20191081 Ver 1_SWM report_20190812

STORMWATER MANAGEMENT REPORT
RENTAL CAR FACILITIES RELOCATION
Id
PTI
PIEDMONT TRIAD INTERNATIONAL AIRPORT
INTERNATIONAL
MBI PROJECT NO: 173048
August 2019

TABLE OF CONTENTS
I. Introduction.................................................................................................................... l
II. Site Description.............................................................................................................1
III. Project Description.....................................................................................................1
IV. Comprehensive Stormwater Management....................................................................2
V. Stormwater Management Design..................................................................................3
VI. Earthwork Analysis.............................................................................................6
Appendix............................................................................................................... 8-111
A-1: Project Vicinity Map and Aerial
Project Surface Water Classification
Hydrologic Unit Code
Assessment Unit Rating for Brush Creek
NRCS Soils Map
A-2: Existing Conditions Exhibits
Proposed and Future Conditions Exhibits
A-3 Drainage Area Maps (2001)
Miscellaneous Maps (2001)
A-4 Pond F-1 Calculations (200 1)
A-5 Record Drawings
A-6 HydroCAD Model Output
A-7 Bioretention Cell Supplement Form
Bioretention Operation and Maintenance Agreement

I. INTRODUCTION
The Piedmont Triad Airport (GSO) is owned and operated by the Piedmont Triad Airport
Authority (PTAA). The airport is located west of the city of Greensboro in Guilford County, North
Carolina. PTAA is proposing a new project to remove visibility obstructions from the Air Traffic
Control Tower (ATCT) as determined by the Federal Aviation Administration (FAA). Additional
upgrades to meet the airport needs are also included in this project. See Appendix A-1 for airport
maps.
II. SITE DESCRIPTION
The airport is surrounded by Joseph M Bryan Boulevard to the North, I-73 to the East, I-40 and
NC -68 to the west and Radar Road to the south. The main access to the airport is from Joseph M
Bryan Boulevard and Ted Johnson Parkway on the north side of the airport. The airport is home
to FedEx's mid Atlantic hub, Honda Aircraft Company and HAECO Americas.
GSO has a long history of serving the local area and economy. In 1927 the airport began in a field
known as Lindley Field. The airport was closed in 1935 but reopened in 1937 with two paved
2,500 -foot runways and a terminal building. During the 1950s, the airport acquired 900 acres,
extended its runways, and constructed a new air traffic control tower and an instrument landing
system. In 1982 Runway 5R -23L was extended to over 10,000 feet. In the 1990s TIMCO Aviation
Services opened their world headquarters at GSO and FedEx announced its intentions to make
GSO one of only five FedEx hubs in the country. From 2000-2016 GSO has welcomed Comair,
Honda Aircraft Company, Frontier Airlines, and FedEx to their campus. FedEx's hub opened in
2009 followed shortly by a new 9,000 -foot runway in 2010. Alamo, Avis, Budget, DHL Cargo,
Enterprise, FedEx, Honda, Haeco, Hertz, National, Timco, United Ground are few tenants at GSO.
III. PROJECT DESCRIPTION
The project encompasses four sites which are described below. The project site map, surface water
classification, Hydrologic Unit Code and NRCS web soil survey are presented in Appendix A-1.
1. Existing Rental Car Facilities:
Demolition of Existing Rental Car buildings (East of Taxiway E ) and re -grading. Parking lot
pavement to remain. It is assumed that the parking lot (if needed) will be demolished in the
future.
Demolition of Existing Rental Car buildings, Samaritan Purse building, parking, utilities, and
cutting down of existing hill (West of Taxiway E). The entire demolished area to be re -graded
for the line of sight obstruction and will be converted to green space. The Samaritan Purse
building to be relocated.
2. Proposed Worldwide Drive (WWD) and Future Aerospace Development:
Construction of Worldwide Drive and Future Aerospace Development. The existing rental
buildings (east of Taxiway E), once demolished, will be pavement/ impervious surface.
However, in the future the existing pavement along with existing green space will be turned
into the future aerospace development.
Page 1 of 111

3. Proposed New Rental Car Facility (Inman Road): Site preparation including clearing and
grading for construction of parking lots and proposed buildings for relocation of existing rental
car facilities. This site will replace the demolished existing rental car facilities near Taxiway
E.
4. Proposed Spoil Embankment (Chimney Rock): Site preparation and stockpiling of cut
material removed from the Inman Road Site. This site is east of Honda Aircraft Company
Maintenance Repair and Overhaul (MRO) facility.
IV. COMPREHENSIVE STORMWATER MANAGEMENT
As part of the Comprehensive Stormwater Management effort, PTAA had prepared a Stormwater
Management Plan (SWMP) for the entire airport in 2001 that was approved by the North Carolina
Division of Water Quality. Three drainage basin boundaries (Brush Creek, Horsepen Creek and
Deep River) traverse through the airport property. The Brush Creek and Horsepen Creek drainage
basins flow into the Greensboro Water Supply Watershed, and the Deep River drainage basin flows
into the High Point Water Supply Watershed.
Brush Creek Drainage Basin
Approximately 1507 acres on the northwest side of the airport are in the Brush Creek drainage
basin, which drains into the Lake Higgins water supply reservoir and from Lake Higgins into the
Lake Brandt water supply reservoir. The basin is comprised mostly of wooded areas, with small
areas of meadow, residential, commercial and airport development. There are 27 subareas in this
basin and the current project impacts 8 out of the 27 subareas namely BC -8 to BC -15. See Table
1.
Horsepen Creek Drainage Basin
Approximately 1331 acres on the southeast side of the airport are in the Horsepen Creek drainage
basin, which drains into the Lake Brandt water supply reservoir. The basin is comprised mostly of
urban, residential, commercial, industrial and airport development. There are 30 subareas in this
basin and the current project impacts 5 subareas (HP -4,5,28,29&30). See Table 2.
Deep River Drainage Basin
The remainder of the airport, consisting of approximately 227 acres on its southwest side are in
the Deep River drainage basin, which drains into the High Point Watershed. There are 6 subareas
in this watershed and this project has no impact in this basin.
The development of airport property falls under the jurisdiction of the 2001 SWMP so the project
sites were mapped utilizing existing drainage area boundaries (See Appendix A-2). The drainage
area maps and other excerpts from the 2001 study are also provided (See Appendix A-3). The
change in pervious and impervious per basin namely Brush Creek and Horsepen Creek is presented
in Table 1 & Table 2, respectively. The net increase in impervious in Brush Creek is 37.43 acres
and in Horsepen Creek is 18.98 acres.
Page 2 of 111

Table 1: Brush Creek DrainaLye Area Sunlmary Pre vs Post Development
Subarea
Area
Pre -Development
Pervious Impervious
0
Impervious
Post Development
Pervious Impervious
(ac)
(ac)
(ac)
(%)
(ac)
(ac)
(ac)
(%)
BC -8
28.04
19.32
8.71
31.08
-1.64
20.96
7.07
25.23
BC -9
42.46
20.52
21.94
51.68
3.66
16.85
25.60
60.30
BC -10
12.18
10.32
1.86
15.25
7.60
2.72
9.46
77.69
BC -11
19.06
14.23
4.83
25.32
11.77
2.46
16.60
87.08
BC -12
35.88
26.45
9.43
26.28
14.97
11.48
24.40
68.01
BC -13
54.36
31.58
22.79
41.91
0.50
31.08
23.28
42.83
BC -14
52.32
21.87
30.44
58.19
0.49
21.38
30.93
59.13
BC -15
78.51
49.07
29.45
37.50
0.08
48.99
29.53
37.61
TOTAL
322.80
193.36
129.44
40.10
37.43
155.92
166.88
51.70
Table 2: Horsepen Creek Drainage Area Summary Pre vs Post Development
Pre -Development 0 Post Development
Subarea
V. STORMWATER MANAGEMENT DESIGN
The stormwater management requirements are summarized below. Post development peak
discharges at Point of Investigation (POI) for Inman Road Site (POI -1) and Chimney Rock (PGI-
2) have also been summarized in this section.
Stormwater Management Requirements:
• Provide water quality treatment for the 1 -inch storm event
• The 1 -yr 24-hour storm event discharge shall be less than the pre -development discharge.
• Airports are considered low percentage Built Upon Area (BUA)
• No retention or detention pond within 5 miles of an airport
Existing Rental Car Facilities:
The existing rental car facility is predominantly in Brush Creek basin but part of it also is in
Horsepen Creek basin. The existing rental facility west of Taxiway E, once demolished, will be
converted into green space. Since there is a reduction in impervious, no stormwater management
is required. On the east side of Taxiway E once the existing rental car facilities are demolished
pavement/impervious surface will remain. Since no change in impervious is anticipated, no
stormwater management is required.
Page 3 of 111
Area
Pervious Impervious
Impervious
Pervious Impervious
(ac)
(ac)
(ac)
(%)
(ac)
(ac)
(ac)
(%)
HP -4
308.18
190.83
117.36
38.08
-2.57
193.40
114.78
37.25
HP -5
226.34
198.26
28.09
12.41
0.00
198.26
28.09
12.41
HP -28
43.49
42.79
0.70
1.61
14.82
27.97
15.52
35.68
HP -29
29.81
26.38
3.42
11.48
6.73
19.65
10.15
34.07
HP -30
60.49
41.49
18.99
31.40
0.00
41.49
18.99
31.40
TOTAL
668.30
499.75
168.56
25.22
18.98
480.77
187.53
28.06
V. STORMWATER MANAGEMENT DESIGN
The stormwater management requirements are summarized below. Post development peak
discharges at Point of Investigation (POI) for Inman Road Site (POI -1) and Chimney Rock (PGI-
2) have also been summarized in this section.
Stormwater Management Requirements:
• Provide water quality treatment for the 1 -inch storm event
• The 1 -yr 24-hour storm event discharge shall be less than the pre -development discharge.
• Airports are considered low percentage Built Upon Area (BUA)
• No retention or detention pond within 5 miles of an airport
Existing Rental Car Facilities:
The existing rental car facility is predominantly in Brush Creek basin but part of it also is in
Horsepen Creek basin. The existing rental facility west of Taxiway E, once demolished, will be
converted into green space. Since there is a reduction in impervious, no stormwater management
is required. On the east side of Taxiway E once the existing rental car facilities are demolished
pavement/impervious surface will remain. Since no change in impervious is anticipated, no
stormwater management is required.
Page 3 of 111

Proposed Worldwide Drive (WWD) and Future Aerospace Development:
The proposed worldwide drive and future aerospace development is in Brush Creek Basin.
Construction of WWD and Future Aerospace Development footprint was part of the ultimate
development shown and designed by the 2001 SWMP which incorporated 80 acres of total
impervious to Pond F-1. The pond was also sized to minimize the impact on the existing Brush
Creek Reservation Easement (See Sheet C-301 and C-302). A comparison incorporating project
impervious to the 2001 SWMP was done to ensure the total impervious routed to the pond F-1 was
below the total design impervious capacity of 80 acres. The total proposed impervious to Pond F-
1 is 55.45 acres which includes the new impervious of 34.77 acres (BC9, BC 11 and BC 12) and
existing impervious of 20.68 acres draining to Pond F-1 as summarized in Table 3 below.
Table 3: Pond F-1 Impervious
Subarea
Existing
Impervious
New
Impervious
(ac)
(ac)
BC -9
3.34
8.03
BC -11
4.83
11.77
BC -12
2.38
14.97
BC -13
10.13
0.00
SUBTOT
20.68
34.77
TOTAL
1 55.45
Additionally, the existing pond size was checked against the designed parameters from 2001
SWMP which are summarized in Table 4 below. The water quality computations in 2001 utilized
the 1" runoff treatment which is still the water quality requirement.
Table 4: Comparison of Pond F-1 existing vs 2001 design
Description
Pond
Height
Pond Bottom
Side
Slope
Embankment
Length
Width
Length
Width
(ft)
(ft)
(ft)
(-)
(ft)
(ft)
2001 SWM Plan
10.2
327
109
2 to 1
367.8
150
Existing Pond F-1
10.0
339
109
2 to 1
392.6
158
Based on the impervious area, water quality requirement and pond features the Pond F-1 is deemed
adequate to provide stormwater management for the proposed and future development. Please see
Appendix A-4 for Pond F-1 Sizing Calculation from 2001 SWMP.
Proposed Inman Road New Rental Car Facility:
The proposed Inman Road New Rental Car Facility is in Horsepen Creek Basin. This task includes
site preparation, clearing and grading for construction of parking lots and proposed construction
for relocation of existing rental car facilities. This site will replace the demolished existing rental
Page 4 of 111

car facilities. The proposed layout will provide 2104 parking spaces (9'X18') with a 27' drive isle
along with 3 buildings.
The site SWM will be provided via 3 SCM's. The proposed SCMs are bioretention cell with a riser
structure. The riser structure will control larger storm events as no orifice is proposed. Since the
site is Hydrologic Soil Group `A' it is assumed that it meets the required infiltration rate of 2 in./hr.
However, site infiltration testing and geotechnical investigation is recommended to ensure that the
SCM will infiltrate as designed and no ponding occurs. The water quality summary for the
proposed 3 SCM's is presented in Table 5.
Table 5: Inman Site SCM Summary
SCM# Drainage Area
WQv Reqd.
WQv Provided
(sf) (ac)
(cf)
(cf)
1 569,111 13.06
45,055
47,249
2 308,042 7.07
24,387
31,638
3 616,521 14.15
48,808
56,507
Notes:
Water Quality Volume (WQv) Provided = Pe X Rv X A/ 12
WQv Provided is calculated based on 12" of ponding depth & 1" runoff
DA -4 (offsite drainage area) not included in water quality computations
The SCM's also act as a flood control measure and discharge into existing wetland at non-erosive
rates. The outfalls are strategically placed outside the riparian buffer and supply runoff to existing
streams and wetland to avoid drying up of these natural features. The peak flowrates for the
analysis at POI#1 are summarized in Table 6.
Table 6: Flow Rates
Summary at POI# 1
Storm
Event
Flow
(cfs)
1 Year
0.63
2 Year
1.91
10 Year
13.73
100 Year
49.87
Based on the record drawing the existing 5'x7' box culvert (POI#1) was sized for the 100 -year
storm event with a capacity of 424 cfs. The record drawing also reports that the road overtopping
occurs at 706 cfs. Since the site will generate a flow of 38 cfs (100 -year storm event) which is less
than 10% of the road overtopping discharge (706 cfs) hence no road overtopping is anticipated.
Please see Appendix A-5 for record drawing and Appendix A-6 for HydroCAD model output.
Page 5 of 111

Proposed Chimney Rock Site (Spoil Embankment):
The proposed Chimney Rock Site is in Horsepen Creek Basin. The cut material removed from the
Inman Site will be stockpiled at this site. This site is east of Honda Aircraft Company Maintenance
Repair and Overhaul (MRO) facility. There is an existing stream that runs north south which is
Horsepen Creek Tributary G. The 100 -year floodplain elevation ranges from 827.8 (North end)
and 814.0 (South end) as per the FRIS mapping. There is a riparian buffer for this stream which
cannot be encroached upon. When the stockpile was designed, additional space between the
riparian buffer and edge of stockpile was created. In this space a shallow swale was designed to
reduce the runoff from the stockpile for calming the flow velocity. Since there is no change in
impervious no SWM facility is proposed.
Assuming the designed Swale is non-functional the proposed flow for the 100 -year storm is 151.26
cfs. This is less than half of the discharge reported by Tributary G (386.5 cfs) shown in Table 7.
Based on the record drawing the existing 5'x8' box culvert (POI#2) was sized for the 100 -year
storm event with a capacity of 459 cfs. The record drawing also reports that the road overtopping
occurs at 989 cfs. The stockpile (assuming non-functional swale) will generate a flow of 151.26
cfs (100 -year storm event). For the 100 -year storm the site will discharge 151 cfs which is —15%
of the road overtopping discharge (989 cfs) hence no road overtopping is anticipated.
Please see Appendix A-5 for record drawing and Appendix A-6 for HydroCAD output.
Table 7: Horsepen Creek Tributary -G Summary
Cross
Section
Stream
Station
Discharge
cfs
1 % Annual
Chance WSEL
32
3165.0
386.5
827.8
22
2202.0
386.5
814.0
VI. EARTHWORK ANALYSIS
Based on the preliminary grading, the cut volume for the Inman Site is approximately 589,000 cy.
Given the stream/floodplain on the west, Chimney Rock Road on the south and Building
Restriction Line (BRL) on the north hence the Chimney Rock site is constrained for space. The
Chimney Rock Site stockpile was hence designed with a max slope of 3:1 with surrounding swales
and a bench at —20' stockpile height. The Chimney rock site as shown provides a volume of
603,000 cy.
The future aerospace development including worldwide drive as shown will require a fill volume
of 650,000 cy. Given the cut from Inman Road Site of 589,000 cy would be able to meet most of
the required fill for the future aerospace development. So, depending on the final project design
and construction phasing a flatter stockpile slope and smaller individual stockpile can be achieved.
The cut from Inman Site can also be used on other airport projects which will be determined during
the final project design.
Based on the grading study provided by Parish and Partners the grading west of Taxiway E was
updated. The cut volume computed was 256,000 cy. The final design should check and ensure that
the proposed elevations resolve the line of site obstruction.
Page 6 of 111

