20070173 Ver 5_More Info Received_20171213 (2)

Table of Contents

Section 1 PROJECT OVERVIEW
1.1 Narrative ..................................................................................................................3
1.2 Stormwater Management and Sediment Control .....................................................6
1.3 Sequence of Construction ........................................................................................9
1.4 Non-Numeric Effluent Limits ..................................................................................9
1.5 Certification Statement ..........................................................................................13

Section 2 SITE FEATURES AND SENSITIVE AREAS
2.1 Sources of Pollution ...............................................................................................14
2.2 Surface Waters .......................................................................................................15
2.3 Impairments And TMDLs......................................................................................15
2.4 Critical Areas .........................................................................................................15

Section 3 COMPLIANCE REQUIREMENTS
3.1 SWPPP Availability .............................................................................................16
3.2 Pre-Construction Conferences ...............................................................................16
3.3 Inspection Requirements ........................................................................................16
3.4 Maintenance Policies ............................................................................................16
3.5 Record Keeping ....................................................................................................16
3.6 Final Stabilization ..................................................................................................16

Appendices REFERENCE MATERIAL
Appendix A - Site Maps ...............................................................................................17
Appendix B - Drainage Maps .......................................................................................27
Appendix C - Hydrology Report (C-SWPPP* Only) ...................................................30
Appendix D - Inspection Log and Reports (OS-SWPPP** Only) .............................300
Appendix E - Rainfall Records (OS-SWPPP** Only) ...............................................303
Appendix F - Additional Site Logs and Records (OS-SWPPP** Only)....................306
Appendix G - Construction General Permit (CGP) - ..................................................315
*C-SWPPP is acronym for Comprehensive Storm Water Pollution Prevention Plan
**OS-SWPPP is acronym for On-Site Storm Water Pollution Prevention Plan

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Section 1 PROJECT OVERVIEW
1.1 Narrative
Construction Activities and BMP Summary

The project encapsulated within this Storm Water Pollution Prevention Plan is the new
construction of the Novo Nordisk Diabetes API-US (DAPI) facility in Johnston County,
near Clayton NC. The site is located at coordinates N35º36’58.71” and W78º24’11.6”.
The DAPI project is in two phase. The initial Phase 1 will consist of eight buildings
(Central Utility Building 1, Fermentation 1, Purification 1, Recovery 1, Office Spine 1,
Warehouse1, and Guardhouses 1 & 2), utility corridor, new electrical sub-station,
employee parking lots, underground utilities, and ancillary paved roads around the
facility. A future Phase 2 is expected to add seven buildings (Central Utility Building 2,
Purification 2 & 3, Recovery 2, Office Spine 2, Drug Production, and Warehouse 2),
expanded utility corridor, additional employee parking lots, underground utilities, and
paved roads around the facility. A layout of the planned facility is shown on the Site
Master Plan, drawing CL XX DAPI-US 3 10 00000 02 of the Master Plan drawing set.
Study Area

The study area covers approximately 178 acres. The site is located along Powhatan Road
south east of Clayton, NC, approximately ½ mile from the intersection of U.S. Highway
Business 70. The site is east of the existing Novo Nordisk facility and north of the
Southern Railroad. The property boundary and existing conditions can be found on CL
XX DAPI-US 3 10 00000 01 of the Master Plan drawing set.

Pre-Development Conditions

The site is divided into four drainage areas for analysis; refer to Drainage Maps in
Appendix B. The first drainage area flows via sheet flow towards a wetlands area in the
center of the site and discharges along the eastern property line. This drainage area is
123.15 acres. The drainage area consisting of primarily canopy trees within a wetland
area (40.83 ac.), and agricultural row crops (82.32 ac.), and the weighted Cn for the
watershed is 83.

The second drainage area is 26.94 acres consisting of primarily canopy trees within a
wetland area (2.18 ac.) and agricultural row crops (24.76 ac.), flows via sheet flow west
to be collected within the wetland area and slowly flows into a 24” pipe culvert
underneath Powhatan Road into an existing stormwater retention pond on the existing
Novo Nordisk site. The weighted Cn number for drainage area #2 is 79.

The third drainage area consists of 20.59 acres consisting of primarily canopy trees
within a wetland area (2.71 ac.) and agricultural row crops (17.62 ac.) flows via sheet
flow south to be collected within the wetland area and slowly flows into a culvert
underneath the Southern Railroad where it continues south off of the property. The
weighted Cn number for drainage area #3 is 80.
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The fourth drainage area consists of 7.58 acres consisting of primarily agricultural row
crops (7.58 ac.) flows via sheet flow southeast off of the property. The weighted Cn
number for drainage area #3 is 78.

The weighted runoff calculations are located in the Hydrology report in Appendix D

Post-Development Conditions

Proposed site build out improvements will be as follows: 15 new buildings (Central
Utility Building 1&2, Fermentation 1, Guardhouses 1 & 2, Purification 1-3, Recovery
1&2, Spine 1 & 2, Warehouse 1 & 2, and Drug Production), utility corridor to service the
facility, new electrical substation, employee parking lots, underground utilities, and
ancillary paved roads surrounding the site. The post development basins are divided to
maintain consistency with the pre development basins and the four analysis points, refer
to Drainage Maps in Appendix B more details.

The first drainage area consists of 126.98 acres. This drainage area consists of
undeveloped open area, wetlands (38.61 acres), the Phase 1 portion of the facility, and the
new NC DOT Road from Gordan Road (3.44 acres). The undeveloped part of the
drainage area will flow via sheet flow towards the wetlands (35.28 acres) and then off-
site along the eastern property line. The developed portions of the basin will flow via
underground piping to different detention basins. 14.56 acres will be directed into
stormwater management basin 2, 36.79 acres will be directed into stormwater
management basin 3, and 0.7 acres will flow into the small basin to the east of the
warehouse. The outflow from the detention basins will enter the wetlands and flow over
land towards the same discharge point along the eastern property line. The weighted Cn
number for the analysis is 89 to incorporate future buildout to the site.

The second drainage area is 36.60 acres primarily consisting of the future Phase 2
development. Storm water, during construction, will flow via sheet flow to diversion
ditches and then flow underground pipes towards Storm Water Management Basin #1.
The flow from the basin will exit the outflow structure into the pipe under Powhatan
Road and will discharge into the existing stormwater pond on the Novo Nordisk property
west of Powhatan Road. The weighted Cn number for the analysis is 90 to incorporate
future buildout to the site.

The third drainage area is 9.07 acres consisting of parking area and wetlands. 4.24 acres
of the area will be directed into to the southwest parking lot basin. 2.66 acres will be
directed into the southeast parking lot basin. All stormwater entering the basins will be
managed for quantity control prior to release into the wetlands. Storm water will continue
through the wetlands into a 36” culvert under the Southern Railroad easement. The
weighted Cn number for the analysis is 94.

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The fourth drainage area consists of 5.35 acres consisting of pervious maintained areas
flows via sheet flow southeast off of the property. The weighted Cn number for drainage
area #4 is 78.

The improved site was evaluated to analyze the effect of the change in land use upon
stormwater runoff rates. Per 15A NCAC 02B.0235 and Johnston County regulations,
post-development discharge rates shall not exceed pre-development discharge rates for
the 1-yr frequency 24-hour duration storm events. Peak runoff rates were calculated for
pre-development and post-development conditions. The SCS 24 hour storm was used to
develop the hydrology model and predict runoff rates for storms with average return
frequencies of 1, 2, 10, 25, and 100 years for pre- and post-development conditions.
After analyzing the study area, it shows that post-development flows are below above
pre-development rates. Please refer to the summary table below, and the Appendices for
detailed information.

Table #1 - Peak Runoff Rates Pre Construction:

DA
(acres) CN 1-Year
(cfs)
2-Year
(cfs)
10-Year
(cfs)
100-Year
(cfs)
Pre to DA#1 123.15 83 78.5 108.81 200.05 355.25
Pre to WS #2 26.94 79 26.24 37.8 73.73 136.41
Pre to WS #3 20.59 80 28.69 40.67 77.29 140.21
Pre to WS #4 7.58 78 7.45 10.83 21.52 40.3

Table #2 - Peak Runoff Rates Post Construction (Pre Detention):

DA
(acres) CN 1-Year
(cfs)
2-Year
(cfs)
10-Year
(cfs)
100-Year
(cfs)
Post to DA #1 126.98 89 123.85 161.83 271.44 451.30
Post to WS #2 36.60 90 48.80 63.14 104.17 171.17
Post to WS #3 9.07 94 27.38 34.12 53.13 84.07
Post to WS #4 5.35 78 6.06 8.80 17.41 32.48
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Table #3 - Peak Runoff Rates Post Construction (Post Detention):

DA
(acres) CN 1-Year
(cfs)
2-Year
(cfs)
10-Year
(cfs)
100-Year
(cfs)
Post DA#1 Detention
Outflow 126.98 89 37.95 51.29 90.39 165.42
Post DA#2 Detention
Outflow 36.60 90 0.34 3.19 21.35 44.78
Post DA#3 Detention
Outflow 9.07 94 10.25 21.12 36.24 81.36
Post DA#4 Detention
Outflow 5.35 78 6.06 8.80 17.41 32.48

Stormwater Conveyance System

The proposed underground stormwater system has been analyzed using Hydraflow Storm
Sewers. This includes approximately 11,500 linear feet of HDPE ranging in size from
12” to 60”, as well as structures including manholes, junction boxes, clean outs, and
flared end sections. The system has been sized to convey the 10-year, 24-hour storm
event. It was also analyzed to determine the functionality of the system during the 100-
year, 24-hour storm event. During the 10-year storm, the system was sufficient to convey
all stormwater with no flooding. Flooding did occur during the 100-year storm, but was
released before damaging stormwater elevations occurred.

Refer to Appendix B for land use and watershed maps and to Appendix D for
Hydrology Report and all stormwater calculations.

Flooding Issues

The proposed project is not located in a FEMA flood zone. Refer to Appendix A for
further information.

1.2 Stormwater Management and Sediment Control

Erosion Prevention BMPs
As the existing site is cleared, grubbed and graded to the proposed contours shown on the
construction site plans, erosion prevention BMPs shall be placed throughout the
construction site to aid in the prevention of sediment-laden stormwater runoff. These
BMPs shall be focused in areas with high potential of erosion, areas preceding infiltration
practices.

Each erosion prevention measure shall be selected on a site-specific basis and details
have been provided on the construction site plans. The plans identify all proposed
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Erosion Prevention BMPs and the recommended installation, maintenance, and
inspection procedures.

In order to minimize soil erosion, a phased construction approach is being implemented
in order to install sediment controls prior to any major land disturbance. Refer to Early
Works drawing set and Final Grading and Paving set for construction schedule.

Sediment Control BMPs
Sediment Control BMPs are designed to remove some of the sediment accumulated
within stormwater runoff, to the best extent practicable. These BMPs help prevent
sediment impacts to adjacent properties and water bodies from stormwater discharges
originating from construction sites.

Typically these BMPs are placed near each of the site’s outfalls and are installed prior to
clearing and grubbing of the site (before large areas of soil are exposed). However, these
BMPs can also be located throughout the construction site and, in these circumstances,
are installed after roadway grading has occurred. Placement, sizing and modifications of
Sediment Control BMPs should be left to the SWPPP preparer and/or the Site Engineer.
Contractors must consult the SWPPP Preparer as listed at the front of this SWPPP before
making any significant changes to these BMPs.

Sediment control BMP’s to be utilized onsite are, but not limited to silt fence, sediment
traps, inlet protection and sediment basins.

Structural Control BMPs
This site-specific SWPPP utilizes the following structural control BMPs: sediment silt
fence and dry detention basin with a skimmer. These practices have been designed to
either divert flows from exposed soils, to retain/detain flows, and to otherwise limit the
runoff and the discharge of pollutants from disturbed areas of the construction site.

