20090430 Ver 1_More Info Received_20091112

F r
community infrastructure consultants
November 11, 2009 IMULBOWR
Ms. Cyndi Karoly 140V 1 2 2009
Division of Water Quality
401 Wetlands Unit MW-WATER 6NAUTY
2321 Crabtree Blvd., Suite 250 WANOSWRMMERBRAWA
Raleigh, NC 27604
RE: Response to September 28, 20009 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 is Addendum #3 in support of the Application for Individual 401 Water Quality
Certification. This addendum addresses DWQ comments received on September 28, 2009;
specifically relating to the stormwater plan and culvert design. Also attached are five full size sets of
revised project plans and stormwater plan.
The revised stormwater plan is the result of two meetings and other communications between WK
Dickson stormwater design engineers and Annette Lucas (DWQ staff engineer) to discuss BMP design
criteria and the unique site constraints at Johnston County Airport. The revised approach utilizes
existing and retro-fitted grass swales and existing filter strips to provide compensatory treatment of
existing impervious area. Stormwater detention is provided with a dry detention pond that utilizes the
footprint of an abandoned sediment basin. This is a cost effective approach that minimizes waterfowl
habitat and utilizes existing stormwater features.
I am hopeful that these addenda 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,
W.K. Dickson & Co., Inc.
ranielam
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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Addendum #3 NOV 1 2 2009
MM-MMOXM
VrE1 MM AND STOR MWA BRANCH
Response to NCDWQ Comments
Prepared For:
Johnston County Airport Authority
3149 Swift Creek Road
Smithfield, NC 27577
Phone [phone]
Fax [phone]
Prepared by:
WK Dickson & Company, Inc.
720 Corporate Center Drive
Raleigh, NC 27607
Phone [phone]
Fax [phone]
November 2009
is
• This Addendum #3 addresses comments by NCDWQ on the Johnston County Airport
Extended Runway Safety Area and Corporate Are Development Application for 401
Water Quality Certification (DWQ Project #09-0430). The Application was submitted
April 15, 2009 and NCDWQ comments were received on September 28, 2009. Specific
NCDWQ comments are addressed below.
1. Comment: Please provide BMP Supplement Forms for the proposed
bioretention area and the proposed dry detention basin. Please include the
Required Items Checklist and all required items.
Response: The revised stormwater treatment approach utilizes grass swales
and filter strips. The required BMP Supplement Forms and Required Item
Checklists are included. The proposed dry detention pond is being used for
detention only, not water quality treatment.
2. Comment: Response to Comment No. 2 in the Addendum No. 1 indicates that
the triple barrel box culvert will be on a slope of 1.87 percent with the existing
stream at a slope of 2.5 percent. No inlet or outlet protection is proposed for the
box culvert. Slopes of this magnitude could lead to stream bed scouring and
erosion without inlet and outlet protection. This is especially true for the
proposed culvert which has a flatter slope than the existing stream bed. Without
inlet and outlet protection, a head cut could result, leading to stream bed and
bank instability. Please provide plans for the inlet and outlet protection on the
proposed culvert with commitments from EEP for any additional mitigation
required due to additional impacts.
Response: The culvert design has been revised to improve constructability.
The culvert plan and profile are shown on Sheets C-10 and C-15 of the plan set.
The existing channel slope is 0.25 percent (not 2.5 percent as stated in the above
comment). The proposed culvert slope has been adjusted to 0.27 percent from
0.187 percent (not 1.87 percent as stated in the above comment). Specifically, the
three barrels are now set at the same elevation with the outer barrels baffled 2 feet
and the center barrel buried and baffled one foot to convey base flow. Inlet
protection is provided with a concrete apron across all three barrels and wing walls.
Erosive forces are expected to be minimal due to the wide culvert opening and flat
channel slope; and slight aggradation is expected. However, outlet protection will
be provided with a buried riffle grade control structure. This structure will result in
an additional 30 feet of temporary stream impacts. No additional mitigation is
proposed. The attached stormwater plan and plan sheets detail the culvert design.
0
•
STORMWATER DESIGN REPORT
CORPORATE AREA
AT
JOH NSTON COUNTY AIRPORT
SMITHFIELD, NORTH CAROLINA
• Prepared for
Johnston County Airport
80324.00.CA
Prepared by
Ph w K
W
--("",
community infrastructure consultants
720 Corporate Center Drive, Raleigh, NC
0 November 2009
•
Table of Contents
1. Introduction ............ ..........................................................................................................1-1
1.1. Project Description ...................................................................................................... 1-1
1.2. Stormwater Design Requirements ............................................................................... 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 ................................................................................................3-3
3.3. Proposed Water Quality BMPs ....................................................................................3-5
3.4. TSS Calculations ......................................................................................................... 3-5
3.5. NCDWQ Supplemental and Certification Forms .......................................................... 3-6
3.6. Nitrogen Calculations ..................................................................................................3-6
4. Water Quantity ................................................................................................................. 4-1
4.1. Methodology ..............................................................................................................4-1
4.2. NRCS Curve Numbers .................................................................................................4-1
• 4.3. Time of Concentrations ...........................................................................................4-1
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 - Grass Swale Performance and TSS and Nitrogen Loadings
Appendix F - DWQ Supplemental Forms and Checklists
Appendix G - Pre/Post Calculations for Water Quantity Analysis
Appendix H - Hydrologic Model Results
Appendix I - HEC-RAS Output
Appendix J - Riffle Grade Control Outlet Protection Calculation
•
Johnston County Airport Stormwater Design
T-Hangar Expansion and Extended Runway Safety Area Projects
WK Dickson & Co., Inc.
Section 1.0
• Introduction
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 grass filter
strips 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
•
Johnston County Airport Stormwater Design
Corporate Area Development and Extended Runway Safety Area Projects 1-1
WK Dickson & Co., Inc.
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.
L?
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.
Johnston County Airport Stormwater Design
Corporate Area Development and Extended Runway Safety Area Projects 1-3
WK Dickson & Co., Inc.
Ol
0
•
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.
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
•
Johnston County Airport Stormwater Design
Corporate Area Development and Extended Runway Safety Area Projects 2-2
WK Dickson & Co., Inc.
•
2.3 FEMA FIRM
Section 2.0
Mapping
Figure 4 shows the FEMA Flood Insurance Rate Map (FIRM) panel 3720168500) 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.
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Figure 4: FEMA Flood Insurance Rate Map

