20090430 Ver 1_More Info Received_20100126

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ft V V
WDICKSON
community infrastructure consultants
January 26, 2010
Ms. Cyndi Karoly
Division of Water Quality
401 Wetlands Unit
2321 Crabtree Blvd., Suite 250
Raleigh, NC 27604
D ? -o4.?D
RE: Response to December 23, 2009 NCDWQ Comments on Johnston County Airport Runway
Safety Area and Corporate Area Development Stormwater Plan (DWQ Project #09-0430)
Dear Ms. Karoly:
Attached to this letter are an updated BMP plan sheets and stormwater design report in support of the
Application for Individual 401 Water Quality Certification. This supporting information addresses
DWQ comments received on December 30, 2009; specifically related to the BMP design of the
proposed BMP grass swales. Included in the design report are updated DWQ supplemental forms to
support the design of the grass swales and filter strip. The report includes an unsigned copy of the
O&M agreement which is in the process of being signed. We anticipate forwarding the signed copy of
agreement to you in the next week.
The revised stormwater plan reflects changes to the design of the grass swales based on a revised 10-
year storm intensity and changes to the Manning's "n" values consistent with USACE published data
and direction from Ms. Annette Lucas of your office. The plans now reflect retrofit improvements to
two additional grass swales from what was previously submitted. In addition, the plan includes the
use of existing Swale #7 as a BMP.
am hopeful that these plans and report will satisfy your comments. Please contact me if you have
any questions regarding this submittal ([e-mail]). Thank you for your prompt
attention to this important aviation project.
Sincerely,
K. Dickson & Co., Inc.
v
Daniel Ingram
Project Scientist
cc: Thomas Brown, USACE
Ray Blackmon, Johnston County Airport
Carroll Triplett, WK Dickson
Chastity N. Clark, NCDOA
Project file, 80324.00.CA
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STORMWATER DESIGN REPORT
CORPORATE AREA
C
AT
JOHNSTON COUNTY AIRPORT
SMITHFIELD, NORTH CAROLINA
Prepared for
Johnston County Airport
80324.00.CA
Prepared by
W WI<
WDICKSON
community infrastructure consultants
•
720 Corporate Center Drive, Raleigh, NC
January 2010

•
•
•
Table of Contents
1. Introduction ................................................
1.1. Project Description ...............................
1.2. Stormwater Design Requirements .........
............................................................. 1-1
............................................................. 1-1
............................................................. 1-3
2. Mapping .............................................................................................................................. 2-1
2.1. USGS Map ................................................................................................................... 2-1
2.2. Soil Survey Map ............................................................................................................2-2
2.3. FEMA FIRM .................................................................................................................. 2-3
2.4. Aerial Photo .................................................................................................................2-4
3. Water Quality ..................................................................................................................... 3-1
3.1. Pollutant Removal Credits ............................................................................................. 3-2
3.2. Major Design Elements ................................................................................................. 3-2
3.3. Proposed Water Quality BMPs ...................................................................................... 3-3
3.4. TSS Calculations ........................................................................................................... 3-6
3.5. NCDWQ Supplemental and Certification Forms ........................................................... 3-8
3.6. Nitrogen Calculations ................................................................................................... 3-8
4. Water Quantity ................................................................................................................... 4-1
4.1. Methodology ................................................................................................................ 4-1
4.2. NRCS Curve Numbers ..................................................................................................4-1
4.3. Time of Concentrations ................................................................................................ 4-2
4.4. Drainage Basins ............................................................................................................4-2
4.5. Proposed Dry Pond Improvements and Results ............................................................. 4-2
5. Culvert Design .....................................................................................................................5-1
5.1. Hydrology .....................................................................................................................5-1
5.2. Hydraulic Modeling ...................................................................................................... 5-1
5.3. Outlet Protection at Culvert .......................................................................................... 5-2
Appendices
Appendix A - Overview Map
Appendix B - Soils Data
Appendix C - FEMA Firmette
Appendix D - BMP Overview Map
Appendix E - Photo Log
Appendix F - Grass Swale Performance, Manning's "n' Calculations, and TSS and
Nitrogen Loadings
Appendix G - DWQ Supplemental Forms and Checklists
Appendix H - Pre/Post Calculations for Water Quantity Analysis
Appendix I - Hydraflow Model Results
Appendix I - HEC-RAS Output
Appendix K - Riffle Grade Control Outlet Protection Calculation
ionnston County Airport Stormwater Design
Corporate Area Development and Extended Runway Safety Area Projects
WK Dickson & Co., Inc.
• Section 1.0
Introduction
•
0 Johnston County Airport Stormwater Design
This report supports the design of the best management practices (BMPs) that are needed to bring
the Johnston County Airport into compliance with Johnston County and the State of North Carolina
Department of Water Quality (NCDWQ) regulatory requirements for new development. As shown
in Appendix A, the airport is proposing two onsite projects as part of this development. The first
project will increase the length of the existing runway safety area and the second project is the
Corporate Area Development. It is anticipated that the Extended Runway Safety Area project will
be built in the next couple years and the Corporate Area Development project will be built in 5 to
10 year from now. Also included with this report are a set of separately attached design plans that
show the proposed projects and the BMPs needed for regulatory compliance. This report also
supports the design of the erosion control measures shown in the separately attached plans.
The Johnston County Airport is located in the Neuse River Basin which is a nutrient-sensitive
watershed and therefore subject to meeting the County's regulatory requirements for nutrient
export. The airport is classified with an industrial landuse and therefore new development must
meet National Pollution Discharge Elimination System (NPDES) Phase 1 stormwater requirements.
As enforced by NCDWQ, one of these NPDES requirements is to reduce total suspended solids
(TSS) for new development by 85 percent by implementing BMPs. Because of the proximity of the
seasonal high water table near the proposed Corporate Area Development project, installing onsite
BMPs became problematic. For this reason, the water quality requirements for the Corporate Area
Development project will be met by retrofitting BMPs in offsite existing grass swales and grass filter
strips that currently collect and filter runoff from impervious taxiway and runway impervious areas.
These offsite areas are all located on airport property and within the same watershed as the
upstream development.
Studies have shown that standing bodies of water such as wet ponds or extended detention
wetlands improve the waterfowl habitat. Reducing the potential for a bird strike is directly related
to limiting standing water on or adjacent to an airport. For this reason, grass swales and a grass
filter strip were chosen to limit the time that water ponds following a storm, and therefore limits
potential for bird strikes. The County requirement for reducing the post project 1-year peak flow to
at or below the pre-project conditions will be met by constructing a dry pond located downstream
of the existing runway (see Appendix A).
1.1 Project Description
The Corporate Area Development and Extended Runway Safety Area project are two independent
projects that drain to two different subwatersheds. As shown in Appendix A, the Corporate Area
Development Project is located adjacent to the main terminal area, and the Extended Runway
Safety Area Project is located at the northern side of the existing runway. Approximately 14.6
acres of new impervious areas are proposed with the Corporate Area Development project and no
Corporate Area Development and Extended Runway Safety Area Projects
WK Dickson & Co., Inc.
1-1
• Section 1.0
Introduction
new impervious areas are proposed for the Extended Runway Safety Area project. A further
description of the project follows:
Corporate Area Development Project: This is a multi-phased project that will result in a
predominantly impervious site made up of a large concrete apron with hangars to house airplanes.
The following is a more detailed description of the two phases that will make up this project:
• Phase 1 - As shown on Sheet C-8 and C9 of the plans, initial clearing and grading will occur
in Phase 1 of the project. This will include four open grass lined swales that collect
stormwater and direct runoff to a series of temporary sediment traps being proposed for
erosion control. No new impervious areas or a local are proposed as part of this phase of
the project.
• Phase 2 - The second phase of the project will include final grading and installation of the
apron and hangars. This phase of the project will include a closed drainage system that
collects stormwater runoff, an offsite dry pond that attenuates peak flows, and a series of
offsite filter strips and grass swales that treat water quality. Because of the relatively high
groundwater elevations near the Corporate Area Development area, constructing a dry
pond or bioretention pond became difficult without raising the site by approximately 5 feet.
• For this reason, an offsite dry detention pond and series of water quality treatment grass
swales and grass filter strips have been proposed in other areas of the airport property.
Extended Runway Safety Area: The existing grass safety area north of the runway will be extended
approximately 700 linear feet over Reedy Creek. This project will include installing 620 linear feet
of triple 10 feet by 7 feet reinforced concrete box culverts (RCBCs) at Reedy Creek. A more
detailed description of the proposed culvert design is provided later in this report. This reach of
Reedy Creek is not a FEMA identified stream and therefore a submittal to FEMA will not be
required.
•
Johnston County Airport Stormwater Design
Corporate Area Development and Extended Runway Safety Area Projects 1-2
WK Dickson & Co., Inc.
• Section 1.0
Introduction
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1.2 Stormwater Design Requirements
The Johnston County Airport is located in the Neuse River Basin and as a result is subject to both
State and local regulatory requirements for stormwater. The proposed project will be subject to
following water quality and quantity requirements:
• TSS: Because the airport has an industrial landuse classification the proposed project will
need to remove 85% TSS to meet NCDWQ NPDES Phase 1 stormwater requirements.
• Total Nitrogen, N: The Johnston County airport is located in the Neuse River Basin which is
classified as Nutrient Sensitive Waters (NSW). The overall Neuse NSW Strategy, calls for
each major source to reduce its nitrogen pollution by 30%. Although this is a State
requirement the program is administered locally by Johnston County. The project will be
required to reduce nitrogen loadings down to 8.0 Ibs/ac/year to qualify for the buy-down
program or reduce nitrogen loadings down to 3.6 lb/ac/year to meet Johnston County
requirements for water quality. If a loading rate of 3.6 lb/ac/year is not achieved through
the use of BMPs the airport may elect to pay into a mitigation bank to offset the impacts of
the project.
Corporate Area Development and Extended Runway Safety Area Projects
WK Dickson & Co., Inc.
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• Section 1.0
Introduction
• Attenuation for 1-Year, 24-hour Storm: Reduce post project peak flows for the 1-year
frequency 24-hour duration storm to at or below the pre-project peak flow. This is a
Johnston County requirement for water quantity.
• Attenuation for the 10- and 25-Year, 24-hour Storms: Reduce post project peak flows for the
10- and 25-year frequency 24-hour duration storms so there is less than a 10% increase to
pre-project conditions flows. Detention or a waiver will be required from the Johnston
County stormwater administrator if peak flows exceed pre-project flows by more than 10%.
This is a Johnston County requirement for water quantity.
•
.7
Johnston County Airport Stormwater Design
Corporate Area Development and Extended Runway Safety Area Projects 1-4
WK Dickson & Co., Inc.
• Section 2.0
Mapping
•
This section shows some of the available mapping of the site including a USGS map, an NRCS soil
map, a FEMA Flood Insurance Rate Map (FIRM), and an aerial photograph showing existing
conditions landuse.
2.1 USGS Map:
the Discharge flows into Reedy Branch, then in a westerly direction to Swift Creek. The project
coordinates are 35°32'27"N, 78°23'31 "W.
Figure 2: USGS Topographic Quadrangle (Saluda South)
•
Johnston County Airport Stormwater Design
Corporate Area Development and Extended Runway Safety Area Projects 2-1
WK Dickson & Co., Inc.
• Section 2.0
Mapping
•
2.2 Soil Survey Map
The soils found on the site have a NRCS hydrologic soil group of B to D. The following map shows
the distribution of the soils over the project area. See Appendix B for more detailed soil
descriptions.
Figure 3: NRCS Hydrologic Soil Groups
0 Johnston County Airport Stormwater Design
Corporate Area Development and Extended Runway Safety Area Projects 2.2
WK Dickson & Co., Inc.
? 0
•
Section 2.0
Mapping
2.3 FEMA FIRM
Figure 4 shows the FEMA Flood Insurance Rate Map (FIRM) panel 3720168500J dated December
5, 2005 which includes the effective 100-year floodplains near the Johnston County Airport. A
firmette is provided in Appendix C. As shown in Figure 4 the project is not on a FEMA identified
stream and therefore a Conditional Letter of Map Revision will not be required as part of this
project.
is Johnston County Airport Stormwater Design
Corporate Area Development and Extended Runway Safety Area Projects 2.3
WK Dickson & Co., Inc.
Section 2.0
Mapping
2.4 Aerial Photo
The exhibit below shows the location of the airport on an aerial photo, courtesy of Google Earth.
The project coordinates are 35°32'27"N, 78°23'31 "W.
•
• Johnston County Airport Stormwater Design
Corporate Area Development and Extended Runway Safety Area Projects 2.4
WK Dickson & Co., Inc.
Figure 5: Existing Conditions Land Use
• Section 3.0
Water Quality
The Corporate Area Development project will include installation of 14.6 acres of new impervious
areas and therefore BMPs will be needed to address water quality requirements for both Johnston
County and NCDWQ. Appendix D shows an overview map of the BMPs proposed for this project.
Because of the proximity of the seasonal high water table at the Corporate Area Development
project area, the design approach for addressing regulatory requirements for water quality is to
perform treatment "offsite".
The impervious areas of
the runway and taxiway
are currently filtering
stormwater runoff through
grass filter strips and grass
swales prior to entering
the downstream open
drainage systems. In
many cases these existing
filter strips and swales
meet design requirements
as outlined in the
NCDWQ Best
Management Practices
Manual dated July 2007
(see Appendix E). Where
the swales or filter strips
are meeting current design Photo 1: Grass Buffers at Taxiway
standards the airport will secure permanent drainage easements to ensure that the swales or filter
strips will be in place to treat water quality in the future. In several cases the swales do not meet
NCDWQ design requirements and will require retrofit improvements. Adjustments to the slope or
width of the grass swales will bring these BMPs into compliance with the design requirements
found in the NCDWQ BMP manual. As shown in this report the treatment of these "offsite" areas
will exceed the minimum Nitrogen and TSS reduction requirements for the Corporate Area
Development project.
With the construction of 14.6 acres of new impervious area, the Corporate Area Development
project will be subject to reducing both TSS and nitrogen with a series of BMPs. This section of the
report documents the design of the BMPs and shows that both Johnston County and NCDWQ
requirements are being met for nitrogen and TSS export. Because the Extended Runway Safety
Area does not involve the installation of impervious areas there are no TSS or nitrogen removal
Johnston County Airport Stormwater Design Project Page 3-1
Corporate Area Development and Extended Runway Safety Area Projects
WK Dickson & Co., Inc.
Section 3.0
Water Quality
requirements for this project. No specific water quality BMPs are proposed as part of Extended
Runway Safety Area project.
3.1 Pollutant Removal Credits
The following pollutant removal credits were assumed in the design of the BMPs shown in this
report and separately attached plans. This information was taken directly out of the 2007 NCDWQ
BMP manual for a grass swale:
• Grass Swales: 35% for pollutant removal credit TSS
• Grass Swales: 20% for pollutant removal credit Nitrogen
• Filter Strips: 25% for pollutant removal credit TSS
• Filter Strips: 20% for pollutant removal credit Nitrogen
The majority of the BMPs proposed for water quality treatment are in series. The runoff from the
upper grass filter strip and swales will be retreated by downstream grass swales. For the purposes
of quantifying pollutant removal benefits, it was assumed that a maximum of two BMPs were in
series. This is consistent with guidelines found in NCDWQ design manual.
3.2 Design of Retrofit BMP Swales and Grass Filter
The following criteria were used in the design of the BMPs shown in this report and separately
attached plans. The BMPs consist of securing recorded drainage easements around existing grass
swales and filter strip that are already in compliance with DWQ design requirements and making
retrofit improvements to those swales that do not meet minimum design requirements. The
evaluation of meeting DWQ minimum design requirements is based on the following information
taken directly out of the Major Design Elements of the 2007 NCDWQ BMP manual:
1. Grass Swales:
• BMPs will be recorded in a drainage easement.
• Peak runoff for a 10-year storm shall not erode Swale.
• Swales shall convey the design discharge while maintaining a 0.5-foot freeboard and
without exceeding the maximum permissible velocity. The maximum velocity shall be
1 foot/second for the 10-year, 24-hour storm.
• Side slopes shall be no steeper than 5:1.
• A maintenance agreement is provided.
• Swale lengths are a minimum of 150 feet.
• Swales shall have a 1-foot minimum distance from the bottom of the swale to the
seasonal high water table (SHWT).
Johnston County Airport Stormwater Design Project Page 3-2
Corporate Area Development and Extended Runway Safety Area Projects
WK Dickson & Co., Inc.
• Section 3.0
Water Quality
2. Filter Strips:
• BMPs will be recorded in a drainage easement.
• A distribution device shall be used to provide even distribution of runoff across the
BMP.
• Filter strips must be densely vegetated.
• The length and width of a filter strip shall be in accordance with the requirements of the
applicable stormwater regulatory program.
• Sustained sheet flow is required, typically through the use of a concrete level spreader.
3.3 Proposed Water Quality BMPs
The following is a description of each of the BMPs shown in Appendix D that bring the project into
compliance for water quality:
•
retrofit changes
will reduce
velocity below 1.0
ft/sec.
• Grass Swale #4: The
existing grass
Swale meets all
effectively reduces
the flow in the
Swale from 36.4
cfs to 12.1 cfs.
This proposed
Grass Swales #1A and 113: The existing grass swale meets all NCDWQ design requirements
for a BMP grass swale. No modifications to the existing conditions swale geometry or
slope are proposed as part of this BMP.
Grass Swale #2: The existing grass swale meets all NCDWQ design requirements for a BMP
grass swale. No modifications to the existing conditions swale geometry or slope are
proposed as part of this BMP.
Grass Swale #3: The existing grass swale exceeds minimum NCDWQ design requirements
for velocity. The existing swale geometry will be modified to reflect a triple chambered
grass swales each
with a bottom
width of 3 feet and
side slopes of
20:1. This
Johnston County Airport Stormy Photo 2: Grass Swale and Buffers at Taxiway
Corporate Area Development aim txtenueu rwiiwdy 3aiery area rroiects
WK Dickson & Co., Inc.
•
Section 3.0
Water Quality
NCDWQ design requirements for a BMP grass swale. No modifications to the existing
conditions swale geometry or slope are proposed as part of this BMP.
• Grass Swale #5: The existing grass swale exceeds minimum NCDWQ design requirements
for velocity. The existing swale geometry will be modified to reflect a twin chambered
grass swales each with a bottom width of 3 feet and side slopes of 10:1. This effectively
reduces the flow in the swale from 28.8 cfs to 14.4 cfs. This proposed retrofit changes
will reduce velocity below 1.0 ft/sec.
• Grass Swales #6A through 61: The existing grass Swale meets all NCDWQ design
requirements for a BMP grass Swale. No modifications to the existing conditions swale
geometry or slope are proposed as part of this BMP.
• Grass Swales #6J and 6K: The existing grass swale exceeds minimum NCDWQ design
requirements for velocity. The existing swale geometry will be modified to have a bottom
width of 3 feet and side slopes of 20:1. In addition, the bottom slope of the existing Swale
will be flattened from 0.01 ft/ft to 0.005 ft/ft. These changes will result in a 10-year velocity
below 1.0 ft/sec for the proposed conditions.
• Filter Strip #1: The existing
filter strip meets all
•
NCDWQ design
requirements for a BMP
grass Swale. The existing
asphalt taxiway has a
hardened edge that causes -
surface runoff to sheet flow
into the adjacent grassed... ;, .
areas 68 feet prior to the r_ «-
entrance into the filter strip
contained in the BMP
easement area. There are 9
4 4-
no signs of concentrated '`
flow in the existing grassed
areas adjacent to the taxiway
or in the grassed areas Swale #4 & Filter Strip #1- u/s side (looking d/s)?
adjacent to the filter strip. For these reasons, a designed level spreader is not needed to
create sheet flow into the adjacent grassed areas. The filter strip adjacent to Swale #4 has a
length of 630 feet and 1.28 acres of impervious area (21 % of the total drainage area). The
minimum length of the filter strip based on 13 linear feet per cfs of flow is 36 feet. The
provided length of the grass filter strip is 630 feet. The preferred cross slope on a grass filter
strip is 5%. The existing cross slope is approximately 3.7%. The provided width is 60 feet
Johnston County Airport Stormwater Design Project Page 3-4
Corporate Area Development and Extended Runway Safety Area Projects
WK Dickson & Co., Inc.
• Section 3.0
Water Quality
which exceeds the minimum design width of 50 feet. As shown in this report the filter strip
exceeds minimum design requirements for a grass filter strip.