The Runway centerline elevation at 23L end is 885' and using a 7:1 slope for 150' vertical plane
gives an elevation of 103 5' which is much higher than the proposed stockpile high point. However,
a Part 77 analysis will be needed in accordance with the final design/phasing.
Page 7 of 111

APPENDIX A-1:
PROJECT VICINITY MAP AND AERIAL
PROJECT SURFACE WATER CLASSIFICATION
HYDROLOGIC UNIT CODE
ASSESSMENT UNIT RATING FOR BRUSH CREEK
NRCS SOILS MAP
Page 8 of 111

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Page 9 of 111
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Page 9 of 111

FIGURE 2: PROJECT AERIAL
Page 10 of 111

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Surface Water aassifications:
- Stream index: 16-11-4-(l)
pp Stream Brush Creek
Z Name.
Description: From source to a point 0.5
- mile downstream of Guilford
se Jos coo County SR 2790
. ep a
�Megtt- Classification: WS-III;NSW r,
Date of August 2, 1992
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FIGURE 3: PROJECT SURFACE WATER CLASSIFICATION
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FIGURE 4: HYDROLOGIC UNIT CODE
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Page 11 of 111

Assessment Unit Rating for Brush Creek 16-11-4-(1)al
Rating RED
AU Number 16-11-4-(1)al
AU Name
Brush Creek
Length/Area
2.4
Units
FW Miles
Description
From source to UT at SR 2085
Subbasin
Haw
HUC8 3,030,002
Index Number 16-11-4-(1)
Classification WS-III;NSW
NC River Bsin Cape Fear River Basin
AUID 3,818
Parameter Assessments for 16-11-4-(1)al
AU Number 16-11-4-(1)al
Assessment Status Exceeding Criteria
Integrated Report Category 4t
Parameter of Interest
Fish Tissue Mercury (Nar, FC, NC)
Reason for Rating
FOATS EC
Collection Year
2012
303(d) Year
2008
Parameter Assessments for 16-11-4-(1)al
AU Number 16-11-4-(1)al
Assessment Status Exceeding Criteria
Integrated Report Category 5
Parameter of Interest Benthos (Nar, AL, FW)
Reason for Rating Fair
Collection Year 2003
303(d) Year 1998
Parameter Assessments for 16-11-4-(1)ai
AU Number 16-11-4-(1)a 1
Assessment Status Exceeding Criteria
Page 12 of 111

Integrated Report Category 4t
Parameter of Interest Fish Tissue Mercury (Nar, FC, NC)
Reason for Rating FOATS EC
Collection year 2012
303(d) Year 2008
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FIGURE 5: ASSESSMENT UNIT RATING FOR BRUSH CREEK
Page 13 of 111

3
595100
36° 7201' N
g
36° 6 14" N
595100 595400 595700 596000 596300 596600 596900
3
Map Scale: 1:14,300 if printed on A landscape (11"x8.5") sheet
Meters
N
0 200 400 800 1200
Feet
0 500 1000 2000 3000
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: LTM Zone 17N WGS84
G}DA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
Hydrologic Soil Group—Guilford County, North Carolina
595400 595700 596000 596300 596600 596900 597200
3
M
598100
36° 720"N
597200 597500 597800
_8
36° 6'14!'N
598100
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Pai46A ¢;FQjq
Page 1 of 4

Hydrologic Soil Group—Guilford County, North Carolina
MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
0 A
0 A/D
0 B
0 B/D
C
0 C/D
0 D
Not rated or not available
Soil Rating Lines
r r A
r r
A/D
r B
B/D
r r C
0 C/D
r r D
r r Not rated or not available
Soil Rating Points
0 A
0 A/D
B
B/D
MAP INFORMATION
p
C
The soil surveys that comprise your AOI were mapped at
1:20,000.
0
C/D
Please rely on the bar scale on each map sheet for map
0
D
measurements.
p
Not rated or not available
Source of Map: Natural Resources Conservation Service
Water Features
Web Soil Survey URL:
Streams and Canals
Coordinate System: Web Mercator (EPSG:3857)
Transportation
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
Rails
distance and area. A projection that preserves area, such as the
#%-0
Interstate Highways
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
US Routes
This product is generated from the USDA-NRCS certified data as
Major Roads
of the version date(s) listed below.
Local Roads
Soil Survey Area: Guilford County, North Carolina
Background
Survey Area Data: Version 16, Sep 10, 2018
®
Aerial Photography
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Data not available.
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.
UUP Natural Resources Web Soil Survey Pag6Ab701019
� Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group -Guilford County, North Carolina
Hydrologic Soil Group
USDA Natural Resources Web Soil Survey 6/17/2019
Conservation Service National Cooperative Soil Survey Page 3 of 4
Page 16 of 111
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
CaB
Casville sandy loam, 2
C
4.4
1.0%
to 6 percent slopes
82.1
CkB
Clifford sandy loam, 2 to
A
19.2%
6 percent slopes
CkC
Clifford sandy loam, 6 to
A
7.8
1.8%
10 percent slopes
CI62
Clifford sandy clay loam,
B
83.0
19.4%
2 to 6 percent slopes,
moderately eroded
CIC2
Clifford sandy clay loam,
B
45.0
10.5%
6 to 10 percent
slopes, moderately
eroded
CnA
Codorus loam, 0 to 2
B/D
48.4
11.3%
percent slopes,
frequently flooded
NaB
Nathalie sandy loam, 2
B
3.7
0.9%
to 6 percent slopes
POC
Poplar Forest sandy
B
13.9
3.2%
loam, 6 to 10 percent
slopes
PoE
Poplar Forest sandy
B
0.8
0.2%
loam, 15 to 35 percent
slopes
PpC2
Poplar Forest clay loam,
B
53.1
12.4%
6 to 10 percent
slopes, moderately
eroded
PpD2
Poplar Forest clay loam,
B
18.6
4.3%
10 to 15 percent
slopes, moderately
eroded
PpE2
Poplar Forest clay loam,
B
40.2
9.4%
15 to 25 percent
slopes, eroded
ToB
Tomlin clay loam, 2 to 6
B
0.6
0.1%
percent slopes
Ur
Urban land
26.5
6.2%
W
Water
0.6
0.1%
Totals for Area of Interest
428.4
100.0%
USDA Natural Resources Web Soil Survey 6/17/2019
Conservation Service National Cooperative Soil Survey Page 3 of 4
Page 16 of 111

Hydrologic Soil Group—Guilford County, North Carolina
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.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
Tie-break Rule: Higher
uSDA Natural Resources Web Soil Survey 6/17/2019
Conservation Service National Cooperative Soil Survey Page 4 of 4
Page 17 of 111

3 Hydrologic Soil Group—Guilford County, North Carolina
597400 597500 597600 597700 597800 597900 598000 598100 598200 598300 598400 598500 598600
36° 729" N - 36° 729" N
ci 0, g
C ♦� f _ -�
J ci
'r
11 -/vdll • Ill 1 = � � �
L !
36° 7'4!'N i - ..- .. _ r'. + � e d 36° 74" N
597400 597500 597600 597700 597800 597900 598000 598100 598200 598300 598400 598500 598600 598700
3 3
�o
Map Scale: 1:3,720 if printed on B landscape (17" x 11") sheet.
Meters
N
0 50 100 200 300
Feet
0 150 300 600 900
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: U rM Zone 17N WGS84
USDA Natural Resources Web Soil Survey Page IP0101J
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Guilford County, North Carolina
MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
0 A
0 A/D
0 B
0 B/D
C
0 C/D
0 D
Not rated or not available
Soil Rating Lines
r r A
r r
A/D
r B
B/D
r r C
0 C/D
r r D
r r Not rated or not available
Soil Rating Points
0 A
0 A/D
■ B
■ B/D
MAP INFORMATION
p C
The soil surveys that comprise your AOI were mapped at
1:20,000.
0 C/D
0 D
Warning: Soil Map may not be valid at this scale.
p Not rated or not available
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
Water Features
line placement. The maps do not show the small areas of
Streams and Canals
contrasting soils that could have been shown at a more detailed
scale.
Transportation
§_§_+ Rails
Please rely on the bar scale on each map sheet for map
#%-0 Interstate Highways
measurements.
US Routes
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Major Roads
Coordinate System: Web Mercator (EPSG:3857)
Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Background
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
® Aerial Photography
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Guilford County, North Carolina
Survey Area Data: Version 15, 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: Nov 15, 2016—Mar
12, 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.
UUP Natural Resources Web Soil Survey Pagcl i P701017
� Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Guilford County, North Carolina
Hydrologic Soil Group
USDA Natural Resources Web Soil Survey 11/7/2017
Conservation Service National Cooperative Soil Survey Page 3 of 4
Page 20 of 111
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
CkB
Clifford sandy loam, 2 to
A
24.3
32.1%
6 percent slopes
25.2
CkC
Clifford sandy loam, 6 to
A
33.3%
10 percent slopes
CI62
Clifford sandy clay loam,
B
7.5
9.8%
2 to 6 percent slopes,
moderately eroded
CIC2
Clifford sandy clay loam,
B
15.8
20.9%
6 to 10 percent
slopes, moderately
eroded
PpE2
Poplar Forest clay loam,
B
0.1
0.1%
15 to 25 percent
slopes, eroded
W
Water
2.8
3.7%
Totals for Area of Interest
75.7
100.0%
USDA Natural Resources Web Soil Survey 11/7/2017
Conservation Service National Cooperative Soil Survey Page 3 of 4
Page 20 of 111

Hydrologic Soil Group—Guilford County, North Carolina
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.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
Tie-break Rule: Higher
uSDA Natural Resources Web Soil Survey 11/7/2017
Conservation Service National Cooperative Soil Survey Page 4 of 4
Page 21 of 111

Hydrologic Soil Group—Guilford County, North Carolina
v
597200 597300 597400 597500 597600 597700 5978W
36° 656" Ni
8
K
�S
8
36° 610"N
597200 597300 597400 597500 597600 597700 597800
3
En
v
Map Scale: 1:6,900 if printed on A portrait (8.5" x 11") sheet.
Meter
N 0 100 200 400 600
Feet
0 300 600 1200 1800
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: LTM Zone 17N WGS84
usDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
597900 598000 598100
M
g 36° 6'56'N
g
g
g
597900 598000 598100
36° 610" N
598200
3
o�
PagCW01019
Page 1 of 4

Hydrologic Soil Group—Guilford County, North Carolina
MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
0 A
0 A/D
0 B
0 B/D
C
0 C/D
0 D
Not rated or not available
Soil Rating Lines
r r A
r r
A/D
r B
B/D
r r C
0 C/D
r r D
r r Not rated or not available
Soil Rating Points
0 A
0 A/D
■ B
■ B/D
MAP INFORMATION
p C
The soil surveys that comprise your AOI were mapped at
1:20,000.
0 C/D
0 D
Warning: Soil Map may not be valid at this scale.
p Not rated or not available
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
Water Features
line placement. The maps do not show the small areas of
Streams and Canals
contrasting soils that could have been shown at a more detailed
scale.
Transportation
§_§_+ Rails
Please rely on the bar scale on each map sheet for map
#%-0 Interstate Highways
measurements.
US Routes
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Major Roads
Coordinate System: Web Mercator (EPSG:3857)
Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Background
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
® Aerial Photography
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Guilford County, North Carolina
Survey Area Data: Version 16, Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Data not available.
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.
UUP Natural Resources Web Soil Survey PagCM01019
� Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Guilford County, North Carolina
Hydrologic Soil Group
UT Natural Resources Web Soil Survey 6/17/2019
Conservation Service National Cooperative Soil Survey Page 3 of 4
Page 24 of 111
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
CkB
Clifford sandy loam, 2 to
A
19.4
21.2%
6 percent slopes
3.8
CI62
Clifford sandy clay loam,
B
4.1%
2 to 6 percent slopes,
moderately eroded
CIC2
Clifford sandy clay loam,
B
4.4
4.9%
6 to 10 percent
slopes, moderately
eroded
MhB2
Mecklenburg sandy clay
C
38.2
41.8%
loam, 2 to 6 percent
slopes, moderately
eroded
MhC2
Mecklenburg sandy clay
C
13.9
15.2%
loam, 6 to 10 percent
slopes, moderately
eroded
PpD2
Poplar Forest clay loam,
B
3.2
3.5%
10 to 15 percent
slopes, moderately
eroded
PpE2
Poplar Forest clay loam,
B
8.5
9.3%
15 to 25 percent
slopes, eroded
W
Water
0.0
0.0%
Totals for Area of Interest
91.5
100.0%
UT Natural Resources Web Soil Survey 6/17/2019
Conservation Service National Cooperative Soil Survey Page 3 of 4
Page 24 of 111

Hydrologic Soil Group—Guilford County, North Carolina
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.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
Tie-break Rule: Higher
uSDA Natural Resources Web Soil Survey 6/17/2019
Conservation Service National Cooperative Soil Survey Page 4 of 4
Page 25 of 111

APPENDIX A-2:
EXISTING CONDITIONS EXHIBITS
PROPOSED AND FUTURE CONDITIONS EXHIBITS
Page 26 of 111

TAXIWAY J
I N T E R N A T 1 0 N A L
Lu 4
I
HP -4
-
'" 1 ��
I BC -11
,
,
LO
Y
Q
"r I RENTAL CAR DRIVE
SITE 1 IMPERVIOUS AREA SUMMARY
\ DRAINAGE EXISTING EXISTING
AREA IMPERVIOUS (AC) PERVIOUS (AC)
\ BC -8 8.71 19.32
\ BC -9 21.94 20.52
BC -11 4.83 14.23
/ BC -12 9.43 26.45
HP -4 117.36 190.83
BC -13
i I ,
I '
CARGO APRON
Q
� l
TAXIWAY K
�1
Piedmont Triad International Airport
SITE 1 - EXISTING RENTAL CAR FACILITIES - EXISTING CONDITIONS
EXISTING
I
FEDEX
FACILITY I
I
'\ I
250 125 0 250
SCALE IN FEET
SPT/
PIEDMONT TRIAD INTERNATIONAL AIRPORT

1 '
j `r
BC -11
� I I
TAXIWAY J
I I
I� I I
,0
— ---- ---------------CD �-
Q-
U
BC -9
LL.
X
Q
H
� - a
HP -4
RENTAL CAR DRIVE
0
CARGO APRON
!
SITE 1 IMPERVIOUS AREA SUMMARY
EXISTING
EXISTING
NEW
NEW
DRAINAGE
IMPERVIOUS
PERVIOUS
IMPERVIOUS
PERVIOUS
AREA
(AC)
(AC)
(AC)
(AC)
BC -8
8.71
19.32
0.00
1.64
BC -9
21.94
20.52
0.00
4.37
BC -11
4.83
14.23
0.00
0.00
OWN
3C-12
9.43
26.45
0.00
0.00
HP -4
117.36
190.83
0.00
2.57
I
I '
Michael Baker Piedmont Triad International Airport
I N T E R N A T 1 0 N A L SITE 1- EXISTING RENTAL CAR FACILITIES - PROPOSED CONDITIONS
EXISTING
I
FEDEX
FACILITY I
I
250 125 0 250
SCALE IN FEET
SPT/
PIEDMONT TRIAD INTERNATIONAL AIRPORT

AW
I
I
lea
BRUSH CREEK
CONSERVATION
EASEMENT
I J ,
STREAM (383 LF)
TO BE FILLED IN
� I
BC -10 '
I
� BC -11
i
I
o,
_J
U
I,
�I
�j
POND F1 ND F2
V \
�"`f� BC -15
j \ \ W
BC -12
BC -13 \
I I
NT
RE AL CAR DRIVE
I ,
I I
•I. Ab
,
� I /
f
I /
EXISTING
FEDEX I
FACILITY
I
EXISTING -\\
FEDEX
FACILITY
DRAINAGE
AREA
BC -9
BC -10
BC -11
BC -12
BC -13
BC -14
BC -15
EXISTING EXISTING
IMPERVIOUS (AC) PERVIOUS (AC)
21.94 20.52
1.86 10.32
4.83 14.23
9.43 26.45
22.79 31.58
30.44 21.87
29.45 49.07
O \
. _ A
350 175 0 350
SCALE IN FEET
Michael Baker Piedmont Triad International Airport T,
_ _
I N T E R N A T 1 0 N A L SITE 2 PROPOSED WORLDWIDE DRIVE AND FUTURE AEROSPACE DEVELOPMENT EXISTING CONDITIONS P,EDMONTTRIAD INTERNATIONAL AIRPORT

sG�
BRUSH CREEK j
CONSERVATION
EASEMENT
lea
J
SITE 2 IMPERVIOUS AREA SUMMARY
DRAINAGE EXISTING EXISTING NEW NEW
AREA IMPERVIOUS PERVIOUS IMPERVIOUS PERVIOUS
(AC) (AC) (AC) (AC)
BC -9 21.94 20.52 8.03 0.00
V I BC -10 1.86 10.32 7.60 0.00
BC -11 4.83 14.23 11.77 0.00
\ • BC -12 9.43 26.45 14.97 0.00
77D BC -13 22.79 31.58 0.50 0.00
BC -14 30.44 21.87 0.49 0.00
BC -15 29.45 49.07 0.08 0.00
\ Ir`f� vBC-15 \
9
/ / \ WORLDWIDE
' I \ DRIVE o �G
FUTURE
I BC -9 AEROSPACE
DEVELOPMENT
BC -8
� \ r
BC -11 I \ \ \
III \ I \ \
BC -12 ;
ry
---------=--------�� - - - - - BC -13 �. EXISTING
0 I FEDEX r
� FACILITY
Lu RENTAL CAR DRIVE '
Is `
350 175 0 350
- CARGO APRON IMIMI- AMEL. -'-
-- SCALE IN FEET
Michael Baker_ Piedmont Triad International Airport _ ��p T,
I N T E R N A T 1 0 N A L SITE 2 PROPOSED WORLDWIDE DRIVE AND FUTURE AEROSPACE DEVELOPMENT PROPOSED CONDITIONS PIEDMONT TRIAD INTERNATIONAL AIRPORT