Throughout the lifespan of the construction project these BMPs will be installed and
maintained, as required by the SWPPP and the construction site plans, until final
stabilization has been achieved for the areas draining to each BMP. Upon final
stabilization, each structural control BMP must be modified to the post-construction
conditions shown within the approved construction site plans or removed, if the structural
BMP was a temporary structure.

Silt fence will encompass the perimeter of the project in order to prevent sediment from
entering the wetlands or migrating off site. The silt fence which is solely being used for
sediment control has been designed to handle ¼ acre per 100 feet of silt fence. A double
row of silt fence has been incorporated within the site along the wetland boarders. The
double row of silt fence provides an 86% trapping rate which is greater than the 54%
provided by a 75’ filter strip.

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Construction Entrances and Dust Control
All access areas into and out of the limits of disturbance, as shown on the construction
site plans, require the installation of a construction entrances and wheel washes. Any
tracked sediment, along with any attached pollutants, deposited on impervious areas
could be washed downstream during the next rain event. Each construction entrance
must be installed as shown in the details section of the construction site plans.

If a new entrance or exit is required, that is not shown on the plans, install the
construction entrance as noted by the construction entrance detail, mark the location on
the plans and make a record of this minor modification in the SWPPP’s modification log,
which is located within one of the appendices of the On-site SWPPP.

Each stabilized construction entrance should be used in conjunction with Street Sweeping
measures if it becomes apparent that sediment is still being tracked onto adjacent
impervious areas, even with the use of the construction entrance.

During extremely dry conditions, drought, and/or excessive winds, the construction site
should be treated for dust control to prevent the suspension of fine sediment particles into
the air, being carried offsite, and deposited on adjacent properties or surface waters. This
practice may not be directly called out for on the construction site plans. A water tanker
used to spray the soil down may be an effective way to prevent excessive dust at a
construction site.

Water Quality BMPs During Construction
During construction, water quality will be controlled with the following measures:
sediment and detention basins, sediment traps, concrete washouts, and construction
entrances. Should construction require maintenance facilities, berms and additional
hazardous material storage and containment measures shall be constructed to prevent
runoff into the drainage system.

Water Quality Post Construction
Total Suspended Solids
No post construction water quality is required for this project. The nitrogen export from
the site is under the limit of 10 lbs/year requirement. See calculation in Appendix II of
the Hydrology report. Wet detention ponds have been incorporated into the design of the
site in order to remove total suspended solids. The three wet detention ponds will remove
90% TSS. Surface area to drainage area ratios are provided in the table below.

Surface Area
(acres)
Drainage Area
(acres)
Provided
SA/DA (%)
Required
SA/DA (%)
Pond #1 (A&B) 1.30 35.8 3.63 3.5
Pond #2 0.91 14.93 6.07 3.2
Pond #3 2.88 39.48 7.30 2.4

All three ponds exceed the required SA/DA ratios prescribed be NCDEQ for 90%
removal of Total Suspended Solids (TSS).
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Nitrogen Loading

In accordance with 15A NCAC 02B.0235 developments in the Neuse River Basin must
address the amount of Nitrogen exported from the site to address nutrient loading in the
watershed. Developments are permitted to export up 3.6 pounds/acre/year without any
mitigation. For industrial developments Nitrogen loading between 3.6 and 10.0
pounds/acre/year may either mitigate Nitrogen with on site BMP’s or purchase credits
from an approved source. For industrial developments Nitrogen loading cannot exceed
10.0 pounds/acre/year.

A nitrogen analysis was completed, in accordance with the guidelines provided by
Johnston County, to determine the amount of nitrogen released from the site per year for
the initial Phase 1 development and the Phase 2 build out. The analysis showed that the
nitrogen released was managed to 3.93 and 5.78 pounds of nitrogen per acre per year,
respectively. Refer to Appendix II of the Hydrology Report for supporting calculations.

Other Stormwater Management Procedures
Two dry detention ponds have been proposed to mitigate runoff from portions of the
parking lots on the southwestern side of the property. The existing sediment trap to the
east of the warehouse will remain in place to provide additional detention for future
parking areas.

1.3 Sequence of Construction
This project will be phased in order to minimize the soil erosion impact from the site.

1.4 Non-Numeric Effluent Limits
Stormwater Volume and Velocity Control
During the implementation of construction activities, all parties performing work at this
construction site whose work may affect the implementation of the SWPPP must be
informed of and directed on how to comply with this Non-Numeric Effluent Limit, which
requires the management of stormwater runoff within the construction site and at each
outfall. The purpose of this requirement is to control the stormwater volume and velocity
at these locations to minimize erosion.
Specifically, each responsible party should be made aware of the practices that have been
or should be implemented at the construction site to accomplish these particular
stormwater management practices. Below is a list of practices that may be utilized within
the disturbed area and at each outfall at construction sites to control stormwater volume
and velocity:
Volume Control
 Limiting the amount of disturbed area and exposed soils
 Staging and/or Phasing of the Construction Sequence;
 Sediment Basins and Excavated Inlets
 Diverting off-site flow around the construction site;
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 Controlling the Drainage Patterns within the Construction Site;
 Temporary Stabilization of Disturbed Areas.
Velocity Control
 Surface Roughening and/or other Slope Stabilization Practices;
 Level Spreaders, Riprap Plunge Pools and/or other Velocity Dissipation BMPS
located at the Construction Site's and Sediment Basin Outfalls.
 Use of Rock Checks, Sediment Tubes, Etc. in Temporary Diversions Swales and
Ditches.
 Use of Erosion Control Blankets, Turf Reinforcement Mats, and other Non-
Vegetative BMPs that can be used to Quickly Stabilize Disturbed Areas.
The SWPPP Preparer/Engineer should approve any modifications (Additional BMPs or
Changes to Existing BMPs) to address the management of stormwater volume and
velocity prior to implementation. All approved SWPPPs that were issued coverage under
the CGP should include ample BMPs and other control measures to address this specific
Non-Numeric Effluent Limit.
Soil Exposure, Compaction and Preservation
Throughout construction activities, the amount of soil exposed during construction
should be kept to a minimum. This may be accomplished by minimizing the amount the
disturbed area within the permitted Limits of Disturbance (shown on the approved
construction site plans) to only that which is necessary to complete the proposed work.
For areas that have already been disturbed and where construction activities will not
begin for a period of 14 days or more, temporary stabilization techniques must be
implemented.
Prior to implementation of any major grading activities, topsoil is to be preserved by
placing it in areas designated for stockpiling until final grades are reached. Each stockpile
must be equipped with proper sediment and erosion controls to preserve the topsoil and
protect adjacent areas from impacts. Once final grades have been reached, the preserved
topsoil should be utilized to apply to areas identified for stabilization. Topsoil contains
nutrients and organisms that aid in the growth of vegetation.
The Compaction of Soil should also be minimized to the degree practicable during
grading activities. This is especially important during the replacement of topsoil to aid in
a quick establishment of vegetative cover. Compaction of soil may also reduce rainfall's
ability to infiltrate into the soil, increasing the amount of stormwater runoff.
Soil Stabilization
Throughout construction activities, soil stabilization techniques are to be initiated as soon
as practicable whenever any clearing, grading, excavating, or other land-disturbing
activities have permanently or temporarily ceased on any portion of the construction site
and will not resume for a period exceeding 14 calendar days. For areas where initiating
stabilization measures is infeasible, (e.g., where snow cover, frozen ground, or drought
conditions preclude stabilization), initiate vegetative or non-vegetative stabilization
measures as soon as practicable.

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Steep Slopes (Slopes of 30% grade or greater)

All disturbed steep slopes (30% grade, ~3H:1V, or greater), and steep slopes to be
created through grading activities must be managed in a fashion that limits the potential
of erosion along the slopes. All parties whose work is/was responsible for the
creation/disturbance of steep slopes must comply with the following items:

 Minimize the Disturbance of all steep slopes, when possible.
 Divert Concentrated or Channelized Flows of stormwater away from and around
steep slope disturbances.
 Use Specialized BMP Controls including temporary and permanent seeding with
soil binders, erosion control blankets, surface roughening, reducing continuous slope
length with terracing or diversions, gradient terraces, interceptor dikes and swales,
grass-lined channels, pipe slope drains, subsurface drains, level spreaders, check
dams, seep berms, and triangular silt dikes to minimize erosion.
 Initiate Stabilization Measures as soon as practicable on any disturbed steep slope
areas where construction activities have permanently or temporarily ceased, and will
not resume for a period exceeding 7 calendar days.
 A Vegetative and/or Non-Vegetative Cover must be established within 3 working
days from the time that stabilization measures were initiated.

Stabilization of steep slopes should be a priority for those performing work at the
construction site. At the very least, runoff control BMPs should be implemented to
transport stormwater runoff from the top of the slope to the toe of the slope. An example
of this is to install diversion swales along the top of slope and direct the runoff towards
pipe slopes drains to transports the runoff to the toe of the slope. All pipe slope drain
outlets are to be equipped with proper outlet protection.
Sediment Discharge Minimization
Permittees, Contractors, and all other parties responsible for conducting land-disturbing
activities are required to install and maintain all erosion and sediment BMPs that are
identified on the approved construction site plans. These BMPs have been designed and
approved to address such factors as the amount, frequency, intensity and duration of
precipitation, the nature of resulting stormwater runoff, and soil characteristics, including
the range of soils particle sizes expected to be present on the construction site. Proper
installation, inspection, and maintenance will allow these BMPs to operate at maximum
efficiencies in order to minimize sediment discharges to the maximum extent practical.
Pollutant Discharge Minimization
Permittees, Contractors, and all other parties responsible for conducting land-disturbing
activities are required to install, implement, and maintain effective pollution prevention
measures to minimize the discharge of pollutants. At a minimum, the following items
must be implemented:
 Minimize the discharge of pollutants from dewatering trenches and excavations by
managing runoff with the appropriate controls. Otherwise these discharges are
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prohibited;
 Minimize the discharge of pollutants from equipment and vehicle washing, wheel
wash water, and other wash waters. Wash waters must be treated in a sediment basin
or alternative control that provides equivalent or better treatment prior to discharge;
 Minimize the exposure of building materials, building products, construction wastes,
trash, landscape materials, fertilizers, pesticides, herbicides, detergents, sanitary
waste and other materials present on the site to precipitation and to stormwater; and
 Minimize the discharge of pollutants from spills and leaks and implement chemical
spill and leak prevention and response procedures.

Prohibited Discharges
Permittees, Contractors, and all other responsible parties for conducting land-disturbing
activities are prohibited from discharging, from the construction site, the following items:
 Wastewater from washout of concrete, unless managed by an appropriate control;
 Wastewater from washout and cleanout of stucco, paint, form release oils, curing
compounds and other construction materials;
 Fuels, oils, or other pollutants used in vehicle and equipment operation and
maintenance; and
 Soaps or solvents used in vehicle and equipment washing.

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Section 2 SITE FEATURES AND SENSITIVE AREAS
2.1 Sources of Pollution
Throughout construction activities, each permittee, contractor, and person responsible for
conducting work will need to ensure that sources of pollution are managed to prevent
their discharge from the construction site. Expected pollution sources during construction
have been identified in Table 2.1-A, but due to the nature of construction activities, it is
often tough to predict all pollution sources that may appear throughout the life of a
construction project. For that reason, the following table has also been provided to help
all those performing work at this construction site identify possible sources of pollution

Stormwater runoff subjected to the identified pollution sources must be treated by the
appropriate BMPs as directed by this SWPPP.