The following table summarizes the performance of the existing BMP grass swales being used for
water quality treatment:
Table 1: Summary of Existing Conditions Grass Swale BMP Design Performance
Swale
No. 10-Year
Peak Flow Allowable
Velocity 10-Year
Velocity Length Side
Slopes Clearance to
SHWT Freeboard
(cfs) (ft/sec) (ft/sec) (ft) Oft) (ft) (ft)
1 A 5 1.0 0.71 400 13 >60 0.5
1 B 8.8 1.0 0.89 260 >25 >60 0.5
2 14.1 1.0 0.91 740 8 >60 0.5
3 41.5 1.0 2.53 690 7 >46 0.5
4A 5.8 1.0 0.84 530 9 26 0.5
4B 5.8 1.0 0.59 530 10 26 0.5
5 48.6 1.0 1.41 1300 5 17 0.5
6A 5.2 1.0 0.58 718 13 >38 0.5
6B 2.9 1.0 0.50 297 13 >38 0.5
6C 13.8 1.0 0.84 1404 13 >27 0.5
6D 2.9 1.0 0.50 298 13 38 0.5
6E 3.4 1.0 0.52 349 13 >38 0.5
6F 2.9 1.0 0.50 299 13 >38 0.5
6G 2.5 1.0 0.48 251 13 >38 0.5
6H 3 1.0 0.50 301 13 >38 0.5
61 1.9 1.0 0.61 197 11 >38 0.5
6J 10 1.0 1.07 1022 11 45 0.5
6K 9 1.0 1.04 931 11 45 0.5
7A 4.0 1.0 0.65 285 10 > 18 0.5
7B 3.6 1.0 0.64 204 12 >18 0.5
7C 3.7 1.0 0.64 202 12 >18 0.5
7D 8.6 1.0 0.71 206 15 >18 0.5
""'•• "•• • '.-°o?.??a? E, vvaia La C. DU iiiuil,dLUS lndl Inlmmum aesign requirements for a grass swale UMI were
not met.
Appendix F includes a detailed summary of the hydraulic performance of the existing and
proposed grass swales. An in-house spreadsheet shown in Appendix F was developed to evaluate
the hydraulic performance of the existing grass swales. This spreadsheet is based on flows
calculated using the Rational Method and velocities and depths calculated using Dodson's
computer software program Hydrocalc Hydraulics. Manning's "n" values found in this spreadsheet
were developed using the USACE Report EM 1110-2-1601 for grass lined channels. Manning's "n"
values for the shallow and flat channels were assumed to have a maximum value of 0.10 per the
direction of DWQ staff. As shown in the hydraulic performance spreadsheet the requirement for
Johnston County Airport Stormwater Design Project Page 3-5
Corporate Area Development and Extended Runway Safety Area Projects
WK Dickson & Co., Inc.
• Section 3.0
Water Quality
maintaining a 10-year swale velocity less than 1.0 feet per second has not been achieved in swales
3, #5, #6J and 6K. For these four swales (#3, #5, #6J and 6K) the channel slopes were reduced,
the bottom width adjusted or the side slopes reduced in order to bring the swale into compliance
with DWQ design requirements. Appendix F shows that all four of the proposed swales now have
10-year velocities less than 1.0 foot/second and are now in compliance with DWQ design
requirements.
A licensed soil scientist from WK Dickson collected seasonal high water table information for the
swales on November 3, 2009. Borings were taken with a hand auger to a depth of 60 inches at the
existing swale locations as shown in Appendix D. Table 1 includes a summary of the depths of the
seasonal high water table for each of the swales proposed to be used as a BMP. As shown in Table
1, with the exception of grass swales #3, #5, #6J, 4B and #5, all of the existing grass swales meet
all of the major NCDWQ design elements.
3.4 TSS Calculations
For the purposes of showing that the project is in compliance with NCDWQ design requirements
for TSS an existing loading rate for the Corporate Area Development site was calculated based on
the overall site drainage area and percent impervious. The proposed Corporate Area Development
• project annual loading rate is based on the landuse shown in the following table:
Table 2: Proposed Landuse at Corporate Area Development PrniPrt
Landuse Classification Area (acres)
Buildings 3.0
Grass 4.1
Pavement 11.6
Woods 0.0
i otai urainage Area = 18.7 acres
The weighted percent impervious for the site is approximately 78%. Grass swales and filter strips
have relatively low efficiency rates for the removal of TSS and nitrogen. For this reason a larger
offsite area of imperviousness will need to be treated to offset the lack of onsite treatment for
Corporate Area Development area. As shown in Appendix D the existing runways and taxiways
were targeted as the ideal locations to establish the offsite BMPs needed to bring the project into
compliance with regulatory requirements. Individual drainage areas and percent impervious for
each of the grass swales and filter strips was calculated in GIS and directly input into the in-house
spreadsheet shown in Appendix F. Loading rates at the grass swales and filter strips were
calculated based on the Schueler Simple Method as similarly described for the proposed conditions
Corporate Area Development area. TSS removal amounts were next calculated based on a 35%
removal rate.
Johnston County Airport Stormwater Design Project Page 3-6
Corporate Area Development and Extended Runway Safety Area Projects
WK Dickson & Co., Inc.
• Section 3.0
Water Quality
There are numerous grass swales located throughout the airport property. For the purposes of
satisfying nutrient removal requirements for the proposed project, seven (7) swales were identified
and calculations performed on these swales. The grass swale BMPs range from 260 feet to over
5000 feet in length. Each of the six major grass swales was broken down in smaller segments for
the purposes of calculating nutrient removal loadings (see Appendix F). A length of 150 feet was
assumed for the minimum length of a grass swale BMP. It was assumed that retreatment could
only occur once. In other words, the TSS load that bypasses Swale #3 - segment #1 can only be
retreated at the next adjacent 150 foot long segment of Swale #3.
An in-house spreadsheet was developed (see Appendix F) that shows the proposed annual loading
for the Corporate Area Development area to be 6827 lbs. The proposed BMPs are required to
remove 85% of this loading which totals 5803 lbs. This loading for TSS was calculated using the
Schueler Simple Method along with an assumed correction factor of 0.90, an annual rainfall
amount of 47.4 inches, and a 54.5 mg/I flow-weighted mean concentration for TSS in an urban
watershed.
L = [(P)(P )(R' )12](C)(A)(2.72)
Schueler Simple Method Equation:
• As shown in Table 3 and Appendix F, the proposed BMPs remove in excess of the minimum TSS
needed to achieve an 85% reduction. The effective percentage reduction for the proposed project
is 88%.
Table 3: TSS Removal Summary
Swale or
Filter Strip ID Cumulative
Drainage Area
(ac) TSS Load
Supplied (lb) TSS Load
Removed (lb) Weighted
Percent of
Removal
GS #1 2.98 585 243 41.5
GS #2 4.94 936 487 52.0
GS #3 4.94 2136 1260 59.0
GS #4 12.45 718 360 50.1
GS #5 22.22 1827 1003 54.9
GS #6 21.81 3755 2143 57.1
GS #7 9.5 1235 433 35.1
FS #1 6.15 771 154 20.0
i Uldl 0Ut9.i
As shown in Table 3, the TSS load proposed for removal is 6083 which exceeds the 5803 Ibs
needed to achieve an 85% reduction for the project.
jonnston County Airport Stormwater Design Project Page 3-7
Corporate Area Development and Extended Runway Safety Area Projects
WK Dickson & Co., Inc.
•

Ank
Section 3.0
Water Quality
3.5 NCDWQ Supplemental, Certification Forms and Operation & Maintenance Agreement
Included with this report (see Appendix G) are the completed NCDWQ supplemental and
certification forms for a grass swale and grass filter strip. As shown in this report and the complete
supplemental and certification forms the proposed BMPs are in compliance with current DWQ
design standards. An operation and maintenance agreement for the swales and filter strip is
provided in Appendix G.
3.6 Nitrogen Calculations
Loadings for Nitrogen were calculated using the NCDWQ approved loading rates of 21.2
lb/ac/year for impervious surfaces and 1.2 lb/ac/year for open spaces. Using the landuse shown in
Table 2, the proposed Corporate Area Development area project results in a pre-BMP export rate of
nitrogen is 16.01 Ibs/acre/year. Therefore BMPs are required to reduce nitrogen to at or below 8.0
Ibs/acre/year. The threshold export rate of 8.0 Ibs/acre/year is required because the airport is
located in one of the County's sensitive watersheds. A series of grass swales and filter strips will
exceed the minimum nitrogen removal threshold and qualify the airport to participate in the
mitigation buy-down program. The following table summarizes the nitrogen removal loading
needed to enter in the buy-down program and to reach the ultimate goal of a 3.6 Ibs/ac/year
loading rate:
Table 4: Summary of Nitrogen Export Loading Rates at Proposed Corporate Hangar Area
Condition Nitrogen Export Loading Rate Nitrogen Export Loading Rate
(Ibs/year) (Ibs/ac/year)
Proposed Landuse with No BMPs 315.3 16.9
in Place
Removal Load Needed to Reach 149.6 8.0
Threshold of 8.0 Ibs/ac/year
Removal Load Achieved with 169.7 7.79
Proposed BMPs in Place
Removal Load Needed to Reach 248 3.6
Threshold of 3.6 Ibs/ac/year
The proposed plan to address nitrogen removal is to reduce the loadings below the 8.0 Ibs/ac/year
threshold to qualify for entrance into the buy down program. The airport intends to purchase
credits from a mitigation bank to achieve the maximum export rate of 3.6 Ibs/ac/year. Appendix F
documents the proposed removal amounts as summarized in the following table:
Johnston County Airport Stormwater Design Project Page 3-8
Corporate Area Development and Extended Runway Safety Area Projects
WK Dickson & Co., Inc.
Section 3.0
Water Quality
Table 5: Nitrogen Removal Summary
Swale/
Filter Strip ID Cumulative
Drainage Area
(ac) Nitrogen Load
Supplied (lb) Nitrogen Load
Removed (Ib) Weighted
Percent of
Removal
GS #1 2.98 25 4 16.0
GS #2 4.9 40 13 32.5
GS #3 12.5 91 34 37.4
GS #4 5.7 31 9 29.0
GS #5 12.7 78 28 35.9
GS #6 21.8 160 58 36.3
GS #7 9.5 53 11 20.8
FS #1 6.15 33 7 21.2
I otal 1 164
As shown in Table 5, the nitrogen load proposed for removal exceeds the 139.8 Ibs needed to
enter the buy-down program.
l?
MW Johnston County Airport Stormwater Design Project Page 3-9
Corporate Area Development and Extended Runway Safety Area Projects
WK Dickson & Co., Inc.
• Section 4.0
Water Quantity
To achieve the County's pre-vs-post requirements for water quantity a dry pond is proposed in the
abandoned sediment basin located just east of the existing runway (see Appendix A). The dry
pond is needed to offset the increased peak flows that would result due to the construction of the
Corporate Area Development Project. In addition, the County requires that the project limit
increases to the 10- and 25-year flood events to 10% over the pre-project conditions. Appendix H
includes a map that shows the drainage areas delineated for this evaluation and the proposed dry
pond that brings the project into compliance for attenuating peak flows. Because no new
impervious areas are proposed as part of the Extended Runway Safety Area project an analysis of
the peak flows was not prepared for this project.
4.1 Methodology
The proposed dry pond was sized using Intelisolve's computer model Hydraflow Hydrographs
2007. This program simulates the stormwater runoff process in estimating the peak flows for pre-
and post-project conditions. In addition, this program accounts for the attenuation effect the dry
pond with riser will have on peak flows. Hydraflow offers a variety of methods for simulating
rainfall-runoff response and hydrograph development. An NRCS Type II storm was used in
conjunction with precipitation data for the 1-, 10-, 25-, and 100-year frequency; 24-hour duration.
The NRCS curve number approach was selected to calculate runoff volumes from the precipitation
• data. Sub-basin unit hydrographs for these flood volumes were developed using the NRCS lag
times.
Hydraflow Storm Sewers 2008 was used to design the closed drainage systems. The hydrology for
this model is based on the Rational Method along with intensity-duration-frequency curves for the
Johnston County regional area. The system was designed to pass the 10-year flood event without
inundating the rims of the drop inlets. This program was also used to confirm that the proposed
dry pond will not flood the runway, taxiway and other upstream infrastructure as a result of the
proposed pond improvements.

4.2 NRCS Curve Numbers
Runoff curve numbers (RCNs), which are presented in this report (see Appendix H), were
generated using the hydrologic soil group and corresponding existing and proposed landuse.
Runoff curve numbers were developed by weighting the area and corresponding curve numbers for
each landuse-soil type combination. Appendix H includes a NRCS soil map and the existing and
proposed conditions landuse maps for the watershed. This methodology is based on the NRCS
document entitled Urban Hydrology for Small Watersheds, dated June 1986 and commonly
referred to as TR-55.
Johnston County Airport Stormwater Design Report Page 4-1
Corporate Area Development and Extended Runway Safety Area Projects
WK Dickson & Co., Inc.
• Section 4.0
Water Quantity
4.3 Time of Concentrations
Existing and proposed time of concentrations were calculated using GIS topographic mapping and
the proposed grading plan. Time of concentrations calculations are shown in Appendix H. A
summary of all input data is shown in the following table:
Table 6: Hvdrolneir Innut Data
Basin ID Drainage Area
(acres) Runoff Curve
Number (unitless) Time of
Concentration (min)
Existing Basin #1 88.77 69 22.1
Existing Basin #2 51.7 81 13.4
Existing Basin #3 46.51 75 25.9
Existing Basin #4 6.18 56 33.3
Proposed Basin #2 51.7 88 6.3
Proposed Basin #4 6.18 56 33.3
?." ? 1011r? alc NiUNv?IcU IUI Uie LIMU U1 wncentraUU115 or runon curve nUMDerS Tor basins iti and #3.
4.4 Drainage Basins
Four drainage basins were delineated at the Corporate Area Development Project area in the
• design of the proposed dry pond (see Appendix H). These basins were delineated using Johnston
County 1-foot contour interval topographic mapping.
4.5 Proposed Dry Pond Improvements and Results:
The existing runway infield currently is drained by a 60-inch diameter RCP just upstream of the
proposed dry pond. The runway currently has approximately 11 feet of fill over the crown of this
60-inch diameter RCP. Effectively the runway acts as a dam for the excessively large flood events.
In addition the taxiway on the western side of airport is approximately 5 feet lower than the
runway. Therefore when headwater elevations on the 60-inch diameter culvert exceed 6 feet over
the crown of the pipe, peak flows will leave the Reedy Creek watershed and divert into the Swift
Creek watershed. The runway culvert and diversion of flows into the adjacent watershed act to
limit peak flows that will pass through the proposed dry pond. Because there is not a history of
flooding at the 60-inch diameter RCP there are no plans to upsize it. For this reason, the outfall at
the proposed dry pond was sized to match the existing 60-inch diameter RCP at the runway. The
following is a summary of the design for the proposed dry pond:
• Surface Area: The proposed dry pond is larger than the minimum size needed to
achieve the flood reduction goals of the project. The surface area of the pond was
achieved by grading inside the existing abandoned sediment pond. Grading inside the
pond will limit clearing of trees and avoid impacts to the adjacent wetlands.
•
Johnston County Airport Stormwater Design Report Page 4-2
Corporate Area Development and Extended Runway Safety Area Projects
WK Dickson & Co., Inc.
• Section 4.0
Water Quantity
• Primary Outfall: 33 linear feet of 60-inch diameter RCP with a concrete headwall and
wingwalls.
• Emergency Overflow: 50-foot wide Class B rip-rap lined emergency overflow that is
activated in the 10-year flood event. A width of 50 feet was chosen to maximize the
freeboard achieved in a 100-year flood. Because the runway controls the peak flows
downstream the top of dam elevation will not be overtopped in a 500-year flood.
• Top of Dam: The top of dam is set at elevation 132.00 feet. The total dam height
measured from the invert of the outfall pipe to the top of dam is approximately 8.8 feet.
• Pilot Channel: a proposed 4 foot wide riprap lined pilot channel is proposed to help
minimize erosion for the larger flood events.
•
•
Because the dry pond is not being used for water quality purposes a riser and barrel have not been
included in the design of the pond.
Table 7: Peak Flow Summary at Dry Pond
Peak Discharge, Q (cfs)
Storm Frequency
Existing Conditions Proposed Conditions
w/o Pond in Place Proposed Conditions
w/ Pond in Place
1 Year 143 156 107
10 Year 241 241 235
25 Year 263 263 260
The runoff curve number increased from 81 to 88 for Basin #2 and the time of concentration
reduced from 13.4 to 6.3 minutes. This resulted in a increase in the peak flow for the 1-year flood
event from 143 cfs to 156 cfs. Increases to the larger flood events were less pronounced due to the
control the existing runway culvert has on the downstream flows. Hydraflow model output has
been included in Appendix I. As shown in Table 7, the peak flows leaving the site for the
proposed conditions 1-, 10- and 25-year flood events are less than the pre-project conditions.
Johnston County Airport Stormwater Design Report Page 4-3
Corporate Area Development and Extended Runway Safety Area Projects
WK Dickson & Co., Inc.
•
Section 5.0
Culvert Design
The proposed runway safety area will place fill in the stream area encroaching on Reedy Branch, a
tributary of Swift Creek. In order to convey the stream flow through the RSA embankment, a series
of culverts are proposed. The culverts that achieve project goals of not adversely impacting
upstream flooding are a series of triple 10-foot by 7-foot reinforced concrete box culverts.
5.1 Hydrology
Peak flows used in the design of the proposed culverts is based on USGS regression equations for
rural conditions. Drainage areas were delineated using USGS topographic mapping. The
following table summarizes the peak flows used in the sizing of the proposed culverts:
Table 8: Peak Flow Summarv at Pronosed Culverts
Peak Flow 10-year Flood Event
(cfs) Peak Flow 25-year Flood Event
(cfs) Peak Flow 100-year Flood
Event (cfs)
639 1201 1826
The upstream watershed is relatively flat and includes numerous roads that have the potential to
attenuate peak flows more than would be normally expected. The peak flows generated with a
detailed hydrologic model would most likely generate flows that are less than those established
with the regional regression equation. For this reason, the peak flows shown in Table 8 are
considered conservative and reasonable for the purposes of determining impacts to upstream
flooding.
5.2 Hydraulic Modeling
The hydraulic analysis of Reedy Creek and the proposed culvert was performed using the US Army
Corps of Engineers' HEC-RAS computer program, version 4.0.0. Cross-sections for the HEC-RAS
model were developed using the WK Dickson surveyed cross sections and supplemented with the
2-foot contour interval topographic data provide by the County. Channel lengths were developed
using AutoCAD and the stream centerlines provided by HEC-RAS that allows electronic
development of cross-sections, reach lengths, and other input data from digital topographic
mapping.
The culverts have been designed to satisfy US Army Corps of Engineers requirements for
maintaining base flow and aquatic habitat passage. The proposed series of culverts achieve these
requirements by limiting the primary culvert width to 10 feet and burying this culvert 1.0 foot
below the existing channel bottom. A riffle grade control structure is proposed to be buried below
the channel bottom on the downstream side to help dissipate energy and minimize potential for
erosion. The culvert configuration that achieves the culvert design goals is 620 linear feet of triple
10-foot by 7-foot reinforced concrete box culverts (RCBCs) with headwall and wingwalls. The
flanking culverts will be set at the same invert as the primary culvert and constructed with a 1.0
foot deep concrete baffle.
Johnston County Airport Stormwater Design Project Page 5-1
Corporate Area Development and Extended Runway Safety Area Projects
WK Dickson & Co., Inc.
• Section 5.0
Culvert Design
•
•
Table 9: HEC-RAS Results at Swift Creek Road
Minimum Roadway
25-Year WSEL
100-Year WSEL 100-Year Flood
Elevation
(Ft NAVD)
(ft NAVD) Overtopping
(ft NAVD) Depth (ft)
Existing

Conditions 144.22 144.61 145.28 1.0
Proposed

Conditions 144.22 144.57 145.31 1.0
Swift Creek Road is a local collector road and therefore the culvert at this crossing is required to
pass the 25-year flood event without overtopping. As shown in this report the proposed runway
safety area culverts do not adversely impact the upstream crossing in a 25-year flood. Maintaining
a 100-year overtopping depth of 1.0 feet is considered a sound engineering practice. The
proposed culverts at the runway safety area maintain the existing overtopping depth of 1.0 feet.
Therefore it can be concluded that the proposed triple 10-foot by 7-foot RCBCs do not adversely
impact upstream flooding at Swift Creek Road.
Table 10: HEC-RAS Results at Runway Safety Area fnr Trinla 1f1-if by 7-f+ r..6-f.
Upstream 25-Year WSEL (Ft 25-Year HW/D 100-Year WSEL 100-Year HW/D
Culvert Invert NAVD) (ft NAVD)
(ft NAVD)
135.18 141.27 1.02 142.24 1.18
As shown in Table 10 the culverts do not result in an unreasonably high HW/D. The goal of
limiting the HW/D to 1.2 in the 25-year flood event has been reached. HEC-RAS output for the
existing and proposed conditions has been included with this report as Appendix K.
5.3 Outlet Protection at Culvert
A buried riffle grade control structure will be installed downstream of the proposed culvert to act as
an energy dissipater to provide protection to the culvert from undermining. In addition this
structure will reduce the potential for the downstream channel to erode. The large size of the box
culverts disallowed the conventional methods for rock sizing given in chapter 8 of the NC BMP
Manual. Flow depths and velocities were developed in HEC-RAS and were used to calculate a
shear stress for a 10-year flood event. From the calculated shear stress, a 50-50 mixture of NCDOT
Class A and Class B rock was used as a suitable liner. Calculations for the channel liner and the
HEC-RAS output for the culvert can be found in Appendix K. Note that in the HEC-RAS output, the
culverts are located at River Station 844, with the middle culvert acting as the base flow culvert
and the lateral culverts acting as the floodplain culverts.
Johnston County Airport Stormwater Design Project Page 5-2
Corporate Area Development and Extended Runway Safety Area Projects
WK Dickson & Co., Inc.