SITE 3 IMPERVIOUS AREA SUMMARY
ti
STREAM (1092 LF) STREAM (487 LF)
TO BE FILLED IN
\ . ,-C TO BE FILLED IN
EXISTING EXISTING
DRAINAGE AREA
- - IMPERVIOUS (AC) PERVIOUS (AC)
- WETLANDS (0.05 AC) - ''
�� � ' LF) HP -28 0.70 42.79
STREAM (688
TO BE FILLED IN
\ ' TO BE FILLED I� .
� � � HP -29 3.42 26.38
HP -30 18.99 41.49
It
l -
\
At POND (1.8 AC)
\ TO BE FILLED IN
RIPARIAN
\ BUFFER
HP -29 / •,�
I •
Aft
WETLANDS
p
TO REMAIN
1ER T
(TYP.)
�G
POW
RIPARIAN
BUFFER
-1
JiL
Aw
100 -YR .h -� ' --�_ �- •- - !{ ...
FLOODPLAIN �k
300 100 0 300
- SCALE IN FEET
Michael Baker Piedmont Triad International Airport ,PTI
_
I N T E R N A T 1 0 N A L SITE 3 NEW RENTAL CAR FACILITY (INMAN ROAD) EXISTING CONDITIONS PIEDMONT TRIAD INTERNATIONAL AIRPORT
FaRe3l ot Ill

-�.AAk
00 +A
SITE 3 IMPERVIOUS AREA SUMMARY
EXISTING EXISTING NEW NEW
IMPERVIOUS PERVIOUS IMPERVIOUS PERVIOUS
AREA (AC) (AC) (AC) (AC)
- H P-28 0.70 42.79 14.82 0.01
H P-29 3.42 26.38 6.74 0.01
\--�- HP -30 18.99 41.49 0 0
\ — • wk- . w
HP -28 � -- • •' -� '..
Ap
PROPOSED
SCM #1CHP-29
PROPERTY LINE
PROPOSED
SCM #3
s�
�,t*...
• r
Michael Baker Piedmont Triad International Airport
I N T E R N A T 1 0 N A L SITE 3- NEW RENTAL CAR FACILITY (INMAN ROAD) - PROPOSED CONDITIONS
A�.
'$f
300 150 0 300
SCALE IN FEET
SPT/
PIEDMONT TRIAD INTERNATIONAL AIRPORT

INTERNATIONAL
--.4mtv AWAO
6
TAXIWAY M IbL 1
A. . . Ilk-
UF
T -Tr '
Eq
H P-5
/ HORSEPEN CREEK -
TRIBUTARY G
/
/
,
/
/
1
1
I y�o
ir'► I .
;I
44
I
.e ,
,I
' n �
•
Z -
o _
SITE 4 IMPERVIOUS AREA SUMMARY
Piedmont Triad International Airport
SITE 4 - SPOIL EMBANKMENT (CHIMNEY ROCK SITE) - EXISTING CONDITIONS
HP -25 \
r fop,, ' p +\
r r.
;�s, 410
300 150 0 30011
SCALE IN FEET
SPT/
PIEDMONT TRIAD INTERNATIONAL AIRPORT
DRAINAGE
EXISTING
EXISTING
y.
AREA
IMPERVIOUS (AC)
PERVIOUS (AC)
L
H P-5
28.09
198.26
HP -19
15.55
110.06
Piedmont Triad International Airport
SITE 4 - SPOIL EMBANKMENT (CHIMNEY ROCK SITE) - EXISTING CONDITIONS
HP -25 \
r fop,, ' p +\
r r.
;�s, 410
300 150 0 30011
SCALE IN FEET
SPT/
PIEDMONT TRIAD INTERNATIONAL AIRPORT

9
INTERNATIONAL
,
HONDA AIRCRAFT
FACILITY EXISTING
WETLANDS
I
,
�. T I t
/ HORSEPEN CREEK —
TRIBUTARY G
EL
POI#2
SITE 4 IMPERVIOUS AREA SUMMARY
.44
EXISTING
NEW
EXISTING
PERVIOUS
DRAINAGE
IMPERVIOUS
y �
AREA
(AC)
198.26
HP -5
28.09
HP -19
15.55
0.08
EXISTING
NEW
NEW
PERVIOUS
IMPERVIOUS
PERVIOUS
(AC)
(AC)
(AC)
198.26
0
0
110.06
0
0.08
or
�iiiol�40w
/
-�._ +'tib• 1, A"
/
— —I
Piedmont Triad International Airport
SITE 4 - SPOIL EMBANKMENT (CHIMNEY ROCK SITE) - PROPOSED CONDITIONS
w
300 150 0 300
SCALE IN FEET
SPT/
PIEDMONT TRIAD INTERNATIONAL AIRPORT

APPENDIX A-3:
DRAINAGE AREA MAPS (2001)
MISCELLANEOUS MAPS (2001)
Page 35 of 111

sm
VC9
IMPT,

Z2111me
I
RSHRr

L ,.. I uvvu G.vnul i wn I - I - - I --
• AIRPORT AREA i INFIELD AREA c MEADOW
AIRFIELD PAVEMENT a IMPERVIOUS AREA
fioo ioa o 6ao 1200 1000 Ige
39 of 111
1" = 600'

APPENDIX A-4
POND F-1 CALCULATIONS (2001)
Page 40 of 111

POND F-1
POND SIZING CALCULATIONS FOR.
FUTURE CONDITIONS
Page 41 of 111

PIEDMONT 'TRIAD AIRPORT AUTHORITY
DATE OF
STORMWATER MANAGEMENT POND DESIGN FORM
SUBMITTAL:
APRIL 2001
1. Basin Name and Location
2. Proposed Pond Name and Location
Future Cargo Area
I F -i
3. Existing Conditions
4, Proposed Conditions
Total Basin Area 80 acres
Revised Basin Area 80 acres
Existing Impervious Area 20 arres,
Proposed Impervious Area 80 acres
5. Peak Runoff Calculations
6. Pond Choice
F_s_t,or_m7 Pre -Developed Post -Developed Peak!
Choose one by checking box
Event Peak in CFS in CFS
2 Year 918 228.0
Wet Retention 7
10 Year 145.2 418.0
Dry Detention F7�77
100 Year 211.8 6 8.0
7. Maximum Post -Developed Peak Discharge Rates through the Pond and Outlet Structure: Based upon the
hydraulics and routing of the storm through the pond of the outlet structure as defined in sections 8 through 12.
All Dewatering Dewatering time of the Temporary Water 4 days
Perforations Quality Storage Volume - one inch storm
Cubic Feet per Second event (days}
Principal Spillway81
'Cubic Feet per Second
Emergency Spillway 467
Cubic Feet per Second
8. Pond Size: Bottom of Pond
9. Pond Size: Top of Embankment
Length 327
tp
Length 367,8
Width109
Width IF 149.8
Side Slope 2:1
Height 10.2
Height is measured from the toe of slope to the top of the
embankment.
I of 3
Page 42 of 111

PIEDMONT TRIAD AIRPORT AUTHORITY
STORmwATER MANAGEMENT POND DESIGN FORM
DATE OF
SUBMITTAL:
APRIL 2001
10. Pond Volume Storage
Permanent Sediment Storage 36,519
Maximum Water
Surface 819.7
Cubic Feet
Elevation
Permanent Water Quality Depth N/A
Feet Insert NIA if this is a dry detention submittal
Permanent Water Quality Volume N/A
Cubic Feet Insert NIA if this is a dry detention submittal
11. Outlet Structure Wet Retention Pond
12. Outlet Structure Dry
Detention Pond
Diameter Invert Crest
Diameter Invert
Crest
(feet) Elevation Elevation
(feet) Elevation
Elevation
Barrel:
Barrel
2.S 806.5
First Row
First Row
Of Perforations
Of Perforations
(Permanent Water
Quality Elevation)
(Permanent Water
Quality Elevation)
23 8I 1
Second Row
Second Row
.23 812
Of Perforations
Of Perforations
Third Row
Of Perforations
Third Row
Of Perforations
23 813
Principal Spillway
Principal Spillway
3.75
817
(Riser)
(Riser)
Emergency Spillway
Emergency Spillway
20S
818.25
(Length)
(Length)
Maximum Water
Maximum Water
819.7
Surface Elevation
Surface Elevation
Total Water Storage Capacity.
(Volume at Maximum Water
Total Water Storage Capacity
(Volume at Maximum Water
9.9 acre feet
Surface Elevation.)
Surface Elevation.)
2 of 3
Page 43 of 111

PIEDMONT TRIAD AIRPORT AUTHORITY
STORMWATER MANAGEMENT POND DESIGN FORM
13. Dam Permit Required?
Check one.
Yes No
Explain Why:
Explain Why Not:
Maximum water storage is less than 10 feet.
Height of the embankment is less than 15 feet.
14. Oil Water Separator Required?
Yes Check One Box.
No
15. For PTAA Use
REVISE AND RESUBMIT:
Comments:
APPROVED:
ame:
DATE OF
SUBMITTAL:
APRIL 2001
acheck this box
3 of 3
Page 44 of 111

STEP 1
Pre -Developed Weighted C
Calculate Composite C values
Area in acres
Drainage Basin: Development area
Insert Basin name and pond name.
Pond Name: F-1, F-2 and F-3
Date: Dec -DO
insert this date
for the modified Rational Equation
Surface Cover C value "
total land%r Developed
area Weighted C
80 0.38
Insert an area for each EXISTING surface cover found in the basin.
"See Table 1
STEP 2
Time of Concentration jPredeveloped
Insert Reach Input Velocity in feet
Length in feet per second "
sheet flow 300 2.27
shallow concentrated flow 1000 3
gutter or pipe flow 1750 4
pipe velocity = 24 inch concrete, 2%, full, use Mannings Equation, N of .012
Total Runoff Length 3050
Pre and Post Development Runoff Calculations
Basin Comments;
this calculation is for the fedex site ponds F-1 F-2 and F-3
Post -Developed Wel hied C
Calculate Composite C values
for the modified Rational Equation
Area D 0 bare packed soil 0.6
total land Post -Developed
area Weighted C
60 0.95
Insert an area for each NEW surface cover found in the basin.
"'See Table 1
Time of
Concentration in
minutes 15.05
— See Table 3
The Designer Round the time of For this pond
makes the following Concentration to the design use
choice. nearest S Minute
Increment 15.00
Comments inserted: place cursor on cell for comments
small red triangle in upper right comer indicates comment.
Red text indicates a value to be inserted by the designer
Blue text indicates a value that is referenced from another calculation. Insertion is automatic.
Computed Flow
Time
2.00
0.00
9.62
Time of
Concentration in
minutes 11.62
" See Table 3
Round the time of Forthls pond
Concentration to the design use ........
nearest 5 Minute
Increment :::::,.00
FEDEX2ponds.XLS 1 of 2
Page 45 of 111
Time of Concentrat[on
Postdevelo ed
Computed Flow
Insert Reach
Input Velocity in feet
Time in minutes
Length in feet
per second "
2.20
sheet flow
300
2.5
5.56
shallow concentrated flow
0
3
7.28
gutter or pipe flow
4500
7.8
pipe velocity = 24 inch concrete, 1 %, full, use Mannings Equation, N of .012
Total Runoff Length
4800
Time of
Concentration in
minutes 15.05
— See Table 3
The Designer Round the time of For this pond
makes the following Concentration to the design use
choice. nearest S Minute
Increment 15.00
Comments inserted: place cursor on cell for comments
small red triangle in upper right comer indicates comment.
Red text indicates a value to be inserted by the designer
Blue text indicates a value that is referenced from another calculation. Insertion is automatic.
Computed Flow
Time
2.00
0.00
9.62
Time of
Concentration in
minutes 11.62
" See Table 3
Round the time of Forthls pond
Concentration to the design use ........
nearest 5 Minute
Increment :::::,.00
FEDEX2ponds.XLS 1 of 2
Page 45 of 111

STEP 3
DralnageBasln: I Development area
Pond Name: IF -1, F-2 and �F.3
Date: Dec -00
Total Drainage area
Peak Runoff Calculation
Rational Equation 0- CIA
SeeTable 2
Pre and Post Development Runoff Calculations
lPre-Developed j
I
12 year Peak j
Weighted C
1 0.38
.3"
from cell G24
1
insert this value
3.1
art to, ualue
A
80 from cell G70
Peak Q cfs
am CIS
FP—re-Developed
Peak Runoff Calculation 110 year Peak
Rational Equation Q= CIA
Weighted C 0.38 from cell G24
SeeTable 2 1 4.8 insert this value
A 80 from cell G70
Peak Q cfs 1452 cfs
Peak Runoff Calculation
Rational Equation Q= CIA
SeeTable 2
lPre-Developed
-1
I
100 year Peak
0!�—j
Weighted C
0,38 from cell G24
I
insert this value
A
80 from cell G70
Peak Q cfs
211& cfs
lPost-Developed
Runoff Calculation 12 year Peak_
nal Equation Q= CIA
Weighted C from cell N 24
SeeTable 2 1 1 31insert this value
A 80 from cell G 70
Peak Q cfs 228.0 cts
lPast-Developed
Runoff Calculation [II]I year Peak
nal Equation Q= CIA
Weighted C 0.951 from cell N 24
SeeTable 2 I 5.5 insert this value
A 80 from cell G 70
Peak Q cfs 418,0 cfs
Post -Developed
Peak Runoff Calculation 100 year Peak
Rational Equation Q= CIA
Weighted C 0.95 from cell N 24
SeeTable 2 1 8dinsert this value
A 80 from cell G 70
Peak Q cfs 608.0 cis
FEDEX2ponds.XLS 2 of 2
Page 46 of 111

DRY
POND OPERATION
STEP 1 t3 } :��Ik�aWi, �,�t
mala...
Development area lCorial Discharge Rates for the Pond Operation
This sheet computes discharge
rates based upon the pond stage elevadans found an Ory Pond sheet
Pond Name: F-1. F-2 and FJ�
Data: Dec -00
D' ,PiSnd 4iiBot'Sti"vctere S1iln :�. -
�
Emerg.ndy
Dewataring Pertoratians
Principaa $piitway
ist row 2nd row 31d row
35 35 35
# hates
B•rret P P'l..Ipd
Spillway. River
Emergency
Ispillway
@23 0.23 0.23
Marrs
_
Length of Weir
B11,00 612 613
invertor"
Barrel gNmater
River Diameter
foot
C
1.444 1.444 1.444
eft area
2.5 ft.
3.75 n.
205 gown 3,33
811.11 812.11 813.11
datum
0,6 0.6 0.6
coefficient
Head
Head
The depth of Bow determines the velocity of the discharge,
Depth of llow above the centanm. of the brepef
Depth of flewabove riser
The designer should modify the length of the weir to ft, the pond.
hole diameters 2.75 inches
Pick is height of the dser pipe
The Head is depth of Bow ever the emergency
The designer should infer to Table 6 for spiMray velocity guidance
insert diameter
The value is measured from the centet9ntl of the barrel
spowely plus one foot. Th. emergency spillway
The Head is this height pies th. dept of Bowaver
must be at least one fed Above the principal spillway.
_
Depth of flow Yelocdy poa
The pond is automatically set up with critical elevaflons
the prmdpal spowity.
The Head can be adjusted based upon the erevatien
05 2.35 fps
dinere ser the designer sets between
principal spillway
0.75 2.96 its
the emergency spillway,
t 3.33 fps
Perforations cannot be above principal spillway crest
Barrel Ca city Formula
Id
Risar Ca ac3
1.5 4.1 fps
Principal Crest 617
c 0.6
Cl3.33
These faire remalnihe same no matterwh.t the length of weir.
• 4.90875
L 11.78
CLWI.5 = LHV
h determined o
table beta
Insert 999 in invert elevation cell if perforation is not to be used g 32.2
In de(etmined
an table
below
Q=ca((2gh}x.5)
Comments inserted: else. cursor on cell far comments
small red triangle in upper right corner indicates comment.
Red text indicates a value to be inserted by the designer
Blue text indicates a valva that is referenced from another calculation. Insertion is automatic,
FEDEX2ponds.XLS 1 of 2
Flow banstion formula from weir to oril werthe principal Standard Value.:
weir Q=CLH"L5 Wait Coetftctern 3.33
orifice Q=;-((2gh)1.5) off" Coefr len 0.6
2 year pre. 10 year pre. 100 year post -
developed davelopcd developed Peak
peak Peak
83.775 1 145.2 608
Page 47 of 111

