cooperative Soil Survey Page 2 of 3

Saturated Hydraulic Conductivity (Ksat)—Cumberland County, North Carolina
Saturated Hydraulic Conductivity (Ksat)
Map unit symbol
Map unit name
Rating (micrometers
persecond)
Acres in AOI
Percent of AOI
FaB
Faceville loamy sand, 2
to 6 percent slopes
40.0000
19.7
100.0%
Totals for Area of Interest
19.7
100.0%
Description
Saturated hydraulic conductivity (Ksat) refers to the ease with which pores in a
saturated soil transmit water. The estimates are expressed in terms of
micrometers per second. They are based on soil characteristics observed in the
field, particularly structure, porosity, and texture. Saturated hydraulic conductivity
is considered in the design of soil drainage systems and septic tank absorption
fields.
For each soil layer, this attribute is actually recorded as three separate values in
the database. A low value and a high value indicate the range of this attribute for
the soil component. A "representative" value indicates the expected value of this
attribute for the component. For this soil property, only the representative value is
used.
The numeric Ksat values have been grouped according to standard Ksat class
limits.
Rating Options
Units of Measure: micrometers per second
Aggregation Method: Dominant Component
Component Percent Cutoff. None Specified
Tie -break Rule: Fastest
Interpret Nulls as Zero: No
Layer Options (Horizon Aggregation Method): Surface Layer (Not applicable)
USDA Natural Resources Web Soil Survey 8/30/2022
Conservation Service National Cooperative Soil Survey Page 3 of 3

EXHIBIT 3 - PRE DEVELOPMENT ANALYSIS

.MM
17 .
�\
i
OFFSITE
5.17 ac
Tc = 13.9 min
CN=65 \
l
EXHIBIT 2-1 AREA MAP
US Army Corps
of Engineers&
PRE -DEVELOPED PEAK FLOW RATES (c&;
BA SI NIOUTFALL ID
AREA Jac)
IMPERVIOUS
AREA lac)
OPEN
AREA
ac
Te (hrs)
CH 1-YR
2-YR
10-YR
25-YR
100-YR
ON SITE (A/B)
8.41
3.72
4.69
0.192
74 0.38
3.43
8.59
12.02
18.01
OFFSITE
5.17
0.00
5.17
0.232
65 0.07
0.73
2.40
3.69
6.05
EXISTING C
3.59
0.30
3.29
0.167
67 0.07
0.55
2.09
3.16
5.16
TOTAL 17.17 4.LF 13.15 0.231- 70 0.48 4.54 12.57 18.31 28.56
i
{ ONSITE (A/B)
8.41ac
'i Tc = 11.5 min
I
MITI F= T--\ i '-. ---------
i♦,
SHEET ID
95% DESIGN SUBMITTAL

EXHIBIT 2-2
Pre Development - Time of Concentration
Existing Offsite Existing Onsite Existing C
1) Sheet Flow
1) Sheet Flow
1) Sheet Flow
Landuse
Range, brush,
grass, dirt
Landuse
Range, brush,
grass, dirt
Landuse
Range, brush,
grass, dirt
n (Table 3-1)
0.08
n (Table 3-1)
0.08
n (Table 3-1)
0.08
Length (ft)
100
Length (ft)
100
Length (ft)
100
P2 (in) 2-yr 24-hr
3.73
P2 (in) 2-yr 24-hr
3.73
P2 (in) 2-yr 24-hr
5.45
El Up (ft)
268
El Up (ft)
273
El Up (ft)
265.5
El Down (ft)
267
El Down (ft)
271
El Down (ft)
264.5
Slope (ft/ft)
0.01
Slope (ft/ft)
0.02
Slope (ft/ft)
0.01
Tt (hr)
0.12
Tt (hr)
0.09
Tt (hr)
0.10
2) Shallow Concentrated Flow
2) Shallow Concentrated Flow
2) Shallow Concentrated Flow
El Up (ft)
267
El Up (ft)
271
El Up (ft)
264.5
El Down (ft)
249
El Down (ft)
260
El Down (ft)
262.75
Length (ft)
900
Length (ft)
810
Length (ft)
170
Slope (ft/ft)
0.0200
Slope (ft/ft)
0.0136
Slope (ft/ft)
0.0103
V (ft/s) Figure 3-1
2.25
V (ft/s) Figure 3-1
2.25
V (ft/s) Figure 3-1
1.6
Tt (hr)
0.11
Tt (hr)
0.10
Tt (hr)
0.03
5) Open Channel Flow - n/a
5) Open Channel Flow - n/a
5) Open Channel Flow - n/a
El Up (ft)
El Up (ft)
El Up (ft)
El Down (ft)
El Down (ft)
El Down (ft)
Length (ft)
0
Length (ft)
0
Length (ft)
0
Slope (ft/ft)
Slope (ft/ft)
Slope (ft/ft)
n (for OCF)
n (for OCF)
n (for OCF)
Area (sq ft)
Area (sq ft)
Area (sq ft)
Pw (ft)
Pw (ft)
Pw (ft)
R
R
R
Velocity (ft/s)
Velocity (ft/s)
Velocity (ft/s)
Tt (hr)
0.00
Tt (hr)
0.00
Tt (hr)
0.00
Tc (hr)
1 0.23
ITc (hr)
1 0.19
ITc (hr)
1 0.13
Tc (min)
1 13.9
ITc (min)
1 11.5
ITc (min)
1 10.0