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Soil Map-Johnston County, North Carolina
•
•
Johnston County Airport
Map Unit Legend
I Johnston County, North Carolina (NC101)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
AaA Altavista fine sandy loam, 0 to 2 percent slopes, 70.2 4.9%
occasionally flooded
AmB Appling-Marlboro complex, 1 to 6 percent slopes 12.6' 0.9%
AsA Augusta sandy loam, 0 to 2 percent slopes, 54.5 3.8%
occasionally flooded
Bb Bibb sandy loam, 0 to 2 percent slopes, 10.5 0.7%
frequently flooded
Ch Chewacla loam, 0 to 2 percent slopes, frequently 51.4 3.6%
flooded
CoB Cowarts loamy sand, 2 to 6 percent slopes 16.9 1 1.2%
DoA Dorian fine sandy loam, 0 to 2 percent slopes, 57.4 4.0%
rarely flooded
FaB Faceville sandy loam, 2 to 6 percent slopes 6.4 0.4%
GeB Gilead sandy loam, 2 to 8 percent slopes 38.4 2.7%
GeD Gilead sandy loam, 8 to 15 percent slopes 5.3 0.4%
GoA Goldsboro sandy loam, 0 to 2 percent slopes 26.6 1.9%
Le Leaf silt loam, 0 to 2 percent slopes 45.2 3.2%
Ly Lynchburg sandy loam, 0 to 2 percent slopes 25.5 1.8%
McB Marlboro-Cecil complex, 2 to 8 percent slopes 8.9 0.6%
NnB Nason silt loam, 2 to 8 percent slopes 28.5 2.0%
NnD Nason silt loam, 8 to 15 percent slopes 80.3 5.6%
NnE Nason silt loam, 15 to 25 percent slopes 76.8 5.4%
NoA Norfolk loamy sand, 0 to 2 percent slopes 25.9 1.8%
NoB Norfolk loamy sand, 2 to 6 percent slopes 207.0 14.5%
PaE Pacolet loam, 15 to 25 percent slopes 9.9 0.7%
Ra Rains sandy loam, 0 to 2 percent slopes 18.6 1.3%
StA State sandy loam, 0 to 3 percent slopes, 57.0 4.0%

Ta occasionally flooded
Tarboro loamy sand
0 to 2 percent slo
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Tn Toisnot loam, 0 to 2 percent slopes 7.8 0.5%
To Tomotley sandy loam, 0 to 2 percent slopes, 103.7 7.2%
rarely flooded
UcB Uchee loamy coarse sand, 2 to 6 percent slopes 2.4 0.2%
UcC Uchee loamy coarse sand, 6 to 12 percent slopes 3.2 0.2%
Ud Udorthents, loamy f 155.6 10.9%
W Water f
5.1 0.4%
WaB Wagram loamy sand, 0 to 6 percent slopes 3.41 0.2%
• USDA Natural Resources
?kiiiiiiib Conservation Service
Web Soil Survey
National Cooperative Soil Survey
8/7/2009
Page 3 of 4
•

r?
Soil Map-Johnston County, North Carolina
Johnston County Airport
Johnston County, North Carolina (NC101)
Map Unit Symbol Map Unit Name Acres in AOI
Wh Warne loam, 0 to 2 percent slopes, occasionally 22.3
flooded
Wt Wehadkee loam, 0 to 2 percent slopes, 115.5
frequently flooded
Ww Wehadkee-Chastain association, 0 to 2 percent 64.6
slopes, frequently flooded
Totals for Area of Interest 1,431.6
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
Percent of AOI
1.6%
8.1%
4.5%
100.0%
8/7/2009
Page 4 of 4
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JOHNSTON COUNTY AIRPORT
EXISTING GRASS SWALES

3'??
Swale #1 - u/s side (looking downstream)
Swale #1 - middle (looking downstream)
•
JOHNSTON COUNTY AIRPORT
EXISTING GRASS SWALES

•
•

M
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Swale #4 & Filter Strip #1 - u/s side (looking NO
Swale #3- u/s side (looking downstream)
•
•
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Swale #5- u/s side (looking downstream)
Swale #6 - opposite Swale #4 (looking south)
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JOHNSTON COUNTY AIRPORT
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AMA
WDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must also be filled out, printed and submitted along with all of the required information.
L PROJECT INFORMATION
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kiker, PE
Phone number 919-782-0495
Date January 19, 2009
Drainage area number Grass Swale 1A
DESIGN INFORMATION
Site Characteristics
Drainage area 76,230 ft2
Impervious area 26,376 ft2
Percent impervious 34.6% %
Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 0.61 in
10-yr storm intensity 7.32 in/hr
Post-development 10-yr storm peak flow 5.00 h3/sec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 3.50 ft/sec
Soil characteristics (enter' x" below)
Sandisilt (easily erodible) X
Clay mix (erosion resistant)
Grass Type (enter 'x' below)
Bermuda
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass-legume mixture X
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
Maximum velocity
Side slopes :1
Swale length ft
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.71 ft/sec OK
Side slopes 12.80 :1 OK
Swale length 400.00 ft OK
Swale Characteristics
Swale Shape: Enter an' x" in the appropriate cell below:
Trapezoidal X
Parabolic
V-shaped
Width of the bottom of the swale 4.00 h
Width of the top of the swale 32,00 ft
Additional Information
Is the swale sized for all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with a

recorded access easement to a public Right of Way (ROW)? Y
(Y or N)
OK
What is the distance from the bottom of the swale to the SHWT? 5.00 ft OK
What is the ground level elevation? 161.52 fmsl
What is the elevation of the bottom of the swale? 161.02 fmsl
What is the SHWT elevation? 156.02 fmsl
What is the longitudinal slope of the swale? 0.95 % OK
What is the depth of freeboard? 0.50 ft OK
Form SW401-Grassed Swale-Rev.4
Parts I and II. Project Design Summary, Page 1 of 23
Permit Number:
(to be provided by DWO)
O?pF W ATF9QG
? r

•
•
Permit
A7A
H=NR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part lll) must also be filled out, printed and submitted along with all of the required information.
I. PROJECT INFORINATION
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kiker, PE
Phone number 919.782.0495
Date January 19, 2009
Drainage area number Grass Swale 1 B
b. DESIGN IN RJUATION
Site Characteristics
Drainage area 129,809 ft2
Impervious area 46,536 112
Percent impervious 35.9% %
Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 0.61 in
10-yr storm intensity 7.32 inthr
Post-development 10-yr storm peak flow 8.80 ft31sec
velocity
Maximum non-erosive velocity (peak 10-year storm) 3.50 ftlsec
Soil characteristics (enter "x" below)
Sand/sift (easily erodible) X
Clay mix (erosion resistant)
Grass Type (enter 'Y' below)
Bermuda
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass-legume mixture X
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
Maximum velocity
Side slopes :1
Swale length ft
Option 2: Swale Seeking Pollutant Credit ['For-Credit" Swale) Y (Y or N)
Maximum velocity for 10-yr storm 0.89 ft/sec OK
Side slopes 25.00 :1 OK
Swale length 260.00 ft OK
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal X
Parabolic
V-shaped
Width of the bottom of the swale 4.00 It
Width of the top of the swale 50.00 ft
Additional Information
Is the swale sized for all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with a
recorded access easement to a public Right of Way (ROW)? Y (Y or N) OK
What is the distance from the bottom of the swale to the SHWT? 5.00 ft OK
What is the ground level elevation? 161.07 fmsl
What is the elevation of the bottom of the swale? 160.57 fmsl
What is the SHWT elevation? 155.57 fmsl
What is the longitudinal slope of the swale? 1.80 % OK
What is the depth of freeboard? 0.50 It OK
Form SW401-Grassed Swale-Rev.4
Parts I and II. Project Design Summary, Page 1 of 23
(to be provided by DWQ)
O?O? W AT F9QG
J y
O r

•
•
TOK
WDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out printed and submitted.
The Required Items Checklist (Part III) must also be filled out, printed and submitted along with all of the required information.
L PROJECT INFORMATION
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kiker, PE
Phone number 919-782-0495
Date January 19, 2009
Drainage area number Grass Swale 2
IL DESIGN INFORMATION
She Characteristics
Drainage area 213,444 112
Impervious area 74,086 ft2
Percent impervious 34.7% %
Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 0.61 in
10-yr storm intensity 7.32 in/hr
Post-development 10-yr storm peak flow 14.20 ft3lsec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 3.50 ft/sec
Soil characteristics (enter "x" below)
Sand/silt (easily erodible) X
Clay mix (erosion resistant)
Grass Type (enter 'Y' below)
Bermuda
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass-legume mixture X
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
Maximum velocity
Side slopes :1
Swale length It
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.91 flIsec OK
Side slopes 8.00 :1 OK
Swale length 740.00 ft OK
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal X
Parabolic
V-shaped
Width of the bottom of the Swale 3.00 It
Width of the top of the swale 30.00 ft
Additional Information
Is the swale sized for all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with a

recorded access easement to a public Right of Way (ROW)? Y
(Y or N)
OK
What is the distance from the bottom of the swale to the SHWT? 5.00 It OK
What is the ground level elevation? 160.11 first
What is the elevation of the bottom of the swale? 159.61 first
What is the SHWT elevation? 154.61 fmsl
What is the longitudinal slope of the swale? 0.57 % OK
What is the depth of freeboard? 0.50 ft OK
Form SW401-Grassed Swale-Rev.4
Parts I and II. Project Design Summary, Page 1 of 23
Permit Number:
(to be provided by DWO)
o?pF WATe9QG
o
•
0

Permit
AAMAA
HMEHR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Pail 111) must also be filled out, printed and submitted along with all of the required information.
L PROJECT INFORMATICIN
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kiker, PE
Phone number 919-782-0495
Date January 19, 2009
Drainage area number Grass Swale 3
L DESIGN WFORMATION
Site Characteristics
Drainage area 671,938.00 ft2
Impervious area 212,411.00 ft2
Percent impervious 31.6%%
Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 0.53 in
10-yr storm intensity 6.41 inthr
Post-development 10-yr storm peak flow 36.70 ft3lsec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 3.50 ft/sec
Soil characteristics (enter "x" below)
Sand/sift (easily erodible) X
Clay mix (erosion resistant)
Grass Type (enter "x" below)
Bermuda
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass-legume mixture X
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
Maximum velocity
Side slopes :1
Swale length ft
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.83 ft/sec OK
Side slopes 20.00 :1 OK
Swale length 690.00 It OK
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal X
Parabolic
V-shaped
Width of the bottom of the swale 3.00 It
Width of the top of the swale 97,00 ft
Additional Information
Is the swale sized for all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with a
recorded access easement to a public Right of Way (ROW)? Y (Y or N) OK
What is the distance from the bottom of the Swale to the SHWT? 3.83 It OK
What is the ground level elevation? 157.65 fmsl
What is the elevation of the bottom of the swale? 150.66 fmsl
What is the SHWT elevation? 146.83 fmsl
What is the longitudinal slope of the swale? 0.50 % OK
What is the depth of freeboard? 0.50 ft OK
Form SW401-Grassed Swale-Rev.4
Parts I and H. Project Design Summary, Page 1 of 23
(to be provided by DWO)
O?O? W A TF9OG
1 y
o

•
AV LA
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must also be filled out, printed and submitted along with all of the required information.
L PROJECT INFORMATION
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kiker, PE
Phone number 919-782.0495
Date January 19, 2009
Drainage area number Grass Swale 4A
1111. DESIGN MFORMATMN
Site Characteristics
Drainage area 124,582 ft2
Impervious area 26,087 ft2
Percent impervious 20.9% %
Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 0.61 in
10-yr storm intensity 7.32 in/hr
Post-development 10-yr storm peak flow 5.80 113/sec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 3.50 ft /sec
Soil characteristics (enter "x" below)
Sand/sill (easily erodible) X
Clay mix (erosion resistant)
Grass Type (enter "x" below)
Bermuda
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass-legume mixture X
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
Maximum velocity
Side slopes :1
Swale length ff
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.84 ft/sec OK
Side slopes 9.20 :1 OK
Swale length 530.00 ft OK
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal X
Parabolic
V-shaped
Width of the bottom of the swale 3,00 It
Width of the top of the swale 25,00 ft
Additional Information
Is the swale sized for all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with a
recorded access easement to a public Right of Way (ROW)? Y (Y or N) OK
What is the distance from the bottom of the swale to the SHWT? 2.17 fl OK
What is the ground level elevation? 133.28 fmsl
What is the elevation of the bottom of the swale? 132.78 fmsl
What is the SHWT elevation? 130.61 fmsl
What is the longitudinal slope of the Swale? 0.99 % OK
What is the depth of freeboard? 0.50 ft OK
Form SW401-Grassed Swale-Rev.4
Parts I and II. Project Design Summary, Page 1 of 23
Permit Number:
(to be provided by DWQ)
o`'?? vv AT F9Q?
O -C
•
•
•
P
-ATA
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out printed and submitted.
The Required Items Checklist (Part III) must also be filled out, printed and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kiker, PE
Phone number 919-782-0495
Date January 19, 2009
Drainage area number Grass Swale 4
A. DESM INFORMATION
Site Characteristics
Drainage area 124,582 ft2
Impervious area 26,087 ft2
Percent impervious 20.9% %
Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 0.61 in
10-yr storm intensity 7.32 in/hr
Post-development 10-yr storm peak flow 5.80 U/sec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 3.50 ft /sec
Sal characteristics (enter "x" below)
Sand/sift (easily erodible) X
Clay mix (erosion resistant)
Grass Type (enter "x" below)
Bermuda
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass-legume mixture X
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
Maximum velocity
Side slopes :1
Swale length ft
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.59 Nsec OK
Side slopes 9.60 :1 OK
Swale length 530.00 ft OK
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal X
Parabolic
V-shaped
Width of the bottom of the swale 3,00 ft
Width of the top of the swale 29.00 ft
Additional Information
Is the Swale sized for all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with a

recorded access easement to a public Right of Way (ROW)? Y (Y or N) OK
What is the distance from the bottom of the swale to the SHWT? 2.17 ft OK
What is the ground level elevation? 133.28 fmsl
What is the elevation of the bottom of the swale? 132.78 frost
What is the SHWT elevation? 130.61 find
What is the longitudinal slope of the swale? 0.99 % OK
What is the depth of freeboard? 0.50 ft OK
Form SW401-Grassed Swale-Fev.4
Parts I and 11. Project Design Summary, Page 1 of 23
Permit Number:
(to be provided by DWQ)
o??? wAT e9?c
? y
o
0
I 1J
•
HMEHR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must also be filled out, printed and submitted along with all of the required information.
6 PROJECT INFORMATION
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kiker, PE
Phone number 919.782-0495
Date January 19, 2009
Drainage area number Grass Swale 5
DESIGN INFORMATION
Site Characteristics
Drainage area 967,928 112
Impervious area 227,179 112
Percent impervious 23.5% %
Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 0.61 in
10-yr storm intensity 7.32 in/hr
Post-development 10-yr storm peak flow 48.70 ft3lsec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 3.50 fUsec
Sal characteristics (enter "x" below)
Sand/sift (easily erodible) X
Clay mix (erosion resistant)
Grass Type (enter 'Y' below)
Bermuda
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass-legume mixture X
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
Maximum velocity
Side slopes :1
Swale length It
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.87 fUsec OK
Side slopes 20.00 :1 OK
Swale length 1,300.00 It OK
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal X
Parabolic
V-shaped
Width of the bottom of the swale 3,00 h
Width of the top of the swale 81.00 tt
Additional Information
Is the Swale sized for all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with a

recorded access easement to a public Right of Way (ROW)? Y
(Y or N)
OK
What is the distance from the bottom of the swale to the SHWT? 1.42 ft OK
What is the ground level elevation? 135.44 fmsl
What is the elevation of the bottom of the swale? 133.55 fmsl
What is the SHWT elevation? 132.13 fmsl
What is the longitudinal slope of the swale? 0.50 % OK
What is the depth of freeboard? 0.50 K OK
Form SW401-Grassed Swale-Rev.4
Parts I and II. Project Design Summary, Page 1 of 23
Permit Number:
(to be provided by DWO)
O?O? W A TF9OG
y ?
o
L_J
•

rM
WDEHR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must also be filled out, printed and submitted along with all of the required information.
G PROJECT INFORMATION
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kiker, PE
Phone number 919-782-0495
Date January 19, 2009
Drainage area number Grass Swale 6A
N. DESIGN INFORMAMIN
Site Characteristics
Drainage area 115,434 112
Impervious area 23,075 K2
Percent impervious 20.0% %
Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 0.61 in
10-yr storm intensity 7.32 in/hr
Post-development 10-yr storm peak flow 5.20 ft3lsec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 3.50 ftlsec
Sal characteristics (enter "x" below)
Sand/sift (easily erodible) X
Clay mix (erosion resistant)
Grass Type (enter "x" below)
Bermuda
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass-legume mixture X
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
Maximum velocity
Side slopes :1
Swale length h
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.58 ft/sec OK
Side slopes 13.00 :1 OK
Swale length 718.00 fl OK
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal
Parabolic
V-shaped X
Width of the bottom of the swale 2.00 It
Width of the top of the swale 35.00 ft
Additional Information
Is the Swale sized for all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with a

recorded access easement to a public Right of Way (ROW)? Y
(Y or N)
OK
What is the distance from the bottom of the swale to the SHWT? 3.17 ft OK
What is the ground level elevation? 119.20 fmsl
What is the elevation of the bottom of the swale? 118.70 fmsl
What is the SHWT elevation? 115.53 fmsl
What is the longitudinal slope of the swale? 0.54 % OK
What is the depth of freeboard? 0.50 It OK
Form SW401-Grassed Swale-Rev.4
Parts I and II. Project Design Summary, Page 1 of 23
Permit Number:
(to be provided by DWO)
O?O? W A TF9OG
1 y
O r
•
C J
•
Permit
HWENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must also be filled out, printed and submitted along with all of the required information.
I PROJECT INFORMATION
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kiker, PE
Phone number 919.782-0495
Date January 19, 2009
Drainage area number Grass Swale 6B
II DESIGN INFORMATION
Site Characteristics
Drainage area 46,609 ft2
Impervious area 14,845 ft2
Percent impervious 31.9% %
Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 0.61 in
10-yr storm intensity 7.32 in/hr
Post-development 10-yr storm peak flow 2.90 1`13/sec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 3.50 fUsec
Soil characteristics (enter "x" below)
Sand/sift (easily erodible) X
Clay mix (erosion resistant)
Grass Type (enter "x" below)
Bermuda
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass-legume mixture X
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
Maximum velocity
Side slopes :1
Swale length ft
Option 2: Swale Seeking Pollutant Credit fFor-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.50 ft /sec OK
Side slopes 13.00 :1 OK
Swale length 297.00 ft OK
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal
Parabolic
V-shaped X
Width of the bottom of the swale 2,00 ft
Width of the top of the Swale 30.00 ft
Additional Information
Is the swale sized for all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with a
recorded access easement to a public Right of Way (ROW)? Y (Y or N) OK
What is the distance from the bottom of the swale to the SHWT? 3.17 ft OK
What is the ground level elevation? 121.08 fmsl
What is the elevation of the bottom of the swale? 120.58 fmsl
What is the SHWT elevation? 117.41 fmsl
What is the longitudinal slope of the swale? 0.54 % OK
What is the depth of freeboard? 0.50 ft OK
Form SW401-Grassed Swale-Rev.4
Parts I and II. Project Design Summary, Page 1 of 23
(to be provided by DWO)
O?O? W AT FRIG
? t
•
•
L J
Permit
AV -WA
HWENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must also be filled out, printed and submitted along with all of the required information.
1. PROJECT INFORMATION
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kiker, PE
Phone number 919-782-0495
Date January 19, 2009
Drainage area number Grass Swale 6C
L DESMN INFORMATION
Site Characteristics
Drainage area 219,542 ft2
Impervious area 70,759 ft2
Percent impervious 32.2% %
Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 0.61 in
10-yr storm intensity 7.32 in/hr
Post-development 10-yr storm peak flow 13.80 tt3lsec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 3.50 fUsec
Soil characteristics (enter "x" below)
Sand/sift (easily erodible) X
Clay mix (erosion resistant)
Grass Type (enter "x" below)
Bermuda
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass-legume mixture X
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
Maximum velocity
Side slopes :1
Swale length It
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.84 ft /sec OK
Side slopes 13.00 :1 OK
Swale length 1,404.00 It OK
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal
Parabolic
V-shaped X
Width of the bottom of the Swale 2.00 It
Width of the top of the swale 42.00 ft
Additional Information
Is the swale sized for all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with a
recorded access easement to a public Right of Way (ROW)? Y or N) OK
What is the distance from the bottom of the swale to the SHWT? 2.25 It OK
What is the ground level elevation? 123.28 fmsl
What is the elevation of the bottom of the swale? 122.78 fmsl
What is the SHWT elevation? 120.53 fmsl
What is the longitudinal slope of the swale? 0.54 % OK
What is the depth of freeboard? 0.50 ft OK