ORY
PONOOPERATION
STEP
WatieHdet
emtom of Pond
Principal Principal
Principal
Controlling Controlling Principal
Principal Tat Row or
2nd Row of 3rd Row of Spillway Spillway
Spillway Barret flow over
flow Through Spillway Total
Water Surface Spillway Creat Perforations
Perforations Perforations Weir flow In Orifice flow
in flow In CFS
Principal
Principal Discharge In
Elevation Elevation flaw In CFS
flow In CFS flow In CFS CFS CFS
(orifice flow)
Spillway
Spillway CFS
Sediment Elevation
811.00
817
orifice or
0.00
0.00
0.00
0.00
weir
Fast Row pt
emtom of Pond
810
817
0.00
0.00
O.DO
0.00
0.00
0.00
Pemanent
15.75 54.80 59.46 75.67
Estimated Water
0.00
0.00
Surface Ef-Imn
0.00
0.00
6.54
Sediment Elevation
811.00
817
0.00
0.00
0.00
0.00
0.00
0.06
Fast Row pt
817 .20,40 ig,.i8
17.88 176.87 87.67 80.95
Top of
0.00
45.93
Embarkment
620.73
54.80
Perforations
811.00
8t7
0.00
0.00
O.DO
0.00
0.00
0.00
Intermediate
elevation
812.00
817
6.54
0.00
0.00
0.00
0.00
0.00
intemledude
elevation
813.00
817
9.54
6.54
DAO
0.00
0.00
OAO
intermediate
elevation
814.00
817
11.81
9.64
6.54
0.00
0.00
0.00
Temporary WO
Eie.Wh (Crest of
Pnn' at shwa Bill 817 16.86 15.36
13.70 0.00 0.00 0.00
Crest of
0,00
0.00
Emergency
0.00
'
S 'ehva
818.25 817 118.57 17.22
15.75 54.80 59.46 75.67
Estimated Water
0.00
0.00
Surface Ef-Imn
0.00
0.00
6.54
ver the
6.54
0.00
0.00
Emergenoy
a0O
16.08
0,00
SpOrvay
819.73
817 .20,40 ig,.i8
17.88 176.87 87.67 80.95
Top of
0.00
45.93
Embarkment
620.73
54.80
54.80
Adjust the Estimated Water Surface elevation and the Emergency Spillway Wolin
to determine the peak lbw through the total outlet structure.
106,33
The goal Is to pass the 100 year storm through the outlet strucule and adaln a velocity,
over the emergency spillway, of less than 2 5 fps.
The designer must reviaw the length of the emergency spl6way so that d is oompatible wah the length orvadth of me pond
Sea Ory Poral for height of embankment and total storage volume,
Total Flow
through the
Emergency system based Velocity
Spillway upon the over the
Discharge in stage of the Emergency
CFS pond Spillway
For an earth
spahvay
vebcdy should
be about 2.5
FPS
velocity aver
the emergency
spillway
0.00
0.00
0.00 '
0,00
0.00
0.00
0.00
CLOD
0.00
0.00
UO
0.00
0.00
0.00
OM
0.00
0.00
6.54
0.00
6.54
0.00
0.00
16.08
a0O
16.08
0,00
0.00
27.69
0.00
27.89
0.00
0.00
45.93
0.00
45.93
54.80
54.80
106.33
0.00
106,33
Pond Sarely
Passes 100 Year
87.67., 80.95 138.41 Peak 1229.11 1367.52 4.05
Barrel Discharge
Vefcalty
10 year pre. 100 year post -
developed Peak developed Peak
26.20
fps 1458 Baa
FEDEX2ponds.XLS 2 of 2
Page 48 of 111

DRY DETENTION
POND CALCULATIONS
Drainage Basin:
Pond Name:
2 year pre -developed Peak 10 year pre -developed 100 year post.
Date: Dec -00 Peak developed Peak
r
93.775 145.2 gill
STEP 1
Permanent Sediment
1/8 inch per acre of total drainage area Total
0.125 Permanent sediment volume in cubic feet
Total Area 801 36,300.000
Required sediment storage per acre. This is a constant.
454 Icubic feet
STEP 2 C,Ornp4to T"
,ra
Stokes
Temporary Water Quality Storage
Total Area 80
Built Upon Area
Post -Developed 80 Be careful to check the total impervious area as referenced from Peak Runoff Calculations sheet.
Percentage Built
Upon 100.00
Runoff coeff 0.95
Runoff Volume 6,33 acre feet
276,88-0 001 cubic feet
This water surface volume is measured to the crest of the Principal Spillway.
Comments inserted: place cursor on cell for comments
small red triangle in upper right corner indicates comment.
Red text indicates a value to be inserted by the designer
Blue text indicates a value that is referenced from another calculation. Insertion is automatic.
FEDEX2ponds.XLS
1 of 3
Page 49 of 111

DRY DETENTION
POND CALCULATIONS
STEP 3
.CtiiilpaHott to Alto lgch
lComparison to one inch design storm volume.
Runoff Volume 6.33 acre feet
1 275,880=00 cubic feet
STEP 4
FEDEX2ponds,XLS
Total Area 80
Runoff
Volume/Total
Area 1 inch
Permanent Water Quality Storage
Not Applicable to the Dry Pond
Total Area 80
lCreate an Elevation Table
Elevation Table
Centerline of
0
Principal Barrel
808
Bottom of pond
810
Permanent
so
Sediment Storage
811.00
1 st tow of
roofs
perforations invert
811,00
Crest of Principal
Area D
Spilway
817
Crest of Emergency
go
Spillway
131815
SCS Peak Discharge Method —A
The estimated runoff from a 1 inch design storm equals:
Cumulative Rainfall
since the beginning of
the storm P I inches
Potential Maximum this value is computed
retention after runoff using the weighted CN
begins S. 0.20 value below
Cumulative Runoff since
the beginning of the
storm Q 8110 inches
Runoff Volume is OK
This calculation is taken from Figure 5.F.9 Solution of Runoff Equation
NC Stormwater Guidance Manual
Weighted CN Post Developed Conditions
Data from Peak Runoff Calculations spreadsheet
Area Area in Acres Surface Cover CN Value
From Guilford
County Soil Survey
Soil Group Area A
0
grass
B
Area B
so
impervious
Area C
0
roofs
newly graded
Area D
0
area
go
Weighted CN
Centerline of barrel is set at pond bottom minus two feet ( computed value
Insert Bottom of Pond Elevation
Permanent Sediment Storage: minimum of 6 inches. This math shows 12 inches.
1 st row of perforations is set at the top of the permanent sediment elevation
Crest of Principal is adjusted to meet required volume of Temp. W 0 storage as inserted in step 5 below
Crest of the Emergency Spillway is set at the Principal plus 1.25 feet
2 of3
See Table 5 for CN Values
69
98
98
as
98
Page 50 of 111

DRY DETENTION
POND CALCULATIONS
STEP 5
Bottom of pond
Permanent Sediment
Storage
1st Row of Perforations
Permanent Sediment
Storage
Crest of Principal Spillway
Crest of Emergency
Spillway
Estimated peak water
surface elevation ( see Dry
Pond Operation)
Top of Embankment
Compute Pond Volumes and Elevations
811.00
817
818.25
819.73
820.73
Estimated Total Height of Embankment
Estimated Total Temporary Water Storage
Estimated Area of Top of the Embankment
FEDEX2ponds.XLS
331
Date: Dec -00 Pond Name: F4, F-2 and F-3
0.00
36,519.471 1
Steps
1
Adjust Length of Bottom of Pond and or Side Slope to compute the necessary Permanent Sediment Storage volume
2
Adjust Length of Bottom of Pond and or Side Slope to meet the necessary Permanent Pool SADA Ratio
3
Adjust the elevation of the Crest of the Principal Spillway in the Elevation Table to meet the Temporary W Q volume
Storage (above
4
The SADA ratio tan be improved ( closer to 1 ) by increasing the depth of permanent sediment storage thereby making the pond smaller.
Permanent Sediment
The riser height will increase meet the Temporary Storage volume
Volume)
cumulative
355
137.0
volume between
volume of pond
275,880.00
Elevation
Length Width Side Slope elevations (cubic feet)
(cubic feet)
356,237.59
Adjust Riser Height
Minimum Permanen4
810
327 109,0 2 0
0
Sediment Volume to
434,109.69 9.97
Match
Estimated Total
OK Minimum Sediment
811.00
331.00 113.0 36,519.47
36,519.47
36,300.000
Volume is met
811.00
817
818.25
819.73
820.73
Estimated Total Height of Embankment
Estimated Total Temporary Water Storage
Estimated Area of Top of the Embankment
FEDEX2ponds.XLS
331
113.0
0.00
36,519.471 1
Available Total
Temporary WQ
Storage (above
Permanent Sediment
Total Temporary WO
Volume)
Storage Required
355
137.0
257,377.70
293,897.16 257,377.70
275,880.00
360
142.0
62,340.43
356,237.59
Adjust Riser Height
365.92
147.9
77,872.10
434,109.69 9.97
Estimated Total
Temporary Water
369.92
151.9
55,159.33
489,269.01 Storage in Acre Feet
VOLUME = Ht3 x (length + width + (length x width)11t2)
10.73 Feet
Dam maybe exempt
INC Dam Safety Exemptions
Height less than 15 feet
9.97 Acre Feet
Dam may be exempt
Volume less than 10 acre -feat
1.28 Acres
The designer is responsible to investigate exemptions for Dam Safely Permits
3of3
Page 51 of i 11

•
-10-
>>>> Routing Summary <t«
Peak
Inflow -
608.00
cf s
Peak
Outflow -
604..91
cfs
Peak
Elevation =
819.73
ft
..... Summary of Approximate Peak Storage
Initial Storage - 0 cu -ft
Peak Storage From Storm = 434,237 cu -ft
Total Storage in Pond - 434,237 cu -ft
Page 52 of 111

DETENTION OUTLET STRUCTURES f.STRI
FEDEX1W FEDEX11-1
Ihis File VOL File
=
=
FEDEX1W
.PND File
810
Min.Elev.
820.2 .25
Max.Elev. Incr.
y (y/n)
DUMP All?
Ofher Elevs:
west side pond
—1<
fedex developed conditions
-Titles
pond number 1 west
side
80 acres
Precedence
>
111312fNM 6
6
0ICA 0
Orifice
d 9' fifm -Elevation
an a
ORIFICE 5
5
ORIFT. 11
6
ORIFICE 4
4
;:`This D'.N
/7) Another
ID out
ORIFICE 3
WEIR -VR 2
>
3
2
,
E 16-1.
STAND PIPE 1 ? 6
AD
12 elby, E ij:,
-9.
Orifice
6.
Inver, f A") 7
Datum 62t�:
Orifice '.:area isqft}?
Page 53 of 111

DETENTION OUTLET STRUCTURES f.STRI
FEDEX114 - FEDEX1W = FEDEX1W810 820.2 .25 Y (v/n)
This File - VOL File = PND File I Min.Elev. Max.Elev. Incr. Dump All?
Other Elevs:
west side pond
fedex developed conditions
pond number 1 west side 80 acres
< Precedence >
ORIFICE
6
E2 elev.�..Cft?
6
11111112MM
5
f
Invert. elevft?
5
ORIFICE
4
Orifice. bitlea (sq ft)?
4
ORIFICE
3
3
WEIR -VR
2
2
STAND PIPE
I
? 6
AD
< Structure-: Data >—
Orif lice': -:Based on A1^6a:*; and Datum
ORIFICE
i
s .T D.No� (-17/7). Another
El elml,ft):11
E2 elev.�..Cft?
020. 9
Orif ffF'. iI
f
Invert. elevft?
S13
Datum e1ey. (ft.)
819.11
Orifice. bitlea (sq ft)?
1.444
I<-Titles
Elevation
5
ID out
Page 54 of 111

DETENTION OUTLET STRUCTURES f.STR} -
FEDEX1W - FEDEX11.1 = FEDE'RlW 810 820.2
i This File - VOL File = PND File ! Min.Elev. Max.Elev
Other- Elevs:
west side pond
fedex developed conditions
pond number 1 west side 80
acres
25 y (Y/n )
Tncr. Dump All?
< Precedence
>
< . Structure =Da#a >
ORIFICE
6
->
6
Orifac based on
Nrea and. Datum
ORIFICE
5->
S
ORIFICE
r� �tim
4
->
4
Th1s ID.No
{�/} Another
ORIFICE
WEIR -VR
3
2
->
3
2
E1 lelev.:t�.
t X2.11`
STAND PIPE
l ? 6
->
AD
E2 elevyft
X0.9
'Ori f icebef f ,
6i
16vert
Datum eluft '?2.11
Orifice area lsq ft 's
1:..'444
-Titles
Elevation
4
-> ID out
Page 55 of 111

DETENTION OUTLET STRUCTURES [.STR} —
FEDEX1W - FEDEX1W = FEDEMI 810 820.2 .25 y (yln)
[his File VOL File = PND File Min.Elev. Max.Elev. Incr. Dump All?
Other Elevs:
west side pond
Fedex developed conditions
pond number 1 ales# side 80 acres
t Precedence >
ORIFICE
6
->
6
ORIFICE
4
->
4
WEIR -'VR
2
->
2
STRND PIPE
1
? 6 ->
AD
<-Ti Iles
ru+rrrtruDt.a,
4n _,.:.It. W:` ertd Da#gum llevat ion
Th,s TSI N : `{} Another ' -> ID out
El-
E2
l E2 elev..�f#�? 82D.9
Orifice ;oe:? 4;.
Invert :? elevyft.$... .
Qa#um els. �ft� ?.1,'11
Orifice a %A..,�to ftp'
Page 56 of 111

DETENTION OUTLET STRUCTURES (.STRJ
FEDEX114 - FEDEX1W = FEDEX1W 810 820.2 .25 Y (Y/n)
This File - VOL File = ..PND File Min.Elev. Max.Elev. Incr. Dump All?
Other Elevs:
west side pond
fedex developed conditions
pond number 1 west side 80 acres
391210*Mff
El elevAff-PT
E2 elevJffl!
I< - 1- 1. Hes
Weir coefficient? 31.3
Weir ele*q�-(ft)?. 818,25
Length fft)? 80
Contract:d" IS d C
presse
Page 57 of 111
Precedence
>
ORIFICE
6
->.6
ORIFICE
5
5
ORIFICE
4
4
ORIFICE
3
3
MWFINTIM
2
2
391210*Mff
El elevAff-PT
E2 elevJffl!
I< - 1- 1. Hes
Weir coefficient? 31.3
Weir ele*q�-(ft)?. 818,25
Length fft)? 80
Contract:d" IS d C
presse
Page 57 of 111

DETENTION OUTLET STRUCTURES
FEDEX1W - FEDEX1W = FEDEX1W 810
1-ile - VOL File = PND File Min.Elev.
01[ier Hevs:
west side pond
fedex developed conditions
pond number 1 west side 80 acres
IND PIPE MM �,Aff
(-STRJ
820.2
Max. E 1 ev.
.25 Y (v/n)
Incr. Dump 11,11?
< Structure -Data >-
Stand Hoe with weir or orifice
STAND PIPE 6
f loot
<--T1 t les
This iflo./ Another out
El. eiev,-.-I t
Precedence
>
820:9;'
ORIFICE
6
6
ORIFICE
5
.6ht.
Orif ice q .: o e -:f f icdeint? -6
5
ORIFICE
4
(ft)?*
4
ORIFICE
3
3
WEIR -VR
2
2
IND PIPE MM �,Aff
(-STRJ
820.2
Max. E 1 ev.
.25 Y (v/n)
Incr. Dump 11,11?
< Structure -Data >-
Stand Hoe with weir or orifice
STAND PIPE 6
f loot
<--T1 t les
This iflo./ Another out
El. eiev,-.-I t
E2 el e'.v. I eft )?
820:9;'
Crest 61 0(f,fl?''.8,17...,
.
�31. 75
Weffici
r coefficient? ei C
.6ht.
Orif ice q .: o e -:f f icdeint? -6
Start tra hS.1,11o:n
e lev.. '(-;f, 1 t ?
Transitionheight
(ft)?*
Page 58 of 111