PRE -DEVELOPMENT RELEASE RATES
EXHIBIT 2-3
XP STORM HYDROGRAPHS
O
EXISTING
OUTFALL

Node - ONSITE (A/B)
18
16
14
12
CO
LL
U_
10
0
U-
8
6
4
2
0
1 YR -
0.5 HR[Max 0.000]
1 YR
- 6 HR[Max 0.233]
2 YR
i
- 1 HR[Max 3.433]
2 YR -
�I �I
12 HR[Max 2.160]
10YR
- 2HR[Max 7.418]
10YR
- 24HR[Max 3.332]
25YR
I J J
- 3HR[Max 8.349]
100YR -
0.5HR[Max 14.518]
100YR
- 6HR[Max 9.668]
1 YR
- 1 HR[Max 0.201]
1 YR -
i
12 HR[Max 0.315]
2 YR
i
- 2 HR[Max 2.981 ]
1
2 YR -
24 HR[Max 1.805]
IJIJIJ ICJ
10YR
- 3HR[Max 5.948]
25YR -
0.5HR[Max 9.974]
25YR
- 6HR[Max 5.883]
100YR
- 1 HR[Max 18.006]
100YR
- 12HR[Max 8.366]
1 YR
- 2 HR[Max 0.248]
1 YR -
24 HR[Max 0.378]
2 YR
�I �I
- 3 HR[Max 2.404]
10YR -
0.5HR[Max 7.185]
M I J J
10YR
- 6HR[Max 4.318]
25YR
- 1 HR[Max 12.019]
25YR
- 12HR[Max 5.841 ]
100YR
I J J
- 2HR[Max 15.392]
1
100YR
- 24HR[Max 5.826]
�i
;I
ll
AA
Ili II
� I
1 ;II
lv 11 /l:
1 YR
- 3 HR[Max 0.205]
2 YR -
i
0.5 HR[Max 2.695]
2 YR
- 6 HR[Max 1.989]
10YR
I
- 1 HR[Max 8.585]
�IIJ �J
10YR
- 12HR[Max 4.377]
25YR
- 2HR[Max 10.369]
25YR
- 24HR[Max 4.284]
100YR
- 3HR[Max 12.460]
1 Wed 3AM 6AM 9AM 12PM 3PM
Jan 2014
6PM 9PM 2 Thu
Time (HR)
UI11 •UM11 MUM LTA M I a' 11

Node - OFFSITE
6.0
5.5
5.0
4.5
4.0
U 3.5
0
3.0
2.5
2.0
1.5
1.0
0.5
0.0
1 YR -
0.5 HR[Max 0.000]
1 YR
- 6 HR[Max 0.027]
2 YR
- 1 HR[Max 0.651]
2 YR -
• J J
12 HR[Max 0.727]
10YR
- 2HR[Max 2.283]
10YR
- 24HR[Max 1.574]
25YR
- 3HR[Max 3.054]
100YR
- 0.5HR[Max 3.927]
100YR
1
- 6HR[Max 3.887]
1 YR
I�
- 1 HR[Max 0.000]
1 YR -
12 HR[Max 0.044]
2 YR
I�
- 2 HR[Max 0.710]
2 YR -
' J
24 HR[Max 0.734]
10YR
- 3HR[Max 1.919]
25YR -
0.5HR[Max 2.379]
25YR
- 6HR[Max 2.441]
100YR
- 1 HR[Max 6.050]
100YR
- 12HR[Max 4.109]
1 YR -
2 HR[Max 0.000]
1 YR -
i
24 HR[Max 0.069]
2 YR -
3 HR[Max 0.586]
10YR -
0.5HR[Max 1.583]
10YR
- 6HR[Max 1.644]
25YR
- 1 HR[Max 3.675]
25YR -
12HR[Max 2.667]
100YR
- 2HR[Max 5.856]
100YR
- 24HR[Max 3.042]
1 YR
- 3 HR[Max 0.001]
2 YR -
0.5 HR[Max 0.376]
2 YR
- 6 HR[Max 0.530]
10YR
- 1 HR[Max 2.396]
10YR -
12HR[Max 1.865]
Mj
25YR
- 2HR[Max 3.535]
a
25YR -
24HR[Max 2.124]
J
100YR
- 3HR[Max 5.139]
�I
I,
I
I I
II\
I
E
I
;I
•,
1 Wed 3AM 6AM 9AM 12PM 3PM 6PM 9PM 2 Thu 3AM 6AM 9AM 12PM
Jan 2014 Time (HR)

Node - EXISTING C
5.0
4.5
3.5
U)
U 3.0
0
2.5
MCI
1.5
1.0
0.5
1 YR -
0.5 HR[Max 0.000]
1 YR
- 6 HR[Max 0.031]
2 YR
- 1 HR[Max 0.649]
2 YR -
12 HR[Max 0.602]
10YR
- 2HR[Max 1.927]
10YR
- 24HR[Max 1.173]
25YR
- 3HR[Max 2.484]
100YR
- 0.5HR[Max 3.722]
100YR
J J J J
- 6HR[Max 2.933]
1 YR
I�
- 1 HR[Max 0.000]
1 YR -
12 HR[Max 0.046]
2 YR
I�
- 2 HR[Max 0.624]
2 YR -
' J J
24 HR[Max 0.570]
10YR
- 3HR[Max 1.623]
25YR -
0.5HR[Max 2.291]
25YR
- 6HR[Max 1.894]
100YR
- 1 HH�RR[Max 5.162]
J
100YR
- 12HR[Max 3.041]
1 YR -
2 HR[Max 0.006]
1 YR -
i
24 HR[Max 0.067]
� • J J
2 YR -
3 HR[Max 0.499]
10YR -
0.5HR[Max 1.469]
10YR
- 6HR[Max 1.312]
25YR
- 1 HR[Max 3.160]
25YR -
• J
12HR[Max 2.014]
100YR
- 2HR[Max 4.736]
100YR
- 24HR[Max 2.208]
r ;
;
�
� r
--
-------
--------
1 YR
- 3 HR[Max 0.015]
2 YR -
0.5 HR[Max 0.447]
2 YR
- 6 HR[Max 0.477]
10YR
- 1 HR[Max 2.077]
10YR -
12HR[Max 1.435]
25YR
- 2HR[Max 2.935]
F, FM-
25YR -
24HR[Max 1.563]
J
100YR
- 3HR[Max 4.012]
.1-1 11 MR,1 ' 11
1 Wed 3AM 6AM 9AM 12PM 3PM 6PM 9PM 2 Thu 3AM
Jan 2014 Time (HR)