Form SW401-Grassed Swale-Rev.4 Parts I and 11. Project Design Summary, Page 1 of 23
(to be provided by DWQ)
O?OF VJAT F9QG
h ?
O T

•
•
Aft
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must also be filled out, printed and submitted along with all of the required information.
r. PROJECT INFORMATION
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kilter, PE
Phone number 919-782.0495
Date January 19, 2009
Drainage area number Grass Swale 6D
I. DESIGN INFO MATIQN
Site Characteristics
Drainage area 46,609 ft2
Impervious area 14,957 ft2
Percent impervious 32.1% %
Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 0.61 in
10-yr storm intensity 7.32 in/hr
Post-development 10-yr storm peak flow 2.92 ft3lsec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 3.50 ft/sec
Soil characteristics (enter 'Y' below)
Sandlsik (easily erodible) X
Clay mix (erosion resistant)
Grass Type (enter "x" below)
Bermuda
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass-legume mixture X
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
Maximum velocity
Side slopes :1
Swale length ft
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.50 ft/sec OK
Side slopes 13.00 :1 OK
Swale length 298.00 It OK
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal
Parabolic
V-shaped X
Width of the bottom of the swale 2.00 ft
Width of the top of the swale 30.00 ft
Additional Information
Is the swale sized for all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with a
recorded access easement to a public Right of Way (ROW)? Y (Y or N) OK
What is the distance from the bottom of the swale to the SHWT? 3.17 ft OK
What is the ground level elevation? 129.15 fmsl
What is the elevation of the bottom of the swale? 128.65 fmsl
What is the SHWT elevation? 125.48 fmsl
What is the longitudinal slope of the swale? 0.54 % OK
What is the depth of freeboard? 0.50 ft OK
Form SW401-Grassed Swale-Rev.4
Parts I and 11. Project Design Summary, Page 1 of 23
Permit Number:
(to be provided by DWQ)
WAr,,
o
•
•
•
AMA
HWENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must also be filled out, printed and submitted along with all of the required information.
I. PROJECT INFORMATM
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kiker, PE
Phone number 919.782-0495
Date January 19, 2009
Drainage area number Grass Swale 6E
II.- DESIGN INFORMATION
Site Characteristics
Drainage area 54,450 ft2
Impervious area 17,473 ft2
Percent impervious 32.1% %
Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 0.61 in
10-yr storm intensity 7.32 in/hr
Post-development 10-yr storm peak flow 3.40 ft3/sec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 3.50 ft /sec
Soil characteristics (enter 'Y' below)
Sand/sift (easily erodible) X
Clay mix (erosion resistant)
Grass Type (enter "x" below)
Bermuda
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass-legume mixture X
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
Maximum velocity
Side slopes :1
Swale length ft
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.52 ft/sec OK
Side slopes 13.00 :1 OK
Swale length 349.00 It OK
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal
Parabolic
V-shaped X
Width of the bottom of the Swale 2,00 It
Width of the top of the swale 31,00 ft
Additional Information
Is the swale sized for all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with a

recorded access easement to a public Right of Way (ROW)? Y
(Y or N)
OK
What is the distance from the bottom of the swale to the SHWT? 3.17 It OK
What is the ground level elevation? 134.44 fmsl
What is the elevation of the bottom of the swale? 133.94 fmsl
What is the SHWT elevation? 130.77 fmsl
What is the longitudinal slope of the swale? 0.54 % OK
What is the depth of freeboard? 0.50 It OK

Form SW401-Grassed Swale-Rev.4 Parts I and II. Project Design Summary, Page 1 of 23
Permit Number:
(to be provided by DWO)
o?oF wArF9QG
O r
L'
•
•
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must also be filled out, printed and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kiker, PE
Phone number 919-782.0495
Date January 19, 2009
Drainage area number Grass Swale 6F
H. DESIGN INFORMATION
Site Characteristics
Drainage area 46,609 ft2
Impervious area 15,143 ft2
Percent impervious 32.5% %
Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 0.61 in
10-yr storm intensity 7.32 in/hr
Post-development 10-yr storm peak flow 2.93 (t3/sec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 3.50 ft/sec
Soil characteristics (enter "x" below)
Sandisif (easily erodible) X
Clay mix (erosion resistant)
Grass Type (enter 'Y' below)
Bermuda
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass-legume mixture X
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
Maximum velocity
Side slopes :1
Swale length It
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.50 ft/sec OK
Side slopes 13.00 :1 OK
Swale length 299.00 h OK
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal
Parabolic
V-shaped X
Width of the bottom of the swale 2,00 It
Width of the top of the swale 30.00 It
Additional Information
Is the swale sized for all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with a

recorded access easement to a public Right of Way (ROW)? Y
(Y or N)
OK
What is the distance from the bottom of the swale to the SHWT? 3.17 It OK
What is the ground level elevation? 137.65 fmsl
What is the elevation of the bottom of the swale? 137.15 fmsl
What is the SHWT elevation? 133.98 fmsl
What is the longitudinal slope of the Swale? 0.54 % OK
What is the depth of freeboard? 0.50 It OK
Form SW401-Grassed Swale-Rev.4
Parts I and II. Project Design Summary, Page 1 of 23
Permit Number:
(to be provided by DWQ)
o??? W AT F9??
O c
Permit Number:
(to be provided by DWQ)
•
•
•
-A.7
WDEHR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must also be filled out, printed and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kiker, PE
Phone number 919-782-0495
Date January 19, 2009
Drainage area number Grass Swale 6G
II. DESIGN INFORMATION
Site Characterisfics
Drainage area 38,768 ft2
Impervious area 12,650 ft2
Percent impervious 32.6% %
Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 0.61 in
10-yr storm intensity 7.32 in/hr
Post-development 10-yr storm peak flow 2.46 113/sec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 3.50 ft/sec
Sal characteristics (enter "x" below)
Sand/sift (easily erodible) X
Clay mix (erosion resistant)
Grass Type (enter "x" below)
Bermuda
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass-legume mixture X
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
Maximum velocity
Side slopes :1
Swale length tt
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.48 ft/sec OK
Side slopes 13.00 :1 OK
Swale length 251.00 ft OK
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal
Parabolic
V-shaped X
Width of the bottom of the swale 2,00 ft
Width of the top of the Swale 30.00 It
Additional Information
Is the swale sized for all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with a
recorded access easement to a public Right of Way (ROW)? Y (Y or N) OK
What is the distance from the bottom of the Swale to the SHWT? 3.17 ft OK
What is the ground level elevation? 142.08 fmsl
What is the elevation of the bottom of the swale? 141.58 fmsl
What is the SHWT elevation? 138.41 fmsl
What is the longitudinal slope of the swale? 0.54 % OK
What is the depth of freeboard? 0.50 tt OK
Form SW401-Grassed Swale-Rev.4
Parts I and 11. Project Design Summary, Page 1 of 23
O?O? W AT e9?G
y ?
? y
o
0
•

AV-WA
WDEHR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must also be filled out, printed and submitted along with all of the required information.
1. PROJECT INFORMATION
Project name Johnston County Airport - Corporate Area Development Project f
Contact name David Kiker, PE
Phone number 919-782-0495
Date January 19, 2009
Drainage area number Grass Swale 6H
DESIGN INFORMAIION
Site Characteristics
Drainage area 46,609 ft2
Impervious area 15,171 112
Percent impervious 32.6% %
Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 0.61 in
10-yr storm intensity 7.32 in/hr
Post-development 10-yr storm peak flow 2.96 ft3/sec
velocity
Maximum non-erosive velocity (peak 10-year storm) 3.50 ft/sec
Soil characteristics (enter "x" below)
Sand/silt (easily erodible) X
Clay mix (erosion resistant)
Grass Type (enter "x" below)
Bermuda
Tallfescue
Bahiagrass
Kentucky bluegrass
Grass-legume mixture X
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
Maximum velocity
Side slopes :1
Swale length fl
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.50 ft/sec OK
Side slopes 13.00 :1 OK
Swale length 301.00 ft OK
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal
Parabolic
V-shaped X
Width of the bottom of the swale 2,00 ft
Width of the top of the swale 30.00 ft
Additional Information
Is the swale sized for all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with a

recorded access easement to a public Right of Way (ROW)? Y
(Y or N)
OK
What is the distance from the bottom of the Swale to the SHWT? 3.17 ft OK
What is the ground level elevation? 144.57 fmsl
What is the elevation of the bottom of the swale? 144.07 fmsl
What is the SHWT elevation? 140.90 fmsl
What is the longitudinal slope of the swale? 0.54 % OK
What is the depth of freeboard? 0.50 It OK
Form SW401-Grassed Swale-Rev.4
Parts I and II. Project Design Summary, Page 1 of 23
Permit Number:
(to be provided by DWQ)
O?O? W AT ?9QG
o
0

WDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must also be filled out, printed and submitted along with all of the required information.
1. PROJECT INFORMATION
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kiker, PE
Phone number 919.782-0495
Date January 19, 2009
Drainage area number Grass Swale 61
il. DES GN INFORNIATIOIII
Site Characteristics
Drainage area 30,928 112
Impervious area 9,956 ft2
Percent impervious 32.2% %
Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 0.61 in
10-yr storm intensity 7.32 in/hr
Post-development 10-yr storm peak flow 1.94 113lsec
velocity
Maximum non-erosive velocity (peak 10-year storm) 3.50 f lsec
Soil characteristics (enter "x" below)
Sand/sift (easily erodible) X
Clay mix (erosion resistant)
Grass Type (enter "x" below)
Bermuda
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass-legume mixture X
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
Maximum velocity
Side slopes :1
Swale length It
Option 2: Swale Seeking Pollutant Credit f For-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.61 ftlsec OK
Side slopes 11.00 :1 OK
Swale length 197.00 ft OK
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal
Parabolic
V-shaped X
Width of the bottom of the swale 2,00 ft
Width of the top of the swale 23.00 It
Additional Information
Is the Swale sized for all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with a
recorded access easement to a public Right of Way (ROW)? Y (Y or N) OK
What is the distance from the bottom of the swale to the SHWT? 3.17 It OK
What is the ground level elevation? 148.65 fmsl
What is the elevation of the bottom of the swale? 148.15 fmsl
What is the SHWT elevation? 144.98 fmsl
What is the longitudinal slope of the Swale? 0.97 % OK
What is the depth of freeboard? 0.50 ft OK
Form SW401-Grassed Swale-Rev.4
Parts I and II. Project Design Summary, Page 1 of 23
Permit Number:
(to be provided by DWQ)
O?pF W ATF9OG
h ?
o
E
•
•
A A
WDEHR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must also be filled out printed and submitted along with all of the required information.
L PROJECT INFORMATION
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kiker, PE
Phone number 919-782-0495
Date January 19, 2009
Drainage area number Grass Swale 6J
L DESIGN INFORMATION
She Characteristics
Drainage area 161,172 ft2
Impervious area 51,333 112
Percent impervious 31.9% %
Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 0.61 in
10-yr storm intensity 7.32 in/hr
Post-development 10-yr storm peak flow 10.04 h3/sec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 3.50 ft /sec
Sal characteristics (enter "x" below)
Sand/sift (easily erodible) X
Clay mix (erosion resistant)
Grass Type (enter "x" below)
Bermuda
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass-legume mixture X
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
Maximum velocity
Side slopes :1
Swale length It
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.97 ft/sec OK
Side slopes 20.00 :1 OK
Swale length 1,022.00 ft OK
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal
Parabolic
V-shaped X
Width of the bottom of the Swale 3,00 ft
Width of the top of the swale 36.00 ft
Additional Information
Is the swale sized for all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with a

recorded access easement to a public Right of Way (ROW)? Y
(Y or N)
OK
What is the distance from the bottom of the Swale to the SHWT? 3.75 ft OK
What is the ground level elevation? 154.34 first
What is the elevation of the bottom of the swale? 153.84 fmsl
What is the SHWT elevation? 150.09 fmsl
What is the longitudinal slope of the swale? 0.50 % OK
What is the depth of freeboard? 0.50 it OK
Form SW401-Grassed Swale-Rev.4
Parts I and 11. Project Design Summary, Page 1 of 23
Permit Number:
(to be provided by DWQ)
O?O? W A 7, 9
O r
F_ -I
•
•
AVTWA
NCDENR
Permit
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must also be filled out, printed and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kiker, PE
Phone number 919-782-0495
Date January 19, 2009
Drainage area number Grass Swale 6K
". DESIGN IMFORMATION
Site Characteristics
Drainage area 143,312 ft2
Impervious area 46,290 ft2
Percent impervious 32.3% %
Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 0.61 in
10-yr storm intensity 7.32 inthr
Post-development 10-yr storm peak flow 9.02 1`13lsec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 3.50 ft/sec
Soil characteristics (enter "x" below)
Sand/silt (easily erodible) X
Clay mix (erosion resistant)
Grass Type (enter 'Y' below)
Bermuda
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass-legume mixture X
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
Maximum velocity
Side slopes :1
Swale length ft
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.95 ft/sec OK
Side slopes 20.00 :1 OK
Swale length 931.00 ft OK
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal
Parabolic
V-shaped X
Width of the bottom of the swale 3,00 ft
Width of the top of the swale 35.00 ft
Additional Information
Is the swale sized for all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with a
recorded access easement to a public Right of Way (ROW)? Y (Y or N) OK
What is the distance from the bottom of the swale to the SHWT? 3.75 ft OK
What is the ground level elevation? 161.56 fmsl
What is the elevation of the bottom of the swale? 161.06 fmsl
What is the SHWT elevation? 157.31 fmsl
What is the longitudinal slope of the swale? 0.50 % OK
What is the depth of freeboard? 0.50 ft OK
(to be provided by DWQ)
I LJlill_7l'-,
O ? r
Form SW401-Grassed Swale-Rev.4 Parts I and II. Project Design Summary, Page 1 of 23
•
•
•
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must also be filled out, printed and submitted along with all of the required information.
I. PROJECT INFORMATI01tl
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kiker, PE
Phone number 919-782-0495
Date January 19, 2009
Drainage area number Grass Swale 7A
H. DESIGN INF6iWTION
Site Characteristics
Drainage area 80,586 ft2
Impervious area 26,029 ft2
Percent impervious 32.3% %
Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 0.61 in
10-yr storm intensity 7.32 in/hr
Post-development 10-yr storm peak flow 4.00 Usec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 3.50 f Isec
Soil characteristics (enter 'x' below)
Sand/sift (easily erodible) X
Clay mix (erosion resistant)
Grass Type (enter "x" below)
Bermuda
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass-legume mixture X
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
Maximum velocity
Side slopes :1
Swale length It
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale)- Y (Y or N)
Maximum velocity for 10-yr storm 0.65 ft/sec OK
Side slopes 10.00 :1 OK
Swale length 285.00 ft OK
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal
Parabolic
V-shaped X
Width of the bottom of the swale 3,00 ft
Width of the top of the swale 28.00 h
Additional Information
Is the swale sized for all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with a

recorded access easement to a public Right of Way (ROW)? Y
or N)
OK
What is the distance from the bottom of the swale to the SHWT? 1.50 It OK
What is the ground level elevation? 138.00 fmsl
What is the elevation of the bottom of the swale? 137.50 fmsl
What is the SHWT elevation? 136.00 fmsl
What is the longitudinal slope of the swale? 0.70 % OK
What is the depth of freeboard? 0.50 ft OK
Form SW401-Grassed Swale-Rev.4
Parts I and 11. Project Design Summary, Page 1 of 23
Permit Number:
(to be provided by DWQ)
O?O? W AT e9QG
> y
o
•
•
•
AV-WA
a
HCDEHR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must also be filled out printed and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kiker, PE
Phone number 919-782.0495
Date January 19, 2009
Drainage area number Grass Swale 7B
[fL DESIGN INFORMATION
Site Characteristics
Drainage area 83,200 ft2
Impervious area 26,873 ft2
Percent impervious 32.3% %
Design rainfall depth 1,00 inch
Peak Flow Calculations
10-yr storm runoff depth 0.61 in
10-yr storm intensity 7.32 in/hr
Post-development 10-yr storm peak flow 3.60 ft3lsec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 3.50 fusec
Sal characteristics (enter "x" below)
Sandisif (easily erodible) X
Clay mix (erosion resistant)
Grass Type (enter "x" below)
Bermuda
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass-legume mixture X
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
Maximum velocity
Side slopes :1
Swale length It
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.64 ft /sec OK
Side slopes 12.00 :1 OK
Swale length 931.00 It OK
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal
Parabolic
V-shaped X
Width of the bottom of the swale 3,00 It
Width of the top of the swale 30.00 ft
Additional Information
Is the swale sized for all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with a
recorded access easement to a public Right of Way (ROW)? Y (Y or N) OK
What is the distance from the bottom of the Swale to the SHWT? 1.50 It OK
What is the ground level elevation? 136.00 fmsl
What is the elevation of the bottom of the swale? 135.50 fmsl
What is the SHWT elevation? 134.00 fmsl
What is the longitudinal slope of the swale? 1.20 % OK
What is the depth of freeboard? 0.50 It OK
Permit Number:
(to be provided by DWQ)
O?O? W ATF9OG
o
Form SW401-Grassed Swale-Rev.4 Parts I and II. Project Design Summary, Page 1 of 23
•
? J