In the event that any additional sources of pollution are identified during construction, the
person(s) with day-to-day operational control at the site is to add the new source(s) to
Table 2.1-A and consult with the SWPPP Preparer to properly address this source and to
prevent the discharge of it's pollutant through stormwater runoff.
Table 2.1-A: Potential Sources of Pollution

Source Material or
Chemical Location* Appropriate Control Measures
Loose soil
exposed/disturbed
during clearing,
grubbing and
grading activities
Sediment
All areas within
the Limits of
Disturbance
As directed by the construction plans.
This includes Silt Fence, sediment
tubes, sediment basins, and sediment
traps.
Areas where
construction
equipment are
cleaned, a.k.a.
concrete washout
Heavy Metals
& pH
Located
adjacent to
each
construction
entrance
Concrete Washout Basin as shown in
the construction plans.
Water encountered
during trenching
Nutrients &
Sediment
In and around
any trenching
activities.
Direct water into impoundments such
as basins or traps to allow for the
sedimentation of the listed pollutants.
Paving Operations Sediment &
Trash
All areas to be
paved.

Inlet protection.
Material Delivery
and Storage Areas
Nutrients, pH,
Sediment,
Heavy Metals,
oils & grease
All areas used
as storage areas Silt fence and/or sediment dikes
Equipment fueling
and maintenance
areas
Metals,
hydrocarbons,
oils and greases
Areas
surrounding
fuel tanks
Provide secondary containments,
locate in upland areas. Repair leaking
and broken hoses.
*Area where material/chemical is used on site.
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2.2 Surface Waters

There are no rivers or open bodies of water on the site.

2.3 Impairments and TMDLs

This site is within the Neuse River watershed. A special water resource plan has been
implemented to protect this watershed. The Neuse River is included on the current North
Carolina 303D list. The proposed construction site needs to consider the nitrogen export
and reduce it below the allowable 10 pounds per year limit set for industrial sites. The
site in its final configuration produced just less than 10 pounds per year, and will not
require any additional water quality in order to meet the set targets. The calculations for
the site are shown in Appendix II of the Hydrology Report.

2.4 Critical Areas
The site has wetlands located on it, but the wetlands are not considered critical areas as
defined by the North Carolina Department of Environmental Quality.

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Section 3 Compliance Requirements
3.1 SWPPP Availability

The On-Site SWPPP (OS-SWPPP) will be located onsite during construction.

3.2 Pre-Construction Conferences

A pre-construction conference will be held on-site prior to starting land disturbing
activity. The Primary/Secondary Permittee or SWPPP Preparer are responsible for
notifying the appropriate parties and holding the pre-construction conference. Each
contractor, subcontractor, blanket utility provider, etc., who will work at the site is to
attend the pre-construction meeting in person.

3.3 Inspection Requirements

Site to be inspected weekly until final stabilization has been reached. Upon final
stabilization the inspections may be reduced to once a month until the Notice of
Termination has been submitted. Inspector to be the SWPPP Preparer, an individual
directly under the SWPPP Preparer’s authority, or an individual with a registration
equivalent to the SWPPP Preparer. Inspection reports are to be kept onsite with the OS-
SWPPP. Refer to Appendix E for forms. Inspector to install and maintain a rain gauge
and rainfall log during construction. Refer to Appendix F for rainfall log.

3.4 Maintenance Requirements

Contractor to maintain silt fence, construction entrance, and other temporary BMP’s, as
shown on the site plans, during construction. A detention pond maintenance agreement
for the permanent ponds will be provided.

3.5 Record Keeping

Appendix E, F, and G are to be utilized by all parties working onsite to track site related
issues, were applicable, and document site changes as they occur. All records to remain
with the OS-SWPPP at all times during construction.

3.6 Final Stabilization

Final stabilization to be addressed per the site plans through the use of landscaping,
grassing, and the track surface. Once final stabilization has been reached on all disturbed
areas, the Notice of Termination is to be submitted.

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Appendix A Site Maps

Location Map
USGS Map
County GIS Map
Soils Map
FEMA FIRM

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Location Map

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Benson
Selma
Garner
FourOaks
Powhatan
FlowersClayton
Edmondson
FourOaks NE
ADJOINING 7.5' QUADRANGLES
Imagery................................................NAIP, January 2010Roads..............................................©2006-2010 Tele AtlasNames...............................................................GNIS, 2010Hydrography.................National Hydrography Dataset, 2010Contours............................National Elevation Dataset, 2010
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POWHATAN, NC
2013
Expressway Local Connector
ROAD CLASSIFICATION
Ramp 4WD
Secondary Hwy Local Road
Interstate Route State RouteUS RouteWX./H
POWHATAN, NC
2013
ROAD CLASSIFICATION
Check with local Forest Service unitfor current travel conditions and restrictions.
FS Primary Route
FS HighClearance Route
FS PassengerRouteJK L
Interstate Route
State RouteUS RouteWX./H
Expressway Local Connector
Ramp 4WD
Secondary Hwy
Local Road
POWHATAN QUADRANGLENORTH CAROLINA-JOHNSTON CO.7.5-MINUTE SERIES
U.S. DEPARTMENT OF THE INTERIOR U. S. GEOLOGICAL SURVEY
NORTHCAROLINA
QUADRANGLE LOCATION
This map was produced to conform with the National Geospatial Program US Topo Product Standard, 2011.A metadata file associated with this product is draft version 0.6.11
CONTOUR INTERVAL 10 FEETNORTH AMERICAN VERTICAL DATUM OF 1988
SCALE 1:24 000
1 0.5 0
MILES
1
1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000
FEET
1000 500 0 METERS 1000 2000
21KILOMETERS00.51
Imagery...................................................NAIP, May 2012Roads..............................................©2006-2012 TomTomNames..........................................................GNIS, 2013Hydrography....................National Hydrography Dataset, 2012Contours............................National Elevation Dataset, 2008Boundaries....................Census, IBWC, IBC, USGS, 1972 - 2012
North American Datum of 1983 (NAD83)World Geodetic System of 1984 (WGS84). Projection and1 000-meter grid: Universal Transverse Mercator, Zone 17S
Produced by the United States Geological Survey
10 000-foot ticks: North Carolina Coordinate System of 1983
North American Datum of 1983 (NAD83)World Geodetic System of 1984 (WGS84). Projection and1 000-meter grid: Universal Transverse Mercator, Zone 17S
Produced by the United States Geological Survey
10 000-foot ticks: North Carolina Coordinate System of 1983
Imagery<IMG_LEADER><IMG_CITATION>Roads<TRANS_LEADER>©2006-2012 TomTomRoads within US Forest Service Lands.............FSTopo Datawith limited Forest Service updates, 2013Names...............................................................GNIS, 2013Hydrography<HYDRO_LEADER>National Hydrography Dataset, <HYDRO_DATE>Contours<HYPSO_LEADER><HYPSO_CITATION>Boundaries....................Census, IBWC, IBC, USGS, 1972 - 2012<OPTIONAL_CITATIONS>
U.S. National Grid
100,000-m Square ID
Grid Zone Designation
QV
17S
×
ØMN
GN
UTM GRID AND 2013 MAGNETIC NORTHDECLINATION AT CENTER OF SHEET
1° 29´26 MILS
9° 10´163 MILS
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* * * DISCLAIMER * * *
Johnston County assumes no legal responsibility for the information represented here.
Scale: 1:20120 - 1 in. = 1676.66 feet
(The scale is only accurate when printed landscape on a 8 1/2 x 11 size sheet with no page scaling.)
Johnston County GIS
January 11, 2016
Result 1
id:05I05008A
Tag:05I05008A
Tax Unique Id:4418463
NCPin:167804-60-8595
Mapsheet No:167804
Owner Name 1:NOVO NORDISK PHARM IND
Owner Name 2:
Mail Address 1:3612 POWHATAN RD
Mail Address 2:
Mail Address 3:CLAYTON, NC 27527-0000
Site Address 1:
Site Address 2:
Book:01486
Page:0001
Market Value:1615650
Assessed Acreage:174.92
Calc. Acreage:174.92
Sales Price:1556500
Sale Date:1995-12-15
Powered by TCPDF (www.tcpdf.org)
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Hydrologic Soil Group—Johnston County, North Carolina
(DAPI Soil Map)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
1/5/2016
Page 1 of 4394380039440003944200394440039446003944800394500039438003944000394420039444003944600394480039450003945200734000734200734400734600734800735000735200735400735600735800736000736200
734000 734200 734400 734600 734800 735000 735200 735400 735600 735800 736000 736200
35° 37' 21'' N 78° 25' 0'' W35° 37' 21'' N78° 23' 27'' W35° 36' 32'' N
78° 25' 0'' W35° 36' 32'' N
78° 23' 27'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
0 500 1000 2000 3000
Feet
0 150 300 600 900
Meters
Map Scale: 1:10,700 if printed on A landscape (11" x 8.5") sheet.
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MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at 1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting
soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more accurate
calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Johnston County, North Carolina
Survey Area Data: Version 19, Sep 29, 2015
Soil map units are labeled (as space allows) for map scales 1:50,000
or larger.
Date(s) aerial images were photographed: Feb 14, 2011—Mar 3,
2011
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
Hydrologic Soil Group—Johnston County, North Carolina
(DAPI Soil Map)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
1/5/2016
Page 2 of 4
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Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit — Johnston County, North Carolina (NC101)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
AmB Appling-Marlboro
complex, 1 to 6
percent slopes
B 1.2 0.3%
Bb Bibb sandy loam, 0 to 2
percent slopes,
frequently flooded
A/D 0.2 0.1%
CoB Cowarts loamy sand, 2 to
6 percent slopes
C 8.4 1.9%
FaB Faceville sandy loam, 2
to 6 percent slopes
B 1.8 0.4%
GeB Gilead sandy loam, 2 to 8
percent slopes
C 8.3 1.9%
GoA Goldsboro sandy loam, 0
to 2 percent slopes
B 14.4 3.2%
MaB Marlboro sandy loam, 2
to 8 percent slopes
B 10.8 2.4%
McB Marlboro-Cecil complex,
2 to 8 percent slopes
B 4.0 0.9%
NoA Norfolk loamy sand, 0 to
2 percent slopes
A 97.4 21.6%
NoB Norfolk loamy sand, 2 to
6 percent slopes
A 11.8 2.6%
PaE Pacolet loam, 15 to 25
percent slopes
B 3.1 0.7%
Ra Rains sandy loam, 0 to 2
percent slopes
A/D 155.2 34.5%
Tn Toisnot loam, 0 to 2
percent slopes
C/D 25.6 5.7%
VrA Varina loamy sand, 0 to 2
percent slopes
C 99.7 22.1%
VrB Varina loamy sand, 2 to 6
percent slopes
C 8.2 1.8%
Totals for Area of Interest 450.2 100.0%
Hydrologic Soil Group—Johnston County, North Carolina DAPI Soil Map
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
1/5/2016
Page 3 of 4
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Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Johnston County, North Carolina DAPI Soil Map
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
1/5/2016
Page 4 of 4
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Appendix B Drainage Maps