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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 35032'27"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
•
.J

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 tilter
strips and swales meet
design requirements as
outlined in the NCDWQ
Best Management
Practices Manual dated
July 2007. Where the
swales or filter strips are
meeting current design
standards the airport will Photo 1: Grass Buffers at taxiway
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 meet or 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 Major Design Elements
The following pollutant design elements were used in the design of the BMPs shown in this report
and separately attached plans. The proposed BMPs consist of existing grass swales and buffers and
retrofit improvements to existing swales. This information was 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).
2. Filter Strips:
• BMPs will be recorded in a drainage easement.
•
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
• 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:
• Grass Swales #lA and 113: The existing grass swale strip meets all NCDWQ design
requirements. 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. No
modifications to the existing conditions are proposed as part of this BMP.
• Grass Swale #3: The existing grass swale does not meet NCDWQ design requirements. The
existing conditions swale geometry and slope will be modified to meet NCDWQ design
requirements.
• Grass Swale #4: The
existing grass
swale meets all
NCDWQ design
requirements. No
modifications to
the existing = ---..-_.
conditions swale
geometry or slope
are proposed as
part of this BMP.
• Filter Strip #4: The
existing filter strip
meets all NCDWQ
design
requirements. No
modifications to
the existing Photo 2: Grass Swale and Buffers at Taxiway
conditions swale geometry or slope are proposed as part of this BMP.
•
Johnston County Airport Stormwater Design Project Page 3-3
Corporate Area Development and Extended Runway Safety Area Projects
WK Dickson & Co., Inc.