MIA
HOER
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must also be filled out, printed and submitted along with all of the required information.
L PROJECT INFORMATION
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kiker, PE
Phone number 919-782-0495
Date January 19, 2009
Drainage area number Grass Swale 7C
?. DESIGN INFORMATION
Site Characteristics
Drainage area 86,684 ft2
Impervious area 27,999 h2
Percent impervious 32.3% %
Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 0.61 in
10-yr storm intensity 7.32 in/hr
Post-development 10-yr storm peak flow 3.70 h3/sec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 3.50 fYsec
Sal characteristics (enter 'Y' below)
Sandisilt (easily erodible) X
Clay mix (erosion resistant)
Grass Type (enter "x" below)
Bermuda
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass-legume mixture X
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
Maximum velocity
Side slopes :1
Swale length h
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.64 fttsec OK
Side slopes 12.00 :1 OK
Swale length 931.00 h OK
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal
Parabolic
V-shaped X
Width of the bottom of the swale 3,00 ft
Width of the top of the swale 30.00 ft
Additional Information
Is the swale sized for all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with a
recorded access easement to a public Right of Way (ROW)? Y (Y or N) OK
What is the distance from the bottom of the swale to the SHWT? 1.50 ft OK
What is the ground level elevation? 134.00 fmsl
What is the elevation of the bottom of the swale? 133.50 fmsl
What is the SHWT elevation? 132.00 fmsl
What is the longitudinal slope of the swale? 1.00 % OK
What is the depth of freeboard? 0.50 ft OK
Form SW401-Grassed Swale-Rev.4
Parts I and II. Project Design Summary, Page 1 of 23
Permit Number:
(to be provided by DWO)
O?O? W A TF9OG
> ti
o

•
•
"C=H
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must also be filled out, printed and submitted along with all of the required information.
PROJECT INFOR1Al1ATI0N
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kilter, PE
Phone number 919.782-0495
Date January 19, 2009
Drainage area number Grass Swale 7D
DESIGN INFOR<KATION
Site Characteristics
Drainage area 164,221 ft2
Impervious area 53,043 ft2
Percent impervious 32.3% %
Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 0.61 in
10-yr storm intensity 7.32 in/hr
Post-development 10-yr storm peak flow 8.60 ft3/sec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 3.50 ft/sec
Sal characteristics (enter "x" below)
Sand/silt (easily erodible) X
Clay mix (erosion resistant)
Grass Type (enter "x" below)
Bermuda
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass-legume mixture X
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
Maximum velocity
Side slopes :1
Swale length It
Option 2: Swale Seeking Pollutant Credit f'For-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.71 111sec OK
Side slopes 15.00 :1 OK
Swale length 931.00 ft OK
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal
Parabolic
V-shaped X
Width of the bottom of the swale 4,00 ft
Width of the top of the swale 42.00 It
Additional Information
Is the Swale sized for all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with a
recorded access easement to a public Right of Way (ROW)? Y (Y or N) OK
What is the distance from the bottom of the Swale to the SHWT? 1.50 ft OK
What is the ground level elevation? 134.00 fmsl
What is the elevation of the bottom of the Swale? 133.50 fmsl
What is the SHWT elevation? 132.00 fmsl
What is the longitudinal slope of the swale? 0.50 % OK
What is the depth of freeboard? 0.50 It OK
Form SW401-Grassed Swale-Rev.4
Parts I and II. Project Design Summary, Page 1 of 23
Permit Number:
(to be provided by DWQ)
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Permit Name:
(to be provided by DWQ)
. Drainage Area Number:
Grassed Swale Operation and Maintenance Agreement
•
0
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 maintenance procedures:
- The drainage area of the grassed swale will be carefully managed to reduce the
sediment load to the grassed swale.
- After the first-time fertilization to establish the grass in the swale, fertilizer will
not be applied to the grassed swale.
The grassed swale will be inspected once a quarter. 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: Potential problem: How I will remediate the roblem:
The entire length of the Trash/debris is present. Remove the trash/debris.
swale
Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then re-sod
(or plant with other appropriate
species) and water until established.
Provide lime and a one-time
fertilizer application.
Sediment covers the grass at Remove sediment and dispose in an
the bottom of the swale. area that will not impact streams or
BMPs. Re-sod if necessary.
Vegetation is too short or too Maintain vegetation at a height of
lone. approximately six inches.
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-Grassed Swale O&M-Rev.3
Page 1 of 2
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: Johnston County Airport - Corporate Area Development Project
BMP drainage area number:Grass Swales #1 through #7 (see attached plan)
Print name:John H. Bullock, Jr.
Title:Chairman, Johnston County Airport Authority
Address:3149 Swift Creek Road; Smithfield, NC 27577
Phone: [phone]
Signature:
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
day of
personally appeared before me this
, and acknowledge the due execution of the
forgoing grassed Swale maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires
•
Form SW401-Grassed Swale O&M-Rev.3 Page 2 of 2
Red triangles at the upper right hand corner indicate design comments
Please complete the yellow shaded items.
.7
OT-WA
WDENR
o`'?? W?rFq?G
V? 9
O -?
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)!
•
1. PROJECT INFORMATION
Project name Johnston County Airport - Corporate Area Development
Contact name David Kiker, PE
Phone number 919-782-0495
Date 1119/2010
Drainage area number Filter Strio #1
II. DESIGN INFORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP
Drawdown flow from the BMP cfs
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area ft2
Impervious surface area 112
Percent impervious %
Rational C coefficient
Peak flow from the 1 in/hr storm cfs
Time of concentration min
Rainfall intensity, 10-yr storm in/hr
Peak flow from the 10-yr storm cfs
Where Does the Level Spreader Discharge?
To a grassed bioretention cell? (Y or N)
To a mulched bioretention cell? (Y or N)
To a wetland? (Y or N)
To a filter strip or riparian buffer? (Y or N)
Other (specify)
Filter Strip or Riparian Buffer Characterization (d applicable)
Width of grass 60.00 ft
Width of dense ground cover 0.00 ft
Width of wooded vegetation 0.00 ft
Total width 60.00 ft
Elevation at downslope base of level lip 141.00 fmsl
Elevation at top of bank of the receiving water 139.00 fmsl
Slope (from level lip to to top of bank) 2,56 %
Are any draws present? N (Y or N)
Level Spreader Design
Forebay surface area sq ft
Feet of level lip needed per cfs ftlcfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm? (Y or N)
Length based on the 10-yr storm? (Y or N)
• Length based on the BMP discharge rate? (Y or N)
OK
OK
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 1 of 3
gL REQUIRED ITEMS CHECKLIST
• Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to indicate
the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a requirement has
not been met, attach justification.
Pagel Plan
Initials Sheet No.
DJK 1. Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
DJK C-29 & C-30 2. Plan details (1" = 30' or larger) for the level spreader showing:
Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build-out.
3. Section view of the level spreader (1" = 20' or larger) showing:
Underdrain system (if applicable),
Level lip,
- Upslope channel, and
A section view has not been provided because
Downslope filter fabric. the existing filter strip will not include these
proposed features
DJK 4. A date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
Photograph was taken Oct 2009
5. A construction sequence that shows how the level spreader will be protected from sediment until the
entire drainage area is stabilized.
• DJK 6. The supporting calculations.
DJK 7. A copy of the signed and notarized operation and maintenance (0&M) agreement. A signed version of this agreement is beign
forwarded to DWQ
8. A copy of the deed restrictions (if required).
•
Form SW401-Level Spreader , Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 1 of 3
Permit Number:
(to be provided by DWQ)
• Drainage Area Number:
Filter Strip, Restored Riparian Buffer and Level Spreader
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 maintenance procedures:
- Immediately after the filter strip is established, any newly planted vegetation
will be watered twice weekly if needed until the plants become established
(commonly six weeks).
- Once a year, the filter strip will be reseeded to maintain a dense growth of
vegetation
- Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the vegetation.
- Two to three times a year, grass filter strips will be mowed and the clippings
harvested to promote the growth of thick vegetation with optimum pollutant
removal efficiency. Turf grass should not be cut shorter than 3 to 5 inches and
may be allowed to grow as tall as 12 inches depending on aesthetic requirements
(NIPC,1993). Forested filter strips do not require this type of maintenance.
• - Once a year, the soil will be aerated if necessary.
Once a year, soil pH will be tested and lime will be added if necessary.
After the filter strip is established, it will be inspected quarterly and within 24 hours
after every storm event greater than 1.0 inch (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: Potential problem: How I will remediate the problem:
he entire filter strip Trash/debris is present. Remove the trash/debris.
system
The flow splitter device The flow splitter device is Unclog the conveyance and dispose
(if applicable) clogged. of an sediment off-site.
The flow splitter device is Make any necessary repairs or
damaged. replace if damage is too large for
re air.
r?
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page I of 3
•
•
•
BMP element: Potential problem: How I will remediate the problem:
The swale and the level The swale is clogged with Remove the sediment and dispose
lip sediment. of it off-site.
The level lip is cracked, Repair or replace lip.
settled, undercut, eroded or
otherwise damaged.
There is erosion around the Regrade the soil to create a berm
end of the level spreader that that is higher than the level lip, and
shows stormwater has then plant a ground cover and
bypassed it. water until it is established. Provide
lime and a one-time fertilizer
application.
Trees or shrubs have begun Remove them.
to grow on the swale or just
downslo e of the level lip.
The bypass channel Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then
reestablish proper erosion control.
Turf reinforcement is Study the site to see if a larger
damaged or ripap is rolling bypass channel is needed (enlarge if
downhill. necessary). After this, reestablish
the erosion control material.
The filter strip Grass is too short or too long Maintain grass at a height of
if applicable). approximately three to six inches.
Areas of bare soil and/or Regrade the soil if necessary to
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.
Sediment is building up on Remove the sediment and
the filter strip. restabilize the soil with vegetation if
necessary. Provide lime and a one-
time fertilizer application.
Plants are desiccated. Provide additional irrigation and
fertilizer as needed.
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.
Nuisance vegetation is Remove vegetation by hand if
choking out desirable species. possible. If pesticide is used, do not
allow it to get into the receiving
water.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality local Regional Office, or the
outlet. 401 Oversight Unit at 919-733-1786.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 2 of 3
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: Johnston County Airport - Corporate Area Development Project
BMP drainage area numberTilter Strip #l (see attached plan)
Print name:John H. Bullock, Jr
Title:Chairman, Johnston County Airport Authority
Address:3149 Swift Creek Road; Smithfield, NC 27577
Phone: [phone]
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50%n of
the lots have been sold and a resident of the subdivision has been named the president.
40 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 filter strip, riparian buffer, and/or level spreader maintenance requirements.
Witness my hand and official seal,
SEAL
•
My commission expires
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 3 Of 3

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BASIN 02 ?

Legend p

Watersheds
Landuse
Buildings

Commercial

Open Space
P
t
avemen

04

Pk ICKSO?N
oom moniry noustrucrure consuwranrs
•
CJ
SCS Runoff Curve Number
Project: Johnston County Airport
Conditions: Existing
Prepared by: NAT
Date: 10/29/2009
Subbasin: 1
Landuse Soil
Grou RCN Area
Acres Area (Sq.
Mi. Product of RCN
and Area
1 acre residential B 68 3.54 0.006 241
1 acre residential C 79 0.01 0.000 1
1 acre residential D 84 0.15 0.000 13
Commercial B 92 7.33 0.011 674
Commercial C 94 0.000 0
Commercial D 95 0.45 0.001 43
Open Space (good condition B 61 33.44 0.052 2040
Open Space (good condition C 74 14.64 0.023 1083
Open Space (good condition D 80 3.07 0.005 246
Woods (good condition) B 55 7.31 0.011 402
Woods (good condition) C 70 16.14 0.025 1130
Woods (good condition D 77 0.08 0.000 6
Wetlands woods-poor B 66 0.000 0
Wetlands woods-poor) C 77 0.000 0
Wetlands woods-poor) D 83 0.000 0
Impervious-pavement B 98 1.55 0.002 152
Impervious-pavement C 98 0.22 0.000 22
Impervious-pavement D 98 0.28 0.000 27
Impervious-building B 98 0.000 0
Impervious-building C 98 0.000 0
Impervious-building D 98 0.000 0
Water B 98 0.000 0
Water C 98 0.04 0.000 4
Water D 98 0.52 0.001 51
Totals = 88.8 0.14 6134
Total (weighted) RCN = total product/total area = 69.10
RCN used = 69
0
•
•
SCS Runoff Curve Number
Project: Johnston County Airport
Conditions: Existing
Prepared by: NAT
Date: 10/29/2009
Subbasin: 2
Landuse Soil
Group RCN Area
(Acres) Area (Sq.
Mi.) Product of RCN
and Area
1 acre residential B 68 0.000 0
1 acre residential C 79 0.000 0
1 acre residential D 84 0.000 0
Commercial B 92 0.000 0
Commercial C 94 0.000 0
Commercial D 95 0.000 0
Open Space (good condition) B 61 5.25 0.008 320
Open Space (good condition) C 74 4.82 0.008 357
Open Space (good condition D 80 5.23 0.008 418
Woods (good condition B 55 0.43 0.001 24
Woods (good condition) C 70 4.62 0.007 323
Woods (good condition) D 77 14.24 0.022 1096
Wetlands woods-poor B 66 0.000 0
Wetlands woods-poor C 77 0.38 0.001 29
Wetlands woods-poor D 83 0.11 0.000 9
Impervious-pavement B 98 7.5 0.012 735
Impervious-pavement C 98 3.67 0.006 360
Impervious-pavement D 98 1.59 0.002 156
Impervious-building B 98 2.55 0.004 250
Impervious-building C 98 0.86 0.001 84
Impervious-building D 98 0.45 0.001 44
Water B 98 0.000 0
Water C 98 0.000 0
Water D 98 0.000 0
Totals = 51.7 0.08 4206
Total (weighted) RCN = total product/total area = 81.35
RCN used = 81