Pre Development Watershed Map
Post Development Watershed Map

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PLOT DATE:P:\CAD\210\DWG\XREF\Watershed maps 170525.dwg 06-20-17 8:11 am Printed By: mcc13489ROWROWEFDEE Engineering Professional Corporation 100 Fluor Daniel Drive, Greenville, SC 29607 License No. C-0742FIGURE 1 OF 2C-SWPPP APPENDIX BEXISTING DRAINAGE AREAMAP 08JUN17ACMAFZGRAPHICNovo NordiskDiabetes API-USDrawn By:Scale:Page no.:Design By:Revision date:Creation date:Novo Nordisk A/SPowhatan RoadClayton, North CarolinaUSAPOWHATAN ROAD
POWHATAN ROAD
NORTH CAROLINA RAILROAD COMPANYEXISTING DRAINAGEAREA #2AREA = 26.94 ACCN=79EXISTING DRAINAGEAREA #1AREA = 123.15 ACCN=83EXISTING DRAINAGEAREA #4AREA = 7.58 ACCN=78EXISTING DRAINAGEAREA #3AREA = 20.27 ACCN=80Novo Nordisk DAPI-USDAPI-US-INFR-PLAN-XX010-003 REV 005 26-SEP-2017Page 28 of 315
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX"G" STREET"F" STREET"J" AVENUE"G" AVENUE PHASE 2
"N" AVENUE
"L" AVENUE
EAST STREETXXXXXXXXXX XXX
XXXXXXXXXX "E" STREET"F" STREET PHASE 2"H" STREET PHASE 2"E" STREET PHASE 2"H" STREETXX
X
X
X
X
X
X
X
X
X
X
X
X
X
X
XGENERATOR 1GENERATOR 2GENERATOR 3GENERATOR 4WASTESTORAGEXFMRCONTROLBLDGSTRBLDGSWGRXXXXXX 291.50PLOT DATE:P:\CAD\210\DWG\XREF\Watershed maps 170525.dwg 09-25-17 5:15 pm Printed By: mcc13489ROWROWEFDEE Engineering Professional Corporation 100 Fluor Daniel Drive, Greenville, SC 29607 License No. C-0742FIGURE 2 OF 2C-SWPPP APPENDIX BPROPOSED DRAINAGE AREAMAP 08JUN17ACMAFZGRAPHICNovo NordiskDiabetes API-USDrawn By:Scale:Page no.:Design By:Revision date:Creation date:Novo Nordisk A/SPowhatan RoadClayton, North CarolinaUSACOUNTY: JOHNSTONWATERWAY: RIVER BASIN: NEUSE RIVERDATE OF PUBLIC NOTICE:POWHATAN ROADPOWHATAN ROAD
NORTH CAROLINA RAILROAD COMPANYPROPOSED DRAINAGEAREA #4AREA = 5.35 ACCN=78PROPOSED DRAINAGEAREA #1AREA = 126.97 ACCN=88PROPOSED DRAINAGEAREA #3AREA = 9.03 ACCN=95.87PROPOSED DRAINAGEAREA #2AREA = 36.65 ACCN=92PROPOSED DRAINAGE AREA #1SUB BASIN #3AREA = 14.56 ACCN=91PROPOSED DRAINAGE AREA #1SUB BASIN #2AREA = 36.79 ACCN=91PROPOSED DRAINAGE AREA #1SUB BASIN #1AREA = 74.87 ACCN=86PROPOSED DRAINAGE AREA #1SUB BASIN #4AREA = 0.75 ACCN=90PROPOSED DRAINAGE AREA #3SUB BASIN #3AREA = 2.66 ACCN=98PROPOSED DRAINAGE AREA #3SUB BASIN #2AREA = 2.13 ACCN=89PROPOSED DRAINAGE AREA #3SUB BASIN #1AREA = 4.24 ACCN=98Novo Nordisk DAPI-USDAPI-US-INFR-PLAN-XX010-003 REV 005 26-SEP-2017Page 29 of 315

Appendix C Engineering Reports

Hydrology Report

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HYDROLOGY REPORT
for

Diabetes API Project

for

Novo Nordisk
Powhatan Road
Clayton, NC

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Novo Nordisk
Clayton, NC

TABLE OF CONTENTS
Project Narrative 3-7

Soil Information 7

FEMA 8

Waters of the State 8

Hydrological Analysis 8-10

Detention Analysis 10

As-built 10

Detention Waiver 10

Permanent Water Quality 10-11

Sedimentology 11

Navigable Waters 11

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Novo Nordisk
Clayton, NC

Stormwater Hydrographs Appendix I

Existing Conditions
Hydraflow Table of Contents
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1-Year Hyrdrographs 3-7
2-Year Hydrographs 8-12
5-Year Hydrographs 13-17
10-Year Hydrographs 18-22
25- Year Hydrographs 23-27
50-Year Hydrographs 28-32
100- Year Hydrographs 33-37

Proposed Condition Pre Detention
Hydraflow Table of Contents
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1-Year Hyrdrographs 3-7
2-Year Hydrographs 8-12
5-Year Hydrographs 13-17
10-Year Hydrographs 18-22
25- Year Hydrographs 23-27
50-Year Hydrographs 28-32
100- Year Hydrographs 33-37

Proposed Condition Post Detention
Hydraflow Table of Contents
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1-Year Hyrdrographs 3-31
2-Year Hydrographs 32-49
5-Year Hydrographs 50-67
10-Year Hydrographs 68-85
25- Year Hydrographs 86-103
50-Year Hydrographs 104-121
100- Year Hydrographs 122-139

Nitrogen Calculations Appendix II

Pipe and Swale Calculations Appendix III

Silt Fence Calculations Appendix IV
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Project Narrative:

The project on this site is to construct a new pharmaceutical facility for Novo Nordisk to
manufacture an oral tablet to treat type 2 diabetes. The main facility will include four
buildings attached within the main plant (Purification, Recovery, Fermentation, and Office
Spine). Associated buildings on the site will include a Warehouse, Central Utility Building,
Drug Production Building and two guardhouses. Additional improvements to the site include
a utility corridor, a new electrical substation, parking lots, and a network of roads.
Development of the site is planned in two phases. The current development, Phase 1, will
establish the production facility on the eastern portion of the site between the wetlands and the
railroad. A future Phase 2 development, not yet determined, will expand the plant west to
Powhatan Road. This analysis accounts for anticipated future development and the predicted
build out of the facility.

Site Description: Pre

The site is divided into four drainage areas for analysis; refer to Drainage Maps in
Appendix B. The first drainage area flows via sheet flow towards a wetlands area in the
center of the site and discharges along the eastern property line. This drainage area is
123.15 acres. The drainage area consisting of primarily canopy trees within a wetland
area (40.83 ac.), and agricultural row crops (82.32 ac.), and the weighted Cn for the
watershed is 83.

The second drainage area is 26.94 acres consisting of primarily canopy trees within a
wetland area (2.18 ac.) and agricultural row crops (24.76 ac.), flows via sheet flow west
to be collected within the wetland area and slowly flows into a 24” pipe culvert
underneath Powhatan Road into an existing stormwater retention pond on the existing
Novo Nordisk site. The weighted Cn number for drainage area #2 is 79.

The third drainage area consists of 20.59 acres consisting of primarily canopy trees
within a wetland area (2.71 ac.) and agricultural row crops (17.62 ac.) flows via sheet
flow south to be collected within the wetland area and slowly flows into a culvert
underneath the Southern Railroad where it continues south off of the property. The
weighted Cn number for drainage area #3 is 80.

The fourth drainage area consists of 7.58 acres consisting of primarily agricultural row
crops (7.58 ac.) flows via sheet flow southeast off of the property. The weighted Cn
number for drainage area #3 is 78.

The weighted runoff calculations are located in the Hydrology report in Appendix D

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Site Description: Post

Proposed site build out improvements will be as follows: 15 new buildings (Central
Utility Building 1&2, Fermentation 1, Guardhouses 1 & 2, Purification 1-3, Recovery
1&2, Spine 1 & 2, Warehouse 1 & 2, and Drug Production), utility corridor to service the
facility, new electrical substation, employee parking lots, underground utilities, and
ancillary paved roads surrounding the site. The post development basins are divided to
maintain consistency with the pre development basins and the four analysis points, refer
to Drainage Maps in Appendix B more details.

The first drainage area consists of 126.98 acres. This drainage area consists of
undeveloped open area, wetlands (38.61 acres), the Phase 1 portion of the facility, and the
new NC DOT Road from Gordan Road (3.44 acres). The undeveloped part of the
drainage area will flow via sheet flow towards the wetlands (35.28 acres) and then off-
site along the eastern property line. The developed portions of the basin will flow via
underground piping to different detention basins. 14.56 acres will be directed into
stormwater management basin 2, 36.79 acres will be directed into stormwater
management basin 3, and 0.7 acres will flow into the small basin to the east of the
warehouse. The outflow from the detention basins will enter the wetlands and flow over
land towards the same discharge point along the eastern property line. The weighted Cn
number for the analysis is 89 to incorporate future buildout to the site.

The second drainage area is 36.60 acres primarily consisting of the future Phase 2
development. Storm water, during construction, will flow via sheet flow to diversion
ditches and then flow underground pipes towards Storm Water Management Basin #1.
The flow from the basin will exit the outflow structure into the pipe under Powhatan
Road and will discharge into the existing stormwater pond on the Novo Nordisk property
west of Powhatan Road. The weighted Cn number for the analysis is 90 to incorporate
future buildout to the site.

The third drainage area is 9.07 acres consisting of parking area and wetlands. 4.24 acres
of the area will be directed into to the southwest parking lot basin. 2.66 acres will be
directed into the southeast parking lot basin. All stormwater entering the basins will be
managed for quantity control prior to release into the wetlands. Storm water will continue
through the wetlands into a 36” culvert under the Southern Railroad easement. The
weighted Cn number for the analysis is 94.

The fourth drainage area consists of 5.35 acres consisting of pervious maintained areas
flows via sheet flow southeast off of the property. The weighted Cn number for drainage
area #4 is 78.

The improved site was evaluated to analyze the effect of the change in land use upon
stormwater runoff rates. Per 15A NCAC 02B.0235 and Johnston County regulations,
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post-development discharge rates shall not exceed pre-development discharge rates for
the 1-yr frequency 24-hour duration storm events. Peak runoff rates were calculated for
pre-development and post-development conditions. The SCS 24 hour storm was used to
develop the hydrology model and predict runoff rates for storms with average return
frequencies of 1, 2, 10, 25, and 100 years for pre- and post-development conditions.
After analyzing the study area, it shows that post-development flows are below above
pre-development rates. Please refer to the summary table below, and the Appendices for
detailed information.

Table #1 - Peak Runoff Rates Pre Construction:

DA
(acres) CN 1-Year
(cfs)
2-Year
(cfs)
10-Year
(cfs)
100-Year
(cfs)
Pre to DA#1 123.15 83 78.5 108.81 200.05 355.25
Pre to WS #2 26.94 79 26.24 37.8 73.73 136.41
Pre to WS #3 20.59 80 28.69 40.67 77.29 140.21
Pre to WS #4 7.58 78 7.45 10.83 21.52 40.3

Table #2 - Peak Runoff Rates Post Construction (Pre Detention):

DA
(acres) CN 1-Year
(cfs)
2-Year
(cfs)
10-Year
(cfs)
100-Year
(cfs)
Post to DA #1 126.98 89 123.85 161.83 271.44 451.30
Post to WS #2 36.60 90 48.80 63.14 104.17 171.17
Post to WS #3 9.07 94 27.38 34.12 53.13 84.07
Post to WS #4 5.35 78 6.06 8.80 17.41 32.48
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Table #3 - Peak Runoff Rates Post Construction (Post Detention):

DA
(acres) CN 1-Year
(cfs)
2-Year
(cfs)
10-Year
(cfs)
100-Year
(cfs)
Post DA#1 Detention
Outflow 126.98 89 37.95 51.29 90.39 165.42
Post DA#2 Detention
Outflow 36.60 90 0.34 3.19 21.35 44.78
Post DA#3 Detention
Outflow 9.07 94 10.25 21.12 36.24 81.36
Post DA#4 Detention
Outflow 5.35 78 6.06 8.80 17.41 32.48

Table #4 - Percent Reduction Peak Runoff Rates
Pre Construction to Post Detention

 1-Year 2-Year 10-Year 100-Year
DA#1 51.66 52.86 54.82 53.44
DA#2 98.70 91.56 71.04 67.17
DA#3 64.27 48.07 53.11 41.97
DA#4 18.66 18.74 19.10 19.40

Soils Information:

Soils for the project watershed area as follows:
Goldsboro Sandy loam, 0-2% slopes, Classification B
Marlboro Sandy loam, 2-8%, Classification B
Marlboro-Cecil Sandy loam, 2-8%, Classification B
Norfolk Loamy Sand, 0-2% slopes, Classification A
Norfolk Loamy Sand, 2-6% slopes, Classification A
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Rains Sandy Loam, 0-2% slopes, Classification A/D
Toisnot Loam, 0-2% slopes, Classification C/D
Varina Loamy Sand, 0-2% slopes, Classification C
Varina Loamy Sand, 2-6% slopes, Classification C

Refer to Appendix A of the C-SWPPP for further information.