•
Section 3.0
Water Quality
• Grass Swale #5: The existing grass swale meets all NCDWQ design requirements. The
existing conditions swale geometry and slope will be modified to meet NCDWQ design
requirements.
• Grass Swales #6A through 6K: The existing grass swale meets all NCDWQ design
requirements. No modifications to the existing conditions swale geometry or slope are
proposed as part of this BMP.
•
Table 1: Summary of Existing Conditions Grass Swale Design Performance
Swale
No. 10-Year
Peak Flow
(cfs) Permissible
Velocity
(ft/sec) 10-Year
Velocity
(ft/sec) Water
Quality
Velocity
(ft/sec) Length
(ft) Side
Slopes
(ft/ft) Clearance
to SHWT
(ft) Freeboard
(ft)
1 A 5.0 3.5 2.06 0.79 400 13 >60 1.08
1 B 8.8 3.5 1.81 0.66 260 25 >60 1.63
2 14.1 3.5 2.49 0.95 740 g >60 1.09
3 41.5 3.5 4.03 1.53 690 7 >46 5.99
4 5.8 3.5 2.38 0.89 530 9 26 1.33
5 48.6 3.5 3.54 1,30 1300 5 17 0.89
6A 5.2 3.5 1.67 0.64 718 13 >38 0.59
613 2.9 3.5 1.47 0.56 297 13 >38 0.58
6C 13.8 3.5 2.17 0.81 1404 13 >27 0.8
6D 2.9 3.5 1.47 0.56 298 13 38 0.52
6E 3.4 3.5 1.53 0.58 349 13 >38 0.72
6F 2.9 3.5 1.47 0.56 299 13 >38 0.73
6G 2.5 3.5 1.39 0.54 251 13 >38 0.83
6H 3.0 3.5 1.47 0.56 301 13 >38 0.82
61 1.9 3.5 1.68 0.66 197 11 >38 0.55
6J 10.0 3.5 2.58 0.97 1022 11 45 0.73
6K 9.0 3.5 2.51 0.95 931 11 45 0.65
?VUIC. V-YCAI VU ULI ly Sr ruwrr nr r dole i IS for evaiuanng the potent iai of the grass Swale for erosion. I his is not the 10-
year, 24-hour storm event used to determine the water quality velocity of the channel. Permissible velocity shown in
Table ]was obtained from the NCDENR Sediment and Erosion Control manual for vegetative channels with a sandy/silt
soil media, slopes less than 5% and KY Bluegrass/Tall Fescue mix. SHWT: Seasonal high water table. Bold indicates that
minimum design requirements for a grass Swale BMP were not met.
Appendix E includes a detailed summary of the hydraulic performance of the existing and
proposed grass swales. For swales #3 and #5 the channel slopes were flattened out and the bottom
width changed from 0 feet to 6 feet to meet 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
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
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 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 Project
Landuse Classification Area (acres)
Buildings 3.0
Grass 4.0
Pavement 11.6
Woods 0.0
otal Urainage Area = 18.6 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 E. 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.
There are numerous grass swales located throughout the airport property. For the purposes of
satisfying nutrient removal requirements for the proposed project, six (6) swales were identified
and calculations performed on these swales. The grass swale BMPs range from 260 feet to over
5000 feet in length. For the purposes of calculating nutrient removal loadings, each of the six
major grass swales was broken down in smaller segments (see Appendix E). 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.
C
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
An in-house spreadsheet was developed (see Appendix E) that shows the proposed annual loading
for the Corporate Area Development area to be 7304 lbs. The proposed BMPs are required to
remove 85% of this loading which totals 6209 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.
Schueler Simple Method Equation
L = (P)(T )(R' )12 (C)(A)(2.72)
As shown in Table 3 and Appendix E, 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
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 1012 527 52.1
GS #3 4.94 2135 1265 59.3
GS #4 12.45 718 360 50.1
GS #5 22.22 3061 1735 56.7
GS #6 21.81 3753 2142 57.1
FS #1 6.15 771 154 20.0
I otal 1 6425
•
As shown in Table 3, the TSS load proposed for removal is 6425 which exceeds the 6209 Ibs
needed to achieve an 85% reduction for the project.
3.5 NCDWQ Supplemental and Certification Forms
Included with this report (see Appendix F) 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.
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
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
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 removal loadings of nitrogen
in order 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
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 E
documents the proposed removal amounts as summarized in the following table:
Table 5: Nitrogen Removal Summary
Swale
Filter Strip ID Cumulative
Drainage Area
(ac) TSS Load
Supplied (lb) TSS Load
Removed (lb) Weighted
Percent of
Removal
GS #1 2.98 25 6 24.0
GS #2 4.94 40 13 32.5
GS #3 4.94 85 32 37.6
GS #4 12.45 31 9 29.0
GS #5 22.22 131 46 35.1
GS #6 21.81 160 57 35.6
FS #1 6.15 33 7 20.0
i otai I iu
As shown in Table 5, the nitrogen load proposed for removal exceeds the 165.7 Ibs needed to
i enter the buy-down program.
Johnston County Airport Stormwater Design Project Page 3-7
Corporate Area Development and Extended Runway Safety Area Projects
WK Dickson & Co., Inc.
Section 4.0
is 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 G
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
40 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 G), 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 G 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 Project Page 4-1
Corporate Area Development and Extended Runway Safety Area Projects
WK Dickson & Co., Inc.
Section 4.0
i 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 G. A
summary of all input data is shown in the following table:
Table 6: Hvdroloeic 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
. a 6C3 alc N LJNU,CU I uie unie ui concentrations or runorr curve numbers for basins #1 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 G). 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 Project 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.
is
•
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 H. 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 Project 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 Summary at Prnnnrpd (" ij1vPrtr.
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.
is
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.
•
0
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 Rec iltc at Runwav Cafata ernn fnr Trice- In-c# r.., z# ?..?.,. +
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 I.
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 J. 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.
5.3 Outlet Protection at Culvert
• Johnston County Airport Stormwater Design Project
1 Page 5-2
Corporate Area Development and Extended Runway Safety Area Projects
WK Dickson & Co., Inc.
II 1
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USDA Natural Resources Web Soil Survey
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Soil Map-Johnston County, North Carolina
•
Johnston County Airport
Map Unit Legend
•
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%0
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 1.2%
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 I 5.3 0.4%
GoA Goldsboro sandy loam, 0 to 2 percent slopes 26.6 1.9%