•
•
SCS Runoff Curve Number
Project: Johnston County Airport
Conditions: Existing
Prepared by: NAT
Date: 10/29/2009
Subbasin: 3
Landuse Soil
Group RCN Area
(Acres) Area (Sq.
mi.) Product of RCN
and Area
1 acre residential B 68 0.000 0
1 acre residential C 79 0.000 0
1 acre residential D 84 0.000 0
Commercial B 92 0.000 0
Commercial C 94 0.000 0
Commercial D 95 0.000 0
Open Space (good condition) B 61 28.32 0.044 1728
Open Space (good condition) C 74 0.000 0
Open Space (good condition D 80 2.1 0.003 168
Woods (good condition B 55 0.000 0
Woods (good condition) C 70 0.000 0
Woods (good condition D 77 0.000 0
Wetlands woods-poor B 66 0.000 0
Wetlands woods-poor C 77 0.000 0
Wetlands (woods-poor) D 83 0.000 0
Impervious-pavement B 98 15.1 0.024 1480-
Impervious-pavement C 98 0.000 0
Impervious-pavement D 98 0.43 0.001 42
Impervious-building B 98 0.56 0.001 55
Impervious-building C 98 0.000 0
Impervious-building D 98 0.000 0
Water B 98 0.000 0
Water C 98 0.000 0
Water D 98 0.000 0
Totals = 46.5 0.07 3472
Total (weighted) RCN = total product/total area = 74.66
RCN used = 75
0
•
C]
SCS Runoff Curve Number
Project: Johnston County Airport
Conditions: Existing
Prepared by: NAT
Date: 10/29/2009
Subbasin: 4
Landuse Soil
Group RCN Area
(Acres) Area (Sq.
Mi.) Product of RCN
and Area
1 acre residential B 68 0.000 0
1 acre residential C 79 0.000 0
1 acre residential D 84 0.000 0
Commercial B 92 0.000 0
Commercial C 94 0.000 0
Commercial D 95 0.000 0
Open Space (good condition) B 61 0.5 0.001 31
Open Space (good condition) C 74 0.000 0
Open Space (good condition D 80 0.000 0
Woods (good condition B 55 2.9 0.005 160
Woods (good condition) C 70 0.000 0
Woods (good condition D 77 0.000 0
Wetlands woods-poor B 66 0.000 0
Wetlands (woods-poor) C 77 0.000 0
Wetlands woods-poor) D 83 0.000 0
Impervious-pavement B 98 0.000 0
Impervious-pavement C 98 0.000 0
Impervious-pavement D 98 0.000 0
Impervious-building B 98 0.000 0
Impervious-building C 98 0.000 0
Impervious-building D 98 0.000 0
Water B 98 2.79 0.004 273
Water C 98 0.000 0
Water D 98 0.000 0
Totals = 6.19 0.01 463
Total (weighted) RCN = total product/total area = 74.87
RCN used = 75
0
•
•
SCS Runoff Curve Number
Project: Johnston County Airport
Conditions: Proposed
Prepared by: NAT
Date: 10/29/2009
Subbasin: 2
Landuse Soil
Grou RCN Area
Acres Area (Sq.
Mi. Product of RCN
and Area
1 acre residential B 68 0.000 0
1 acre residential C 79 0.000 0
1 acre residential D 84 0.000 0
Commercial B 92 0.000 0
Commercial C 94 0.000 0
Commercial D 95 0.000 0
Open Space (good condition) B 61 5.46 0.009 333
Open Space (good condition C 74 6.58 0.010 487
Open Space (good condition D 80 6.77 0.011 542
Woods (good condition) B 55 0.000 0
Woods (good condition C 70 0.86 0.001 60
Woods (good condition D 77 0.41 0.001 32
Wetlands woods-poor B 66 0.000 0
Wetlands woods-poor) C 77 0.38 0.001 29
Wetlands (woods-poor) D 83 0.11 0.000 9
Impervious-pavement B 98 7.71 0.012 756
Impervious-pavement C 98 5.44 0.009 533
Impervious-pavement D 98 11.08 0.017 1086
Impervious-building B 98 2.55 0.004 250
Impervious-building C 98 1.09 0.002 107
Impervious-building D 98 3.26 0.005 319
Water B 98 0.000 0
Water C 98 0.000 0
Water D 98 0.000 0
Totals = 51.7 0.08 4542
Total (weighted) RCN = total product/total area = 87.86
RCN used = 88
0
•
•
SCS Runoff Curve Number
Project: Johnston County Airport
Conditions: Proposed
Prepared by: NAT
Date: 10/29/2009
Subbasin: 4
Landuse Soil
Group RCN Area
Acres Area (Sq.
Mi. Product of RCN
and Area
1 acre residential B 68 0.000 0
1 acre residential C 79 0.000 0
1 acre residential D 84 0.000 0
Commercial B 92 0.000 0
Commercial C 94 0.000 0
Commercial D 95 0.000 0
Open Space (good condition B 61 3.29 0.005 201
Open Space (good condition) C 74 0.000 0
Open Space (good condition D 80 0.000 0
Woods (good condition B 55 2.9 0.005 160
Woods (good condition C 70 0.000 0
Woods (good condition D 77 0.000 0
Wetlands woods-poor B 66 0.000 0
Wetlands woods-poor C 77 0.000 0
Wetlands woods-poor D 83 0.000 0
Impervious-pavement B 98 0.000 0
Impervious-pavement C 98 0.000 0
Impervious-pavement D 98 0.000 0
Impervious-building B 98 0.000 0
Impervious-building C 98 0.000 0
Impervious-building D 98 0.000 0
Water B 98 0.000 0
Water C 98 0.000 0
Water D 98 0.000 0
Totals = 6.19 0.01 360
Total (weighted) RCN = total product/total area = 58.19
RCN used = 58
0
•
Time of Concentration Calculation
SCS Segmental Method
Project: Johnston County Airport
Conditions: Existing W1<
Prepared by:DJK Date: 7-21-09 M11= K04SIC31M
Eun0wrrc . Planners . Surveyors
[ andstz7he Arcl?itcrts
Existing Basin #1
•
Sheet Flow Segment ID AB
1. Surface description (Table 3-1) Woods
2. Manning's roughness coeff., n (Table 3-1) 0.40
3. Flow length, L (Total < 300 ft) ft 100
4. Two-year 24-hour rainfall, P in 3.6
5. Land slope, S T, = 0.007(nL)o ft/ft 0.040
6. Travel time, T t pz o.5So.4 hr 0.26
Shallow Concentrated Flow Segment ID BC
7. Surface description (Paved or Unpaved) Unpaved
8. Flow length, L ft 460
9. Watercourse slope, S ft/ft 0.016
10. Average velocity, 3-1 v = 2oszs2<s?OS
(Figure ) ft/sec 2.1
11.Travel time, T t v, = 16.1345(,)05 hr 0.06
Channel Flow Segment ID CD
12. Cross sectional flow area, A ft 12
13. Wetted perimeter, P ft 8.6
14. Hydraulic radius, R = ft 1.4
15. Channel slope, S ft/ft 0.009
16. Manning's roughness coeff., n 0.045
17
Channel velocit
V
.
y, z„ 1z
v
1
49 ft/sec 3.8
18. Flow length, L =
.
R s ft
703
19.Travel time, T t n hr 0.05
Time of Concentration = 0.37 hr
Time of Concentration = 22.1 min
0
E
Time of Concentration Calculation
SCS Segmental Method
Project: Johnston County Airport
Conditions: Existing W*C
Prepared by:DJK Date: 7-21-09 C31 G KSi C3 M
E:ngmeers . Planners. Surveyors
I Andsc-ageAr(hilerts
Existing Basin #2
C,
Sheet Flow Segment ID AB
1. Surface description (Table 3-1) Grass
2. Manning's roughness coeff., n (Table 3-1) 0.24
3. Flow length, L (Total < 300 ft) ft 50
4. Two-year 24-hour rainfall, P in 3.6
5. Land slope, S T, = 0.007(nL)0.8 ft/ft
0.010
6. Travel time, T t P 0.5S0.4 hr 0.17
Shallow Concentrated Flow Segment ID BC
7. Surface description (Paved or Unpaved) Unpaved
8. Flow length, L ft 300
9. Watercourse slope, S ft/ft 0.005
10. Average velocity, (Figure 3-1) v„ = 2o.32s2<s)° ` ft/sec 1.1
11.Travel time, T t V„ = 16.1345(s)°'S hr 0.07
Channel Flow Segment ID CD
12. Cross sectional flow area, A ft 8
13. Wetted perimeter, P ft 7
14. Hydraulic radius, R = ft 1.1
15. Channel slope, S ft/ft 0.008
16. Manning's roughness coeff., n 0.045
17
Channel velocit
V
.
y, 2132 ft/sec 3.3
18. Flow length, L V = 1.49R s ft 1097
19.Travel time, T t n hr 0.09
Time of Concentration = 0.33 hr
Time of Concentration = 20.1 min
0
•
Time of Concentration Calculation
SCS Segmental Method
Project: Johnston County Airport
Conditions: Existing W 1<
Prepared by:DJK Date: 7-21-09 M' G KS0 M
E wtainec•rs . 1'lannPrs . Surveyyors
t anist:ap°Artirite'cts
Existing Basin #3
•
Sheet Flow Segment ID AB
1. Surface description (Table 3-1) Grass
2. Manning's roughness coeff., n (Table 3-1, TR-55) 0.24
3. Flow length, L (Total < 300 ft) ft 100
4. Two-year 24-hour rainfall, P in 3.6
5. Land slope, S T, = 0.007(nL)°R ft/ft
0.007
6. Travel time, T t pz 0.5S0.4 hr 0.34
Shallow Concentrated Flow Segment ID BC
7. Surface description (Paved or Unpaved) Unpaved
8. Flow length, L ft 80
9. Watercourse slope, S V = 203 ft/ft 0.016
282(s)os
10. Average velocity, (Figure 3-1) ft/sec 2.0
11.Travel time, T t v, = 16.1345(,) 0.5 hr 0.01
Channel Flow Segment ID CD
12. Cross sectional flow area, A ft 9.95
13. Wetted perimeter, P ft 20
14. Hydraulic radius, R = ft 0.5
15. Channel slope, S ft/ft 0.120
16. Manning's roughness coeff., n 0.045
17
Chan
l
l
it
V
.
ne
ve
oc
y, 2,3 „Z ft/sec 7.2
18. Flow length, L v = 1.49R S ft 2074
19.Travel time, T t n hr 0.08
Time of Concentration = 0.43 hr
Time of Concentration = 25.9 min
0
•
Time of Concentration Calculation
SCS Segmental Method
Project: Johnston County Airport
Conditions: Existing W
Prepared by:DJK Date: 7-21-09 r3i=*<?CWM
Enaife«ers . Planners . Surveyors
Landsrarh, Arc Wh tls
Existing Basin #4
•
Sheet Flow Segment ID AB
1. Surface description (Table 3-1) Woods
2. Manning's roughness coeff., n (Table 3-1) 0.40
3. Flow length, L (Total < 300 ft) ft 100
4. Two-year 24-hour rainfall, P in 3.6
5. Land slope, S T, = 0.007(nL) 08 ft/ft 0.007
6. Travel time, T t p2 0.550.4 hr 0.51
Shallow Concentrated Flow Segment ID BC
7. Surface description (Paved or Unpaved) Unpaved
8. Flow length, L ft 200
9. Watercourse slope, S v = 20.3282(s)" ft/ft 0.007
10. Average velocity, (Figure 3-1) ft/sec 1.3
11.Travel time, T t V,, = 16.1345(s)O 5 hr 0.04
Channel Flow Segment ID CD
12. Cross sectional flow area, A ft 40
13. Wetted perimeter, P ft 20
14. Hydraulic radius, R = ft 2.0
15. Channel slope, S ft/ft 6.000
16. Manning's roughness coeff., n 0.045
17
Channel v
l
it
V
.
e
oc
y, 2,3 1/2 ft/sec 128.7
18. Flow length, L V= 1.49R S ft 1
19.Travel time, T t n hr, 0.00
Time of Concentration = 0.55 hr
Time of Concentration = 33.3 min
0
•
Time of Concentration Calculation
SCS Segmental Method
Project: Johnston County Airport
Conditions: Proposed W
Prepared by:DJK Date: 7-21-09 C3I = 1{:S C1 1V
F:rtyirter•rs . hlunn<rs . Surve'UOrs
Lmidst aloe Arc 1614% is
Proposed Basin #2
0
Sheet Flow Segment ID AB
1. Surface description (Table 3-1) Asphalt
2. Manning's roughness coeff., n (Table 3-1) 0.01
3. Flow length, L (Total < 300 ft) ft 86
4. Two-year 24-hour rainfall, P in 3.6
5. Land slope, S T, = 0.007(nL)° K ft/ft
0.005
6. Travel time, T t p2 0.5SO.4 hr 0.03
Shallow Concentrated Flow Segment ID BC
7. Surface description (Paved or Unpaved) NA
8. Flow length, L ft 0
9. Watercourse slope, S v = 20.32s2?s>° ft/ft 0.000
`
10. Average velocity, (Figure 3-1) ft/secl 0.0 1
11.Travel time, T t V, = 16.1345(5)0 5 hr 0.00
Channel Flow Segment ID CD
12. Cross sectional flow area, A ft Pipe Flow
13. Wetted perimeter, P ft
14. Hydraulic radius, R = ft
15. Channel slope, S ft/ft
16. Manning's roughness coeff., n
17. Channel velocity, V 21-I2 ft/sec 6.0
18. Flow length, L v = 1.49R s ft 1551
19.Travel time, T t n hr 0.07
Time of Concentration = 0.11 hr
Time of Concentration = 6.3 min
0
0 Stage Storage Relationship - At Proposed Dry Pond
Project: Johnston County Regional Airport
Prepared by: DJK
Dated: 11-08-09 K:3 1 C K O ,
[ #§,Jmr.^rs 1>la rt r?rrs Sa n?. •r.[c. rs
1_q tidscape Ar.-Hite. is
V,, = Y3 A, + A, + A, • AZ Incremental volume determined using "conic" method as described in USACE HEC-1 manual
Stage-Storage from Contours
S S
CONTOUR INCREMENTAL ACCUMULATIVE TOTAL
CONTOUR AREA VOLUME VOLUME VOLUME
(FT) (AC) (SF) (GAL) (CF) (ACTT) (GAL) (CF) (ACTT) (%)

124.00 0.02 918 0.000
125.00 0.10 4556 18749 2506 0.058 18749 2506 0.058 0.010
126.00 0.80 34821 129591 17324 0.398 148339 19830 0.455 0.081
127.00 0.89 38610 274529 36699 0.842 422868 56529 1.298 0.231
128.00 0.98 42493 303230 40536 0.931 726099 97065 2.228 0.397
129.00 1.07 46392 332346 44428 1.020 1058445 141494 3.248 0.579
130.00 1.16 50521 362370 48442 1.112 1420815 189935 4.360 0.778
131.00 1.34 58162 406166 54297 1.246 1826981 244232 5.607 1.000
•
•
Stage-Storag e w/ 25% Reduction to Areas
S S
CONTOUR INCREMENTAL ACCUMULATIVE TOTAL
CONTOUR AREA VOLUME VOLUME VOLUME
(FT) (AC) (SF) (GAL) (CF) (ACTT) (GAL) (CF) (AC-FT) (%)

124.00 0.02 689 0.000
125.00 0.08 3417 14062 1880 0.043 14062 1880 0.043 0.008
126.00 0.60 26116 97193 12993 0.298 111254 14873 0.341 0.061
127.00 0.66 28957 205897 27524 0.632 317151 42397 0.973 0.174
128.00 0.73 31870 227423 30402 0.698 544574 72799 1.671 0.298
129.00 0.80 34794 249260 33321 0.765 793834 106120 2.436 0.435
130.00 0.87 37891 271778 36331 0.834 1065611 142452 3.270 0.583
131.00 1.00 43621 304625 40722 0.935 1370236 183174 4.205 0.750
I:\Admin\WKD Interoffice\Columb,.Wohnston County Airport\Stormwater Calcs and Report\Dry Pond Design\Spreadsheets-Calcs
Corr
Watershed Model Schematic Hydraflow Hydrographs by Intelisolve v9.22
Hydrograph Return Period Recap HydraflowHydrographsbylntelisolvev9.22
r
yd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph

o. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------- 48.78 ------- ------- ------- 198.70 282.97 355.88 435.28 WS 1 (Pre-dev)
2 SCS Runoff ------- 87.80 ------- ------- ------- 232.58 304.09 363.69 427.01 WS 2 (Pre-dev)
3 SCS Runoff ------- 36.74 ------- ------- ------- 117.44 160.07 196.26 235.16 WS 3 (Pre-dev)
4 SCS Runoff ------- 0.366 ------- ------- ------- 5.442 9.143 12.52 16.35 WS 4 (Pre-dev)
5 Combine 1, 2, 3, 154.82 ------- ------- ------- 504.54 688.78 845.74 1015.01 Comb Apron
6 SCS Runoff ------- 48.78 ------- ------- ----- -- 198.70 282.97 355.88 435.28 WS 1 (Post-dev)
7 SCS Runoff ------- 138.20 ------- ------- ------- 305.83 384.97 450.22 519.17 WS 2 (Post-dev)
8 SCS Runoff ------- 36.74 ------- ------- ------- 117.44 160.07 196.26 235.16 WS 3 (Post-dev)
9 SCS Runoff ------- 0.366 ------- ------- ------- 5.442 9.143 12.52 16.35 WS 4 (Post-dev)
10 Combine 6, 7, 8, 185.59 ------- ------- ------- 523.32 698.14 846.64 1006.62 Comb Apron
11 Reservoir 10 156.10 ------- ------- ------- 236.05 255.56 264.97 273.93 Infield Storage Post
12 Reservoir 5 142.56 ------- ------- ------- 235.67 255.18 264.87 273.94 Infield Storage Pre
13 Combine 4, 12 142.74 ------- ----- -- ------- 240.78 263.05 275.40 287.07 WS 4 and Combine 12 (Pre-dev) Co
14 Combine 9, 11, 156.19 ------- ------- ------- 241.16 263.43 275.57 287.18 WS 9 and Combine 14 (Post-dev) Co
15 Reservoir 14 106.53 ------- ------- ------- 234.92 260.31 273.43 285.58 Proposed Dry Pond
Proj. file: Offsite Dry Detention REV 11.04.09.gpw Tuesday, Nov 10, 2009
4
r
4
4
4
Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.22
yd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 48.78 3 729 203,768 ---- ------ ------ WS 1 (Pre-dev)
2 SCS Runoff 87.80 3 720 240,748 ---- ------ ------ WS 2 (Pre-dev)
3 SCS Runoff 36.74 3 732 157,777 ---- ------ ------ WS 3 (Pre-dev)
4 SCS Runoff 0.366 3 750 4,743 ---- ------ ------ WS 4 (Pre-dev)
5 Combine 154.82 3 723 602,292 1, 2, 3, ------ ------ Comb Apron
6 SCS Runoff 48.78 3 729 203,768 ---- ------ ------ WS 1 (Post-dev)
7 SCS Runoff 138.20 3 717 313,646 ---- ------ ------ WS 2 (Post-dev)
8 SCS Runoff 36.74 3 732 157,777 ---- ------ ------ WS 3 (Post-dev)
9 SCS Runoff 0.366 3 750 4,743 ---- ------ ------ WS 4 (Post-dev)
10 Combine 185.59 3 720 675,190 6, 7, 8, ------ ------ Comb Apron
11 Reservoir 156.10 3 723 675,190 10 132.80 18,558 Infield Storage Post
12 Reservoir 142.56 3 729 602,292 5 132.29 10,694 Infield Storage Pre
13 Combine 142.74 3 729 607,035 4,12 ------ ------ WS 4 and Combine 12 (Pre-dev) Co
14 Combine 156.19 3 723 679,933 9, 11, ------ ------ WS 9 and Combine 14 (Post-dev) Co
15 Reservoir 106.53 3 735 677,427 14 128.82 133,312 Proposed Dry Pond
Offsite Dry Detention REV 11.04.09.gpw Return Period: 1 Year Tuesday, Nov 10, 2009
Hydrograph Report
Tuesday, Nov 10, 2009
Hyd. No. 14
WS 9 and Combi
Hydrograph type
Storm frequency
Time interval
Inflow hyds.
Peak discharge = 156.19 cfs
Time to peak = 723 min
Hyd. volume = 679,933 cuft
Contrib. drain. area = 6.200 ac
4
Q (cfs)
WS 9 and Combine 14 (Post-dev) Combine
Hyd. No. 14 -- 1 Year
ne 14 (Post-dev) Combine
= Combine
= 1 yrs
= 3 min
= 9, 11
0 180 360 540 720
• Hyd No. 14 Hyd No. 9
Q (cfs)
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
900 1080 1260 1440 1620
Hyd No. 11 Time (min)
Hydrograph Summary Report
r
Hydraflow Hydrographs by Intelisolve v9.22
yd.
o. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 198.70 3 726 715,136 ---- ------ ------ WS 1 (Pre-dev)
2 SCS Runoff 232.58 3 720 632,121 ---- ------ ------ WS 2 (Pre-dev)
3 SCS Runoff 117.44 3 729 473,015 ---- ------ ------ WS 3 (Pre-dev)
4 SCS Runoff 5.442 3 735 29,111 ---- ------ ------ WS 4 (Pre-dev)
5 Combine 504.54 3 723 1,820,272 1, 2, 3, ------ ------ Comb Apron
6 SCS Runoff 198.70 3 726 715,136 ---- ------ ------ WS 1 (Post-dev)
7 SCS Runoff 305.83 3 717 717,629 ---- ------ ------ WS 2 (Post-dev)
8 SCS Runoff 117.44 3 729 473,015 ---- ------ ------ WS 3 (Post-dev)
9 SCS Runoff 5.442 3 735 29,111 ---- ------ ------ WS 4 (Post-dev)
10 Combine 523.32 3 720 1,905,781 6, 7, 8, ------ ------ Comb Apron
11 Reservoir 236.05 3 741 1,905,783 10 136.66 322,386 Infield Storage Post
12 Reservoir 235.67 3 741 1,820,271 5 136.64 317,688 Infield Storage Pre
13 Combine 240.78 3 741 1,849,383 4, 12 ------ ------ WS 4 and Combine 12 (Pre-dev) Co
14 Combine 241.16 3 741 1,934,892 9, 11, ------ ------ WS 9 and Combine 14 (Post-dev) Co
15 Reservoir 234.92 3 756 1,932,386 14 130.86 234,857 Proposed Dry Pond
Offsite Dry Detention REV 11.04.09.gpw Return Period: 10 Year Tuesday, Nov 10, 2009
4
4
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22
Hyd. No. 14
WS 9 and Combine 14 (Post-dev) Combine
Hydrograph type = Combine
Storm frequency = 10 yrs
Time interval = 3 min
Inflow hyds. = 9, 11
6
Tuesday, Nov 10, 2009
Peak discharge = 241.16 cfs
Time to peak = 741 min
Hyd. volume = 1,934,892 cuft
Contrib. drain. area = 6.200 ac
WS 9 and Combine 14 (Post-dev) Combine
Q (cfs) Hyd. No. 14 -- 10 Year Q (cfs)
280.00 280.00
40.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 80.00
40.00 40.00
0.00
0 00
0 180 360 540 720 900 1080 1260 1440 1620
Hyd No. 14 Hyd No. 9 Hyd No. 11
Time (min)

4
4
Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.22
yd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 282.97 3 726 1,002,170 ---- ------ ------ WS 1 (Pre-dev)
2 SCS Runoff 304.09 3 720 832,188 ---- ------ ------ WS 2 (Pre-dev)
3 SCS Runoff 160.07 3 729 641,259 ---- ------ ------ WS 3 (Pre-dev)
4 SCS Runoff 9.143 3 735 44,954 ---- ------ ------ WS 4 (Pre-dev)
5 Combine 688.78 3 723 2,475,619 1, 2, 3, ------ ------ Comb Apron
6 SCS Runoff 282.97 3 726 1,002,170 ---- ------ ------ WS 1 (Post-dev)
7 SCS Runoff 384.97 3 717 915,849 ---- ------ ------ WS 2 (Post-dev)
8 SCS Runoff 160.07 3 729 641,259 ---- ------ ------ WS 3 (Post-dev)
9 SCS Runoff 9.143 3 735 44,954 ---- ------ ------ WS 4 (Post-dev)
10 Combine 698.14 3 720 2,559,278 6, 7, 8, ------ ------ Comb Apron
11 Reservoir 255.56 3 744 2,559,278 10 137.85 571,539 Infield Storage Post
12 Reservoir 255.18 3 744 2,475,617 5 137.83 566,534 Infield Storage Pre
13 Combine 263.05 3 744 2,520,573 4, 12 ------ ------ WS 4 and Combine 12 (Pre-dev) Co
14 Combine 263.43 3 744 2,604,231 9, 11, ------ ------ WS 9 and Combine 14 (Post-dev) Co
15
I Reservoir 260.31 3 753 2,601,723 14 131.02 242,990 Proposed Dry Pond
Offsite Dry Detention REV 11.04.09.gpw Return Period: 25 Year Tuesday, Nov 10, 2009
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22
• H
d
N
14
y
.
o.
WS 9 and Combine 14 (Post-dev) Combine
Hydrograph type = Combine
Storm frequency = 25 yrs
Time interval = 3 min
Inflow hyds. = 9, 11
8
Tuesday, Nov 10, 2009
Peak discharge = 263.43 cfs
Time to peak = 744 min
Hyd. volume = 2,604,231 cuft
Contrib. drain. area = 6.200 ac
WS 9 and Combine 14 (Post-dev) Combine
Q (cfs) Hyd. No. 14 -- 25 Year Q (cfs)
280.00 280.00
40.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 80.00
40.00 40.00
0.00
0 00
0 180 360 540 720 900 1080 1260 1440 1620
• (min)
Hyd No. 14 Hyd No. 9 Hyd No. 11 Time
Hydrograph Summary Report