FEMA:

The proposed disturbance from the project is located in Zone X, a non-flooding area.
Refer to Appendix A of the C-SWPPP for FEMA maps.

Waters of the State:

There are wetlands located upon the site. A permit has been filed with the US Army
Corps of Engineers; refer to permit # SAW-2015-02127.

Hydrological Analysis:

Proposed development conditions will drain to the same 4 drainage areas, although the sizes
of the drainage areas may change slightly. An SCS 24-hour storm analysis was performed
using Hydraflow 2016 modeling software. Refer to Appendix I for hydrographs. Following is
a summary of the data input.
Soils: Agricultural Soils (Soils group A), Wetlands (Soils group D)
Curve Numbers1: 93 Wetlands
78 Agricultural
98 Pavement & Buildings
85 Gravel
61 Grass (Good condition)
99 Ponds
88 DOT ROW

Rainfall Data: 1 Year = 2.89 inches
(NOAA Atlas 14) 2 Year = 3.50 inches
(Clayton, NC) 5 Year = 4.46 inches
10 Year = 5.24 inches
25 Year = 6.32 inches
50 Year = 7.19
100 Year = 8.11 inches

1 Refer to Hydrographs in Appendix I for Cn calculations
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Pre Area to DA #1:
Total Area: 123.15 Ac.
Wetland 40.83 Ac.
Agricultural 82.32 Ac.
Curve Number: 83

Post Area to DA #1:
Total Area: 126.98 Ac.
Impervious 28.22 Ac.
Pervious 49.39 Ac.
Wetlands 38.61 Ac.
Ponds 7.33 Ac.
ROW 3.44 Ac.
Curve Number: 89

Pre Area to DA #2:
Total Area: 26.94 acres
Wetland 2.18 Ac.
Agricultural 24.76 Ac.
Curve Number: 79

Post Area to DA #2:
Total Area: 36.60 acres
Impervious 16.28 Ac.
Pervious 17.41 Ac.
Ponds 2.91 Ac.
Curve Number: 90

Pre Area to DA #3:
Total Area: 20.27 acres
Wetland 2.71 Ac.
Agricultural 17.88 Ac.
Curve Number: 80

Post Area to DA #3:
Total Area: 7.59 acres
Impervious 5.55 Ac.
Pervious 1.50 Ac.
Wetlands 1.52
Ponds 0.52 Ac.
Curve Number: 94

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Pre Area to DA #4:
Total Area: 7.58 acres
Wetland 0 Ac.
Agricultural 7.58 Ac.
Curve Number: 78

Post Area to DA #4:
Total Area: 5.35 acres
Impervious 0.00 Ac.
Pervious 5.35 Ac.
Curve Number: 78

Detention Analysis:
There are five stormwater management basins on the property serving three of the drainage
areas. Three of the basins will be wet basins and two will be dry basins. All will provide peak
runoff attenuation. Refer to Appendix I for the hydrographs showing the peak runoff
attenuation. The ponds have been designed to handle a 10 year storm with a foot of freeboard.
The ponds have been routed for the 100 year storm and all ponds contain the 100 year storm
with at least ½’ of freeboard.
One drainage area does not have a stormwater management basin since it is to be returned to
an undeveloped state after construction.
Detention Waiver:

The site does not qualify for a detention waiver as the final constructed condition will have an
increase peak runoff discharges from the pre-development existing conditions. Five
retention/detention basins have been proposed to reduce peak runoff and volume.
Per 15A NCAC 02B.0235 and Johnston County regulations, post-development discharge rates
do not exceed pre-development discharge rates for the 1-yr frequency 24-hour duration storm
events.
Permanent Water Quality:

No post construction water quality is required for this project.

An analysis indicates that the nitrogen released was managed to 3.93 and 5.78 pounds of
nitrogen per acre per year, for the Phase 1 and Phase 2 development, respectively. The
nitrogen export from the site is under the limit of 10 lbs/ac/year required by 15A NCAC
02B.0235. Refer to the calculation in Appendix II of the Hydrology report.

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Wet detention ponds have been incorporated into the design of the site in order to remove
total suspended solids. The three wet detention ponds will remove 90% TSS. Surface
area to drainage area ratios are provided in the table below.

Surface Area
(acres)
Drainage Area
(acres)
Provided
SA/DA (%)
Required
SA/DA (%)
Pond #1 (A&B) 1.30 35.8 3.63 3.5
Pond #2 0.91 14.93 6.07 3.2
Pond #3 2.88 39.48 7.30 2.4

All three ponds exceed the required SA/DA ratios prescribed be NCDEQ for 90% TSS
removal.

Sedimentology:

Silt fence will encompass the perimeter of the project in order to prevent sediment from
entering the wetlands or off site. The silt fence which is solely being used for sediment
control has been designed to handle ¼ acre per 100 feet of silt fence. A double row of silt
fence has been incorporated within the site along the wetland boarders. The double row
of silt fence provides an 86% trapping rate which is greater than the 54% provided by a
75’ filter strip.

In addition to the silt fence, the site has been designed with 3 wet detention basins and 2
dry basins which will double as sediment basins during construction. Four sediment traps
have been designed for use on the site as well, with each area trapping 5 acres of runoff
and designed to hold 3,600 cu/ft of sediment per acre.

The requirements for a sediment basin, per the NC DENR BMP Manual, are the basin
needs to store 1,800 cu-ft of sediment per contributing acre. Refer to table below for
basin details.

Contributing Area
(acres)
Volume Provided
(cu-ft)
Volume Required
(cu-ft)
Basin 1 (wet) 35.8 196,357 64,440
Basin 2 (wet) 14.93 209,362 26,874
Basin 3 (wet) 35.29 919,626 63,522
Basin 4 (SW dry) 4.24 9,038 7,632
Basin 5 (SE dry) 2.66 7,472 4,680

Navigable Waters:

There are no navigable waters on the property.
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Appendix I