Conduit TOTAL from JUNCTION to OUTFALL
25
20
LL
U
6 15
U-
10
5
I
1 YR -
0.5 HR[Max 0.000]
1 YR
- 6 HR[Max 0.245]
2 YR
i
- 1 HR[Max 4.540]
2 YR -
12 HR[Max 3.482]
� I J
10YR
- 2HR[Max 11.361]
10YR
- 24HR[Max 6.075]
25YR
1
- 3HR[Max 13.815]
100YR -
0.5HR[Max 21.634]
100YR
J J
- 6HR[Max 15.433]
1 YR
- 1 HR[Max 0.200]
1 YR -
i
12 HR[Max 0.357]
2 YR
i
- 2 HR[Max 4.043]
2 YR -
24 HR[Max 3.105]
IJIJ IJ IJ
10YR
- 3HR[Max 9.405]
25YR -
0.5HR[Max 14.159]
25YR
- 6HR[Max 10.174]
100YR
- 1 HR[Max 28.557]
100YR
F
- 12HR[Max 15.505]
1 YR
- 2 HR[Max 0.252]
1 YR -
24 HR[Max 0.483]
2 YR
J
- 3 HR[Max 3.258]
10YR -
0.5HR[Max 9.730]
10YR
- 6HR[Max 7.259]
25YR
J
- 1 HR[Max 18.305]
25YR -
12HR[Max 10.518]
100YR
- 2HR[Max 25.713]
100YR
- 24HR[Max 11.074]
1 YR
- 3 HR[Max 0.219]
2 YR -
i
0.5 HR[Max 3.308]
2 YR
- 6 HR[Max 2.978]
10YR
I�
- 1 HR[Max 12.568]
10YR
- 12HR[Max 7.673]
25YR
- 2HR[Max 16.570]
�1IJ J
25YR
- 24HR[Max 7.969]
100YR
i
- 3HR[Max 21.547]
1 Wed 3AM 6AM 9AM 12PM 3PM 6PM 9PM 2 Thu 3AM 6AM 9AM 12PM
Jan 2014 Time (HR)

EXHIBIT 4 - POST DEVELOPMENT ANALYSIS

EXHIBIT 3-2
Post Development - Time of Concentration
Offsite
Network C - PCIa
1 j Sheet Flow
1 j Sheet Flow
Landuse
Range, brush,
grass, dirt
Landuse
Range, brush,
grass, dirt
n (Table 3-1)
0.08
n (Table 3-1)
0.08
Length (ft)
100
Length (ft)
100
P2 (in) 2-yr 24-hr
4.69
P2 (in) 2-yr 24-hr
4.69
El Up (ft)
268
El Up (ft)
269.5
El Down (ft)
267
El Down (ft)
268.5
Slope (ft/ft)
0.01
Slope (ft/ft)
0.01
Tt (hr)
0.11
Tt (hr)
0.11
2] Shallow Concentrated Flow
2) Shallow Concentrated Flow
El Up (ft)
267
El Up (ft)
268.5
El Down (ft)
249
El Down (ft)
260
Length (ft)
900
Length (ft)
400
Slope (ft/ft)
0.0200
Slope (ft/ft)
0.0213
V (ft/s) Figure 3-1
2.25
V (ft/s) Figure 3-1
2.25
Tt (hr)
0.11
Tt (hr)
0.05
5) Open Channel Flow - n/a
5) Open Channel Flow - n/a
El Up (ft)
El Up (ft)
El Down (ft)
El Down (ft)
Length (ft)
0
Length (ft)
0
Slope (ft/ft)
Slope (ft/ft)
n (for OCF)
n (for OCF)
Area (sq ft)
Area (sq ft)
Pw (ft)
Pw (ft)
R
R
Velocity (ft/s)
Velocity (ft/s)
Tt (hr)
0.00
ITt (hr)
0.00
Tc (hr)
0.22
ITc (hr)
0.16
Tc (min)
13.2
ITc (min)
10.0
*Tc to all inlets within paved areas is less than 10 minutes.

POST -DEVELOPMENT RELEASE RATES - XPSTORM HYDROGRAPHS
OFFSITE
Il ... eMial Ali
LIM 535 � �
14NJOE iAM
ff
CJLWTIn"
TaTX
�auTY•,nL
@SE=
F •]R' Y CNLIiIi�An1 :4
F?...Ira1' ii•a e7• I.
F___I_O�i�i�:•BI �
i
n7, :sscuehmeix i�

Conduit ONSITE (AIB) from IN-1 to JUNCTION
111111�
IYR-©.5 HR[Max 0000]
111111�
1YR-1 HRi .0.0711
1111111�
1YR-2 HR[Max 0.tl86}
,�
1YR-3HR[IAex0.0711
IYR-12HR[Maxu3W]
1YR-24HR[MW04251
2YR-0.6HR[Max11021
2YR-1HR[Max144M
2YR-3HR[Max11641
2YR-6HR[Max1 WA
2YR-12HR[Max2755]
2YR-2471Z306M
10YR-1H R[Max 5453)
10YR-2HRJMax 66751
10YR-3HR[Max 6815]
10YR-6HR[Max 66M
1 OYR - 24HR[Max 6.913]
25YR - 0.5HR[Max 3.9811
25YR - 1HR[Max 10.159]
25YR - 2HRRAm 11.951)
25YR • 6HR[Max 10.330j
25YR - 12HR[Max 12.074]
25YR • 24HR[Max 8.617]
50YR - 0.5HR[Max 4.898]
50YR-2HR[Max 16.068]
50YR-3HR[Max 14.952]
50YR-6HR[Max 13.9}4]
50YR-12HR[Ma 14.509]
100YR - 15.5HR[Max 7.791J
100YR - 7HR[Max 16.9441
f 00YR - 2HR[Max 19 9651
100VR - 3HR[Max 19.1751
100YR-12HR[Max 16 M41
111111111r
100YR - 24HR[Max 11.3851
20
18
16
14
12
3
M: 1 ❑
8
6
4
2
0
1 Wed 3AM
Jan 2014
111111�
1 YR -6 HR[Max 0.2761
2YR - 2 HR[Max 1.329]
SOYR-0,5HR[Max 2.87 f [
10YR - 12HR[Max 8.542]
25YR - 3HR[Max 11.1 B3]
50YR - 1 HR[Max 13.465]
50YR - 24HMMax 9.964]
sft-ft
100YR - 6HR[Max 17.199]
6AM 9AM 12PM 3PM 6PM 9PM 2 Thu 3AM 6AM 9AM 12PM
Time
Conduit L1A125 from OFFSITE to JUNCTION
1 YR - 0.5 HR[Max O.D00) 1 YR - 1 HR[Max -0 0051 1 YR - 2 HR[Max -0 D061 1 YR - 3 HR[Max -0 0051
1 YR - 12 HR[Max 0.0251 1 YR - 24 HR[Max 0 0391 2 YR - 0.5 HRJMax 0..2131 2 YR - 1 HR[Max 0 3671
2 YR - 3 HR[Max 0.3301 2 YR - 6 HR[Max 0.2981 2 YR - 12 HR[Max 0.4D91 2 YR - 24 HR[Max 0.4121
10YR - 1 HR[Max 1.351] 10YR - 7HR[Max 1.2135) 10YR - 3HR[Max 1.D81J 10YR - 6HR17ax 0.921]
10YR - 24HR[Max 0.8861 25YR - 0.5HR[Max 1.3401 25YR - 1HR[Max 2.0611 25YR - 2HR[Max 1.9811
25YR - BHR[Max 1.3711 25YR - 12HR[Max 1.501J 25YR - 24HR[Max 1.196] 50YR - 0.5HR[Max 1.7701
a_
SOY - 2HR[Max 2.6131 SOYR - 3HR[Max 2.2711 50YR - 6HR(Max 1.763) 50YR - 12HR[Max 1.8901
100YR - 0.5HR[Max 2.2121 100YR - 1HR[Max 3.3931 1OOYR • 2HR[Max 3.2961 100YR - 3HR[Max 2.9961
7GOY R - 12HR[Max 2.3131 100YR - 24HR[Max 1.7121
3.5
3.0
2.5
2.0
3
0
1.5
1.0
0.5
0.0
�r
1 YR - 6 HR[Max D.0151
1_
2 YR - 2 HR[Max D.4D01
1 DYR - D.SHRJMax 0.891 ]
10YR - 12HR[Max 1.0491
25YR - 3HR[Max 1.7121
50YR - 1HR[Max 2.7131
1♦
50YR - 24HR[Max 1.4471
100YR - SH R[Max 2.1861
1 Wed 3AM 6AM 9AM 12PM 3PM 6PM 9PM 2 Thu 3AM 6AM 9AM 12PM
Jan 2014 Time

1 YR - 0.5 HR[Max 0.000]
1 YR - 12 HR[Max 0.3881
2 YR - 3 HRjMax 1.492]
��r
10YR - 1HR[1 8.348]
�a
10YR • 24HR[Max 7.7991
25YR - 6HR[Max 11.6021
rrrr
50YR - 2HR[Max 10-135]
�rrr
1 OOYR - 0.5HR[Max 9.6491
rwww
100YR - 12HR[Max 19.2571
20
15
3
0
LL
10
5
0
Conduit TOTAL from JUNCTION to OUTFALL
1 YR - 1 HR[Max 0.0651
1 YR - 24 HR[Max 0 4591
2 YR - 6 HR[Max 1 989]
10YR - 2 HR[Max 7.4091
r
25YR - O.5HR[Max 5.047]
25YR-12HR[Max 13.5761
50YR - 3HR[Max ISM9]
rwwr
SOOYR - 1 HR[Max 19.9201
100YR - 24HR[Max 13.OM
1 YR - 2 HR[Max 0.086]
2 YR - 0.5 HR[Max 1296]
2 YR - 12 HR[Max 3.0431
rrww
10YR - 3HR[Max 7.6621
25YR - 1HR[Max 11.4581
25YR - 24H Rphbx 9.8131
50YR - 6=0.15.671]
rrrw
100YR - 2HR[Max 22-6871
i YR - 3 HR[Max 0.0711
2 YR - 1 HR[Max 1.7491
2 YR - 24 HR[Max 3.4581
�r
10YR - SHR[Max 7.4291
25YR - 2HR[Max 13-5381
50YR - 0.5HR[Max 6.344]
50YR- 12HR[Max 16.397]
100YR - 3HR[Max 21.767]
1 YR - = 0.2921
2 YR - 2 HR[Max 1.7231
10YR - 0.5HR[Max 3.501]
1OYR - 12HR1Max 9.5621
25YR - 3HR[Max 12.487]
50YR -1 HR[Mw 15.087]
50YR - 24H R[Max 11 Al ]
wrrr
100YR - 6HRIMax 19.384)
1 Wed 3AM 6AM 9AM 12PM 3PM 6PM 9PM 2 Thu 3AM 6AM 9AM 12PM
Jan 2014 Time

1310-RETENTION VOLUME
MEDIA
D.A.
PAVEMENT
Ro
WQV ICF:
WGV ICFI
INFILTRATION
DRAWDOWN
UNDERORAIN
WQV
OMPID iPE
(AC
IACRES)
1.
I'
R,
IINi
REQUIRED
PROVIDED
ORAWDOWN METHOD
RATE
DURATION
DIAMETfR
PONDING
jrn� ri
DEPTH
DEPTH
A
1340cell
9.40M
520
0.55
0.5479
1.00
1%95
19080
I nl l i tra l i on th ru media to u nderd rai n
1
12 hrs
6"
19"
93
&ocell
1.0"
0.75
0.75
0.7250
1.00
2632
6678
Inlitrarion thru media to underdrain
1
12 hrs
A-
4-
R4
8incOl
0-8000
0.65
0.81
0.7813
1.00
2259
6678
I nl l i tra I i on th ru media to underd rai n
1
12 hrs
4'
9-
85
&oeell
I 1.0DD0
j 0.85
1 0.77
1 0.7455
1 1.00
1 2977
1 6678
1 1MIitraIionthrumedia tounderdrai n
1
12he$
4'
9-
Bio-Retention Basin Size
Maximum WQV for Cells B3, B4 and B5
Depth (FT) 3
Length (FT) 265
Width (FT) 28
Voids (%j 30
Volume (CF) 6678 Simple Method for Runoff Volume
Maximum WQV for Cell A
Depth (FT)
3
Length(FT)
265
Width (FT)
30
Voids (%)
30
Ponding D (FT)
1.5
Volume (CF)
19080
Rv = 0.05 r 0.9 ' to
Whefe R: - Runoff cOefNtrent turn ss)
I. = Impervicxx frIactlon lunMess)
DV = 3630, Ra ' R•. 'A
Where DV = Deur vokime feu R1
R✓ Desm storm deM to I
A Dramage area Iac I
There afe two methods that are often used to determine the volume of runoff born a given
design storm: the Simple Method (Schueler 1987) and the discrete MRCS Curve Number
Method (NRCS 1986)
The Simple Method was developed try measunng the runoff from marry watersheds with known
impervious areas and curve -fitting a relationship between percent Imperviousness and the
fraction of rainfall converted to runoff (the runoff coefficient) ft uses a minimal amount of
information to estimate the volume of runoff
A couple of notes on the variables In the Simple Method
• The runoff coefficient. Rv. is the runoff depth in inches divided Iry the rainfall depth in
Inches
• The impervious fraction, IA, is the Impervious portion of drainage area in acres divided
try the drainage area in acres
• The design volume. DV, is the volume of runoff that must be controlled for the design
storm
• The design storm depth. Ro, is 1 5' in Coastal Counties and 1 0- elsewhere In SA
waters, the OV is the difference between runoff volume pre- versus post -development for
the 10-year storm
• The drainage area. A. must include all of the surfaces that drain to the SCM regardless
of whether they are on -site or off -site