Page 59 of 111

Page 60 of 111

Page 61 of 111

APPENDIX A-5
RECORD DRAWINGS
Page 62 of 111

BENCH MARK-,,,
#24 RAILROAD SPIKE
IN BASE OF
600mm 0 POPLAR
12.9m
RIGHT OF STA. 1+36.2
--LOOP A-
ELEV. 253.819
FOR UTILITY INFORMATION
SEE UTILITY PLANS AND �o �� LOCATION SKETCH
SPECIAL PROVISIONS
ASSEMBLED BY : M. G. SHAIKH DATE : 11-29-01
CHECKED BY H.T. BARBOUR DATE : 1-22-02
DRAWN BY : EEM 6/97
CHECKED BY ARB 7/97
19.105m _
� LOOP A
27.5m
3.000m
1.500m
i�
1o000m
25.000m 18.000m 14.000m 23.000m 17.500m
-RAMP CA -
254.9±
A -254.9±
253.8 ± 253.1+-) I
2.53.0 ±
252.0 ±
' 252.1
i
249.5± PROFILE ALONG CULVERT
5.000m
LJJ.V
3.1±
ROADWAY DATA
GRADE POINT ELEV. @ STA. 25+07.000 -RAMP CA- = 260.375
BED ELEV. @ STA. 25+07.000 -RAMP CA- = 250.245
ROADWAY SLOPES = 201 RT.
4:1 L T .
HYDRAULIC DATA
DESIGN DISCHARGE = 11.00 Guam./s. 388 cfs
FREQUENCY OF DESIGN FLOOD = 50 YR.
DESIGN HIGH WATER ELEV. = 253.18 830.64 ft
DRAINAGE AREA
BASIC DESCHARGE (0100)
BASIC HIGH WATER ELEV.
= 46 He
113.7 ac
= 12.00 cu.m./s. 424 cfs
- 253.290 831.00 ft
OVERTOPPING FLOOD DATA
OVERTOPPING DISCHARGE 706 cfs = 20.00 cu.m./s.
FREQUENCY OF
OVERTOPPING FLOOD
= 100
YR.+
OVERTOPPING
FLOOD ELEV. 833.66 ft
= 254.10±
CLASS A C CRETE FOR
For
TOTAL STRUCTURE
QUANTITIE
CLA A CONCRETE FOR TAPERED INLET
BARREL 6D 2.54 m3 /m
5.6
m3
CLASS A C CRETE FOR
BARREL C�7 18 m3 /m
215.8
m3
WINGS ETC.
13.8
m3
TOTAL
235.2
m3
REINFORCING STEE
BARREL
21105
kg
WINGS ETC.
151
kg
TOTA
2125
kg
CULVER EXCAVATION ---------------
L MP SUM
FOU ATION COND. MAT'L ----
173 METRIC
TONS
F TER FABRIC -------------------------
31. m
LASS I RIP RAP ---------
30.9 METRIC
TON
W:\squadj\u2524bb\mshoikh\Microstation\U-2524BB12.dgn
adavenport
F.A. PROJECT NO. -, NHF-1241(11)
NOTES
ASSUMED LIVE LOAD----------MS18 OR ALTERNATE LOADING.
DESIGN FILL ----------------- 10.560m
FOR OTHER DESIGN DATA AND NOTES SEE STANDARD NOTE SHEET.
76m m 0 WEEP HOLES INDICATED TO BE IN ACCORDANCE WITH THE SPECIFICATIONS.
CONCRETE IN CULVERTS TO BE POURED IN THE FOLLOWING ORDER:
1. WING FOOTINGS AND FLOOR SLAB INCLUDING 100m m
OF ALL VERTICAL WALLS.
2. THE REMAINING PORTIONS OF THE WALLS AND WINGS FULL
HEIGHT FOLLOWED BY ROOF SLAB AND HEADWALLS.
THE RESIDENT ENGINEER SHALL CHECK THE LENGTH OF CULVERT BEFORE
STAKING IT OUT TO MAKE CERTAIN THAT IT WILL PROPERLY TAKE CARE
OF THE FILL.
DIMENSIONS FOR WING LAYOUT AS WELL AS ADDITIONAL REINFORCING STEEL
EMBEDDED IN BARREL ARE SHOWN ON WING SHEET.
TRANSVERSE CONSTRUCTION JOINTS SHALL BE USED IN THE BARREL,SPACED
TO LIMIT THE POURS TO A MAXIMUM OF 21.0m. LOCATION OF JOINTS SHALL
BE SUBJECT TO APPROVAL OF THE ENGINEER.
AT THE CONTRACTOR'S OPTION, HE MAY SPLICE THE VERTICAL REINFORCING
STEEL IN THE INTERIOR FACE OF THE EXTERIOR WALLS ABOVE THE LOWER WALL
CONSTRUCTION JOINT. THE SPLICE LENGTH SHALL BE AS PROVIDED IN THE
SPLICE LENGTH CHART SHOWN ON THE PLANS. EXTRA WEIGHT OF STEEL DUE TO
THE SPLICES SHALL BE PAID FOR BY THE CONTRACTOR.
NO PRECAST REINFORCED BOX CULVERT OPTICIN WILL BE ALLOWED.
ALL DIMENSIONS ARE IN MILLIMETERS UNLESS OTHERWISE NOTED.
ALL ELEVATIONS ARE IN METERS.
A 900m m STRIP OF FILTER FABRIC SHALL BE ATTACHED TO THE FILL FACE OF
THE WING COVERING THE ENTIRE LENGTH OF THE EXPANSION JOINT.
AT THE CONTRACTOR'S OPTION THE VERTICAL CONSTRUCTION JOINT BETWEEN THE
OUTLET WINGS AND THE BARREL MAY BE ELIMINATED AND THE "C" BARS IN THE
BARREL MAY BE EXTENDED TO REPLACE THE "D" AND "H" BARS IN THE WINGS
AND SLAB.
FOR CULVERT DIVERSION DETAILS AND PAY ITEM, SEE EROSION CONTROL PLANS.
THE CONTRACTOR SHALL PROVIDE INDEPENDENT ASSURANCE SAMPLES OF REINFORCING
STEEL AS FOLLOWS: FOR PROJECTS REQUIRING UP TO 360,000kg OF REINFORCING
STEEL, ONE 760m m SAMPLE OF EACH SIZE BAR USED, AND FOR PROJECTS REQUIRING
OVER 360,000kg OF REINFORCING STEEL, TWO 760m m SAMPLES OF EACH SIZE BAR
USED. THE BARS FROM WHICH THE SAMPLES ARE TAKEN MUST THEN BE SPLICED
WITH REPLACMENT BARS OF THE SIZE AND LENGTH OF THE SAMPLE, PLUS A MINIMUM
LAP SPLICE OF THIRTY BAR DIAMETERS.
=� SEAL -s -
022506
C ARO1110,,
••�FsS10r, :9 ''•
SEAL
:• 10730
�OA
•• r O �y
10
I _Z73
milli 0
,jw,*
PROJECT N0. U-2524BB
GUILFORD COUNTY
STATION: 25+07°000 -RMP CA -
SHEET 1 OF 6
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
RALEIGH
SINGLE 2.100m X 1.500n
CONCRETE BOX CULVERT
63 °-41'-10"SKEW
1310
REVISIONS SHEET NO.
NO. BY: DATE: NO. BY: DATE: r
�1 TOTAL
lJ SHEETS
L 28
STR# P1,263of111

W:\squad j\u2524bb\msholKh\Microstat ion\U-2524BBIl.dgn
K '�' 1 1 Page 64 of 111

APPENDIX A-6
HYDROCAD OUTPUT
Page 65 of 111

DA-1 DA-2 DA-3
SCM-1 SCM-2 Z SCM-3
\ I /
POI-1
Subcat Reach On Link Routing Diagram for INMAN SITE
Prepared by {enter your company name here}, Printed 8/5/2019
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC
Page 66 of 111

INMAN SITE
Prepared by {enter your company name here} Printed 8/5/2019 1:30:04 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 2
Area Listing (selected nodes)
Area CN Description
(sq -ft) (subcatchment-numbers)
1,239,283 98 (DA -1, DA -2, DA -3)
157,646 68 <50% Grass cover, Poor, HSG A (DA -3)
96,745 72 Dirt roads, HSG A (DA -3)
1,493,674 93 TOTAL AREA
Page 67 of 111

INMAN SITE
Prepared by {enter your company name here} Printed 8/5/2019 1:30:04 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 3
Soil Listing (selected nodes)
Area Soil Subcatchment
(sq -ft) Group Numbers
254,391 HSG A DA -3
0 HSG B
0 HSG C
0 HSG D
1,239,283 Other DA -1, DA -2, DA -3
1,493,674 TOTAL AREA
Page 68 of 111

INMAN SITE
Prepared by {enter your company name here}
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC
Printed
8/5/2019 1:30:04 PM
Page 4
Pipe Listing (selected nodes)
Line# Node
In -Invert
Out -Invert Length
Slope n
Diam/Width
Height
Inside -Fill
Number
(feet)
(feet) (feet)
(ft/ft)
(inches)
(inches)
(inches)
1 SCM -1
851.00
850.00 82.0
0.0122 0.013
24.0
0.0
0.0
2 SCM -2
850.00
849.00 62.0
0.0161 0.013
30.0
0.0
0.0
3 SCM -3
842.00
841.00 55.0
0.0182 0.013
30.0
0.0
0.0
Page 69 of 111

INMAN SITE Type 11 24 -hr 1 -inch Rainfall=1.00"
Prepared by {enter your company name here} Printed 8/5/2019 1:30:04 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 5
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
SubcatchmentDA-1: Runoff Area=569,111 sf 100.00% Impervious Runoff Depth>0.79"
Tc=6.0 min CN=98 Runoff=16.57 cfs 37,475 cf
SubcatchmentDA-2: Runoff Area=308,042 sf 100.00% Impervious Runoff Depth>0.79"
Tc=6.0 min CN=98 Runoff=8.97 cfs 20,284 cf
SubcatchmentDA-3: Runoff Area=616,521 sf 58.74% Impervious Runoff Depth>0.20"
Tc=6.0 min CN=86 Runoff=4.44 cfs 10,131 c1
Pond POI -1: Inflow=0.00 cfs 0 cf
Primary=0.00 cfs 0 cf
Pond SCM -1: Peak Elev=854.78' Storage=37,462 cf Inflow=16.57 cfs 37,475 cf
Outflow=0.00 cfs 0 cf
Pond SCM -2: Peak Elev=854.58' Storage=20,277 cf Inflow=8.97 cfs 20,284 cf
Outflow=0.00 cfs 0 cf
Pond SCM -3: Peak Elev=845.18' Storage=10,123 cf Inflow=4.44 cfs 10,131 cf
Outflow=0.00 cfs 0 cf
Total Runoff Area = 1,493,674 sf Runoff Volume = 67,890 cf Average Runoff Depth = 0.55"
17.03% Pervious = 254,391 sf 82.97% Impervious = 1,239,283 sf
Page 70 of 111

INMAN SITE Type 11 24 -hr 1 -inch Rainfall=1.00"
Prepared by {enter your company name here} Printed 8/5/2019 1:30:04 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment DA -1:
Runoff = 16.57 cfs @ 11.96 hrs, Volume= 37,475 cf, Depth> 0.79"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -inch Rainfall=1.00"
Area (sf) CN Description
569,111 98
569,111 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Min. Tc
Summary for Subcatchment DA -2:
Runoff = 8.97 cfs @ 11.96 hrs, Volume= 20,284 cf, Depth> 0.79"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -inch Rainfall=1.00"
Area (sf) CN Description
308,042 98
308,042 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Min. Tc
Summary for Subcatchment DA -3:
Runoff = 4.44 cfs @ 11.99 hrs, Volume= 10,131 cf, Depth> 0.20"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -inch Rainfall=1.00"
Area (sf) CN Description
362,130
98
157,646
68 <50% Grass cover, Poor, HSG A
96,745
72 Dirt roads, HSG A
616,521
86 Weighted Average
254,391
41.26% Pervious Area
362,130
58.74% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Min. Tc
Page 71 of 111

INMAN SITE Type 1124 -hr 1 -inch Rainfall=1.00"
Prepared by {enter your company name here} Printed 8/5/2019 1:30:04 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 7
Summary for Pond P0I-1:
[40] Hint: Not Described (Outflow= Inflow)
Inflow Area = 1,493,674 sf, 82.97% Impervious, Inflow Depth = 0.00" for 1 -inch event
Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Summary for Pond SCM -1:
Inflow Area = 569,111 sf,100.00% Impervious, Inflow Depth > 0.79" for 1 -inch event
Inflow = 16.57 cfs @ 11.96 hrs, Volume= 37,475 cf
Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100%, Lag= 0.0 min
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 854.78'@ 24.00 hrs Surf.Area= 49,238 sf Storage= 37,462 cf
Plug -Flow detention time= (not calculated: initial storage exceeds outflow)
Center -of -Mass det. time= (not calculated: no outflow)
Volume Invert Avail.Storage Storage Description
#1 854.00' 209,703 cf Custom Stage Data (Prismatic) -fisted below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
854.00 47,249 0 0
856.00 52,372 99,621 99,621
858.00 57,710 110,082 209,703
Device Routing Invert Outlet Devices
#1 Primary 851.00' 24.0" Round Culvert L= 82.0' Ke= 0.500
Inlet/ Outlet Invert= 851.00'/850.00' S=0.0122'/' Cc= 0.900
n=0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf
#2 Device 1 856.00' 24.0" W x 6.0" H Vert. Orifice/Grate X 4.00 C= 0.600
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=854.00' (Free Discharge)
L1=Culvert (Passes 0.00 cfs of 21.39 cfs potential flow)
L2=Orifice/Grate ( Controls 0.00 cfs)
Summary for Pond SCM -2:
Inflow Area = 308,042 sf,100.00% Impervious, Inflow Depth > 0.79" for 1 -inch event
Inflow = 8.97 cfs @ 11.96 hrs, Volume= 20,284 cf
Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100°/x, Lag= 0.0 min
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Page 72 of 111

INMAN SITE Type 1124 -hr 1 -inch Rainfall=1.00"
Prepared by {enter your company name here} Printed 8/5/2019 1:30:04 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 8
Peak Elev= 854.58'@ 24.00 hrs Surf.Area= 35,442 sf Storage= 20,277 cf
Plug -Flow detention time= (not calculated: initial storage exceeds outflow)
Center -of -Mass det. time= (not calculated: no outflow)
Volume Invert Avail.Storage Storage Description
#1 854.00' 156,485 cf Custom Stage Data (Prismatic) -fisted below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
854.00 33,998 0 0
856.00 38,942 72,940 72,940
858.00 44,603 83,545 156,485
Device Routing Invert Outlet Devices
#1 Primary 850.00' 30.0" Round Culvert L= 62.0' Ke= 0.500
Inlet / Outlet Invert= 850.00'/ 849.00' S= 0.0161 T Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 4.91 sf
#2 Device 1 856.00' 24.0" W x 6.0" H Vert. Orifice/Grate X 4.00 C= 0.600
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=854.00' (Free Discharge)
L1=Culvert (Passes 0.00 cfs of 39.19 cfs potential flow)
L2=Orifice/Grate ( Controls 0.00 cfs)
Summary for Pond SCM -3:
Inflow Area =
616,521 sf,
58.74% Impervious,
Inflow Depth > 0.20" for 1 -inch event
Inflow =
4.44 cfs @
11.99 hrs, Volume=
10,131 cf
Outflow =
0.00 cfs @
0.00 hrs, Volume=
0 cf, Atten= 100°/x, Lag= 0.0 min
Primary =
0.00 cfs @
0.00 hrs, Volume=
0 cf
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 845.18'@ 24.00 hrs Surf.Area= 57,087 sf Storage= 10,123 cf
Plug -Flow detention time= (not calculated: initial storage exceeds outflow)
Center -of -Mass det. time= (not calculated: no outflow)
Volume
Invert Avail.Storage Storage
Description
#1
845.00' 324,105 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area Inc.Store
Cum.Store
(feet)
(sq -ft) (cubic -feet)
(cubic -feet)
845.00
56,507 0
0
846.00
59,762 58,135
58,135
848.00
66,480 126,242
184,377
850.00
73,248 139,728
324,105
Device Routing Invert Outlet Devices
#1 Primary 842.00' 30.0" Round Culvert L= 55.0' Ke= 0.500
Inlet/ Outlet Invert= 842.00'/841.00' S=0.0182'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 4.91 sf
Page 73 of 111

INMAN SITE Type 1124 -hr 1 -inch Rainfall=1.00"
Prepared by {enter your company name here} Printed 8/5/2019 1:30:04 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 9
#2 Device 1 847.00' 24.0" W x 6.0" H Vert. Orifice/Grate X 4.00 C= 0.600
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=845.00' (Free Discharge)
Ll =Culvert (Passes 0.00 cfs of 31.27 cfs potential flow)
L2=Orifice/Grate ( Controls 0.00 cfs)
Page 74 of 111