Le t
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%
occasionally flooded
Ta Tarboro loamy sand, 0 to 2 percent slopes, rarely 14.3 1.0%0
flooded
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 155.6 10.9%
W Water 5.1 0.4%
WaB Wagram loamy sand, 0 to 6 percent slopes 3.4 0.2%
is
USDA Natural Resources
?Iiiiiiiiiib Conservation Service
Web Soil Survey
National Cooperative Soil Survey
8/72009
Page 3 of 4
•
•
•
Soil Map-Johnston County, North Carolina
Johnston County Airport
Johnston County, North Carolina (NC101)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
Wh Warne loam, 0 to 2 percent slopes, occasionally 22.3 1.6%
flooded
Wt Wehadkee loam, 0 to 2 percent slopes, 115.5 8.1%
frequently flooded
Ww Wehadkee-Chastain association, 0 to 2 percent 64.6' 4.5%
slopes, frequently flooded
Totals for Area of Interest f 1,431.6 100.0%
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
8/7/2009
Page 4 of 4
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•
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 November 10, 2009
Drainage area number Grass Swale 1 A
E
T l
M A
NCDENR
II. 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 ft3/sec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 3.50 ft/sec
Soil characteristics (enter Y' 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
•
Swale length ft
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.79 ft/sec OK
Side slopes 12.00 :1 OK
Swale length 400.00 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 0.00 ft
Width of the top of the Swale 24.00 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? 162.10 fmSI
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? 1.08 ft OK
Form SW401-Grassed Swale-Rev.4
Parts I and II. Project Design Summary, Page 1 of 16
Permit Number:
(to be provided by DWQ)
O?OF VJ A7- 9Q
o

Permit
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.
I. PROJECT INFORMATION
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kiker, PE
Phone number 919-782-0495
Date November 10, 2009
Drainage area number Grass Swale 1B
•
II. DESIGN INFORMATION
Site Characteristics
Drainage area 129,809 ft2
Impervious area 46,536 ft2
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 in/hr
Post-development 10-yr storm peak flow 8.80 ft3/sec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 3.50 fVsec
Soil 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
Swale length ft
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.66 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
Parabolic
V-shaped X
Width of the bottom of the swale 0.00 ft
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? 162.20 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? 1.63 ft OK
Form SW401-Grassed Swale-Rev.4
Parts I and II. Project Design Summary, Page 1 of 16
(to be provided by DWQ)
O? ? W A rF9QG
h y
O T
•
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 INFORMATION
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kiker, PE
Phone number 919-782-0495
Date November 10, 2009
Drainage area number Grass Swale 2
•
AM-%
NCDENR
II. DESIGN INFORMATION
Site Characteristics
Drainage area 213,444 ft2
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 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 '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
•
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 8.00 :1 OK
Swale length 740.00 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 0.00 ft
Width of the top of the swale 16.00 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? 160.70 fmsl
What is the elevation of the bottom of the Swale? 159.61 fmsl
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? 1.09 ft OK
Form SW401-Grassed Swale-Rev.4
Parts I and II. Project Design Summary, Page 1 of 16
Permit Number:
(to be provided by DWQ)
O? F W A T ?9QG
o

0 M. WA
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.
PROJECT INFORMATION
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kiker, PE
Phone number 919-782-0495
Date November 10, 2009
Drainage area number Grass Swale 3

0 What is the elevation of the bottom of the Swale?
Il. DESIGN INFORMATION
Site Characteristics
Drainage area
Impervious area
Percent impervious
Design rainfall depth
Peak Flow Calculations
10-yrstorm runoff depth
10-yr storm intensity
Post-development 10-yr storm peak flow
Velocity
Maximum non-erosive velocity (peak 10-year storm)
Soil characteristics (enter 'Y' below)
Sand/silt (easily erodible)
Clay mix (erosion resistant)
Grass Type (enter "x' below)
Bermuda
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass-legume mixture
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale:
Maximum velocity
Side slopes
Swale length
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale):
Maximum velocity for 10-yr storm
Side slopes
Swale length
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal
Parabolic
V-shaped
Width of the bottom of the swale
Width of the top of the Swale
Additional Information
Is the Swale sized for all runoff from ultimate build-out?
Is the BMP located in a proposed drainage easement with a
recorded access easement to a public Right of Way (ROW)?
What is the distance from the bottom of the swale to the SHWT?
What is the ground level elevation?
What is the SHWT elevation?
What is the longitudinal slope of the Swale?
What is the depth of freeboard?
Form SW401-Grassed Swale-Rev.4
671,938.00 ft2
212,411.00 ft2
31.6%%
1.00 inch
0.53 in
6.41 in/hr
36.70 ft3/sec
3.50 ft/sec
v
X
N (Y or N)
ft
Y (Y or N)
0.83 fUsec OK
20.00 :1 OK
690.00 ft OK
v
O.uu 11
46.00 ft
Y (Y or N) OK
Y (Y or N) OK
3.83 ft OK
157.65 fmsl
150.66 fmsl
146.83 fmsl
0.96 % OK
0.88 ft OK
Parts I and II. Project Design Summary, Page 1 of 16
Permit Number:
(to be provided by DWQ)
O? f W AT FgQG
? -i
O ?
•
•
A LFWA
`
"
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.
F PROJECT INFORMATION
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kiker, PE
Phone number 919-782-0495
Date November 10, 2009
Drainage area number Grass Swale 4
1II. DESIGN INFORMATION 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 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
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
•
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 9.00 :1 OK
Swale length 530.00 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 0.00 ft
Width of the top of the swale 18.00 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? 134.11 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? 1.33 ft OK
Form SW401-Grassed Swale-Rev.4
Parts I and 11. Project Design Summary, Page 1 of 16
Permit Number:
(to be provided by DWQ)
Of W AT ?9
O?
h ?
o
•
•
A?
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.
I. PROJECT INFORMATION
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kiker, PE
Phone number 919-782.0495
Date November 10, 2009
Drainage area number Grass Swale 5
II. DESIGN INFORMATION
Site Characteristics
Drainage area 967,928 ft2
Impervious area 227,179 ft2
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 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
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
•
Swale length ft
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.87 fVsec OK
Side slopes 20.00 :1 OK
Swale length 1,300.00 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 6.00 it
Width of the top of the Swale 46.00 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? 1.42 it 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 fmSI
What is the longitudinal slope of the Swale? 0.47 % OK
What is the depth of freeboard? 0.87 ft OK
Form SW401-Grassed Swale-Rev.4
Parts I and II. Project Design Summary, Page 1 of 16
Permit Number:
(to be provided by DWQ)
O?O? W A rF9?G
? T
•
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.
C PROJECT INFORMATION
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kiker, PE
Phone number 919.782.0495
Date November 10, 2009
Drainage area number Grass Swale 6A
•
A 724
NCDENR
II. DESIGN INFORMATION
Site Characteristics
Drainage area 115,434 ft2
Impervious area 23,075 ft2
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 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 '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