Hydrographs

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Existing Conditions

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Hydraflow Table of Contents Novo Nordisk Existing.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Friday, 09 / 22 / 2017
Watershed Model Schematic..................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
1 - Year
Summary Report......................................................................................................................... 3
Hydrograph Reports................................................................................................................... 4
Hydrograph No. 1, SCS Runoff, Existing Watershed #1.......................................................... 4
Hydrograph No. 2, SCS Runoff, Existing Watershed #2.......................................................... 5
Hydrograph No. 3, SCS Runoff, Existing Watershed #3 - South under RR............................. 6
Hydrograph No. 4, SCS Runoff, Existing Watershed #4.......................................................... 7
2 - Year
Summary Report......................................................................................................................... 8
Hydrograph Reports................................................................................................................... 9
Hydrograph No. 1, SCS Runoff, Existing Watershed #1.......................................................... 9
Hydrograph No. 2, SCS Runoff, Existing Watershed #2........................................................ 10
Hydrograph No. 3, SCS Runoff, Existing Watershed #3 - South under RR........................... 11
Hydrograph No. 4, SCS Runoff, Existing Watershed #4........................................................ 12
5 - Year
Summary Report....................................................................................................................... 13
Hydrograph Reports................................................................................................................. 14
Hydrograph No. 1, SCS Runoff, Existing Watershed #1........................................................ 14
Hydrograph No. 2, SCS Runoff, Existing Watershed #2........................................................ 15
Hydrograph No. 3, SCS Runoff, Existing Watershed #3 - South under RR........................... 16
Hydrograph No. 4, SCS Runoff, Existing Watershed #4........................................................ 17
10 - Year
Summary Report....................................................................................................................... 18
Hydrograph Reports................................................................................................................. 19
Hydrograph No. 1, SCS Runoff, Existing Watershed #1........................................................ 19
Hydrograph No. 2, SCS Runoff, Existing Watershed #2........................................................ 20
Hydrograph No. 3, SCS Runoff, Existing Watershed #3 - South under RR........................... 21
Hydrograph No. 4, SCS Runoff, Existing Watershed #4........................................................ 22
25 - Year
Summary Report....................................................................................................................... 23
Hydrograph Reports................................................................................................................. 24
Hydrograph No. 1, SCS Runoff, Existing Watershed #1........................................................ 24
Hydrograph No. 2, SCS Runoff, Existing Watershed #2........................................................ 25
Hydrograph No. 3, SCS Runoff, Existing Watershed #3 - South under RR........................... 26
Hydrograph No. 4, SCS Runoff, Existing Watershed #4........................................................ 27
50 - Year
Summary Report....................................................................................................................... 28
Hydrograph Reports................................................................................................................. 29
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Contents continued...Novo Nordisk Existing.gpw
Hydrograph No. 1, SCS Runoff, Existing Watershed #1........................................................ 29
Hydrograph No. 2, SCS Runoff, Existing Watershed #2........................................................ 30
Hydrograph No. 3, SCS Runoff, Existing Watershed #3 - South under RR........................... 31
Hydrograph No. 4, SCS Runoff, Existing Watershed #4........................................................ 32
100 - Year
Summary Report....................................................................................................................... 33
Hydrograph Reports................................................................................................................. 34
Hydrograph No. 1, SCS Runoff, Existing Watershed #1........................................................ 34
Hydrograph No. 2, SCS Runoff, Existing Watershed #2........................................................ 35
Hydrograph No. 3, SCS Runoff, Existing Watershed #3 - South under RR........................... 36
Hydrograph No. 4, SCS Runoff, Existing Watershed #4........................................................ 37
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1234
1
Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Project: Novo Nordisk Existing.gpw Friday, 09 / 22 / 2017
Hyd.Origin Description
Legend
1 SCS Runoff Existing Watershed #1
2 SCS Runoff Existing Watershed #2
3 SCS Runoff Existing Watershed #3 - South under RR
4 SCS Runoff Existing Watershed #4
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Hydrograph Return Period Recap
2
Hyd. 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 ------ 78.50 108.80 ------- 158.58 200.05 258.17 305.31 355.25 Existing Watershed #1
2 SCS Runoff ------ 26.24 37.80 ------- 57.25 73.73 97.09 116.15 136.41 Existing Watershed #2
3 SCS Runoff ------ 28.32 40.16 ------- 59.82 76.32 99.55 118.43 138.44 Existing Watershed #3 - South under
4 SCS Runoff ------ 7.450 10.83 ------- 16.61 21.52 28.51 34.22 40.30 Existing Watershed #4
Proj. file: Novo Nordisk Existing.gpw Friday, 09 / 22 / 2017
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
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Hydrograph Summary Report
3
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft)(ft)(cuft)
1 SCS Runoff 78.50 1 759 607,311 ------ ------------ Existing Watershed #1
2 SCS Runoff 26.24 1 732 108,421 ------ ------------ Existing Watershed #2
3 SCS Runoff 28.32 1 724 85,225 ------ ------------ Existing Watershed #3 - South under
4 SCS Runoff 7.450 2 730 28,472 ------ ------------ Existing Watershed #4
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Friday, 09 / 22 / 2017
Hyd. No. 1
Existing Watershed #1
Hydrograph type = SCS Runoff Peak discharge = 78.50 cfs
Storm frequency = 1 yrs Time to peak = 759 min
Time interval = 1 min Hyd. volume = 607,311 cuft
Drainage area = 123.150 ac Curve number = 83*
Basin Slope = 0.5 % Hydraulic length = 2258 ft
Tc method = TR55 Time of conc. (Tc) = 75.20 min
Total precip. = 2.89 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(40.830 x 93) + (82.320 x 78)] / 123.150
4
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (min)
Existing Watershed #1
Hyd. No. 1 -- 1 Year
Hyd No. 1
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Hyd. No. 2
Existing Watershed #2
Hydrograph type = SCS Runoff Peak discharge = 26.24 cfs
Storm frequency = 1 yrs Time to peak = 732 min
Time interval = 1 min Hyd. volume = 108,421 cuft
Drainage area = 26.940 ac Curve number = 79*
Basin Slope = 0.6 % Hydraulic length = 1163 ft
Tc method = TR55 Time of conc. (Tc) = 30.40 min
Total precip. = 2.89 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.180 x 93) + (24.760 x 78)] / 26.940
5
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (min)
Existing Watershed #2
Hyd. No. 2 -- 1 Year
Hyd No. 2
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Hydrograph Report
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Hyd. No. 3
Existing Watershed #3 - South under RR
Hydrograph type = SCS Runoff Peak discharge = 28.32 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 85,225 cuft
Drainage area = 20.330 ac Curve number = 80*
Basin Slope = 1.1 % Hydraulic length = 768 ft
Tc method = TR55 Time of conc. (Tc) = 18.40 min
Total precip. = 2.89 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.710 x 93) + (17.880 x 78)] / 20.330
6
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
Q (cfs)
Time (min)
Existing Watershed #3 - South under RR
Hyd. No. 3 -- 1 Year
Hyd No. 3
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Hyd. No. 4
Existing Watershed #4
Hydrograph type = SCS Runoff Peak discharge = 7.450 cfs
Storm frequency = 1 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 28,472 cuft
Drainage area = 7.580 ac Curve number = 78
Basin Slope = 0.8 % Hydraulic length = 1065 ft
Tc method = TR55 Time of conc. (Tc) = 24.50 min
Total precip. = 2.89 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
7
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
Q (cfs)
Time (min)
Existing Watershed #4
Hyd. No. 4 -- 1 Year
Hyd No. 4
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Hydrograph Summary Report
8
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft)(ft)(cuft)
1 SCS Runoff 108.80 1 759 830,841 ------ ------------ Existing Watershed #1
2 SCS Runoff 37.80 1 732 153,141 ------ ------------ Existing Watershed #2
3 SCS Runoff 40.16 1 724 119,388 ------ ------------ Existing Watershed #3 - South under
4 SCS Runoff 10.83 2 730 40,557 ------ ------------ Existing Watershed #4
Novo Nordisk Existing.gpw Return Period: 2 Year Friday, 09 / 22 / 2017
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
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REV 005 26-SEP-2017
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Hyd. No. 1
Existing Watershed #1
Hydrograph type = SCS Runoff Peak discharge = 108.80 cfs
Storm frequency = 2 yrs Time to peak = 759 min
Time interval = 1 min Hyd. volume = 830,841 cuft
Drainage area = 123.150 ac Curve number = 83*
Basin Slope = 0.5 % Hydraulic length = 2258 ft
Tc method = TR55 Time of conc. (Tc) = 75.20 min
Total precip. = 3.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(40.830 x 93) + (82.320 x 78)] / 123.150
9
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Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (min)
Existing Watershed #1
Hyd. No. 1 -- 2 Year
Hyd No. 1
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Friday, 09 / 22 / 2017
Hyd. No. 2
Existing Watershed #2
Hydrograph type = SCS Runoff Peak discharge = 37.80 cfs
Storm frequency = 2 yrs Time to peak = 732 min
Time interval = 1 min Hyd. volume = 153,141 cuft
Drainage area = 26.940 ac Curve number = 79*
Basin Slope = 0.6 % Hydraulic length = 1163 ft
Tc method = TR55 Time of conc. (Tc) = 30.40 min
Total precip. = 3.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.180 x 93) + (24.760 x 78)] / 26.940
10
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (min)
Existing Watershed #2
Hyd. No. 2 -- 2 Year
Hyd No. 2
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Friday, 09 / 22 / 2017
Hyd. No. 3
Existing Watershed #3 - South under RR
Hydrograph type = SCS Runoff Peak discharge = 40.16 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 119,388 cuft
Drainage area = 20.330 ac Curve number = 80*
Basin Slope = 1.1 % Hydraulic length = 768 ft
Tc method = TR55 Time of conc. (Tc) = 18.40 min
Total precip. = 3.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.710 x 93) + (17.880 x 78)] / 20.330
11
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Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
Existing Watershed #3 - South under RR
Hyd. No. 3 -- 2 Year
Hyd No. 3
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Friday, 09 / 22 / 2017
Hyd. No. 4
Existing Watershed #4
Hydrograph type = SCS Runoff Peak discharge = 10.83 cfs
Storm frequency = 2 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 40,557 cuft
Drainage area = 7.580 ac Curve number = 78
Basin Slope = 0.8 % Hydraulic length = 1065 ft
Tc method = TR55 Time of conc. (Tc) = 24.50 min
Total precip. = 3.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
12
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Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
Q (cfs)
Time (min)
Existing Watershed #4
Hyd. No. 4 -- 2 Year
Hyd No. 4
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13
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft)(ft)(cuft)
1 SCS Runoff 158.58 1 759 1,202,546 ------ ------------ Existing Watershed #1
2 SCS Runoff 57.25 1 731 229,121 ------ ------------ Existing Watershed #2
3 SCS Runoff 59.82 1 724 177,108 ------ ------------ Existing Watershed #3 - South under
4 SCS Runoff 16.61 2 728 61,209 ------ ------------ Existing Watershed #4
Novo Nordisk Existing.gpw Return Period: 5 Year Friday, 09 / 22 / 2017
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Novo Nordisk DAPI-US DAPI-US-INFR-PLAN-XX010-003
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Page 58 of 315
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Friday, 09 / 22 / 2017
Hyd. No. 1
Existing Watershed #1
Hydrograph type = SCS Runoff Peak discharge = 158.58 cfs
Storm frequency = 5 yrs Time to peak = 759 min
Time interval = 1 min Hyd. volume = 1,202,546 cuft
Drainage area = 123.150 ac Curve number = 83*
Basin Slope = 0.5 % Hydraulic length = 2258 ft
Tc method = TR55 Time of conc. (Tc) = 75.20 min
Total precip. = 4.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(40.830 x 93) + (82.320 x 78)] / 123.150
14
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Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (min)
Existing Watershed #1
Hyd. No. 1 -- 5 Year
Hyd No. 1
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Hyd. No. 2
Existing Watershed #2
Hydrograph type = SCS Runoff Peak discharge = 57.25 cfs
Storm frequency = 5 yrs Time to peak = 731 min
Time interval = 1 min Hyd. volume = 229,121 cuft
Drainage area = 26.940 ac Curve number = 79*
Basin Slope = 0.6 % Hydraulic length = 1163 ft