INMAN SITE Type 1124 -hr 1 -yr Rainfall=2.74"
Prepared by {enter your company name here} Printed 8/5/2019 1:30:04 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 10
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
SubcatchmentDA-1: Runoff Area=569,111 sf 100.00% Impervious Runoff Depth>2.51"
Tc=6.0 min CN=98 Runoff=49.00 cfs 118,916 cf
SubcatchmentDA-2: Runoff Area=308,042 sf 100.00% Impervious Runoff Depth>2.51"
Tc=6.0 min CN=98 Runoff=26.52 cfs 64,366 cf
SubcatchmentDA-3: Runoff Area=616,521 sf 58.74% Impervious Runoff Depth>1.44"
Tc=6.0 min CN=86 Runoff=35.06 cfs 74,002 cf
Pond POI -1: Inflow=0.63 cfs 15,947 cf
Primary=0.63 cfs 15,947 cf
Pond SCM -1: Peak EIev=856.08' Storage=104,050 cf Inflow=49.00 cfs 118,916 cf
Outflow=0.63 cfs 15,947 cf
Pond SCM -2: Peak EIev=855.78' Storage=64,346 cf Inflow=26.52 cfs 64,366 cf
Outflow=0.00 cfs 0 cf
Pond SCM -3: Peak EIev=846.26' Storage=73,969 cf Inflow=35.06 cfs 74,002 cf
Outflow=0.00 cfs 0 cf
Total Runoff Area = 1,493,674 sf Runoff Volume = 257,284 cf Average Runoff Depth = 2.07"
17.03% Pervious = 254,391 sf 82.97% Impervious = 1,239,283 sf
Page 75 of 111

INMAN SITE Type 1124 -hr 1 -yr Rainfall=2.74"
Prepared by {enter your company name here} Printed 8/5/2019 1:30:04 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment DA -1:
Runoff = 49.00 cfs @ 11.96 hrs, Volume= 118,916 cf, Depth> 2.51"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -yr Rainfall=2.74"
Area (sf) CN Description
569,111 98
569,111 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Min. Tc
Summary for Subcatchment DA -2:
Runoff = 26.52 cfs @ 11.96 hrs, Volume= 64,366 cf, Depth> 2.51"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -yr Rainfall=2.74"
Area (sf) CN Description
308,042 98
308,042 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Min. Tc
Summary for Subcatchment DA -3:
Runoff = 35.06 cfs @ 11.97 hrs, Volume= 74,002 cf, Depth> 1.44"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -yr Rainfall=2.74"
Area (sf) CN Description
362,130
98
157,646
68 <50% Grass cover, Poor, HSG A
96,745
72 Dirt roads, HSG A
616,521
86 Weighted Average
254,391
41.26% Pervious Area
362,130
58.74% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Min. Tc
Page 76 of 111

INMAN SITE Type 1124 -hr 1 -yr Rainfall=2.74"
Prepared by {enter your company name here} Printed 8/5/2019 1:30:04 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 12
Summary for Pond P0I-1:
[40] Hint: Not Described (Outflow= Inflow)
Inflow Area = 1,493,674 sf, 82.97% Impervious,
Inflow = 0.63 cfs @ 18.22 hrs, Volume=
Primary = 0.63 cfs @ 18.22 hrs, Volume=
Inflow Depth > 0.13" for 1 -yr event
15,947 cf
15,947 cf, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Summary for Pond SCM -1:
Inflow Area = 569,111 sf,100.00% Impervious, Inflow Depth > 2.51" for 1 -yr event
Inflow = 49.00 cfs @ 11.96 hrs, Volume= 118,916 cf
Outflow = 0.63 cfs @ 18.22 hrs, Volume= 15,947 cf, Atten= 99%, Lag= 375.6 min
Primary = 0.63 cfs @ 18.22 hrs, Volume= 15,947 cf
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 856.08'@ 18.22 hrs Surf.Area= 52,597 sf Storage= 104,050 cf
Plug -Flow detention time= 724.6 min calculated for 15,914 cf (13% of inflow)
Center -of -Mass det. time= 425.1 min ( 1,180.5 - 755.4 )
Volume Invert Avail.Storage Storage Description
#1 854.00' 209,703 cf Custom Stage Data (Prismatic) -fisted below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
854.00 47,249 0 0
856.00 52,372 99,621 99,621
858.00 57,710 110,082 209,703
Device Routing Invert Outlet Devices
#1 Primary 851.00' 24.0" Round Culvert L= 82.0' Ke= 0.500
Inlet/ Outlet Invert= 851.00'/850.00' S=0.0122'/' Cc= 0.900
n=0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf
#2 Device 1 856.00' 24.0" W x 6.0" H Vert. Orifice/Grate X 4.00 C= 0.600
Primary OutFlow Max=0.63 cfs @ 18.22 hrs HW=856.08' (Free Discharge)
Ll =Culvert (Passes 0.63 cfs of 30.57 cfs potential flow)
L2=Orifice/Grate (Orifice Controls 0.63 cfs @ 0.93 fps)
Summary for Pond SCM -2:
Inflow Area = 308,042 sf,100.00% Impervious, Inflow Depth > 2.51" for 1 -yr event
Inflow = 26.52 cfs @ 11.96 hrs, Volume= 64,366 cf
Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100°/x, Lag= 0.0 min
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Page 77 of 111

INMAN SITE Type 1124 -hr 1 -yr Rainfall=2.74"
Prepared by {enter your company name here} Printed 8/5/2019 1:30:04 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 13
Peak Elev= 855.78'@ 24.00 hrs Surf.Area= 38,393 sf Storage= 64,346 cf
Plug -Flow detention time= (not calculated: initial storage exceeds outflow)
Center -of -Mass det. time= (not calculated: no outflow)
Volume Invert Avail.Storage Storage Description
#1 854.00' 156,485 cf Custom Stage Data (Prismatic) -fisted below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
854.00 33,998 0 0
856.00 38,942 72,940 72,940
858.00 44,603 83,545 156,485
Device Routing Invert Outlet Devices
#1 Primary 850.00' 30.0" Round Culvert L= 62.0' Ke= 0.500
Inlet / Outlet Invert= 850.00'/ 849.00' S= 0.0161 T Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 4.91 sf
#2 Device 1 856.00' 24.0" W x 6.0" H Vert. Orifice/Grate X 4.00 C= 0.600
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=854.00' (Free Discharge)
L1=Culvert (Passes 0.00 cfs of 39.19 cfs potential flow)
L2=Orifice/Grate ( Controls 0.00 cfs)
Summary for Pond SCM -3:
Inflow Area = 616,521 sf, 58.74% Impervious, Inflow Depth > 1.44" for 1 -yr event
Inflow = 35.06 cfs @ 11.97 hrs, Volume= 74,002 cf
Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100°/x, Lag= 0.0 min
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 846.26'@ 24.00 hrs Surf.Area= 60,645 sf Storage= 73,969 cf
Plug -Flow detention time= (not calculated: initial storage exceeds outflow)
Center -of -Mass det. time= (not calculated: no outflow)
Volume
Invert Avail.Storage Storage
Description
#1
845.00' 324,105 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area Inc.Store
Cum.Store
(feet)
(sq -ft) (cubic -feet)
(cubic -feet)
845.00
56,507 0
0
846.00
59,762 58,135
58,135
848.00
66,480 126,242
184,377
850.00
73,248 139,728
324,105
Device Routing Invert Outlet Devices
#1 Primary 842.00' 30.0" Round Culvert L= 55.0' Ke= 0.500
Inlet/ Outlet Invert= 842.00'/841.00' S=0.0182'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 4.91 sf
Page 78 of 111

INMAN SITE Type 1124 -hr 1 -yr Rainfall=2.74"
Prepared by {enter your company name here} Printed 8/5/2019 1:30:04 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 14
#2 Device 1 847.00' 24.0" W x 6.0" H Vert. Orifice/Grate X 4.00 C= 0.600
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=845.00' (Free Discharge)
Ll =Culvert (Passes 0.00 cfs of 31.27 cfs potential flow)
L2=Orifice/Grate ( Controls 0.00 cfs)
Page 79 of 111

INMAN SITE Type 1124 -hr 2 -yr Rainfall=3.31 "
Prepared by {enter your company name here} Printed 8/5/2019 1:30:05 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 15
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
SubcatchmentDA-1: Runoff Area=569,111 sf 100.00% Impervious Runoff Depth>3.07"
Tc=6.0 min CN=98 Runoff=59.48 cfs 145,817 cf
SubcatchmentDA-2: Runoff Area=308,042 sf 100.00% Impervious Runoff Depth>3.07"
Tc=6.0 min CN=98 Runoff=32.20 cfs 78,926 cf
SubcatchmentDA-3: Runoff Area=616,521 sf 58.74% Impervious Runoff Depth>1.93"
Tc=6.0 min CN=86 Runoff=46.58 cfs 99,101 cf
Pond POI -1: Inflow=1.91 cfs 46,520 cf
Primary=1.91 cfs 46,520 cf
Pond SCM -1: Peak Elev=856.18' Storage=108,891 cf Inflow=59.48 cfs 145,817 cf
Outflow=1.91 cfs 42,353 cf
Pond SCM -2: Peak EIev=856.05' Storage=74,777 cf Inflow=32.20 cfs 78,926 cf
Outflow=0.27 cfs 4,167 cf
Pond SCM -3: Peak EIev=846.67' Storage=99,059 cf Inflow=46.58 cfs 99,101 cf
Outflow=0.00 cfs 0 cf
Total Runoff Area = 1,493,674 sf Runoff Volume = 323,844 cf Average Runoff Depth = 2.60"
17.03% Pervious = 254,391 sf 82.97% Impervious = 1,239,283 sf
Page 80 of 111

INMAN SITE Type 1124 -hr 2 -yr Rainfall=3.31 "
Prepared by {enter your company name here} Printed 8/5/2019 1:30:05 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment DA -1:
Runoff = 59.48 cfs @ 11.96 hrs, Volume= 145,817 cf, Depth> 3.07"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -yr Rainfall=3.31"
Area (sf) CN Description
569,111 98
569,111 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Min. Tc
Summary for Subcatchment DA -2:
Runoff = 32.20 cfs @ 11.96 hrs, Volume= 78,926 cf, Depth> 3.07"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -yr Rainfall=3.31"
Area (sf) CN Description
308,042 98
308,042 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Min. Tc
Summary for Subcatchment DA -3:
Runoff = 46.58 cfs @ 11.97 hrs, Volume= 99,101 cf, Depth> 1.93"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -yr Rainfall=3.31"
Area (sf) CN Description
362,130
98
157,646
68 <50% Grass cover, Poor, HSG A
96,745
72 Dirt roads, HSG A
616,521
86 Weighted Average
254,391
41.26% Pervious Area
362,130
58.74% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Min. Tc
Page 81 of 111

INMAN SITE Type /124 -hr 2 -yr Rainfall=3.31 "
Prepared by {enter your company name here} Printed 8/5/2019 1:30:05 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 17
Summary for Pond P0I-1:
[40] Hint: Not Described (Outflow= Inflow)
Inflow Area = 1,493,674 sf, 82.97% Impervious, Inflow Depth > 0.37" for 2 -yr event
Inflow = 1.91 cfs @ 13.74 hrs, Volume= 46,520 cf
Primary = 1.91 cfs @ 13.74 hrs, Volume= 46,520 cf, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Summary for Pond SCM -1:
Inflow Area = 569,111 sf,100.00% Impervious, Inflow Depth > 3.07" for 2 -yr event
Inflow = 59.48 cfs @ 11.96 hrs, Volume= 145,817 cf
Outflow = 1.91 cfs @ 13.74 hrs, Volume= 42,353 cf, Atten= 97%, Lag= 106.9 min
Primary = 1.91 cfs @ 13.74 hrs, Volume= 42,353 cf
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 856.18'@ 13.74 hrs Surf.Area= 52,842 sf Storage= 108,891 cf
Plug -Flow detention time= 452.2 min calculated for 42,353 cf (29% of inflow)
Center -of -Mass det. time= 266.4 min ( 1,017.6 - 751.2 )
Volume Invert Avail.Storage Storage Description
#1 854.00' 209,703 cf Custom Stage Data (Prismatic) -fisted below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
854.00 47,249 0 0
856.00 52,372 99,621 99,621
858.00 57,710 110,082 209,703
Device Routing Invert Outlet Devices
#1 Primary 851.00' 24.0" Round Culvert L= 82.0' Ke= 0.500
Inlet/ Outlet Invert= 851.00'/850.00' S=0.0122'/' Cc= 0.900
n=0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf
#2 Device 1 856.00' 24.0" W x 6.0" H Vert. Orifice/Grate X 4.00 C= 0.600
Primary OutFlow Max=1.90 cfs @ 13.74 hrs HW=856.18' (Free Discharge)
Ll =Culvert (Passes 1.90 cfs of 30.91 cfs potential flow)
L2=Orifice/Grate (Orifice Controls 1.90 cfs @ 1.35 fps)
Summary for Pond SCM -2:
Inflow Area = 308,042 sf,100.00% Impervious, Inflow Depth > 3.07" for 2 -yr event
Inflow = 32.20 cfs @ 11.96 hrs, Volume= 78,926 cf
Outflow = 0.27 cfs @ 22.96 hrs, Volume= 4,167 cf, Atten= 99%, Lag= 659.8 min
Primary = 0.27 cfs @ 22.96 hrs, Volume= 4,167 cf
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Page 82 of 111

INMAN SITE Type /124 -hr 2 -yr Rainfall=3.31 "
Prepared by {enter your company name here} Printed 8/5/2019 1:30:05 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 18
Peak Elev= 856.05'@ 22.96 hrs Surf.Area= 39,075 sf Storage= 74,777 cf
Plug -Flow detention time= 1,005.3 min calculated for 4,158 cf (5% of inflow)
Center -of -Mass det. time= 555.5 min ( 1,306.7 - 751.2 )
Volume Invert Avail.Storage Storage Description
#1 854.00' 156,485 cf Custom Stage Data (Prismatic) -fisted below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
854.00 33,998 0 0
856.00 38,942 72,940 72,940
858.00 44,603 83,545 156,485
Device Routing Invert Outlet Devices
#1 Primary 850.00' 30.0" Round Culvert L= 62.0' Ke= 0.500
Inlet / Outlet Invert= 850.00'/ 849.00' S= 0.0161 T Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 4.91 sf
#2 Device 1 856.00' 24.0" W x 6.0" H Vert. Orifice/Grate X 4.00 C= 0.600
Primary OutFlow Max=0.26 cfs @ 22.96 hrs HW=856.05' (Free Discharge)
't--1 =Culvert (Passes 0.26 cfs of 51.77 cfs potential flow)
L2=Orifice/Grate (Orifice Controls 0.26 cfs @ 0.70 fps)
Summary for Pond SCM -3:
Inflow Area = 616,521 sf, 58.74% Impervious, Inflow Depth > 1.93" for 2 -yr event
Inflow = 46.58 cfs @ 11.97 hrs, Volume= 99,101 cf
Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100°/x, Lag= 0.0 min
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 846.67'@ 24.00 hrs Surf.Area= 62,020 sf Storage= 99,059 cf
Plug -Flow detention time= (not calculated: initial storage exceeds outflow)
Center -of -Mass det. time= (not calculated: no outflow)
Volume
Invert Avail.Storage Storage
Description
#1
845.00' 324,105 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area Inc.Store
Cum.Store
(feet)
(sq -ft) (cubic -feet)
(cubic -feet)
845.00
56,507 0
0
846.00
59,762 58,135
58,135
848.00
66,480 126,242
184,377
850.00
73,248 139,728
324,105
Device Routing Invert Outlet Devices
#1 Primary 842.00' 30.0" Round Culvert L= 55.0' Ke= 0.500
Inlet/ Outlet Invert= 842.00'/841.00' S=0.0182'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 4.91 sf
Page 83 of 111

INMAN SITE Type /124 -hr 2 -yr Rainfall=3.31 "
Prepared by {enter your company name here} Printed 8/5/2019 1:30:05 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 19
#2 Device 1 847.00' 24.0" W x 6.0" H Vert. Orifice/Grate X 4.00 C= 0.600
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=845.00' (Free Discharge)
Ll =Culvert (Passes 0.00 cfs of 31.27 cfs potential flow)
L2=Orifice/Grate ( Controls 0.00 cfs)
Page 84 of 111