Swale length ft
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 13.00 :1 OK
Swale length 718.00 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 0.00 ft
Width of the top of the Swale 20.00 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? 119.29 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? 0.59 ft OK
Form SW401-Grassed Swale-Rev.4
Parts I and 11. Project Design Summary, Page 1 of 16
Permit Number:
(to be provided by DWQ)
O?QF W ArF9QG
O r

F-WA
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.
I. PROJECT INFORMATION
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kiker, PE
Phone number 919-782-0495
Date November 10, 2009
Drainage area number Grass Swale 6B
•
II. DESIGN INFORMATION
Site Characteristics
Drainage area 46,609 f12
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 _U/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
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

Swale length ft
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.56 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 0.00 ft
Width of the top of the swale 20.00 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? 121.14 fmSl
What is the elevation of the bottom of the Swale? 120.58 fmsl
What is the SHWT elevation? 117.41 fmSI
What is the longitudinal slope of the Swale? 0.58 % OK
What is the depth of freeboard? 0.56 ft OK
Form SW401-Grassed Swale-Rev.4
Parts I and II. Project Design Summary, Page 1 of 16
Permit Number:
(to be provided by DWQ)
W ATF9QG
? y
o
Nil
•
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 November 10, 2009
Drainage area number Grass Swale 6C
•
Frl%
=,=XA
NCDENR
II. DESIGN INFORMATION
Site Characteristics
Drainage area 219,542 ff2
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 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
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
Swale length
0 What is the elevation of the bottom of the Swale? 122.78 fmsl
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.81 ft/sec OK
Side slopes 13.00 :1 OK
Swale length 1,404.00 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 0.00 ft
Width of the top of the swale 20.00 If
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? 2.25 It OK
What is the ground level elevation? 123.58 fmSI

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? 0.80 ft OK
Form SW401-Grassed Swale-Rev.4
Parts I and 11. Project Design Summary, Page 1 of 16
Permit Number:
(to be provided by DWO)
OF W A T ?9
o
•
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.
I. PROJECT INFORMATION
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kiker, PE
Phone number 919-782-0495
Date November 10, 2009
Drainage area number Grass Swale 6D
•
A
A
NCDENR
II. DESIGN INFORMATION
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 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 '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
•
Swale length ft
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.56 ft/sec OK
Side slopes 13.00 :1 OK
Swale length 298.00 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 0.00 ft
Width of the top of the swale 20.00 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? 129.17 fmSI
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? 0.52 ft OK
Form SW401-Grassed Swale-Rev.4
Parts I and 11. Project Design Summary, Page 1 of 16
Permit Number:
(to be provided by DWQ)
O? F W ATF9QG
h ?
> y
P -c

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.
I. PROJECT INFORMATION
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kiker, PE
Phone number 919-782-0495
Date November 10, 2009
Drainage area number Grass Swale 6E
•
NCDENR
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 f13/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
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
Swale length
is
Option 2: Swale Seekino 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 349.00 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 0.00 ft
Width of the top of the Swale 20.00 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? 134.66 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? 0.72 ft OK
Form SW401-Grassed Swale-Rev.4
Parts I and If. Project Design Summary, Page 1 of 16
Permit Number:
(to be provided by DWQ)
o? ? W n iF9Qc
m ?
O Y