Hydraflow Hydrographs by Intelisolve v9.22
yd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 355.88 3 726 1,252,960 ---- ------ ------ WS 1 (Pre-dev)
2 SCS Runoff 363.69 3 720 1,001,721 ---- ------ ------ WS 2 (Pre-dev)
3 SCS Runoff 196.26 3 729 785,812 ---- ------ ------ WS 3 (Pre-dev)
4 SCS Runoff 12.52 3 735 59,491 ---- ------ ------ WS 4 (Pre-dev)
5 Combine 845.74 3 723 3,040,491 1, 2, 3, ------ ------ Comb Apron
6 SCS Runoff 355.88 3 726 1,252,960 ---- ------ ------ WS 1 (Post-dev)
7 SCS Runoff 450.22 3 717 1,081,748 ---- ------ ------ WS 2 (Post-dev)
8 SCS Runoff 196.26 3 729 785,812 ---- ------ ------ WS 3 (Post-dev)
9 SCS Runoff 12.52 3 735 59,491 ---- ------ ------ WS 4 (Post-dev)
10 Combine 846.64 3 720 3,120,516 6, 7, 8, ------ ------ Comb Apron
11 Reservoir 264.97 3 747 3,120,519 10 138.46 804,028 Infield Storage Post
12 Reservoir 264.87 3 747 3,040,491 5 138.45 801,133 Infield Storage Pre
13 Combine 275.40 3 741 3,099,981 4, 12 ------ ------ WS 4 and Combine 12 (Pre-dev) Co
14 Combine 275.57 3 741 3,180,008 9, 11, ------ ------ WS 9 and Combine 14 (Post-dev) Cc
15 Reservoir 273.43 3 750 3,177,503 14 131.09 247,086 Proposed Dry Pond
Offsite Dry Detention REV 11.04.09.gpw Return Period: 50 Year Tuesday, Nov 10, 2009
4
r
Hydrograph Report
10
• Hyd. No. 14
WS 9 and Combi
Hydrograph type
Storm frequency
Time interval
Inflow hyds.
ne 14 (Post-dev) Combine
= Combine
= 50 yrs
= 3 min
= 9, 11
Tuesday, Nov 10, 2009
Peak discharge = 275.57 cfs
Time to peak = 741 min
Hyd. volume = 3,180,008 tuft
Contrib. drain. area = 6.200 ac
WS 9 and Combine 14 (Post-dev) Combine
Q (cfs) Hyd. No. 14 - 50 Year Q (cfs)
280.00 280.00
0 40.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 80.00
40.00 40.00
0.00
0 00
0 180 360 540 720 900 1080 1260 1440 1620
is I Hyd No. 14 Hyd No. 9 Hyd No. 11 Time (min)
11
Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.22
yd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 435.28 3 726 1,528,677 ---- ------ ------ WS 1 (Pre-dev)
2 SCS Runoff 427.01 3 720 1,184,275 ---- ------ ------ WS 2 (Pre-dev)
3 SCS Runoff 235.16 3 729 942,921 ---- ------ ------ WS 3 (Pre-dev)
4 SCS Runoff 16.35 3 735 76,024 ---- ------ ------ WS 4 (Pre-dev)
5 Combine 1015.01 3 723 3,655,873 1, 2, 3, ------ ------ Comb Apron
6 SCS Runoff 435.28 3 726 1,528,677 ---- ------ ------ WS 1 (Post-dev)
7 SCS Runoff 519.17 3 717 1,258,952 ---- ------ ------ WS 2 (Post-dev)
8 SCS Runoff 235.16 3 729 942,921 ---- ------ ------ WS 3 (Post-dev)
9 SCS Runoff 16.35 3 735 76,024 ---- ------ ------ WS 4 (Post-dev)
10 Combine 1006.62 3 720 3,730,551 6, 7, 8, ------ ------ Comb Apron
11 Reservoir 273.93 3 750 3,730,550 10 139.06 1,068,027 Infield Storage Post
12 Reservoir 273.94 3 750 3,655,873 5 139.05 1,068,319 Infield Storage Pre
13 Combine 287.07 3 741 3,731,897 4, 12 ------ ------ WS 4 and Combine 12 (Pre-dev) Co
14 Combine 287.18 3 741 3,806,575 9, 11, ------ ------ WS 9 and Combine 14 (Post-dev) Co
15 Reservoir 285.58 3 750 3,804,066 14 131.15 250,686 Proposed Dry Pond
Offsite Dry Detention REV 11.04.09.gpw Return Period: 100 Year Tuesday, Nov 10, 2009
4
4
Hydrograph Report
12
Hyd. No. 14
WS 9 and Combi
Hydrograph type
Storm frequency
Time interval
Inflow hyds.
ne 14 (Post-dev) Combine
= Combine
= 100 yrs
= 3 min
= 9, 11
Q (cfs)
n" -
Tuesday, Nov 10, 2009
Peak discharge = 287.18 cfs
Time to peak = 741 min
Hyd. volume = 3,806,575 cuft
Contrib. drain. area = 6.200 ac
WS 9 and Combine 14 (Post-dev) Combine
Hyd. No. 14 -- 100 Year
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
30.00
40.00
0 00
0 180 360 540 720 900 1080 1260 1440 1620
Hyd No. 14 Hyd No. 9 Hyd No. 11 Time (min)
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C-1 -CODER SHEET C-19 -DRAINAGE AND EROSIO AND EROSION CONTROL DETAILS & NOTES SHEET 1
C-2 -CONSTRUCTION SAFETY PLAN C-20 -DRAINAGE AND EROSIC AND EROSION CONTROL DETAILS ~ NOTES SHEET ~2
C-3 -GENERAL NOTES AND LEGEND C-21 -DRAINAGE AND EROSIC AND EROSION CONTROL DETAILS ~ NOTES SHEET ~3
C-4 -CORPORATE AREA LAYOUT AND STAKING PLAN C-22 -DRAINAGE AND EROSIC AND EROSION CONTROL DETAILS ~ NOTES SHEET ~4 ~ ~ ~ [ ~ F~ ~ , a ~ a ~ ~
C-5 -RUNWAY SAFETY AREA LAYOUT AND STAKING PLAN C~-23 - DOX CULVERT DETAILS :RT DETAILS SHEET ~1 `
C-6 -CORPORATE AREA CLEARING AND GRUBDlNG, DEMOLITION, AND INITIAL EROSION C-24 -BOX CULVERT DETAILS :RT DETAILS SHEET ~2 ~ < ~ a:'~, ~ " ~ a' ~ ~ ~ -
CONTROL PLAN
C-25 -TYPICAL SECTIONS ANI :CTIONS AND MISCiLLANEOUS DETAILS
C-7 -RUNWAY SAFETY AREA CLEARING AND GRUDDING AND DEMOLITION PLAN
C-26 -WETLANDS DELINEATI01 DELINEATION MAP SHEET ~1
C-~ -CORPORATE AREA PHASE 1 GRADING AND DRAINAGE PLAN SHEET #1
C-27 -WETLANDS DELINEATI01 DELINEATION MAP SHEET ~2
C-9 -CORPORATE AREA PHASE 1 GRADING AND DRAINAGE PLAN SHEET ~2
C-26 -DRY DETENTION POND ITION POND DETAIL SHEET ~
C-10 -RUNWAY SAFETY AREA GRADING RND DRAINAGE PLAN
C-29A -DRAINAGE AREA MAP ° AREA MAP , ~ f~`ie`: ~
C-11 -CORPORATE AREA PHASE 2 GRADING AND DRAINAGE PLAN SHEET ~1
C-29D - SWALE AND FILTER S dD FILTER STRIP CONSERVATION EASEMENTS ~rytr~~nity in~°astru~tur~ ~®ns~itants
C-12 -CORPORATE AREA PHASE 2 GRADING AND DRAINAGE PLAN SHEET ~2
C-30A - AMP SWALE ~3 GRAC LE ~3 GRADING AND EROSION CONTROL 1Q01 PINNACLE P®INT DRIO/E
C-13 -DRY POND GRADING AND EROSION CONTROL C-30D - RMP SWALE ~5 GRAC LE ~5 GRADING AND EROSION CONTROL SUITE 110
G-14 - GORROW AREA GRADING, EROSION RND SEDIMENT CONTROL PLAN COLUMBIA, SC 2922
C-30C - DMP SWALE ~6 GRAC LE ~6 GRADING AND ERO51ON CONTROL 4803? 786.261
C-15 -RUNWAY SAFETY AREA CULVERT PLAN AND PROFILE
X-1 -RUNWAY SAFETY AREA =ETY AREA CROSS SECTIONS STATION 12-00 THROUGH 13+00
U-7b - UUKV AKtA t&SL 7 U:it UtZA; UN I1 ILt tiHtt I Office Locations:
X-2 - RUNWAY SAFETY AREA FETY AREA CROSS SECTIONS STATION 14+00 THROUGH 16+00 North Carolina Georgia
C-17 - CORP AREA ESC 2 USE DESC ON TITLE SHEET
X-3 - RUNWAY SAFETY AREA FETY AREA CROSS SECTIONS STATION 17+00 THROUGH 20+00 South Carolina Kentucky
C-18 - RUNWAY SAFETY AREA EROSION AND SEDIMENT CONTROL PLAN
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TOTAL AREA
AC IMPERVIOUS 7 TSS N
SWALE #1 A 1.75 34.60 154.24 3.97
SWALE #1 B 1.23 37,60 88.51 2.15
SWALE ~2 4.90 34,71 487.29 12.76
SWALE ~3 12.45 30,60 1260.40 33.60
SWALE #4A 6.15 20,84 154.17 6.61
SWALE #4B 5.71 20,94 360.23 9.44
SWALE #5 12.70 24,77 1003.20 28.20 GRAPHIC SCALE
SWALE 21.81 30.72 2142.50 56,86
SWALE ~7 9.53 21.74 432.08 10.57
TOTAL 152.44 27.51 6083 164
i inch = lOQ ft.
PROJECT MANAGER DRAWING SCALE 1001 PINNACLE POINT DRIVE RELEASED FOR DATE
ADDED SHEEP , „ os CRT AS SHOWN SUITE 110 EA A SA AND CORPORATE AREA DEVELOPMENT C-29;;/l
DWK COLUMBIA, SC 29223 APPROVALS 2 UPDA?ED SHEET FOR SWALE DESIGN O DRAWN 8Y PROJECT DAIS RWH NOV 2009 [phone] FOR THE DRAINAGE AREA MAP
lumm APPROVED BY PROJECT NUMBER
HE fto) I'don' KS'dow` IN BIDDING Office Locations: ic D~&C 80324.OO.CA CONSTRUCTION JOHNSTON COUNTY AIRPORT -30
REV. NO. DESCRIPTION DATE FILE NAME PLOT DATE community infrastructure consultants North Carolina Georgia SMITHFIELD, NORTH CAROLINA
REVISIONS South Carolina Kentuck RECORD DWG

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' SWALE ~5 CONS Y~ . 'ALE ~5 CONSERVATION EASEMENT LIMITS
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: r"' . e • ~ a r~ a ; ,fia ~ J' s° s~."~ _ ~ r" f' .a"'e ~ ~ d ,,M F ,r' m .q a n 7 1 .,:f ..d r ,t r ss _ i ; ,r rr'~ rA .r r f f ~ .n ? ~ / ~ s „ : . .v a y n ~ B ~ k~' ,l'~'.fi~ d f s'~ ~ J. r r r ~ ' .r ,e e x F ~ s r : d .r^'c r'~ r' .x"~~ t•~r ,d a y' ,d .f .,y e° a' d,. f r F rr xr' ^r.g r _ _ f t' r fir, - <T^Y .r I • r rr'r .F' ~ / r' F' .p ~ d ~ F fi ~ ? ~ t' ~ ~ ~ ~ r ,rte ~ ~ " t .vaf s. ~ d rtt'' '"d`' ~ .r ~ a?: ~ " ~.r} .J~ v r r' r F ,
' ! .F =s ' .a .,:r r' .n y.:' y' .q'~'~ F' .f~ f• ,3 1r N' !s'` J' r } P r ~,a d„ r r ~ r F' S . R` .a ,fi x' i n , r , I' T. v~ .iS it S ..`Y~ p r(~ymouY '~~b :.s ,:rm ~r .d ~ a „ F ,d" r' ~ .`mm.~'f. .'~Jmne: - . r`~ i : re r • ~ ~ ~ - - r . :+l s / ~ ~'!m~ ' mod" ~f ' ,f t .a e^y r ~ ~;r ~ i .f md(~ s aea~ f {.tea. , }amew"~s..+w -®'r 'e~Wr s y .s ` ,
SWALE #6 CONSERVATION EASEMENT LIMITS
APPROXIMATELY 46' X 1450'
SWALE #1 B CONSERVATION EASEMENT LIMITC EMENT LIMITS SWALE ~1A CONSERVATION EASEMENT LIMITS $
_.__.._~:..~._~.__.__....~_._._.___._._.~..______....__.__...._...._....._.__..__._..~.m.n._...?___.._ APPROXIMATELY 80 X 200 .Y 80' X 200' APPROXIMATELY 30' X 370' i°~~
E ~
SWALE ~'4A CONSERVATION EASEMENT LIMITS I ~ ~
APPROXIMATELY 35 X 520 T T T T T T T TTT ~ ~ T TTTTT~T ~
i
1 jf f r fl ~
~ f ~ 1 I y
{ ! i ~ ~ y ~ ~___"~__T___.~~...~ ~
,.l {
\ i f',
~~.f o ~ ~E;
9 ' 'F ~ f X F~ p d G"i ` .s a I
J F Y y If
1d. bP~4 ~ rr a^ 1 r .f r r" 6'' x" ? l Y r' +r: } 'd ) ~
n ,Y w AAKWP JY yr~l` * { ,t - i" d 7'~~ f . r e 1 ar rf ^x - r''~ ,s "x r ~r d 1 r f J ~ r' ~ , f ~ I
! yyr ~ ~ ,,r' ,r T r' ? ,1~ r' s' d` p' ~ .v`r~ ~ ~s ~ ! r ^ <,,r 'r t~` .f ~ r r ,r,. r r } ~ try ,i ,s'P .,~F r .f ~ r .r F ^r~ . ~ . ; a
r r' ..'Y ,>1 t, x" x f r r~ t r a~ r d z y ~r s r - _ r e' r < f / F. - ~ F,r° I
' d 1 ;.d° .,s° r!' ; ..rr. ;r ,r" yr~ ~1 f ~s ,r ~ .r* ~,+i _r{. r r" r, y` . , p r ~ ~ .,f : „ r • ' ~ ' ' / r~ ra ~ o ~,,f aµ` a, J«r^ ~ ?
. ~ r `Y f e r3 ~ s : ~ ~ _F a.. ~ l 3r - .a . ? r y .f
I Fr J`=. 1. 's + . a. - ~O. J ~ ~ 'v r'
SWALE 46 CONSERVATION EASEMENT tIMfTS r? r F''y ~ a s ~ f ~ r r 3
~ ~ m APPROXIMATELY 35 X 520 Il N ~ , rem « d'' ~ ,d' (t
FILTER STRIP ~1 CONSERVATION EASEMENT LIMITS SWALE #3 CONSERVATION EASEMENT tIMlTS
' APPROXIMATELY 79' X 720' ---I APPROXIMATELY 120 X 630 ~ Z f j'f SWALE ~2 CONSERVATION EASEMENT LIMITS
U} 0 0 n ~ f,. p APPROXIMATELY 40' X 720' ~ i~
0 l \ I ~ ew.
( i ~ » mss- ~f J ~ , f. \ e i
~ •,F..... f f ~ ~ 7 ;:;"s'~ art ~r 5~ ~'x` m as...~
_____r ~_.r._»
f ~

a ~a
s ~a ~
3, _ r ? t' yaJ o r ~ J ~ , f r r x, y - ,r" ~ 1 ~,,r a ~ f p' r
6 i . n ,^r+f r' ,s t„ r ~ .d r' r r f ,J° ~d" e" r fi. r' ' f, ,x . .r .r~ r e : ? r s ~ „ r'" a ,n < r t r r ~"~r"x ~d e' c' r, .r' s'~ ! Mr n F. .x,. , ` ,f . ,.r" ?r .r f _ r p ' J <r r r'' r ~ ,j as >r ~ =r 1 ~f"~ ~ ~ ~ ,J r} r r d., ~ .e`r r ~ d l 4r,. ' s .r f 9• f rr e ,,a ~ ' a r f ,r' s. ~ s s`
w .r . r .r r :'r ..s a r^ "d , r " ^r l Y. s d ~ f ~.r a; ~,:F r,. t ,r , y < f" s.v rh''' r'r d F' r ,a i ~ " r ,r d P'f ? ' : r i' .t a s ,r :'F :r A' r „ d" 1 P~ F., d A"~ J `J1P, 6 f ~ , x E,. r < ;ir s'' e x g r d s. ,t ,r r a .w d ' r~r ,v` ~ z r,% Y~:
.s a < r ,e' 1 r°' .f .,m r ,s t > rr ~ d' f`" _ J'.' mr m:
SWALE ~6 CONSERVATION EASEMENT LIMITS
APPROXIMATELY 46' X 1460'
GR ~~C 0.J iJ
i pmela ~ 140 tt,
PAO CF MANAGER DRAWING SCALE 1001 PINNACLE POINT DRIVE RELEASED FOR DATE
9~ 9 09 1 ADDED SHEET CRT AS S1i0WN SUITE 110 URSA A EWv ' COLUMBIA SC 29223 APPROVALS SA AND T DEVELOPMENT
2 UPDATED SHEET FOR SWALE DESIGN (OXI 25 90 DRAWN BY PROJECT DATE f , fjT' RWH NOV 2009 i F [phone] FOR THE SWALE AND FILTER STRIP
APPROVED BY PROJECT NUMBER BIDDING
Office Locations: FILE NAME PLOT DATE communit Infrastructure consultants North Carolina Georgia CONSTRUCTION JOHNSTON AIRPORT CONSERVATION EASEMENTS SMITHFIELD, NORTH CAROLINA 7c
REV. NO. DESERIP710N DATE Y South Carolina Kentuck RECORD DIG,
IN UrMSE REVISIONS