INMAN SITE Type 1124 -hr 10 -yr Rainfall=4.77"
Prepared by {enter your company name here} Printed 8/5/2019 1:30:05 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 20
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
SubcatchmentDA-1: Runoff Area=569,111 sf 100.00% Impervious Runoff Depth>4.53"
Tc=6.0 min CN=98 Runoff=86.22 cfs 214,839 cf
SubcatchmentDA-2: Runoff Area=308,042 sf 100.00% Impervious Runoff Depth>4.53"
Tc=6.0 min CN=98 Runoff=46.67 cfs 116,285 cf
SubcatchmentDA-3: Runoff Area=616,521 sf 58.74% Impervious Runoff Depth>3.25"
Tc=6.0 min CN=86 Runoff=76.76 cfs 166,955 cf
Pond POI -1: Inflow=13.73 cfs 192,745 cf
Primary=13.73 cfs 192,745 cf
Pond SCM -1: Peak Elev=856.66' Storage=135,038 cf Inflow=86.22 cfs 214,839 cf
Outflow=12.20 cfs 110,353 cf
Pond SCM -2: Peak Elev=856.21' Storage=81,301 cf Inflow=46.67 cfs 116,285 cf
Outflow=2.53 cfs 40,990 cf
Pond SCM -3: Peak Elev=847.15' Storage=129,349 cf Inflow=76.76 cfs 166,955 cf
Outflow=1.56 cfs 41,402 cf
Total Runoff Area = 1,493,674 sf Runoff Volume = 498,079 cf Average Runoff Depth = 4.00"
17.03% Pervious = 254,391 sf 82.97% Impervious = 1,239,283 sf
Page 85 of 111

INMAN SITE Type 11 24 -hr 10 -yr Rainfall=4.77"
Prepared by {enter your company name here} Printed 8/5/2019 1:30:05 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment DA -1:
Runoff = 86.22 cfs @ 11.96 hrs, Volume= 214,839 cf, Depth> 4.53"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -yr Rainfall=4.77"
Area (sf) CN Description
569,111 98
569,111 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Min. Tc
Summary for Subcatchment DA -2:
Runoff = 46.67 cfs @ 11.96 hrs, Volume= 116,285 cf, Depth> 4.53"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -yr Rainfall=4.77"
Area (sf) CN Description
308,042 98
308,042 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Min. Tc
Summary for Subcatchment DA -3:
Runoff = 76.76 cfs @ 11.97 hrs, Volume= 166,955 cf, Depth> 3.25"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -yr Rainfall=4.77"
Area (sf) CN Description
362,130
98
157,646
68 <50% Grass cover, Poor, HSG A
96,745
72 Dirt roads, HSG A
616,521
86 Weighted Average
254,391
41.26% Pervious Area
362,130
58.74% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Min. Tc
Page 86 of 111

INMAN SITE Type 1124 -hr 10 -yr Rainfall=4.77"
Prepared by {enter your company name here} Printed 8/5/2019 1:30:05 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 22
Summary for Pond P0I-1:
[40] Hint: Not Described (Outflow= Inflow)
Inflow Area = 1,493,674 sf, 82.97% Impervious,
Inflow = 13.73 cfs @ 12.39 hrs, Volume=
Primary = 13.73 cfs @ 12.39 hrs, Volume=
Inflow Depth > 1.55" for 10 -yr event
192,745 cf
192,745 cf, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Summary for Pond SCM -1:
Inflow Area = 569,111 sf,100.00% Impervious, Inflow Depth > 4.53" for 10 -yr event
Inflow = 86.22 cfs @ 11.96 hrs, Volume= 214,839 cf
Outflow = 12.20 cfs @ 12.21 hrs, Volume= 110,353 cf, Atten= 86%, Lag= 14.7 min
Primary = 12.20 cfs @ 12.21 hrs, Volume= 110,353 cf
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 856.66'@ 12.21 hrs Surf.Area= 54,147 sf Storage= 135,038 cf
Plug -Flow detention time= 284.3 min calculated for 110,123 cf (51 % of inflow)
Center -of -Mass det. time= 160.3 min ( 904.4 - 744.2 )
Volume Invert Avail.Storage Storage Description
#1 854.00' 209,703 cf Custom Stage Data (Prismatic) -fisted below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
854.00 47,249 0 0
856.00 52,372 99,621 99,621
858.00 57,710 110,082 209,703
Device Routing Invert Outlet Devices
#1 Primary 851.00' 24.0" Round Culvert L= 82.0' Ke= 0.500
Inlet/ Outlet Invert= 851.00'/850.00' S=0.0122'/' Cc= 0.900
n=0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf
#2 Device 1 856.00' 24.0" W x 6.0" H Vert. Orifice/Grate X 4.00 C= 0.600
Primary OutFlow Max=12.20 cfs @ 12.21 hrs HW=856.66' (Free Discharge)
Ll =Culvert (Passes 12.20 cfs of 32.67 cfs potential flow)
L2=Orifice/Grate (Orifice Controls 12.20 cfs @ 3.05 fps)
Summary for Pond SCM -2:
Inflow Area = 308,042 sf,100.00% Impervious, Inflow Depth > 4.53" for 10 -yr event
Inflow = 46.67 cfs @ 11.96 hrs, Volume= 116,285 cf
Outflow = 2.53 cfs @ 12.83 hrs, Volume= 40,990 cf, Atten= 95%, Lag= 52.1 min
Primary = 2.53 cfs @ 12.83 hrs, Volume= 40,990 cf
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Page 87 of 111

INMAN SITE Type 1124 -hr 10 -yr Rainfall=4.77"
Prepared by {enter your company name here} Printed 8/5/2019 1:30:05 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 23
Peak Elev= 856.21'@ 12.83 hrs Surf.Area= 39,545 sf Storage= 81,301 cf
Plug -Flow detention time= 391.2 min calculated for 40,904 cf (35% of inflow)
Center -of -Mass det. time= 223.0 min ( 967.2 - 744.2 )
Volume Invert Avail.Storage Storage Description
#1 854.00' 156,485 cf Custom Stage Data (Prismatic) -fisted below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
854.00 33,998 0 0
856.00 38,942 72,940 72,940
858.00 44,603 83,545 156,485
Device Routing Invert Outlet Devices
#1 Primary 850.00' 30.0" Round Culvert L= 62.0' Ke= 0.500
Inlet / Outlet Invert= 850.00'/ 849.00' S= 0.0161 T Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 4.91 sf
#2 Device 1 856.00' 24.0" W x 6.0" H Vert. Orifice/Grate X 4.00 C= 0.600
Primary OutFlow Max=2.52 cfs @ 12.83 hrs HW=856.21' (Free Discharge)
't--1 =Culvert (Passes 2.52 cfs of 52.65 cfs potential flow)
L2=Orifice/Grate (Orifice Controls 2.52 cfs @ 1.48 fps)
Summary for Pond SCM -3:
Inflow Area =
616,521 sf,
58.74% Impervious,
Inflow Depth > 3.25" for 10 -yr event
Inflow =
76.76 cfs @
11.97 hrs, Volume=
166,955 cf
Outflow =
1.56 cfs @
15.79 hrs, Volume=
41,402 cf, Atten= 98%, Lag= 229.3 min
Primary =
1.56 cfs @
15.79 hrs, Volume=
41,402 cf
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 847.15'@ 15.79 hrs Surf.Area= 63,639 sf Storage= 129,349 cf
Plug -Flow detention time= 439.9 min calculated for 41,402 cf (25% of inflow)
Center -of -Mass det. time= 299.4 min ( 1,101.9 - 802.5 )
Volume
Invert Avail.Storage Storage
Description
#1
845.00' 324,105 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area Inc.Store
Cum.Store
(feet)
(sq -ft) (cubic -feet)
(cubic -feet)
845.00
56,507 0
0
846.00
59,762 58,135
58,135
848.00
66,480 126,242
184,377
850.00
73,248 139,728
324,105
Device Routing Invert Outlet Devices
#1 Primary 842.00' 30.0" Round Culvert L= 55.0' Ke= 0.500
Inlet/ Outlet Invert= 842.00'/841.00' S=0.0182'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 4.91 sf
Page 88 of 111

INMAN SITE Type 1124 -hr 10 -yr Rainfall=4.77"
Prepared by {enter your company name here} Printed 8/5/2019 1:30:05 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 24
#2 Device 1 847.00' 24.0" W x 6.0" H Vert. Orifice/Grate X 4.00 C= 0.600
Primary OutFlow Max=1.55 cfs @ 15.79 hrs HW=847.15' (Free Discharge)
Ll =Culvert (Passes 1.55 cfs of 46.70 cfs potential flow)
L2=Orifice/Grate (Orifice Controls 1.55 cfs @ 1.26 fps)
Page 89 of 111

INMAN SITE Type 1124 -hr 100 -yr Rainfall=7.07"
Prepared by {enter your company name here} Printed 8/5/2019 1:30:05 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 25
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
SubcatchmentDA-1: Runoff Area=569,111 sf 100.00% Impervious Runoff Depth>6.83"
Tc=6.0 min CN=98 Runoff=128.20 cfs 323,709 cf
SubcatchmentDA-2: Runoff Area=308,042 sf 100.00% Impervious Runoff Depth>6.83"
Tc=6.0 min CN=98 Runoff=69.39 cfs 175,214 cf
SubcatchmentDA-3: Runoff Area=616,521 sf 58.74% Impervious Runoff Depth>5.43"
Tc=6.0 min CN=86 Runoff=124.50 cfs 278,871 cf
Pond POI -1: Inflow=49.87 cfs 468,321 cf
Primary=49.87 cfs 468,321 cf
Pond SCM -1: Peak Elev=857.71' Storage=193,148 cf Inflow=128.20 cfs 323,709 cf
Outflow=23.25 cfs 217,746 cf
Pond SCM -2: Peak Elev=856.84' Storage=106,536 cf Inflow=69.39 cfs 175,214 cf
Outflow=14.64 cfs 99,155 cf
Pond SCM -3: Peak Elev=847.69' Storage=164,115 cf Inflow=124.50 cfs 278,871 cf
Outflow=12.63 cfs 151,420 cf
Total Runoff Area = 1,493,674 sf Runoff Volume = 777,794 cf Average Runoff Depth = 6.25"
17.03% Pervious = 254,391 sf 82.97% Impervious = 1,239,283 sf
Page 90 of 111

INMAN SITE Type 1124 -hr 100 -yr Rainfall=7.07"
Prepared by {enter your company name here} Printed 8/5/2019 1:30:05 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 26
Summary for Subcatchment DA -1:
Runoff = 128.20 cfs @ 11.96 hrs, Volume= 323,709 cf, Depth> 6.83"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -yr Rainfall=7.07"
Area (sf) CN Description
569,111 98
569,111 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Min. Tc
Summary for Subcatchment DA -2:
Runoff = 69.39 cfs @ 11.96 hrs, Volume= 175,214 cf, Depth> 6.83"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -yr Rainfall=7.07"
Area (sf) CN Description
308,042 98
308,042 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Min. Tc
Summary for Subcatchment DA -3:
Runoff = 124.50 cfs @ 11.96 hrs, Volume= 278,871 cf, Depth> 5.43"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -yr Rainfall=7.07"
Area (sf) CN Description
362,130
98
157,646
68 <50% Grass cover, Poor, HSG A
96,745
72 Dirt roads, HSG A
616,521
86 Weighted Average
254,391
41.26% Pervious Area
362,130
58.74% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Min. Tc
Page 91 of 111

INMAN SITE Type 1124 -hr 100 -yr Rainfall=7.07"
Prepared by {enter your company name here} Printed 8/5/2019 1:30:05 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 27
Summary for Pond P0I-1:
[40] Hint: Not Described (Outflow= Inflow)
Inflow Area = 1,493,674 sf, 82.97% Impervious, Inflow Depth > 3.76" for 100 -yr event
Inflow = 49.87 cfs @ 12.19 hrs, Volume= 468,321 cf
Primary = 49.87 cfs @ 12.19 hrs, Volume= 468,321 cf, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Summary for Pond SCM -1:
Inflow Area = 569,111 sf,100.00% Impervious, Inflow Depth > 6.83" for 100 -yr event
Inflow = 128.20 cfs @ 11.96 hrs, Volume= 323,709 cf
Outflow = 23.25 cfs @ 12.16 hrs, Volume= 217,746 cf, Atten= 82%, Lag= 11.9 min
Primary = 23.25 cfs @ 12.16 hrs, Volume= 217,746 cf
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 857.71'@ 12.16 hrs Surf.Area= 56,939 sf Storage= 193,148 cf
Plug -Flow detention time= 235.9 min calculated for 217,746 cf (67% of inflow)
Center -of -Mass det. time= 134.2 min ( 872.3 - 738.1 )
Volume Invert Avail.Storage Storage Description
#1 854.00' 209,703 cf Custom Stage Data (Prismatic) -fisted below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
854.00 47,249 0 0
856.00 52,372 99,621 99,621
858.00 57,710 110,082 209,703
Device Routing Invert Outlet Devices
#1 Primary 851.00' 24.0" Round Culvert L= 82.0' Ke= 0.500
Inlet/ Outlet Invert= 851.00'/850.00' S=0.0122'/' Cc= 0.900
n=0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf
#2 Device 1 856.00' 24.0" W x 6.0" H Vert. Orifice/Grate X 4.00 C= 0.600
Primary OutFlow Max=23.23 cfs @ 12.16 hrs HW=857.71' (Free Discharge)
Ll =Culvert (Passes 23.23 cfs of 36.14 cfs potential flow)
L2=Orifice/Grate (Orifice Controls 23.23 cfs @ 5.81 fps)
Summary for Pond SCM -2:
Inflow Area = 308,042 sf,100.00% Impervious, Inflow Depth > 6.83" for 100 -yr event
Inflow = 69.39 cfs @ 11.96 hrs, Volume= 175,214 cf
Outflow = 14.64 cfs @ 12.14 hrs, Volume= 99,155 cf, Atten= 79%, Lag= 10.7 min
Primary = 14.64 cfs @ 12.14 hrs, Volume= 99,155 cf
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Page 92 of 111

INMAN SITE Type 1124 -hr 100 -yr Rainfall=7.07"
Prepared by {enter your company name here} Printed 8/5/2019 1:30:05 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 28
Peak Elev= 856.84'@ 12.14 hrs Surf.Area= 41,312 sf Storage= 106,536 cf
Plug -Flow detention time= 261.5 min calculated for 99,155 cf (57% of inflow)
Center -of -Mass det. time= 143.2 min ( 881.2 - 738.1 )
Volume Invert Avail.Storage Storage Description
#1 854.00' 156,485 cf Custom Stage Data (Prismatic) -fisted below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
854.00 33,998 0 0
856.00 38,942 72,940 72,940
858.00 44,603 83,545 156,485
Device Routing Invert Outlet Devices
#1 Primary 850.00' 30.0" Round Culvert L= 62.0' Ke= 0.500
Inlet / Outlet Invert= 850.00'/ 849.00' S= 0.0161 T Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 4.91 sf
#2 Device 1 856.00' 24.0" W x 6.0" H Vert. Orifice/Grate X 4.00 C= 0.600
Primary OutFlow Max=14.62 cfs @ 12.14 hrs HW=856.84' (Free Discharge)
't--1 =Culvert (Passes 14.62 cfs of 55.86 cfs potential flow)
L2=Orifice/Grate (Orifice Controls 14.62 cfs @ 3.66 fps)
Summary for Pond SCM -3:
Inflow Area =
616,521 sf,
58.74% Impervious,
Inflow Depth > 5.43" for 100 -yr event
Inflow =
124.50 cfs @
11.96 hrs, Volume=
278,871 cf
Outflow =
12.63 cfs @
12.39 hrs, Volume=
151,420 cf, Atten= 90%, Lag= 25.3 min
Primary =
12.63 cfs @
12.39 hrs, Volume=
151,420 cf
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 847.69'@ 12.39 hrs Surf.Area= 65,448 sf Storage= 164,115 cf
Plug -Flow detention time= 245.3 min calculated for 151,420 cf (54% of inflow)
Center -of -Mass det. time= 136.7 min ( 924.8 - 788.1 )
Volume
Invert Avail.Storage Storage
Description
#1
845.00' 324,105 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area Inc.Store
Cum.Store
(feet)
(sq -ft) (cubic -feet)
(cubic -feet)
845.00
56,507 0
0
846.00
59,762 58,135
58,135
848.00
66,480 126,242
184,377
850.00
73,248 139,728
324,105
Device Routing Invert Outlet Devices
#1 Primary 842.00' 30.0" Round Culvert L= 55.0' Ke= 0.500
Inlet/ Outlet Invert= 842.00'/841.00' S=0.0182'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 4.91 sf
Page 93 of 111

INMAN SITE Type 1124 -hr 100 -yr Rainfall=7.07"
Prepared by {enter your company name here} Printed 8/5/2019 1:30:05 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 29
#2 Device 1 847.00' 24.0" W x 6.0" H Vert. Orifice/Grate X 4.00 C= 0.600
Primary OutFlow Max=12.63 cfs @ 12.39 hrs HW=847.69' (Free Discharge)
Ll =Culvert (Passes 12.63 cfs of 49.82 cfs potential flow)
L2=Orifice/Grate (Orifice Controls 12.63 cfs @ 3.16 fps)
Page 94 of 111

CR -1
POI -2
SubCat Reach On Link Routing Diagram for Chimney Rock
Prepared by {enter your company name here}, Printed 8/5/2019
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC
Page 95 of 111

Chimney Rock
Prepared by {enter your company name here} Printed 8/5/2019 1:39:48 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
30.450 62 Row crops, C&T, Good, HSG A (CR -1)
30.450 62 TOTAL AREA
Page 96 of 111