Tc method = TR55 Time of conc. (Tc) = 30.40 min
Total precip. = 4.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.180 x 93) + (24.760 x 78)] / 26.940
15
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (min)
Existing Watershed #2
Hyd. No. 2 -- 5 Year
Hyd No. 2
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Hyd. No. 3
Existing Watershed #3 - South under RR
Hydrograph type = SCS Runoff Peak discharge = 59.82 cfs
Storm frequency = 5 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 177,108 cuft
Drainage area = 20.330 ac Curve number = 80*
Basin Slope = 1.1 % Hydraulic length = 768 ft
Tc method = TR55 Time of conc. (Tc) = 18.40 min
Total precip. = 4.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.710 x 93) + (17.880 x 78)] / 20.330
16
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (min)
Existing Watershed #3 - South under RR
Hyd. No. 3 -- 5 Year
Hyd No. 3
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Hyd. No. 4
Existing Watershed #4
Hydrograph type = SCS Runoff Peak discharge = 16.61 cfs
Storm frequency = 5 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 61,209 cuft
Drainage area = 7.580 ac Curve number = 78
Basin Slope = 0.8 % Hydraulic length = 1065 ft
Tc method = TR55 Time of conc. (Tc) = 24.50 min
Total precip. = 4.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
17
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Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
Q (cfs)
Time (min)
Existing Watershed #4
Hyd. No. 4 -- 5 Year
Hyd No. 4
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18
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft)(ft)(cuft)
1 SCS Runoff 200.05 1 759 1,516,362 ------ ------------ Existing Watershed #1
2 SCS Runoff 73.73 1 731 294,291 ------ ------------ Existing Watershed #2
3 SCS Runoff 76.32 1 724 226,412 ------ ------------ Existing Watershed #3 - South under
4 SCS Runoff 21.52 2 728 78,997 ------ ------------ Existing Watershed #4
Novo Nordisk Existing.gpw Return Period: 10 Year Friday, 09 / 22 / 2017
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Novo Nordisk DAPI-US DAPI-US-INFR-PLAN-XX010-003
REV 005 26-SEP-2017
Page 63 of 315
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Friday, 09 / 22 / 2017
Hyd. No. 1
Existing Watershed #1
Hydrograph type = SCS Runoff Peak discharge = 200.05 cfs
Storm frequency = 10 yrs Time to peak = 759 min
Time interval = 1 min Hyd. volume = 1,516,362 cuft
Drainage area = 123.150 ac Curve number = 83*
Basin Slope = 0.5 % Hydraulic length = 2258 ft
Tc method = TR55 Time of conc. (Tc) = 75.20 min
Total precip. = 5.24 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(40.830 x 93) + (82.320 x 78)] / 123.150
19
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
Q (cfs)
Time (min)
Existing Watershed #1
Hyd. No. 1 -- 10 Year
Hyd No. 1
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Friday, 09 / 22 / 2017
Hyd. No. 2
Existing Watershed #2
Hydrograph type = SCS Runoff Peak discharge = 73.73 cfs
Storm frequency = 10 yrs Time to peak = 731 min
Time interval = 1 min Hyd. volume = 294,291 cuft
Drainage area = 26.940 ac Curve number = 79*
Basin Slope = 0.6 % Hydraulic length = 1163 ft
Tc method = TR55 Time of conc. (Tc) = 30.40 min
Total precip. = 5.24 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.180 x 93) + (24.760 x 78)] / 26.940
20
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (min)
Existing Watershed #2
Hyd. No. 2 -- 10 Year
Hyd No. 2
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Hyd. No. 3
Existing Watershed #3 - South under RR
Hydrograph type = SCS Runoff Peak discharge = 76.32 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 226,412 cuft
Drainage area = 20.330 ac Curve number = 80*
Basin Slope = 1.1 % Hydraulic length = 768 ft
Tc method = TR55 Time of conc. (Tc) = 18.40 min
Total precip. = 5.24 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.710 x 93) + (17.880 x 78)] / 20.330
21
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (min)
Existing Watershed #3 - South under RR
Hyd. No. 3 -- 10 Year
Hyd No. 3
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Hyd. No. 4
Existing Watershed #4
Hydrograph type = SCS Runoff Peak discharge = 21.52 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 78,997 cuft
Drainage area = 7.580 ac Curve number = 78
Basin Slope = 0.8 % Hydraulic length = 1065 ft
Tc method = TR55 Time of conc. (Tc) = 24.50 min
Total precip. = 5.24 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
22
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Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (min)
Existing Watershed #4
Hyd. No. 4 -- 10 Year
Hyd No. 4
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23
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft)(ft)(cuft)
1 SCS Runoff 258.17 1 759 1,962,161 ------ ------------ Existing Watershed #1
2 SCS Runoff 97.09 1 731 387,911 ------ ------------ Existing Watershed #2
3 SCS Runoff 99.55 1 724 297,032 ------ ------------ Existing Watershed #3 - South under
4 SCS Runoff 28.51 2 728 104,630 ------ ------------ Existing Watershed #4
Novo Nordisk Existing.gpw Return Period: 25 Year Friday, 09 / 22 / 2017
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Novo Nordisk DAPI-US DAPI-US-INFR-PLAN-XX010-003
REV 005 26-SEP-2017
Page 68 of 315
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Friday, 09 / 22 / 2017
Hyd. No. 1
Existing Watershed #1
Hydrograph type = SCS Runoff Peak discharge = 258.17 cfs
Storm frequency = 25 yrs Time to peak = 759 min
Time interval = 1 min Hyd. volume = 1,962,161 cuft
Drainage area = 123.150 ac Curve number = 83*
Basin Slope = 0.5 % Hydraulic length = 2258 ft
Tc method = TR55 Time of conc. (Tc) = 75.20 min
Total precip. = 6.32 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(40.830 x 93) + (82.320 x 78)] / 123.150
24
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
40.00 40.00
80.00 80.00
120.00 120.00
160.00 160.00
200.00 200.00
240.00 240.00
280.00 280.00
Q (cfs)
Time (min)
Existing Watershed #1
Hyd. No. 1 -- 25 Year
Hyd No. 1
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Friday, 09 / 22 / 2017
Hyd. No. 2
Existing Watershed #2
Hydrograph type = SCS Runoff Peak discharge = 97.09 cfs
Storm frequency = 25 yrs Time to peak = 731 min
Time interval = 1 min Hyd. volume = 387,911 cuft
Drainage area = 26.940 ac Curve number = 79*
Basin Slope = 0.6 % Hydraulic length = 1163 ft
Tc method = TR55 Time of conc. (Tc) = 30.40 min
Total precip. = 6.32 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.180 x 93) + (24.760 x 78)] / 26.940
25
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
100.00 100.00
Q (cfs)
Time (min)
Existing Watershed #2
Hyd. No. 2 -- 25 Year
Hyd No. 2
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Hyd. No. 3
Existing Watershed #3 - South under RR
Hydrograph type = SCS Runoff Peak discharge = 99.55 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 297,032 cuft
Drainage area = 20.330 ac Curve number = 80*
Basin Slope = 1.1 % Hydraulic length = 768 ft
Tc method = TR55 Time of conc. (Tc) = 18.40 min
Total precip. = 6.32 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.710 x 93) + (17.880 x 78)] / 20.330
26
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
Q (cfs)
Time (min)
Existing Watershed #3 - South under RR
Hyd. No. 3 -- 25 Year
Hyd No. 3
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Hyd. No. 4
Existing Watershed #4
Hydrograph type = SCS Runoff Peak discharge = 28.51 cfs
Storm frequency = 25 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 104,630 cuft
Drainage area = 7.580 ac Curve number = 78
Basin Slope = 0.8 % Hydraulic length = 1065 ft
Tc method = TR55 Time of conc. (Tc) = 24.50 min
Total precip. = 6.32 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
27
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Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
Q (cfs)
Time (min)
Existing Watershed #4
Hyd. No. 4 -- 25 Year
Hyd No. 4
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28
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft)(ft)(cuft)
1 SCS Runoff 305.31 1 758 2,327,860 ------ ------------ Existing Watershed #1
2 SCS Runoff 116.15 1 731 465,352 ------ ------------ Existing Watershed #2
3 SCS Runoff 118.43 1 724 355,318 ------ ------------ Existing Watershed #3 - South under
4 SCS Runoff 34.22 2 728 125,881 ------ ------------ Existing Watershed #4
Novo Nordisk Existing.gpw Return Period: 50 Year Friday, 09 / 22 / 2017
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Novo Nordisk DAPI-US DAPI-US-INFR-PLAN-XX010-003
REV 005 26-SEP-2017
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Hyd. No. 1
Existing Watershed #1
Hydrograph type = SCS Runoff Peak discharge = 305.31 cfs
Storm frequency = 50 yrs Time to peak = 758 min
Time interval = 1 min Hyd. volume = 2,327,860 cuft
Drainage area = 123.150 ac Curve number = 83*
Basin Slope = 0.5 % Hydraulic length = 2258 ft
Tc method = TR55 Time of conc. (Tc) = 75.20 min
Total precip. = 7.19 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(40.830 x 93) + (82.320 x 78)] / 123.150
29
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
40.00 40.00
80.00 80.00
120.00 120.00
160.00 160.00
200.00 200.00
240.00 240.00
280.00 280.00
320.00 320.00
Q (cfs)
Time (min)
Existing Watershed #1
Hyd. No. 1 -- 50 Year
Hyd No. 1
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Hyd. No. 2
Existing Watershed #2
Hydrograph type = SCS Runoff Peak discharge = 116.15 cfs
Storm frequency = 50 yrs Time to peak = 731 min
Time interval = 1 min Hyd. volume = 465,352 cuft
Drainage area = 26.940 ac Curve number = 79*
Basin Slope = 0.6 % Hydraulic length = 1163 ft
Tc method = TR55 Time of conc. (Tc) = 30.40 min
Total precip. = 7.19 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.180 x 93) + (24.760 x 78)] / 26.940
30
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (min)
Existing Watershed #2
Hyd. No. 2 -- 50 Year
Hyd No. 2
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Hyd. No. 3
Existing Watershed #3 - South under RR
Hydrograph type = SCS Runoff Peak discharge = 118.43 cfs
Storm frequency = 50 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 355,318 cuft
Drainage area = 20.330 ac Curve number = 80*
Basin Slope = 1.1 % Hydraulic length = 768 ft
Tc method = TR55 Time of conc. (Tc) = 18.40 min
Total precip. = 7.19 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.710 x 93) + (17.880 x 78)] / 20.330
31
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (min)
Existing Watershed #3 - South under RR
Hyd. No. 3 -- 50 Year
Hyd No. 3
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Hyd. No. 4
Existing Watershed #4
Hydrograph type = SCS Runoff Peak discharge = 34.22 cfs
Storm frequency = 50 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 125,881 cuft
Drainage area = 7.580 ac Curve number = 78
Basin Slope = 0.8 % Hydraulic length = 1065 ft
Tc method = TR55 Time of conc. (Tc) = 24.50 min
Total precip. = 7.19 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
32
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Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (min)
Existing Watershed #4
Hyd. No. 4 -- 50 Year
Hyd No. 4
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Hydrograph Summary Report
33
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft)(ft)(cuft)
1 SCS Runoff 355.25 1 758 2,719,086 ------ ------------ Existing Watershed #1
2 SCS Runoff 136.41 1 731 548,654 ------ ------------ Existing Watershed #2
3 SCS Runoff 138.44 1 724 417,925 ------ ------------ Existing Watershed #3 - South under
4 SCS Runoff 40.30 2 728 148,775 ------ ------------ Existing Watershed #4
Novo Nordisk Existing.gpw Return Period: 100 Year Friday, 09 / 22 / 2017
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Hyd. No. 1
Existing Watershed #1
Hydrograph type = SCS Runoff Peak discharge = 355.25 cfs
Storm frequency = 100 yrs Time to peak = 758 min
Time interval = 1 min Hyd. volume = 2,719,086 cuft
Drainage area = 123.150 ac Curve number = 83*
Basin Slope = 0.5 % Hydraulic length = 2258 ft
Tc method = TR55 Time of conc. (Tc) = 75.20 min
Total precip. = 8.11 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(40.830 x 93) + (82.320 x 78)] / 123.150
34
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Q (cfs)
0.00 0.00
50.00 50.00
100.00 100.00
150.00 150.00
200.00 200.00
250.00 250.00
300.00 300.00
350.00 350.00
400.00 400.00
Q (cfs)
Time (min)
Existing Watershed #1
Hyd. No. 1 -- 100 Year
Hyd No. 1
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Hyd. No. 2
Existing Watershed #2
Hydrograph type = SCS Runoff Peak discharge = 136.41 cfs
Storm frequency = 100 yrs Time to peak = 731 min
Time interval = 1 min Hyd. volume = 548,654 cuft
Drainage area = 26.940 ac Curve number = 79*
Basin Slope = 0.6 % Hydraulic length = 1163 ft
Tc method = TR55 Time of conc. (Tc) = 30.40 min
Total precip. = 8.11 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.180 x 93) + (24.760 x 78)] / 26.940
35
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (min)
Existing Watershed #2
Hyd. No. 2 -- 100 Year
Hyd No. 2
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Hyd. No. 3
Existing Watershed #3 - South under RR
Hydrograph type = SCS Runoff Peak discharge = 138.44 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 417,925 cuft
Drainage area = 20.330 ac Curve number = 80*
Basin Slope = 1.1 % Hydraulic length = 768 ft
Tc method = TR55 Time of conc. (Tc) = 18.40 min
Total precip. = 8.11 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.710 x 93) + (17.880 x 78)] / 20.330
36
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Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (min)
Existing Watershed #3 - South under RR
Hyd. No. 3 -- 100 Year
Hyd No. 3
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Hyd. No. 4
Existing Watershed #4
Hydrograph type = SCS Runoff Peak discharge = 40.30 cfs
Storm frequency = 100 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 148,775 cuft
Drainage area = 7.580 ac Curve number = 78
Basin Slope = 0.8 % Hydraulic length = 1065 ft
Tc method = TR55 Time of conc. (Tc) = 24.50 min
Total precip. = 8.11 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
37
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Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
Existing Watershed #4
Hyd. No. 4 -- 100 Year
Hyd No. 4
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Novo Nordisk
Clayton, NC