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 lll) 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 November 10, 2009
Drainage area number Grass Swale 6F
•
?II. 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 ft3/sec
Velocity
Maximum non-erosive velocity (peak 10-year stone) 3.50 ft/sec
Soil 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
•
Swale length ft
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.56 fVsec OK
Side slopes 13.00 :1 OK
Swale length 299.00 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 0.00 ft
Width of the top of the Swale 20.00 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? 137.88 fmSI
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? 0.73 ft OK
Form SW401-Grassed Swale-Rev.4
Parts I and If. Project Design Summary, Page 1 of 16
Permit Number:
(to be provided by DWQ)
o? f w A r?9?c
O r
•
Permit
A
YA
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.
1. PROJECT INFORMATION
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kiker, PE
Phone number 919-782-0495
Date November 10, 2009
Drainage area number Grass Swale 6G
•
FI. DESIGN INFORMATION
Site Characteristics
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 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 '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
LJ
Swale length ft
Option 2: Swale Seeking Pollutant Credit ("For-Credit" 2: Swale Seeking Pollutant Credit ("For-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.54 ft/sec OK
Side slopes 13.00 :1 OK
Swale length 251.00 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 0.00 It
Width of the top of the Swale 20.00 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? 142.41 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? 0.83 ft OK
Form SW401-Grassed Swale-Rev.4
Parts I and II. Project Design Summary, Page 1 of 16
(to be provided by DWO)
O?OF W A7T F'q
o
•
•
AM
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 November 10, 2009
Drainage area number Grass Swale 6H
?1. DESIGN INFORMATION
Site Characteristics
Drainage area 46,609 ft2
Impervious area 15,171 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 2.96 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 '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
Swale length
•
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.56 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 0.00 ft
Width of the top of the Swale 20.00 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? 144.89 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? 0.82 ft OK
Form SW401-Grassed Swale-Rev.4
Parts I and 11. Project Design Summary, Page 1 of 16
Permit Number:
(to be provided by DWQ)
w n T E9Q?
yo?of
o
•
Permit
AMAX
HCDENR
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 November 10, 2009
Drainage area number Grass Swale 61
•
II. DESIGN INFORMATION
Site Characteristics
Drainage area 30,928 ft2
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 ff3/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
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
Swale length
•
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.66 ft/sec 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 0.00 It
Width of the top of the swale 20.00 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 If OK
What is the ground level elevation? 148.70 fmsl
What is the elevation of the bottom of the swale? 148.15 fmSI
What is the SHWT elevation? 144.98 fmSI
What is the longitudinal slope of the swale? 0.97 % OK
What is the depth of freeboard? 0.55 ft OK
Form SW401-Grassed Swale-Rev.4
Parts I and II. Project Design Summary, Page 1 of 16
(to be provided by DWQ)
O?O? VJ AT FRQG
9r
o
65
9
AA&_
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.
1. PROJECT INFORMATION
Project name Johnston County Airport - Corporate Area Development Project
Contact name David Kiker, PE
Phone number 919.782.0495
Date November 10, 2009
Drainage area number Grass Swale 6J

II. DESIGN INFORMATION
Site 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 ft3/sec
Velocity
Maximum non-erosive velocity (peak 10-year stone) 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
I 1
?J
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 11.00 :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 0.00 ft
Width of the top of the Swale 20.00 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? 3.75 ft OK
What is the ground level elevation? 154.57 fmSI
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? 0.97 % OK
What is the depth of freeboard? 0.73 ft OK
Form SW401-Grassed Swale-Rev.4
Parts I and II. Project Design Summary, Page 1 of 16
Permit Number:
(to be provided by DWQ)
O?OF W A T ?9QG
O r
•
•
Permit
ETA
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 November 10, 2009
Drainage area number Grass Swale 6K
II. DESIGN INFORMATION
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 in/hr
Post-development 10-yr storm peak flow 9.02 ft3/sec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 3.50 fVsec
Soil 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
is
Swale length ft
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale): Swale Seeking Pollutant Credit ("For-Credit" Swale): Y (Y or N)
Maximum velocity for 10-yr storm 0.95 ft/sec OK
Side slopes 11.00 :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 0.00 ft
Width of the top of the swale 20.00 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? 161.71 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? 0.97 % OK
What is the depth of freeboard? 0.65 ft OK
Form SW401-Grassed Swale-Rev.4
Parts I and II. Project Design Summary, Page 1 of 1
(to be provided by DWQ)
O?O? W AT FgQG
h ?
o
1 II

BASIN 03
BASIN 02
BASIN 04
ft i!VK
ACKSON
commjn,ry inttostructure consultants

L 1
i
A e

kstk# } d
Y b a N ".'.x
BASIN
11

•
SCS Runoff Curve Number
Project: Johnston County Airport
Conditions: Existing
Prepared by: NAT
Date: 10/29/2009
Subbasin: 1
Landuse Soil
Group 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
0

SCS Runoff Curve Number
Project: Johnston County Airport
Conditions: Existing
Prepared by: NAT
Date: 10/29/2009
Subbasin: 2

Landuse Soil
Group
RCN (A ea
es ) Area (Sq.
Mi.) Product of RCN
and Area
1 acre residential B 68 k 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
0

•
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

E
•
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

L'
C
SCS Runoff Curve Number
Project: Johnston County Airport
Conditions: Proposed
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 5.46 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
C:

•
SCS Runoff Curve Number
Project: Johnston County Airport
Conditions: Proposed
Prepared by: NAT
Date: 10/29/2009
Subbasin: 4
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
Commer ial 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 = x8.19
RCN used = 58
is
•
Time of Concentration Calculation
SCS Segmental Method
Project: Johnston County Airport
Conditions: Existing W I<
Prepared by:DJK Date: 7-21-09 ? 1C=1<MC3N
Engineers . Planners . Surveyors
Landscape. Architects
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)08 ft/ft 0.040
6. Travel time, T t p20.5S0.4 hr 0.26

Shallow Concentrated Flow Segment ID BC
7. Surface description (Paved or Unpaved) Unpave(
8. Flow length, L ft 460
9. Watercourse slope, S
O5 ft/ft 0.016
10. Average velocity, (Figure 3-1) r'p = 2o.32s2(s) ft/sec 2.1
11.Travel time, T t V„ = 16.1345(s)0 5 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
Ch
l
l
it
V
.
anne
ve
oc
y, 2i3s1/2
TT = 1
49R ft/sec 3.8
18. Flow length, L . ft 703
'Z
19.Travel time, T t hr 0.05
Time of Concentration = 0.37 hr
Time of Concentration = 22.1 min
•
•
Time of Concentration Calculation
SCS Segmental Method
Project: Johnston County Airport
Conditions: Existing W1<
Prepared by: DJ K Date: 7-21-09 + E31= *C ...i' C3N
Engineers . Planners . Surveyors
Landscape. Architects
Existing Basin #2
•
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)08 ft/ft
0.010
6. Travel time, T t p O.5SO.4 hr 0.17

Shallow Concentrated Flow Segment ID BC
7. Surface description (Paved or Unpaved) Un ave
8. Flow length, L ft 300
9. Watercourse slope, S
OS ft/ft 0.005
10. Average velocity, (Figure 3-1) vp = ao.32sa<s? ft/sec 1.1
11.Travel time, T t y„ = 16.1345(s)° 5 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
Ch
l
l
it
V
.
anne
ve
oc
y, 2,3s1,2
V = 1
49R ft/sec 3.3
18. Flow length, L . ft 1097
Y`
19.Travel time, T t hr 0.09
Time of Concentration = 0.33 hr
Time of Concentration = 20.1 min
40
0
Time of Concentration Calculation
SCS Segmental Method
Project: Johnston County Airport
Conditions: Existing W M
Prepared by:DJK Date: 7-21-09 C31 =1{S O ra
Engineers . Planners . Surveyors
Landscape Architects
Existing Basin #3
•
Sheet Flow Segment ID
1. Surface description (Table 3-1)
2. Manning's roughness coeff., n (Table 3-1, TR-55)
3. Flow length, L (Total < 300 ft) ft
4. Two-year 24-hour rainfall, P in
5. Land slope, S T = 0.007(nL)0-8 ft/ft
6. Travel time, T t P20.5S0.4 hr
Shallow Concentrated Flow Segment ID
7. Surface description (Paved or Unpaved)
8. Flow length, L ft
9. Watercourse slope, S v = 20.(s)- ft/ft
10. Average velocity, (Figure 3-1) P ft/sec
11.Travel time, T t Vu = 16.1345(s)0 5 hr
Channel Flow Segment ID
12. Cross sectional flow area, A ft
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 2/3s1/2 ft/sec
18. Flow length, L V = 1.49R ft
19.Travel time, Tt n hr
AB
Grass
0.24
100
3.6
0.007
0.34
U
BC
80
0.016
2.0
0.01
CD
9.95
20
0.5
0.120
0.045
7.2
2074
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 K
Prepared by:DJK Date: 7-21-09 W p1G1<MON
Engineers . Planners . Surveyors
Landscape Architects
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
0.007
5. Land slope, S T = 0.007(nL)0-8 ft/ft
6. Travel time, T t p O.sso.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 IV, = 20.3asa(s)O5 se t 0.007
10. Average velocity, (Figure 3-1) ft/
11.Travel time, T t Vu = 16.1345(s)0 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
Ch
l
l
i
V
.
anne
ve
ty,
oc ?3 iiz
2 ft/sec 128.7
18. Flow length, L V= 1.49R
s ft 1
19.Travel time, Tt n hr 0.00
Time of Concentration = 0.55 hr
Time of Concentration = 33.3 min
C]
C7
Time of Concentration Calculation
SCS Segmental Method
Project: Johnston County Airport
Conditions: Proposed W1
Prepared by:DJK Date: 7-21-09 W p 1C I<M C3N
Engineers . Planners . Surveyors
Landscape Architects
Proposed Basin #2
r- I
L
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(nLf" ft/ft 0.005
6. Travel time, T t P20.5SO.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 IIv20.32x2<s>O5 ft/ft 0.000
10. Average velocity, (Figure 3-1) p - ft/sec 0.0
11.Travel time, T t V. = 16.1345(s)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 2/3I/2 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 Stage Storage Relationship - At Proposed Dry Pond
Project: Johnston County Regional Airport
Prepared by: DJK ?, z
Dated: 11-0 08-<)9 Engtneers - Planners - surveyors
Landscape ^rchltects
Y,Z = y A, +AZ + A, • AZ Incremental volume determined using "conic" method as described in USACE HEC-1 manual
Stage-Storage from Contours