INLET CAPACITY
Ftunof[ to Inlet
Inlet Ca city
Inlet Name
Description
Drainage Area
I (in/hr)
C
a [cfs}
F&G Capacity
YES or NO?
IN-A3
INLET
0.54
7.96
D.95
4.12
8.82
YES
IN-A4
INLET
0.37
7,96
0.95
2.82
8.82
YES
IN -AS
INLET
0.61
7,96
0.95
4.60
8.82
YES
IN-A6
INLET
0.30
7,96
0.95
2.24
&82
YES
IN-A7
INLET
Dk3
7.96
0195
4.77
8.82
YES
IN-A8
INLET
0.27
7.96
0.95
2.03
8.82
YES
IN-A9
INLET
0.53
7,96
D.72
1D5
8,82
YES
IN-A10
INLET
0.13
7,96
0,95
0.99
F-82
YES
1N-83
INLET
1.04
7.96
0.83
6.85
�; 62
YES
IN-94
INLET
0.77
7.96
0.83
5.03
&82
YES
IN-B5
INLET
1.07
7,96
0,83
7.08
8.82
YES
IN-B6
INLET
GAS
7,96
0.35
2,65
8.82
YES
IN-87
INLET
0,56
7.96
D-95
4.22
8.82
YES
IN-B8
INLET
D.67
7.96
DIS
5.06
8.82
YES
IN•B9
INLET
0.29
7.96
D.95
2.16
8.82
YES
IN-Cl
ICATCH BASIN
0,11
7.96
0.95
0,80
1,34
YES
IN-C2
CATCH BASIN
041
7.96
0.95
1 0.80
1.34
YES
1N•C3
CATCH BASIN
US
7.96
0.95
0.59
1.34
YES
IN-C4
CATCH BASIN
0.12
7.96
D.95
0.90
1.34
YES
IN-05
CATCH BASIN
0,06
7,96
D.95
0,47
1
1.34
YES
IN -CS
CATCH BASIN
0,10
7,96
0.95
G.78
1.34
YES
Note; All inlets are on a sag, and all catch basins are on grade.
Frame and Grate Capacities
Inlet
Std. 840.16 Frame And Grate
Open Perim. (ft)
33.92
Weir Coeff.
3
Max Depth (ft)
01
Orifice Coeff.
0.67
Opening (so
3.67
g;ft/s2)
32.2
Qweir [cfs)
9.10
Qorifice (cfs)
8.82
Catch Basin
Std. 940.03 Frame and Grate
36" inlet Cox plus flat grate opening
Open Perim. (ft) 5.00
Weir Coeff. 3
Avg Depth If[) 0.2
Qweir [cfsl 134

Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan Exhibit 3-4
A-7
rA-6
Q
w
n
d
A-5 A-4
Pipe A-5
v
Q
aQ
A-8 MH A-2
Pipe A-8
N
Q
N
Q
a
4utfall 0
Project File: A-Network.stm Number of lines: 6 Date: 9/5/2019
Storm Sewers 02.00

Storm Sewer Inventory Report
Page 1
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
DO
Junc
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-Loss
Inlet/
Line
Length
angle
Type
0
Area
Coeff
Time
El Dn
Slope
El Up
Size
Shape
Value
Coeff
Rim El
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
M
(ft)
(in)
(n)
(K)
(ft)
1
End
70
-90
Grate
0,00
0,00
0,00
0,0
260.25
0,20
260.39
36
Cir
0,013
1,50
267.85
Pipe A-2
2
1
156
-90
Grate
0,00
0,91
0,70
5,0
261.48
0,30
261.95
18
Cir
0,013
1,00
266.45
Pipe A-8
3
1
103
0
Grate
0,00
0,52
0,95
5,0
260.39
0,20
260.60
36
Cir
0,013
1,50
267.00
Pipe A-4
4
3
95
-90
Grate
0,00
0,53
0,95
5,0
261.08
0,20
261.27
30
Cir
0,013
1,50
267.00
Pipe A-5
5
4
193
90
Grate
0,00
0,77
0,95
5,0
261.79
0,30
262.37
24
Cir
0,013
1,30
267.40
Pipe A-6
6
5
155
57
Grate
0,00
0,38
0,95
5,0
262.87
0,30
263.34
18
Cir
0,013
1,00
267.40
Pipe A-7
Project File: A-Network.stm
Number of lines: 6
Date: 9/5/2019
Storm Sewers 02.00

Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
Junction
No.
rate
Size
shape
length
EL Dn
EL Up
Slope
Down
Up
loss
Junct
Line
Type
(cfs)
(in)
(ft)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
No.
1
Pipe A-2
18.24
36
Cir
70
260.25
260.39
0,200
261.79
262.02
0,51
262.52
End
Grate
2
Pipe A-8
5,07
18
Cir
156
261.48
261.95
0,301
262.57
263.04
0,21
263.25
1
Grate
3
Pipe A-4
14.41
36
Cir
103
260.39
260.60
0,204
262.52
262.58
0,20
262.78
1
Grate
4
Pipe A-5
11.29
30
Cir
95
261.08
261.27
0,200
262.78
262.88
0,27
263.14
3
Grate
5
Pipe A-6
8,11
24
Cir
193
261.79
262.37
0,301
263.14
263.55
0,36
263.91
4
Grate
6
Pipe A-7
2.87
18
Cir
155
262.87
263.34
0,303
263.91
264.12
0,15
264.27
5
Grate
Project File: A-Network.stm
Number of lines: 6 ----
FRun Date: 9/5/2019
NOTES: Return period = 10 Yrs.
Storm Sewers 02.00

Hydraulic Grade Line Computations
Page 1
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
coeff
loss
Invert
HGL
Depth
Area
Vel
Val
EGL
Sf
Invert
HGL
Depth
Area
Vel
Val
EGL
Sf
Ave
Enrgy
elev
elev
head
elev
elev
elev
head
elev
Sf
loss
(in)
(cfs)
(ft)
(ft)
(ft)
(sqft)
(ft1s)
(ft)
(ft)
M
(ft)
(ft)
(ft)
(ft)
(sqft)
(ft1s)
(ft)
(ft)
N
N
(ft)
(K)
(ft)
1
36
18.24
260.25
261.79
1,54
3,65
4,99
0,39
262.18
0,274
70
260.39
262.02
1,63
3,92
4,65
0,34
262.36
0,228
0,251
0,176
1,50
0,51
2
18
5,07
261.48
262.57
1,09*
1,38
3,68
0,21
262.78
0,301
156
261.95
263.04
1,09
1,37
3,69
0,21
263.25
0,302
0,302
0,471
1,00
0,21
3
36
14.41
260.39
262.52
2.13
5,38
2.68
0,11
262.64
0,064
103
260.60
262.58
1,98
4,94
2.91
0,13
262.71
0,078
0,071
0,073
1,50
0,20
4
30
11.29
261.08
262.78
1,70
3,55
3,18
0,16
262.93
0,117
95
261.27
262.88
1,61
3,33
3,39
0,18
263.05
0,137
0,127
0,121
1,50
0,27
5
24
8,11
261.79
263.14
1,35
2.26
3,58
0,20
263.34
0,201
193
262.37
263.55
1,18
1,93
4,20
0,27
263.83
0,298
0,250
0,482
1,30
0,36
6
18
2.87
262.87
263.91
1,04
1,30
2.20
0,08
263.98
0,110
155
263.34
264.12
0,78
0,93
3,08
0,15
264.27
0,260
0,185
0,287
1,00
0,15
Project File: A-Network.stm _FNumb'erof
lines: 6 --
Run Date: 9/5/2019
Notes: * Normal depth assumed ; c = cir e = ellip b = box
Storm Sewers 02.00

Storm Sewer Profile
Proj. file: A-Network.stm
Elev. (ft)
273.00
M
o= _. o=
oS
�o
o
50 100
HGL
017*1 es
257.00
150 200 250 300 350 400 450 500 550 600 650
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: A-Network.stm
Elev. (ft)
0 CLO
q
LO
O cq Q
(0
0 � C'4
W
+
0 -6 W
rn CD
C O.S
L' CD CO
CI cq C) "t
C)
co co
c; CN N
rl- .
+ 1 F
WW
U) re r- 5
cq
0
LO 10
C> "4:0)
C) 0 r
OCO
(6 cm cq
N .
+ 1 0
W
U) re, 5
277.00 —
273.00
277.00
273.00
—
269.00
269.00
—
265.00 —
261.00
265.00
261.00
--Tsun---w
0.300
—
257.00
257.00
ya
0 25 50 75 100 125 150 175 200 225 250
— HGL Reach(ft)
Storm Sewers

Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan
B-8
m
Q
a
B-7
B-5
. 0
a D
tP m
CA
B-4
B-6
-a
m
m
cp �
00
w B-3
Q
d
3
Outfall Pipe B-2 B-2
Project File: B-Network.stm Number of lines: 7 Date: 9/5/2019
Storm Sewers 02.00

Storm Sewer Inventory Report
Page 1
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
DO
Junc
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-Loss
Inlet/
Line
Length
angle
Type
0
Area
Coeff
Time
El Dn
Slope
El Up
Size
Shape
Value
Coeff
Rim El
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
M
(ft)
(in)
(n)
(K)
(ft)
1
End
197
0
MH
0,00
0,00
0,00
0,0
255.00
0,50
255.99
42
Cir
0,013
1,00
269.95
Pipe B-2
2
1
202
-20
Grate
0,00
1.14
0,60
5,0
256.99
0,50
258.00
30
Cir
0,013
1,43
267.00
Pipe B-3
3
2
85
-70
Grate
0,00
0,88
0,69
5,0
258.60
0,51
259.03
24
Cir
0,013
0,50
267.00
Pipe B-4
4
3
85
0
Grate
0,00
1,55
0,65
5,0
259.53
0,51
259.96
18
Cir
0,013
1,00
268.00
Pipe B-5
5
1
146
-90
Grate
0,00
0,07
0,52
5,0
257.49
0,50
258.22
24
Cir
0,013
1,01
268.30
Pipe B-6
6
5
137
-39
Grate
0,00
0,85
0,95
5,0
258.22
0,50
258.91
24
Cir
0,013
1,01
267.00
Pipe B-7
7
6
218
39
Grate
0,00
1,05
0,66
5,0
259.41
0,50
260.50
18
Cir
0,013
1,00
267.00
Pipe B-8
Project File: B-Network.stm
Number of lines: 7
Date: 9/5/2019
Storm Sewers 02.00

Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
Junction
No.
rate
Size
shape
length
EL Dn
EL Up
Slope
Down
Up
loss
Junct
Line
Type
(cfs)
(in)
(ft)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
No.
1
Pipe B-2
30.50
42
Cir
197
255.00
255.99
0,503
259.23
259.40
0,16
259.56
End
Manhole
2
Pipe B-3
18.28
30
Cir
202
256.99
258.00
0,499
259.56
259.88
0,47
260.35
1
Grate
3
Pipe B-4
12.84
24
Cir
85
258.60
259.03
0,506
260.35
260.55
0,20
260.74
2
Grate
4
Pipe B-5
8,01
18
Cir
85
259.53
259.96
0,506
260.91
261.34
0,35
261.68
3
Grate
5
Pipe B-6
12.22
24
Cir
146
257.49
258.22
0,500
259.56
259.92
0,29
260.21
1
Grate
6
Pipe B-7
11.93
24
Cir
137
258.22
258.91
0,505
260.21
260.50
0,31
260.81
5
Grate
7
Pipe B-8
5,51
18
Cir
218
259.41
260.50
0,500
260.81
261.46
0,33
261.79
6
Grate
Project File: B-Network.stm
Number of lines: 7
Run Date: 9/5/2019
NOTES: Return period = 10 Yrs.
Storm Sewers 02.00

Hydraulic Grade Line Computations
Page 1
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
coeff
loss
Invert
HGL
Depth
Area
Vel
Val
EGL
Sf
Invert
HGL
Depth
Area
Vel
Val
EGL
Sf
Ave
Enrgy
elev
elev
head
elev
elev
elev
head
elev
Sf
loss
(in)
(cfS)
(ft)
(ft)
(ft)
(sqft)
(ft1s)
(ft)
(ft)
M
(ft)
(ft)
(ft)
(ft)
(sqft)
(ft1s)
(ft)
(ft)
N
N
(ft)
(K)
(ft)
1
42
30.50
255.00
259.23
3,50
9,62
3,17
0,16
259.39
0,092
197
255.99
259.40
3,41
9,55
3,19
0,16
259.56
0,081
0,087
0,171
1,00
0,16
2
30
18.28
256.99
259.56
2.50
4,91
3,72
0,22
259.77
0,199
202
258.00
259.88
1,88
3,96
4,62
0,33
260.21
0,237
0,218
0,441
1,43
0,47
3
24
12.84
258.60
260.35
1,75
2.92
4,40
0,30
260.65
0,291
85
259.03
260.55
1,52
2.55
5,03
0,39
260.94
0,378
0,335
0,285
0,50
0,20
4
18
8,01
259.53
260.91
1,38*
1,70
4.72
0,35
261.25
0,506
85
259.96
261.34
1,38
1,70
4.72
0,35
261.68
0,506
0,506
0,430
1,00
0,35
5
24
12.22
257.49
259.56
2.00
3,14
3,89
0,24
259.79
0,292
146
258.22
259.92
1,70
2.84
4,30
0,29
260.21
0,275
0,284
0,414
1,01
0,29
6
24
11.93
258.22
260.21
1,99
3,14
3,80
0,22
260.43
0,261
137
258.91
260.50
1,59
2.69
4.44
0,31
260.81
0,293
0,277
0,379
1,01
0,31
7
18
5,51
259.41
260.81
1,40
1.72
3,20
0,16
260.97
0,238
218
260.50
261.46
0,96
1,19
4,64
0,33
261.79
0,511
0,374
0,815
1,00
0,33
Project File: B-Network.stm
Number of lines: 7
Run Date: 9/5/2019
Notes: * Normal depth assumed ; c = cir e = ellip b = box
Storm Sewers 02.00

Storm Sewer Profile
Proj. file: B-Network.stm
Elev. (ft)
280.00
274.00
~5
oS
oS
(o
os
r`
o
M
MEN
MEME
MEME
MERM
I
-�111110M
EMINIMEME
MEME
IMEINMEME
MEME
MEME
MEMEI
■MEN
MEME
MEMEM�
I MEME
MEM1111111111i�!MR11MEN
MEME
IMEMEMEME
MEME
MEME
MEMEI
■
MEN
I�MEME
EMIN
I MEME
MEME
EMIN I
IMEME
MEMEME
I INM11111111111MM
�M
MEME
MEME
EMINIMEME
MEME
M111111111111MMIl�
1M
MEME
z + +`
MEMEMEME
--------------
--------------
--------------
--------------
+
50
— HGL
w
280.00
274.00
250.00
100 150 200 250 300 350 400 450 500 550 600 650 700
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: B-Network.stm
Elev. (ft)
280.00
274.00
— -5
E C).s
" -5 CO 7 15
E C).s E O.E C C)
------------
------------
50
HGL
274.00
268.00
-a'
250.00
100 150 200 250 300 350 400 450 500 550 600
Reach (ft)
Storm Sewers

Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan Exhibit 3-4
C-3 C-4
ipl C--4
c*�
U
a)
a
a
k-7
4C-
c+a
C1
a)
Q
C-1 C-5
% Pipe C-5
Outfall Ptpe C
Project File: C-Network.stm Number of lines: 7 Date: 9/5/2019
Storm Sewers 02.00

Storm Sewer Inventory Report
Page 1
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
DO
Junc
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-Loss
Inlet/
Line
Length
angle
Type
0
Area
Coeff
Time
El Dn
Slope
El Up
Size
Shape
Value
Coeff
Rim El
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
M
(ft)
(in)
(n)
(K)
(ft)
1
End
211
-8
Grate
0,00
0,15
0,95
10.0
259.00
0,21
259.45
18
Cir
0,013
1,49
262.53
Pipe C-1
2
1
37
8
Grate
0,00
0,13
0,95
10.0
259.95
0,51
260.14
12
Cir
0,013
1,00
262.76
Pipe C-5
3
1
179
-83
Grate
0,00
0,12
0,95
10.0
259.45
0,30
259.99
18
Cir
0,013
1,50
263.50
Pipe C-2
4
3
336
0
Grate
0,00
0,08
0,95
10.0
259.99
0,50
261.67
18
Cir
0,013
1,50
266.79
Pipe C-3
5
4
37
90
Grate
0,00
0,33
0,53
10.0
261.92
0,51
262.11
15
Cir
0,013
1,00
267.10
Pipe C-4
6
3
37
90
Grate
0,00
0,79
0,31
10.0
260.24
0,51
260.43
15
Cir
0,013
1,20
263.54
Pipe C-6
7
6
35
-50
Hdwl
0,00
0,37
0,20
10.0
260.43
0,51
260.61
15
Cir
0,013
1,00
262.03
Pipe C-7
Project File: C-Network.stm
Number of lines: 7
Date: 9/5/2019
Storm Sewers 02.00

Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
Junction
No.
rate
Size
shape
length
EL Dn
EL Up
Slope
Down
Up
loss
Junct
Line
Type
(cfs)
(in)
(ft)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
No.
1
Pipe C-1
4,86
18
Cir
211
259.00
259.45
0,213
260.06
260.66
0,24
260.89
End
Grate
2
Pipe C-5
0,81
12
Cir
37
259.95
260.14
0,514
260.89
260.90
0,02
260.93
1
Grate
3
Pipe C-2
3,62
18
Cir
179
259.45
259.99
0,302
260.89
261.08
0,16
261.24
1
Grate
4
Pipe C-3
1,60
18
Cir
336
259.99
261.67
0,500
261.24
262.15
0,26
262.15
3
Grate
5
Pipe C-4
1.14
15
Cir
37
261.92
262.11
0,513
262.34
262.53
0,15
262.69
4
Grate
6
Pipe C-6
1,98
15
Cir
37
260.24
260.43
0,514
261.24
261.26
0,10
261.36
3
Grate
7
Pipe C-7
0,48
15
Cir
35
260.43
260.61
0,514
261.36
261.36
0,01
261.37
6
OpenHeadwall
Project File: C-Network.stm
Number of lines: 7
Run Date: 9/5/2019
NOTES: Return period = 10 Yrs.
Storm Sewers 02.00

Hydraulic Grade Line Computations
Page 1
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
coeff
loss
Invert
HGL
Depth
Area
Vel
Val
EGL
Sf
Invert
HGL
Depth
Area
Vel
Val
EGL
Sf
Ave
Enrgy
elev
elev
head
elev
elev
elev
head
elev
Sf
loss
(in)
(cfS)
(ft)
(ft)
(ft)
(sqft)
(ft1s)
(ft)
(ft)
M
(ft)
(ft)
(ft)
(ft)
(sqft)
(ft1s)
(ft)
(ft)
N
N
(ft)
(K)
(ft)
1
18
4,86
259.00
260.06
1,06
1,33
3,64
0,21
260.27
0,298
211
259.45
260.66
1.21
1,52
3,19
0,16
260.82
0,222
0,260
0,549
1,49
0,24
2
12
0,81
259.95
260.89
0,94
0,77
1,05
0,02
260.91
0,044
37
260.14
260.90
0,76
0,64
1,25
0,02
260.93
0,059
0,052
0,019
1,00
0,02
3
18
3,62
259.45
260.89
1.44
1.74
2.08
0,07
260.96
0,104
179
259.99
261.08
1,09
1,38
2.63
0,11
261.19
0,154
0,129
0,230
1,50
0,16
4
18
1,60
259.99
261.24
1,25
0,48
1,02
0,17
261.42
0,000
336
261.67
262.15
0,48**
0,48
3,33
0,17
262.32
0,000
0,000
n/a
1,50
0,26
5
15
1.14
261.92
262.34
0,42*
0,36
3,12
0,15
262.50
0,513
37
262.11
262.53
0,42**
0,37
3,12
0,15
262.69
0,512
0,512
0,190
1,00
0,15
6
15
1,98
260.24
261.24
1,00
1,06
1,88
0,05
261.30
0,098
37
260.43
261.26
0,83
0,87
2.28
0,08
261.34
0,153
0,125
0,046
1,20
0,10
7
15
0,48
260.43
261.36
0,93
0,98
0,49
0,00
261.36
0,007
35
260.61
261.36
0,75
0,77
0,63
0,01
261.37
0,012
0,010
0,003
1,00
0,01
Project File: C-Network.stm
Number of lines: 7
Run Date: 9/5/2019
Notes: * Normal depth assumed; ** Critical depth. ; c = cir e = ellip b = box
Storm Sewers 02.00

Storm Sewer Profile
Proj. file: C-Network.stm
Storm Sewers

Storm Sewer Profile
Proj. file: C-Network.stm
Elev. (ft)
272.00
as. Me
42
n co C
c pS c QS c ")0
s
IN
MEN IN
MEN MEN
MEN MEN
MEN MEN■MEN
IN_MEN
MEN�
1■
MEN I �■MEN
IN
p�
MEN
��■1MEN
N
MEN MEN
MEN MEN
MEN IN1■
MEN 1■\\�
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��������■�1!■1�1
!!1MEN
260.00
0
257.00
50 100 150 200 250 300 350 400 450 500
HGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: C-Network.stm
Elev. (ft)
42
0co
LO
T
OS
{1�
O
co
O
W
Storm Sewers

REVISED NETWORK C XPSTORM SUMMARY
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132
Link 133
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c

Army LID Planning and Cost Tool Report
PROJECT INFO
Date 8/30/2022
Army Command IMCOM
Army Installation Fort Bragg
Project name Ft. Bragg SOF Annex
Project description
Surface runoff from the project site drains to
four bio-retention facilities via inlets. All
User Name BRO
Master Planner
SITE INFO AND EISA VOLUME
REQUIREMENT
Project limit of disturbance (ac)
13.98
95% rainfall depth (in)
1.8
Soil type
Sandy -Loam
Hydrologic Soil Group (HSG)
B
Pre -project curve number (CN)
70
Post -project curve number (CN)
83
Pre -project runoff volume (cf)
8628
Post -project runoff volume (cf)
28329
EISA Section 438 retention volume
19901
requirement (cf)
LID PLANNING SUMMARY
Structural BMP
Surface area
Runoff volume
Non-structural BMP
Surface
(s�
retained (co
area (ac)
Bioretention:
22260
18073
Veg. Filter Strip (Slope >2%, Short Grass):
0.00
Swale:
2
0
Veg. Filter Strip (Slope >2%, Tall Grass):
0.00
Permeable Pavement:
0
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
0
Reforestation (Trees - Short Grass):
0.00
Infiltration Practice:
6265
1880
Reforestation (Trees - Shrubs and Tall Grass):
0.00
Total retention volume
provided by BMPs (co: 19953
Project complies with EISA Section
438.
LID COST SUMMARY