off'g~ ~i r~:f: 0/R~crio>~ of FF<o~ ®~RECr~o~ of F~ow
Y~
ZF
61 4 _ + .
a EDGE ~ Jf t:~ dim TAXIWAY ~ -.M,,:
y _....w..,,____ ,48 STAPLE AT 1° INTERVALS START NEW
" ROLL IN CHECK
~4 a _ EXISTING ~ ~ ~ a EDGE OF ~ " SLOT, OVERLAP MINIMUM 1' m
~ ~.•~o - ~~m TAXIWAY A , TAXIWAY SEE NOTE 2. ~1~1 I ~I~111~111-i1_a .......r.~r
EL - 156.80 a m ~I~II~II~IIEII IEII I • ~ ~ " ° ' -ll~il~l~ll~ll~ll II~II~I ~i~I~I~I~I II I II I~I~li~il' ~(~1= ~1~11~11 I II~I:~~~'~;r:.; _Ii- 6°
y -~ICll~il~il~ll ICI ll~l~ll~il~ 1z ~I~II II II II III '~I~i it =11 ~II~II~II~I ~I- I-I ~~IE~~ . -
II = • ~ I~II~II~II~ '~~~Il~il~ll~il I I Il I - ~il~
zg ~ ~=-.a, ~ ~ ~In~li~l~~lll~~blr ~ T}--i ~ 'I~Ii~i~l~ll III „I~I~ III 11,.11
b ~ ~ w~ w. ~ a. ,,k. 1 Y
PROPOSED p PROPS PROPOSED LE1~L .w ~ ~ TEMP ~ TEMPORARY SPREAOER''~~~., 2 6'
~ PR(X'oSE012 WIDE •,,4~ ROCK SEDIM~IT -1 M . 12° 6°
< ACCESS EASEMENT CHEgf~~DAM , s EKE CHECK bAM ~ EL = 150.25 _30 t r M,~ . w..,. TYP FIGURE 2
3 ~ ~ a . w G y,, FlGUR 1 INTERMITTENT CHECK SLOT /
v 6 `'s ~ x..e ; INTITIAL ANCHOR BEGINING OF NEW ROLL
f ~ ~ _ . ~ ~ 3 ~ ~ P~ ~4 W.,, TRENCH QIRECr/0~ OF FCO
ti. -0. ~ W--~---....
P ~r. ~ ,n u,w i pp~~ -N~,. 1y- Cdr ~M '~n..3~ aw.,w.- '•m:vay. / ~ T ~ .
.x.> -a.n .cam. ' 4~ STAPLE AT 1 ~'•°'ti`~"';~ STAPLE AT 1 INTERVALS ':.4-~~~ INTERVALS
N' 5 ~ .~r*~ w,~ 4 ' u e
O~ ~ „r ,w G~ -
v ,s ~ NH~.~...,.~..M~ r,,., •..u4,. / F'' EX FES 0 _
d ~ ~ ~ . ~ UNKNOWN INV =143 75 ~ Y ~ ,~.u t~PE SIZE I ``III fI I~I~ 4° ~III~IIIIIIII
w~ m~,..~" x. - ~ igQ
I I ~ - 11~1f( 11~ I III I ~ I I -II-IT~II~IF~ III
1 ~.,..,~.o. • ,s ro inn z rs re ~u . ~ . ~r~k , e~ ~r . . ram . w .nw~,~t ar~wii• , I ~I ~l i~f ~ II I ~-II~IIE11~11 II~Ii~ I
y, ; II~ I II~III~II~I~I~ II~
w.~=~~,~ EXISTING „ " ~ ` 4° ~~.II ~ I ~ 1~1=11~11~ I I~ ~~II~~~ ~~I '
BMP SWALE EX FES R A~ °E .
o~ 1• INV.=150.53 N E FES FIGURE 3 6° TOP OF BANK FIGURE 4
x UNI~OWlV INVERT TERMINATION EXTEND 2-3' TERMINAL ANCHOR
PAST ~A~ TRENCH
A ~ f ~ _,t _ TOP OF SWALE
EDGE OF "'EDGE OF Ta :4 a TERMINATION TRENCH
P UNWA RUNWAY m (FlG. 4)
i 154.25 EL ~ 956.11 1
4"~
MINIMUM OF 3" OVERLAP
"„,-~w
CHECK SLOT
(FlG. 2)
PERMANENT SEEDING,
NOTES: SEE SHEET C-18 GRAPHIC SCALE FOR SEEDING TOP OF BANK 30, TERMINATION INITIAL ANCHOR
1. NO ACTIVITY SHALL OCCUR CLOSER THAN 79' TO ANY ACTIVE TAXIWAY OR 150 TO ANY ACTIVE RUNWAY WITHOUT SCHEDULE. ~ (FIG. 3) ~ TRENCH (fIG. 1)
COORDINATION WITH THE RPR, UNLESS OTHERWISE NOTED. ~ ~ ~ ~
2. CONSTRUCTION ACTIVITY WITHIN THE TSA/OBSTACLE-FREE ZONE IS PERMISSIBLE WHEN THE TAXIWAY IS OPEN TO
AIRCRAFT TRAFFIC IF ADEQUATE WINGTIP CLEARANCE EXISTS BETWEEN THE AIRCRAFT AND EQUIPMENT/MATERIAL;
EXCAVATION, TRENCHES, OR OTHER CONDITIONS ARE CONSPICUOUSLY MARKED AND LIGHTED; AND LOCAL NOTAMS ~ ~ ~'1'
ARE IN EFFECT FOR THE ACTIVITY (SEE AC 150/5300-13 FOR lMNG11P CLEARANCE REQUIREMENTS.) THE NOTAM 1 inch = 50 tt SHOULD STATE THAT, "PERSONNEL AND EQUIPMENT ARE WORKING ADJACENT TO TAXIWAY "A"".
BOTTOM OF
swALE FIGURE 5
T1E To Ex, TIE TO EX, TRENCH AND CHECK
GROUND AT 5:1 SLOT LAYOUT
GROUND AT 5:1
INSTALLATION NOTES: PLACE 6" x 6" CHECK SLOTS AT 30'INTERVALS ALONG THE CHANNEL. SEE FIGURE
_ SITE PREPARATION 2.
F-III w~~ lk ~~i Ir- GRADE AND COMPACT AREA. CUT 4" x 4" TRENCH ALONG TOP OF BANK FOR MAT TERMINATION. EXTEND MAT 2
~~I---I11~11'cl _ Ir`(11 I TO 3 FEET ABOVE CREST IF POSSIBLE. SEE FIGURE 3.
1' REMOVE ALL ROCKS, CLODS, VEGETATION, AND OBSTRUCTIONS SO THAT MATTING WILL HAVE DIRECT CONTACT WITH THE SOIL. BEGINNING AT THE CENTER OF CHANNEL AT THE DOWNSTREAM END OF THE AREA
1.23' 3' 3' 1.23' TO BE LINED, PLACE THE END OF THE ROLL IN ANCHOR TRENCH AND SECURE WITH
1.00' 1 ~ 1 1.00' PREPARE SEEDBED BY LOOSENING 3 TO 4 INCHES OF TOPSOIL ABOVE FINAL GRADE. U-SHAPED WIRE STAPLES OR GEOTEXTILE PINS. SEE FIGURE 1.
20 _ ~~I. ~I~_ _ _ Ilk 20 APPLY ANY TREATMENT SUCH AS LIME OR FERTILIZERS TO THE SOIL IF NEEDED. PLACE ADJACENT ROLLS IN THE ANCHOR TRENCH WITH A MINIMUM OF 3" OVERLAP.
= I . I.I I ~I ~ i=1I I-1 _ _ _ ICI I I.I
'~~ii~ ~II~II~I~I=~, 'I~II~II~II... I~?li=~, DO NOT MULCH AREAS WIaERE MAT IS TO BE INSTALLED. SECURE WITH STAPLES OR GEOTEXTILE PINS, BACKFILL ANCHOR TRENCH, AND COMPACT SOIL.
3.83' MIN. SEEDING UNROLL MAT OVER COMPACTED ANCHOR TRENCH, STOP AT NEXT CHECK SLOT OR
TEMPORARY LINER 3 C-30A SEE C-18 FOR SEEDING REQUIREMENTS. TERMINAL ANCHOR.
SEASONAL HIGH 9" TALL BERM tMTH 20:1 WATER TABLE SIDE SLOPES APPLY SEED TO SOIL BEFORE PLACING MATTING. UNROLL ADJACENT ROLLS IN SAME MANNER, WITH A MINIMUM OF 3" OF OVERLAP.
WHEN USING PERMANENT LINER, APPLY RDDITfONAL SEED AFTER INSTALLATION AND STAPLE AT 18" INTERVALS ALONG OVERLAP.
FILL MAT WITH SOIL. FOLD AND SECURE MAT ROLLS TIGHTLY INTO CHECK SLOTS. LAY MAT iN CHECK
_ ~ P LE 3 TYPICAL SECTION BM SWA INSTALLATION ON SIDE SLOPES OF GRASSED SWALES SLOT, FOLD BACK AGAINST ITSELF, ANCHOR THROUGH BOTH LAYERS, BACKFILL AND
NOTE. LONGITUDINAL SLOPE - 0.5~ C-30 NTS COMPACT SOIL, CONTINUE ROLLING MAP UPSTREAM. SEE FIGURE 2.
EXTEND MAT 6' OVER BEYOND SWALE BOTTOM ON SIDE SLOPE AND EXCAVATE A 12° BEGIN NEW ROLLS IN CHECK SLOT, AND OVERLAP ENDS MINIMUM OF 1',
x 6" TERMINAL ANCHOR TRENCH. SEE FIGURE 4.
ANCHOR MAT IN TRENCH ON 1 FOOT SPACINGS, BACKFILL ANR COMPACT SOIL. SEE FIGURE 4 FOR TERMINATION AT UPSTREAM END.
6' MlN. LAY MAT LOOSE TO ALLOW CONTACT WITH SOIL. SEE FIGURE 5 FOR TRENCH AND CHECK SLOT LAYOUT.
6° CONCRETE DO NOT STRETCH TIGHT. LINER MUST MEET OR EXCEED THE FOLLOWING REQUIREMENTS:
LEVEL SPREADER
LIP TO EXTEND A MINIMUM OF 18' ANCHOR MAT USING U-SHAPED WIRE STAPLES OR GEOTEXTILE PINS. -MAXIMUM PERMISSIBLE SHORT-TERM (1 /2 HR.) VELOCITY OF 5 FT/SEC
BELOW GRADE INSTALLATION IN GRASSED SWALES -MAXIMUM PERM[SSIBLE LONG-TERM (50 HRS.) VELOCITY OF 3 FT/SEC
TDP EL = 150.25 -®•--FLOW EXCAVATE INITIAL ANCHOR TRENCH 12"X6" ACROSS THE CHANNEL AT THE LOWER _ MAXIMUM PERMISSIBLE SHEAR STRESS OF 0.45 LB/FT2
END OF THE SWALE. SEE FIGURE 1.
„s 6»

3 TEMPORARY LINER INSTALLATION DETAIL C-30 NTS
2 NCRET LEVEL SPREADER
CO E
C-3Q NTS
PROJECT MANAGER DRAWING SCALE 7001 PINNACLE POINT DRIVE RELEASED FOR DATE
AS SHOWN SUITE 11 E RSA 1 ADDED SHEET 11/11 09 CRT 0 A COLUMBIA, SC 29223 APPROVALS SA AND CORPORATE AREA DEVELOPMENT C-30
2 UPDATED SHEET FOR SWALE DESIGN 01/25/10 DRAWN BY PROJECT DATE RWH NOV 2009 lp%W [phone] FOR THE BMP SWALE #3 GRADING AND
APPROVED BY PROJECT NUMBER BIDDING /
DJK 80324.00.CA Office Locations. JC • CONSTRUCTION JOHNSTON COUNTY AIRPORT EROSION CONTROL -30
REV. N0. DESCRIPTION DATE FILE NAME PLOT DATE community infraetNCture consultants North Carolina Georgia lina Kentuck RECORD DWG. SMITHFIELD, NORTH CAROLINA
REVISIONS South Caro NQ UMSE NQ- E-- 7

z€
~ '
B~
N~
p} F~
EXISTING
d EX 36" TAXIWAY °A°. RCP ~ NOTE 2. ~
o m
N_
N ~c3 EX FES PROPOSED PROPOSED 2 ~t
? tNV.=127.96 TEMPORARY TEMPORARY -19
Aso ROCK SEGMENT CHECK DAM BMP SWALE t
~~W DIKE CHECK DAM (TYPE ~5 (9385 tf} C~-30B g~~
as 134 134 13 r' t' 134
~Y .m uM. 3 ,w
„M..,~ ...w.~., w.. , . M.,~...
ry ~,~r......~~ ~,.~,rK ~ u
a~. m G.~~ n 5 . ~ ~._.wr. ~.~.A~ .m.nmr_ ~ ~ ,m, ,~,r.~ rp ~ _,r.au .a. . ....,,~,ti ~..~..ma, ~ i4
~ ~ _ ~s~ aa~~ W ~ fir. .,,n+we~,. , _raa. .-ao ,.....<,_T. ,e..~~..~, W..~ ~ ._1, .o . ,
, I~~( i F 134 ~ ~ ~f F
-3 ~ F ~a „~~~-~--1933 1~ < a d s
. ~ ._....,~:.--135 O ~ g z 9 ' g ~ t'' ~ ~ ~
~ > ~ ~ ~~»3~'
~ , S ~ , ~ :1
0.N } t r - _ r ' ,P > Z ~ ~ ~ ~ ~ a, ~ ~ j f ,t ~ ~ ~ F "ti e e ,~'°y d M R .P~ t~
O t 5~ ~Y ~ k i i ~ ~t ; 4 f' I ~ ~ V „°"`rrn
~ i OMITS ~ s ~ s f ~ 9fn .F'` ~ .muP"".+ F ° rf~o
~ D1STIJRBANCE 4 , ~ t ~t ~ 4 is s a z~ ~ r Il ~ ~ ~ rt
~ ~ ~
t i' j < ~ i r t~ 8 EX FE3 ~ 4 ~ .a
~I ~ P ? ~ ~ a a ~ ' ~ ~ UNKNOWN INVERT
~ ~ d~r ~..,<.~m a ~ r.....ca Jr. ..o~-.....
} , A w~,~ ,
d^'
yb ~ fid°~ ,r F
~ ° m.~ _~_n.. v~_ , . ,,~M. EXISTING ~ E t F ) ~ RSA. SEE , ~.N ,~n _..~.r.~..~ ~.~.....rr ? '
~ , b....4. ~,.~,..~..~A NOTE t. ~ k , ,~A'~
°~~,p ^
,'~1. 9
'^+raw.:
~ ..av..^'., w, . z..e....... ~ i~Nm .nx ...marl:. ..+w..... L .
0 5}M ,tea }

i,~
PERMANENT SEEDING. SEE NOTES: SHEET C-18 FOR SEEDING
SCHEDULE. 1, NO ACTIVITY SHALL OCCUR CLOSER THAN 79' TO ANY ACTIVE TAXIWAY OR 150' TO ANY ACTIVE RUNWAY WITHOUT EDGE OF RUNWAY GRAPHIC SCALE
COORDINATION WITH THE RPR, UNLESS OTHERWISE NOTED.
2. CONSTRUCTION ACTIVITY IMTHIN THE TSA/OBSTACLE-FREE ZONE IS PERMISSIBLE WHEN THE TAXIWAY IS OPEN TO 307,32' _I ~ o ~ ~
AIRCRAFT TRAFFIC IF ADEQUATE WINGTIP CLEARANCE EXISTS BETWEEN THE AIRCRAFT AND EQUIPMENT/MATERIAL;
EXCAVA110N, TRENCHES, OR OTHER CONDITIONS ARE CONSPICUOUSLY MARKED AND LIGHTED; AND LOCAL NOTAMS
ARE IN EFFECT FOR THE ACTIVITY (SEE AC 150/5300-13 FOR WINGTIP CLEARANCE REQUIREMENTS.) THE NOTAM EDGE OF SHOULD STATE THAT, "PERSONNEL AND EQUIPMENT ARE WORKING ADJACENT TO TAXIWAY "A"". „ t~~)
TAXIWAY A 1 inch = 50 ft.
7,38'
-
2,79' 1 =fly='~~
- -<<~I I
EXISTING SINALE 5
NTS TIE IN TO EX.
EX. TAXIWAY GROUND
TIE TO EX.
VARIES, 31' MIN. GROUND AT 5:1 MAX
1
5 1
5 ~~~l ~ ~I~~
1'
1.44'
1.00' 1I 3, 3' l~ ~ 3' I ~ 1 1.00' 1.44'
Iry~l (EI11=1I I--11 ~I I I~I II. ~ ~I~I~~ ~ ~~~f 20
~-nt_I(~~(LI~?=11~- III ~ C
1.42' MIN.
TEMPORARY LINER 3 C-30A
SEASONAL HIGH WATER TABLE LONGITUDINAL SLOPE = 0.5~
9" TALL BERM WI' SIDE SLOPES TALL BERM WITH 20:1 'DE SLOPES
~ TYPICAL SECTION ION
BMP SWALE 5
C-306 NT5
PROJECT MANAGER DRAWING SCALE 1001 PINNACLE POINT DRIVE RELEASED FOR DALE
1 ADDED MEET 1 109 CRT AS SHOWN SUITE 110 SA ANC COLUMBIA, SC 29223 APPROVALS SA AND CORPORATE AREA DEVELOPMENT C-30
2 UPDATED SHEET FOR SWAM DESIGN /25/10 DRAWN BY PROJECT DATE RWH NOV 2009 [phone] FOR THE BMP SWALE #5 GRADING AND
APPROVED BY PROJECT NUMBER BIDDING
DEC 80324,00.CA E 1 ;Nh' I Cp w;" KS 0 11NE Office Locations CONSTRUCTION J JOHNSTON COUNTY AIRPORT EROSION CONTROL -30
REV. N0. DESCRIPTION DATE nIF NAME PLOT DATE community infrastructure consultants North Carolina Georgia SMITHFIELD, NORTH CAROLINA
SIONS South Carolina Kentuck RECORD DWG. HC LICENM NQ- REVI

~ 1 ~
z r' ~e S~ ~ I
r ~t ~ f,~,M~
z

~p ~ .,o~
ti m W
O ~ Em ..x °'a.,, p. , W
~0. w _ NM 4 N w
OO ,.w. .
PROPOSED 2 .o - `~tT~IPORARY C-19 0 END OF SWALE . ~
..8 1EMP~tARY t~IECK DAM ~6K. BEGINNING - ~ ~ ..m. ~~r,,,~ _
ROCK SEDIMENT //mss g ~ t DIKE CHECK DAM OF SWALE ~J. ~ ~A~~ m,m ~
4~
a~ a ,y~
~Y f, t. _w- d 4^ . _
O ~ 4Y' ~ ~ .r"'".r.....,~,.... .,...o.,
V "-.r
4 ~ Q ...,o..,:.. ,...„MC,. ...w,~.r... Y
F'~ ~y
8 W
3 1 ~ ~ . ~w - ~ i
~a ~ m ~ f e ~ 1W .s° ~
i $ # .i ~+t
~i~o p
o.a ~ z- BMP SINAIE ~ 1 }
~ . ,E ~ V
{ _ ~ ~,3 ?
z s f
~ a., ~.,r,... ~ r ti:,r~ y~T. ^ w..,~.,~.. «„,,,d„
. ~ a r ~.ww Ar....e..n
PERMANENT SEEDING. SEE SHEET C-18
FOR SEEDING SCHEDULE,

~t

m
m PROPOSED 2 TEMPORARY C_'
~ CHECK DAM N,~ ......==m .~www.. ..dee,.
~'~o~,~
n
r
z
m

_
~
w
~ _
m
m

BMP S~YALE ' °

NOTES:
1. NO ACTIVITY SHALL OCCUR CLOSER THAN 79' TO ANY AC11VE TAXIWAY OR 150' TO ANY ACTIVE RUNWAY WITHOUT
COORDINATION 1MTH THE RPR, UNLESS OTHERWISE NOTED.
2. CONSTRUCTION ACTIVITY WITHIN THE TSA/OBSTACLE-FREE ZONE IS PERMISSIBLE WHEN THE TAXIWAY IS OPEN TO
AIRCRAFT TRAFFIC IF ADEQUATE WINGIIP CLEARANCE EXISTS BETWEEN THE AIRCRAFT AND EQUIPMENT/MATERIAL;
EXCAVATION, TRENCHES, OR OTHER CONDITIONS ARE CONSPICUOUSLY MARKED AND LIGHTED; AND LOCAL NOTAMS
ARE IN EFFECT FOR THE ACTIVITY (SEE AC 150/5300-13 FOR WINGTIP CLEARANCE REQUIREMENTS.) THE NOTAM SHOULD STATE THAT, "PERSONNEL AND EQUIPMENT ARE WORKING ADJACENT TO TAXIWAY "A"".
T1E TO EX. GROUND AT
5:1 MAX TIE TO EX.
GROUND AT 5:1 MAX
46'
J~~ 1~~I --ITS-"
~~--III-1i~lIC 5(-
1.33' 1.33' 1.33'
1.00' 1 3 1 1.00' 1.00'
20 = _ ~ I 20
-I - - =CI~1 ~ I=i GRAPHIC SCALE
~r=i~~ll~ll.,, III-~ TEMPORARY LINER ~ VER ~ 50 0 2a 5o Sao 2w
3.83' MW. C-30 C- 30
LONGITUDINAL SLOPE = 0.96%
SEASONAL HIGH 1 9aeh = 5D ft,
WATER TABLE
~ 6 TY ICAL SECTION M P SUVALE P B J
C-30C NTS
PROJECT MANAGER DRAVONG SCALE 1001 PINNACLE POINT DRIVE RELEASED FOR DATE
1 ADDED SHEET 1 1/09 CRT AS SHOWN SUITE 110 RSA A E ;SA AND CORPORATE HEREA DEVELOPMENT BMP SWALE #6 GRADING AND C-30
2 UPDATED SHEET FOR SWALE DESIGN DI/25/10 DRAWN 13Y PROJECT DATE PMkhWK ldowft. COLUMBIA. SC 29223 APPROVALS RWH NOV 2009 [phone]
LAPPROVED BY PROJECT NUMBER BIDDING P
Office Locations: J( K 80324.OO.CA ifffl[ I N 7 CONSTRUC11ON JOHNSTON COUNTY AIRPORT EROSION CONTROL -30
REV. N0. DESCRIPTION DATE NAME PLOT DATE community infrastructure cansultonts North Carolina Georgia South Carolina Kentuck RECORD DWG. SMITHFIELD, NORTH CAROLINA
REVISIONS