CONTOUR
CONTOUR
AREA
INCREMENTAL
VOLUME S
ACCUMULATIVE
VOLUME S
TOTAL
VOLUME
(F7) (AC) (SF) (GAL) (CF) (AC Fn (GAL) (CF) (AC'F7) (%)

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-Storage w/ 25% Reduction to Areas

CONTOUR
CONTOUR
AREA
INCREMENTAL
VOLUME S
ACCUMULATIVE
VOLUME S
TOTAL
VOLUME
(Fn (AC) (SF) (GAL) (CF) (AC Fn (GAL) (CF) (AC F7)
(%)

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 Intemfice\Columbia\Johnston County AlrpoA\Stwr ter Cabe and Report\Dry Pond Design\Spmadsheets-Cabs
Corr
Watershed Model Schematic Hydraflow Hydrographs by Intelisolve v9.22
Hydrograph Return Period Recap HydraflowHydrographsbylntelisolvev9.22
4
4
4
yd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph

No. 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
LProl. file: Offsite Dry Detention REV 11.04.09.gpw Tuesday, Nov 10, 2009
4
4
r?
Hydrograph Summary Report
Hydraf low 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 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
I
I 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
Hydraflow Hydrographs by Intelisolve v9.22
• H
N
14
d
y
.
o.
WS 9 and Combine 14 (Post-dev) Combine
Hydrograph type = Combine
Storm frequency = 1 yrs
Time interval = 3 min
Inflow hyds. = 9, 11
4
Tuesday, Nov 10, 2009
Peak discharge = 156.19 cfs
Time to peak = 723 min
Hyd. volume = 679,933 cuft
Contrib. drain. area = 6.200 ac
WS 9 and Combine 14 (Post-dev) Combine
Q (cfs) Hyd. No. 14 -- 1 Year Q (cfs)
160.00
40.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
0 180 360 540 720 900 1080 1260 1440 1620
• (min)
Hyd No. 14 Hyd No. 9 Hyd No. 11 Time
4
4
4
Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.22
Pyd.
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 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
r 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
Hydrograph Report
6
Hydraflow Hydrographs by Intelisolve v9.22
14
• H
d
N
y
.
o.
WS 9 and Combine 14 (Post-dev) Combine
Hydrograph type = Combine
Storm frequency = 10 yrs
Time interval = 3 min
Inflow hyds. = 9, 11
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
1040.00-
200.00
160.00
120.00
80.00
40.00
0.00
0
•
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0.00
180 360 540 720 900 1080 1260 1440 1620
Time (min)
Hyd No. 14 Hyd No. 9 Hyd No. 11
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 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 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
8
Hydraflow Hydrographs by Intelisolve v9.22
• Hyd. No. 14
WS 9 and Combine 14 (Post-dev) Combine
Hydrograph type = Combine
Storm frequency = 25 yrs
Time interval = 3 min
Inflow hyds. = 9, 11
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
940.00
200.00
160.00
120.00
80.00
40.00
0.00
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0 00
0 180 360 540 720 900 1080 1260 1440 1620
Time (min)
Hyd No. 14 Hyd No. 9 Hyd No. 11
4
4
4
Hydrograph Summary Report
Hydraf low 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 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) Co
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
Hydrograph Report
Hydraflow Hydrographs by Infelisolve v9.22
Hyd. No. 14
WS 9 and Combine 14 (Post-dev) Combine
Hydrograph type = Combine
Storm frequency = 50 yrs
Time interval = 3 min
Inflow hyds. = 9, 11
10
Tuesday, Nov 10, 2009
Peak discharge = 275.57 cfs
Time to peak = 741 min
Hyd. volume = 3,180,008 cuft
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
•40.00
200.00
160.00
120.00
80.00
40.00
0.00
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0 00
0 180 360 540 720 900 1080 1260 1440 1620
. (min)
Hyd No. 14 Hyd No. 9 Hyd No. 11 Time
11
Hydrograph Summary Report
4 yd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
Hydraflow Hydrographs by Intelisolve v9.22
No. type
(origin) flow
(cfs) interval
(min) peak
(min) volume
(cuft) hyd(s) elevation
(ft) strge used
(cult) 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 Combine 14 (Post-dev) Combine
Hydrograph type = Combine
Storm frequency = 100 yrs
Time interval = 3 min
Inflow hyds. = 9, 11
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
Q (cfs) Hyd. No. 14 -- 100 Year Q (cfs)
320.00
41 80.00
240.00
200.00
160.00
120.00
80.00
40.00
0.00
320.00
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0 00
0 180 360 540 720 900 1080 1260 1440 1620
• (min)
Hyd No. 14 Hyd No. 9 Hyd No. 11 Time
•
•
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