Chimney Rock
Prepared by {enter your company name here} Printed 8/5/2019 1:39:48 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 3
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
30.450
HSG A CR -1
0.000
HSG B
0.000
HSG C
0.000
HSG D
0.000
Other
30.450
TOTAL AREA
Page 97 of 111

Chimney Rock
Prepared by {enter your company name here} Printed 8/5/2019 1:39:48 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 4
Ground Covers (all nodes)
HSG -A HSG -B HSG -C HSG -D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
30.450 0.000 0.000 0.000 0.000 30.450 Row crops, C&T, Good CR -1
30.450 0.000 0.000 0.000 0.000 30.450 TOTAL AREA
Page 98 of 111

Chimney Rock Type 1124 -hr 100 -yr Rainfall=7.07"
Prepared by {enter your company name here} Printed 8/5/2019 1:39:48 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 5
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
SubcatchmentCR-1: RunoffArea=1,326,385 sf 0.00% Impervious Runoff Depth>2.85"
Tc=6.0 min CN=62 Runoff=151.26 cfs 7.228 all
Pond POI -2: Inflow=151.26 cfs 7.228 of
Primary=151.26 cfs 7.228 of
Total Runoff Area = 30.450 ac Runoff Volume = 7.228 of Average Runoff Depth = 2.85"
100.00% Pervious = 30.450 ac 0.00% Impervious = 0.000 ac
Page 99 of 111

Chimney Rock Type 1124 -hr 100 -yr Rainfall=7.07"
Prepared by {enter your company name here} Printed 8/5/2019 1:39:48 PM
HydroCAD® 10.00-25 s/n 02923 © 2019 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment CR -1:
Runoff = 151.26 cfs @ 11.98 hrs, Volume= 7.228 af, Depth> 2.85"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -yr Rainfall=7.07"
Area (sf) CN Description
1,326,385 62 Row crops, C&T, Good, HSG A
1,326,385 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Summary for Pond P0I-2:
[40] Hint: Not Described (Outflow= Inflow)
Inflow Area = 30.450 ac, 0.00% Impervious, Inflow Depth > 2.85" for 100 -yr event
Inflow = 151.26 cfs @ 11.98 hrs, Volume= 7.228 of
Primary = 151.26 cfs @ 11.98 hrs, Volume= 7.228 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Page 100 of 111

APPENDIX A-7
BIORETENTION CELL SUPPLEMENTAL FORM
BIORETENTION OPERATION AND MAINTENANCE
AGREEMENT
Page 101 of 111

II. DESIGN INFORMATION
Permit Number:
Drainage area
(to be provided by DWQ)
ARM
569,111 ft'
SOF W ATFRQ
v
NCDENR
Design rainfall depth
1.0 inch
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items
Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name
Rental Car Facilities Relocation - Inman Road Site
Contact name
Phone number
Date
Drainage area number
DA -1
II. DESIGN INFORMATION
Site Characteristics
Drainage area
569,111 ft'
Impervious area
569,111 ft'
Percent impervious
100.0% %
Design rainfall depth
1.0 inch
Peak Flow Calculations
Is pre/post control of the 1 -yr, 24 -hr peak flow required?
1 -yr, 24 -hr runoff depth
1 -yr, 24 -hr intensity
Pre -development 1 -yr, 24 -hr peak flow
Post -development 1 -yr, 24 -hr peak flow
Pre/Post 1 -yr, 24 -hr peak control
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre -development 1 -yr, 24 -hr runoff
Post -development 1 -yr, 24 -hr runoff
Minimum volume required
Volume provided
Cell Dimensions
Ponding depth of water
Ponding depth of water
Surface area of the top of the bioretention cell
Length:
Width:
-or- Radius
Media and Soils Summary
Drawdown time, ponded volume
Drawdown time, to 24 inches below surface
Drawdown time, total:
In-situ soil:
Soil permeability
Planting media soil:
Soil permeability
Soil composition
% Sand (by volume)
% Fines (by volume)
% Organic (by volume)
Phosphorus Index (P -Index) of media
Form SW401-Bioretention-Rev.8
June 25, 2010
Y (Y or N)
2.51 in
2.74 in/hr
ft3 /sec
0.000 ft3 /sec
0.000 ft3 /sec
45,055.0 ft3
47,249.0 ft3 OK
12 inches OK
1.00 ft
57,710.0 ft2 OK
ft
ft
ft
14 hr Insufficient ponded volume drawdown time.
—hr
14 hr
2.00 in/hr OK
2.00 in/hr OK
88% OK
9% OK
3% OK
Total: 100%
30 (unitless) OK
Page 102 of 111
Parts I and 11. Design Summary, Page 1 of 2

Permit Number:
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation
855.00 fmsl
Type of bioretention cell (answer "Y" to only one of the two following
questions):
0 ft
Is this a grassed cell?
n (Y or N)
Is this a cell with trees/shrubs?
N (Y or N)
Planting elevation (top of the mulch or grass sod layer)
854 fmsl
Depth of mulch
3 inches OK
Bottom of the planting media soil
853.75 fmsl
Planting media depth
0.25 ft
Depth of washed sand below planting media soil
2 ft
Are underdrains being installed?
n (Y or N)
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
0 ft
the bottom of the cell to account for underdrains
Bottom of the cell required
851.75 fmsl
SHWT elevation
fmsl
Distance from bottom to SHWT
851.75 ft OK
Internal Water Storage Zone (IWS)
Does the design include IWS
(Y or N)
Elevation of the top of the upturned elbow
fmsl
Separation of IWS and Surface
854 ft
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
(Y or N)
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
(Y or N)
through a vegetated filter?
What is the length of the vegetated filter?
ft
Does the design use a level spreader to evenly distribute flow?
(Y or N)
Is the BMP located at least 30 feet from surface waters (50 feet if (Y or N)
SA waters)?
Is the BMP localed at least 100 feet from water supply wells? (Y or N)
Are the vegetated side slopes equal to or less than 3:1? y (Y or N) OK
Is the BMP located in a proposed drainage easement with access n (Y or N) Insufficient ROW location
to a public Right of Way (ROW)?
Inlet velocity (from treatment system) ft/sec
Is the area surrounding the cell likely to undergo development in the (Y or N)
future?
Are the slopes draining to the bioretention cell greater than 20%? n (Y or N) OK
Is the drainage area permanently stabilized? (Y or N)
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(8+inches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
Other
Form SW401-Bioretention-Rev.8 Page 103 of 111
June 25, 2010 Parts I and 11. Design Summary, Page 2 of 2

II. DESIGN INFORMATION
Permit Number:
Is pre/post control of the 1 -yr, 24 -hr peak flow required?
Drainage area
(to be provided by DWQ)
ARM
308,042 ft2
SOF W ATFRQ
v
NCDENR
Design rainfall depth
1.0 inch
Pre -development 1 -yr, 24 -hr peak flow
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
Post -development 1 -yr, 24 -hr peak flow
401 CERTIFICATION APPLICATION FORM
Pre/Post 1 -yr, 24 -hr peak control
BIORETENTION CELL SUPPLEMENT
Storage Volume: Non -SA Waters
This form must be filled out, printed and submitted.
The Required Items
Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Volume provided
31,638.0 ft3
Project name
Rental Car Facilities Relocation - Inman Road Site
Contact name
1.5" runoff volume
ft3
Phone number
Pre -development 1 -yr, 24 -hr runoff
ft3
Date
Post -development 1 -yr, 24 -hr runoff
ft3
Drainage area number
DA -2
0 ft3
II. DESIGN INFORMATION
Site Characteristics
Is pre/post control of the 1 -yr, 24 -hr peak flow required?
Drainage area
308,042 ft2
Impervious area
308,042 ft2
Percent impervious
100.0% %
Design rainfall depth
1.0 inch
Peak Flow Calculations
Is pre/post control of the 1 -yr, 24 -hr peak flow required?
Y (Y or N)
1 -yr, 24 -hr runoff depth
2.51 in
1 -yr, 24 -hr intensity
2.74 in/hr
Pre -development 1 -yr, 24 -hr peak flow
ft3 /sec
Post -development 1 -yr, 24 -hr peak flow
0.160 ft3 /sec
Pre/Post 1 -yr, 24 -hr peak control
0.160 ft3 /sec
Storage Volume: Non -SA Waters
Minimum volume required
24,387.0 ft3
Volume provided
31,638.0 ft3
OK
Storage Volume: SA Waters
1.5" runoff volume
ft3
Pre -development 1 -yr, 24 -hr runoff
ft3
Post -development 1 -yr, 24 -hr runoff
ft3
Minimum volume required
0 ft3
Volume provided
ft3
Cell Dimensions
Ponding depth of water
12 inches
OK
Ponding depth of water
1.00 ft
Surface area of the top of the bioretention cell
44,603.0 ft2
OK
Length:
ft
Width:
ft
-or- Radius
ft
Media and Soils Summary
Drawdown time, ponded volume
hr
Drawdown time, to 24 inches below surface
hr
Drawdown time, total:
0 hr
In-situ soil:
Soil permeability
2.00 in/hr
OK
Planting media soil:
Soil permeability
2.00 in/hr
OK
Soil composition
% Sand (by volume)
88%
OK
% Fines (by volume)
9%
OK
% Organic (by volume)
3%
OK
Total:
100%
Phosphorus Index (P -Index) of media
30 (unitless)
OK
Form SW401-Bioretention-Rev.8
June 25, 2010
Page 104 of 111
Parts I and 11. Design Summary, Page 1 of 2

Basin Elevations
Temporary pool elevation
Type of bioretention cell (answer "Y" to only one of the two following
questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation of the top of the upturned elbow
Separation of IWS and Surface
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP localed at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in the
future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(8+inches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
Other
Form SW401-Bioretention-Rev.8
June 25, 2010
855.00 fmsl
n (Y or N)
N (Y or N)
854 fmsl
3 inches OK
853.75 fmsl
0.25 ft
2 f
(Y or N)
Oft
851.75 fmsl
fmsl
851.75 ft
(Y or N)
fmsl
854 ft
(Y or N)
(Y or N)
ft
(Y or N)
(Y or N)
(Y or N)
y (Y or N)
n (Y or N)
ft/sec
(Y or N)
OK
Insufficient ROW location.
n (Y or N) OK
(Y or N)
Permit Number:
(to be provided by DWQ)
Page 105 of 111
Parts I and 11. Design Summary, Page 2 of 2

II. DESIGN INFORMATION
Permit Number:
Is pre/post control of the 1 -yr, 24 -hr peak flow required?
Drainage area
(to be provided by DWQ)
ARM
362,130 ft2
SOF W ATFRQ
v
NCDENR
Design rainfall depth
1.0 inch
Pre -development 1 -yr, 24 -hr peak flow
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
Post -development 1 -yr, 24 -hr peak flow
401 CERTIFICATION APPLICATION FORM
Pre/Post 1 -yr, 24 -hr peak control
BIORETENTION CELL SUPPLEMENT
Storage Volume: Non -SA Waters
This form must be filled out, printed and submitted.
The Required Items
Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Volume provided
56,507.0 ft3
Project name
Rental Car Facilities Relocation - Inman Road Site
Contact name
1.5" runoff volume
ft3
Phone number
Pre -development 1 -yr, 24 -hr runoff
ft3
Date
Post -development 1 -yr, 24 -hr runoff
ft3
Drainage area number
DA -3
0 ft3
II. DESIGN INFORMATION
Site Characteristics
Is pre/post control of the 1 -yr, 24 -hr peak flow required?
Drainage area
616,521 ft2
Impervious area
362,130 ft2
Percent impervious
58.7% %
Design rainfall depth
1.0 inch
Peak Flow Calculations
Is pre/post control of the 1 -yr, 24 -hr peak flow required?
Y (Y or N)
1 -yr, 24 -hr runoff depth
1.44 in
1 -yr, 24 -hr intensity
2.74 in/hr
Pre -development 1 -yr, 24 -hr peak flow
ft3 /sec
Post -development 1 -yr, 24 -hr peak flow
0.000 ft3 /sec
Pre/Post 1 -yr, 24 -hr peak control
0.000 ft3 /sec
Storage Volume: Non -SA Waters
Minimum volume required
48,808.0 ft3
Volume provided
56,507.0 ft3
OK
Storage Volume: SA Waters
1.5" runoff volume
ft3
Pre -development 1 -yr, 24 -hr runoff
ft3
Post -development 1 -yr, 24 -hr runoff
ft3
Minimum volume required
0 ft3
Volume provided
ft3
Cell Dimensions
Ponding depth of water
12 inches
OK
Ponding depth of water
1.00 ft
Surface area of the top of the bioretention cell
73,248.0 ft2
OK
Length:
ft
Width:
ft
-or- Radius
ft
Media and Soils Summary
Drawdown time, ponded volume
hr
Drawdown time, to 24 inches below surface
hr
Drawdown time, total:
0 hr
In-situ soil:
Soil permeability
2.00 in/hr
OK
Planting media soil:
Soil permeability
2.00 in/hr
OK
Soil composition
% Sand (by volume)
88%
OK
% Fines (by volume)
9%
OK
% Organic (by volume)
3%
OK
Total:
100%
Phosphorus Index (P -Index) of media
30 (unitless)
OK
Form SW401-Bioretention-Rev.8
June 25, 2010
Page 106 of 111
Parts I and 11. Design Summary, Page 1 of 2

Basin Elevations
Temporary pool elevation
Type of bioretention cell (answer "Y" to only one of the two following
questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation of the top of the upturned elbow
Separation of IWS and Surface
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP localed at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in the
future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(8+inches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
Other
Form SW401-Bioretention-Rev.8
June 25, 2010
846.26 fmsl
n (Y or N)
N (Y or N)
845 fmsl
3 inches OK
844.75 fmsl
0.25 ft
2 f
(Y or N)
Oft
842.75 fmsl
fmsl
842.75 ft
(Y or N)
fmsl
845 ft
(Y or N)
(Y or N)
ft
(Y or N)
(Y or N)
(Y or N)
y (Y or N)
n (Y or N)
ft/sec
(Y or N)
OK
Insufficient ROW location.
n (Y or N) OK
(Y or N)
Permit Number:
(to be provided by DWQ)
Page 107 of 111
Parts I and 11. Design Summary, Page 2 of 2

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Bioretention Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important operation and maintenance procedures:
— Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
— Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
— Heavy equipment will NEVER be driven over the bioretention cell.
— Special care will be taken to prevent sediment from entering the bioretention cell.
— Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblems:
How I will remediate theproblem:
The entire BMP
Trash/debris is present.
Remove the trash/ debris.
The perimeter of the
Areas of bare soil and/or
Regrade the soil if necessary to
bioretention cell
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
The inlet device: pipe,
The pipe is clogged (if
Unclog the pipe. Dispose of the
stone verge or swale
applicable).
sediment off-site.
The pipe is cracked or
Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the
Regrade the swale if necessary to
swale (if applicable).
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or
Remove sediment and clogged
covered in sediment (if
stone and replace with clean stone.
applicable).
Form SW401-Bioretention O&M-Rev.3 Page 1 of 4
Page 108 of 111

BMP element:
Potentialproblems:
How I will remediate theproblem:
The pretreatment area
Flow is bypassing
Regrade if necessary to route all
pretreatment area and/or
flow to the pretreatment area.
gullies have formed.
Restabilize the area after grading.
Sediment has accumulated to
Search for the source of the
a depth greater than three
sediment and remedy the problem if
inches.
possible. Remove the sediment and
restabilize the pretreatment area.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand.
The bioretention cell:
Best professional practices
Prune according to best professional
vegetation
show that pruning is needed
practices.
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Tree stakes/wires are present
Remove tree stake/wires (which
six months after planting.
can kill the tree if not removed).
The bioretention cell:
Mulch is breaking down or
Spot mulch if there are only random
soils and mulch
has floated away.
void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Soils and/or mulch are
Determine the extent of the clogging
clogged with sediment.
- remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off-site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
possible.
An annual soil test shows that
Dolomitic lime shall be applied as
pH has dropped or heavy
recommended per the soil test and
metals have accumulated in
toxic soils shall be removed,
the soil media.
disposed of properly and replaced
with new planting media.
Form SW401-Bioretention O&M-Rev.3 Page 2 of 4
Page 109 of 111

BMP element:
Potentialproblems:
How I will remediate the problem:
The underdrain system
Clogging has occurred.
Wash out the underdrain system.
(if applicable)
The drop inlet
Clogging has occurred.
Clean out the drop inlet. Dispose of
the sediment off-site.
The drop inlet is damaged
Repair or replace the drop inlet.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
Quality 401 Oversight Unit at 919 -
outlet.
733-1786.
Form SW401-Bioretention O&M-Rev.3 Page 3 of 4
Page 110 of 111

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:
BMP drainage area number:
Print name:
Title:
Address:
Phone:
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, , a Notary Public for the State of
County of , do hereby certify that
personally appeared before me this
day of , and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires
Form SW401-Bioretention I&M-Rev. 2
Page 4 of 4
Page 111 of 111