Proposed Conditions Pre-Detention

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Hydraflow Table of Contents Novo Nordisk Proposed1.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 09 / 25 / 2017
Watershed Model Schematic..................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
1 - Year
Summary Report......................................................................................................................... 3
Hydrograph Reports................................................................................................................... 4
Hydrograph No. 1, SCS Runoff, Proposed DA#1..................................................................... 4
Hydrograph No. 2, SCS Runoff, Proposed DA#2..................................................................... 5
Hydrograph No. 3, SCS Runoff, Proposed DA#3..................................................................... 6
Hydrograph No. 4, SCS Runoff, Proposed DA#4..................................................................... 7
2 - Year
Summary Report......................................................................................................................... 8
Hydrograph Reports................................................................................................................... 9
Hydrograph No. 1, SCS Runoff, Proposed DA#1..................................................................... 9
Hydrograph No. 2, SCS Runoff, Proposed DA#2................................................................... 10
Hydrograph No. 3, SCS Runoff, Proposed DA#3................................................................... 11
Hydrograph No. 4, SCS Runoff, Proposed DA#4................................................................... 12
5 - Year
Summary Report....................................................................................................................... 13
Hydrograph Reports................................................................................................................. 14
Hydrograph No. 1, SCS Runoff, Proposed DA#1................................................................... 14
Hydrograph No. 2, SCS Runoff, Proposed DA#2................................................................... 15
Hydrograph No. 3, SCS Runoff, Proposed DA#3................................................................... 16
Hydrograph No. 4, SCS Runoff, Proposed DA#4................................................................... 17
10 - Year
Summary Report....................................................................................................................... 18
Hydrograph Reports................................................................................................................. 19
Hydrograph No. 1, SCS Runoff, Proposed DA#1................................................................... 19
Hydrograph No. 2, SCS Runoff, Proposed DA#2................................................................... 20
Hydrograph No. 3, SCS Runoff, Proposed DA#3................................................................... 21
Hydrograph No. 4, SCS Runoff, Proposed DA#4................................................................... 22
25 - Year
Summary Report....................................................................................................................... 23
Hydrograph Reports................................................................................................................. 24
Hydrograph No. 1, SCS Runoff, Proposed DA#1................................................................... 24
Hydrograph No. 2, SCS Runoff, Proposed DA#2................................................................... 25
Hydrograph No. 3, SCS Runoff, Proposed DA#3................................................................... 26
Hydrograph No. 4, SCS Runoff, Proposed DA#4................................................................... 27
50 - Year
Summary Report....................................................................................................................... 28
Hydrograph Reports................................................................................................................. 29
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Contents continued...Novo Nordisk Proposed1.gpw
Hydrograph No. 1, SCS Runoff, Proposed DA#1................................................................... 29
Hydrograph No. 2, SCS Runoff, Proposed DA#2................................................................... 30
Hydrograph No. 3, SCS Runoff, Proposed DA#3................................................................... 31
Hydrograph No. 4, SCS Runoff, Proposed DA#4................................................................... 32
100 - Year
Summary Report....................................................................................................................... 33
Hydrograph Reports................................................................................................................. 34
Hydrograph No. 1, SCS Runoff, Proposed DA#1................................................................... 34
Hydrograph No. 2, SCS Runoff, Proposed DA#2................................................................... 35
Hydrograph No. 3, SCS Runoff, Proposed DA#3................................................................... 36
Hydrograph No. 4, SCS Runoff, Proposed DA#4................................................................... 37
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1
Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
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Hydrograph Return Period Recap
2
Hyd. 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 ------ 123.85 161.83 ------- 222.26 271.44 339.38 393.89 451.30 Proposed DA#1
2 SCS Runoff ------ 48.80 63.14 ------- 85.79 104.17 129.49 149.80 171.17 Proposed DA#2
3 SCS Runoff ------ 27.38 34.12 ------- 44.64 53.13 64.82 74.19 84.07 Proposed DA#3
4 SCS Runoff ------ 6.061 8.803 ------- 13.46 17.41 23.02 27.60 32.48 Proposed DA#4
Proj. file: Novo Nordisk Proposed1.gpw Monday, 09 / 25 / 2017
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Hydrograph Summary Report
3
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft)(ft)(cuft)
1 SCS Runoff 123.85 1 752 827,274 ------ ------------ Proposed DA#1
2 SCS Runoff 48.80 1 739 249,017 ------ ------------ Proposed DA#2
3 SCS Runoff 27.38 1 721 72,722 ------ ------------ Proposed DA#3
4 SCS Runoff 6.061 1 727 20,611 ------ ------------ Proposed DA#4
Novo Nordisk Proposed1.gpw Return Period: 1 Year Monday, 09 / 25 / 2017
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Hyd. No. 1
Proposed DA#1
Hydrograph type = SCS Runoff Peak discharge = 123.85 cfs
Storm frequency = 1 yrs Time to peak = 12.53 hrs
Time interval = 1 min Hyd. volume = 827,274 cuft
Drainage area = 126.980 ac Curve number = 89*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 63.50 min
Total precip. = 2.89 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(28.310 x 98) + (50.900 x 78) + (38.610 x 93) + (7.330 x 100) + (3.440 x 89)] / 126.980
4
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (hrs)
Proposed DA#1
Hyd. No. 1 -- 1 Year
Hyd No. 1
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Hyd. No. 2
Proposed DA#2
Hydrograph type = SCS Runoff Peak discharge = 48.80 cfs
Storm frequency = 1 yrs Time to peak = 12.32 hrs
Time interval = 1 min Hyd. volume = 249,017 cuft
Drainage area = 36.600 ac Curve number = 90*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 43.50 min
Total precip. = 2.89 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(21.790 x 98) + (11.100 x 78) + (2.910 x 100)] / 36.600
5
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (hrs)
Proposed DA#2
Hyd. No. 2 -- 1 Year
Hyd No. 2
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Hyd. No. 3
Proposed DA#3
Hydrograph type = SCS Runoff Peak discharge = 27.38 cfs
Storm frequency = 1 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 72,722 cuft
Drainage area = 9.070 ac Curve number = 94*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 12.90 min
Total precip. = 2.89 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(4.540 x 98) + (1.010 x 78) + (1.520 x 93) + (0.520 x 100)] / 9.070
6
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (hrs)
Proposed DA#3
Hyd. No. 3 -- 1 Year
Hyd No. 3
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Hyd. No. 4
Proposed DA#4
Hydrograph type = SCS Runoff Peak discharge = 6.061 cfs
Storm frequency = 1 yrs Time to peak = 12.12 hrs
Time interval = 1 min Hyd. volume = 20,611 cuft
Drainage area = 5.350 ac Curve number = 78*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.50 min
Total precip. = 2.89 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(5.350 x 78)] / 5.350
7
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
7.00 7.00
Q (cfs)
Time (hrs)
Proposed DA#4
Hyd. No. 4 -- 1 Year
Hyd No. 4
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Hydrograph Summary Report
8
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft)(ft)(cuft)
1 SCS Runoff 161.83 1 751 1,082,933 ------ ------------ Proposed DA#1
2 SCS Runoff 63.14 1 739 323,668 ------ ------------ Proposed DA#2
3 SCS Runoff 34.12 1 721 91,902 ------ ------------ Proposed DA#3
4 SCS Runoff 8.803 1 726 29,359 ------ ------------ Proposed DA#4
Novo Nordisk Proposed1.gpw Return Period: 2 Year Monday, 09 / 25 / 2017
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Hyd. No. 1
Proposed DA#1
Hydrograph type = SCS Runoff Peak discharge = 161.83 cfs
Storm frequency = 2 yrs Time to peak = 12.52 hrs
Time interval = 1 min Hyd. volume = 1,082,933 cuft
Drainage area = 126.980 ac Curve number = 89*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 63.50 min
Total precip. = 3.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(28.310 x 98) + (50.900 x 78) + (38.610 x 93) + (7.330 x 100) + (3.440 x 89)] / 126.980
9
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
180.00 180.00
Q (cfs)
Time (hrs)
Proposed DA#1
Hyd. No. 1 -- 2 Year
Hyd No. 1
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Hyd. No. 2
Proposed DA#2
Hydrograph type = SCS Runoff Peak discharge = 63.14 cfs
Storm frequency = 2 yrs Time to peak = 12.32 hrs
Time interval = 1 min Hyd. volume = 323,668 cuft
Drainage area = 36.600 ac Curve number = 90*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 43.50 min
Total precip. = 3.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(21.790 x 98) + (11.100 x 78) + (2.910 x 100)] / 36.600
10
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (hrs)
Proposed DA#2
Hyd. No. 2 -- 2 Year
Hyd No. 2
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Hyd. No. 3
Proposed DA#3
Hydrograph type = SCS Runoff Peak discharge = 34.12 cfs
Storm frequency = 2 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 91,902 cuft
Drainage area = 9.070 ac Curve number = 94*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 12.90 min
Total precip. = 3.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(4.540 x 98) + (1.010 x 78) + (1.520 x 93) + (0.520 x 100)] / 9.070
11
0 2 4 6 8 10 12 14 16 18 20 22 24
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (hrs)
Proposed DA#3
Hyd. No. 3 -- 2 Year
Hyd No. 3
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Hyd. No. 4
Proposed DA#4
Hydrograph type = SCS Runoff Peak discharge = 8.803 cfs
Storm frequency = 2 yrs Time to peak = 12.10 hrs
Time interval = 1 min Hyd. volume = 29,359 cuft
Drainage area = 5.350 ac Curve number = 78*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.50 min
Total precip. = 3.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(5.350 x 78)] / 5.350
12
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (hrs)
Proposed DA#4
Hyd. No. 4 -- 2 Year
Hyd No. 4
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Hydrograph Summary Report
13
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft)(ft)(cuft)
1 SCS Runoff 222.26 1 751 1,496,430 ------ ------------ Proposed DA#1
2 SCS Runoff 85.79 1 739 443,923 ------ ------------ Proposed DA#2
3 SCS Runoff 44.64 1 721 122,379 ------ ------------ Proposed DA#3
4 SCS Runoff 13.46 1 726 44,309 ------ ------------ Proposed DA#4
Novo Nordisk Proposed1.gpw Return Period: 5 Year Monday, 09 / 25 / 2017
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Hyd. No. 1
Proposed DA#1
Hydrograph type = SCS Runoff Peak discharge = 222.26 cfs
Storm frequency = 5 yrs Time to peak = 12.52 hrs
Time interval = 1 min Hyd. volume = 1,496,430 cuft
Drainage area = 126.980 ac Curve number = 89*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 63.50 min
Total precip. = 4.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(28.310 x 98) + (50.900 x 78) + (38.610 x 93) + (7.330 x 100) + (3.440 x 89)] / 126.980
14
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
240.00 240.00
Q (cfs)
Time (hrs)
Proposed DA#1
Hyd. No. 1 -- 5 Year
Hyd No. 1
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Hyd. No. 2
Proposed DA#2
Hydrograph type = SCS Runoff Peak discharge = 85.79 cfs
Storm frequency = 5 yrs Time to peak = 12.32 hrs
Time interval = 1 min Hyd. volume = 443,923 cuft
Drainage area = 36.600 ac Curve number = 90*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 43.50 min
Total precip. = 4.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(21.790 x 98) + (11.100 x 78) + (2.910 x 100)] / 36.600
15
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (hrs)
Proposed DA#2
Hyd. No. 2 -- 5 Year
Hyd No. 2
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Hyd. No. 3
Proposed DA#3
Hydrograph type = SCS Runoff Peak discharge = 44.64 cfs
Storm frequency = 5 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 122,379 cuft
Drainage area = 9.070 ac Curve number = 94*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 12.90 min
Total precip. = 4.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(4.540 x 98) + (1.010 x 78) + (1.520 x 93) + (0.520 x 100)] / 9.070
16
0 2 4 6 8 10 12 14 16 18 20 22 24
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (hrs)
Proposed DA#3
Hyd. No. 3 -- 5 Year
Hyd No. 3
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Hyd. No. 4
Proposed DA#4
Hydrograph type = SCS Runoff Peak discharge = 13.46 cfs
Storm frequency = 5 yrs Time to peak = 12.10 hrs
Time interval = 1 min Hyd. volume = 44,309 cuft
Drainage area = 5.350 ac Curve number = 78*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.50 min
Total precip. = 4.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(5.350 x 78)] / 5.350
17
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
14.00 14.00
Q (cfs)
Time (hrs)
Proposed DA#4
Hyd. No. 4 -- 5 Year
Hyd No. 4
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18
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft)(ft)(cuft)
1 SCS Runoff 271.44 1 751 1,838,649 ------ ------------ Proposed DA#1
2 SCS Runoff 104.17 1 739 543,170 ------ ------------ Proposed DA#2
3 SCS Runoff 53.13 1 721 147,298 ------ ------------ Proposed DA#3
4 SCS Runoff 17.41 1 726 57,186 ------ ------------ Proposed DA#4
Novo Nordisk Proposed1.gpw Return Period: 10 Year Monday, 09 / 25 / 2017
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
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Hyd. No. 1
Proposed DA#1
Hydrograph type = SCS Runoff Peak discharge = 271.44 cfs
Storm frequency = 10 yrs Time to peak = 12.52 hrs
Time interval = 1 min Hyd. volume = 1,838,649 cuft
Drainage area = 126.980 ac Curve number = 89*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 63.50 min
Total precip. = 5.24 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(28.310 x 98) + (50.900 x 78) + (38.610 x 93) + (7.330 x 100) + (3.440 x 89)] / 126.980
19
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
40.00 40.00
80.00 80.00
120.00 120.00
160.00 160.00
200.00 200.00
240.00 240.00
280.00 280.00
Q (cfs)
Time (hrs)
Proposed DA#1
Hyd. No. 1 -- 10 Year
Hyd No. 1
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Hyd. No. 2
Proposed DA#2
Hydrograph type = SCS Runoff Peak discharge = 104.17 cfs
Storm frequency = 10 yrs Time to peak = 12.32 hrs
Time interval = 1 min Hyd. volume = 543,170 cuft
Drainage area = 36.600 ac Curve number = 90*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 43.50 min
Total precip. = 5.24 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(21.790 x 98) + (11.100 x 78) + (2.910 x 100)] / 36.600
20
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (hrs)
Proposed DA#2
Hyd. No. 2 -- 10 Year
Hyd No. 2
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Hyd. No. 3
Proposed DA#3
Hydrograph type = SCS Runoff Peak discharge = 53.13 cfs
Storm frequency = 10 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 147,298 cuft
Drainage area = 9.070 ac Curve number = 94*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 12.90 min
Total precip. = 5.24 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(4.540 x 98) + (1.010 x 78) + (1.520 x 93) + (0.520 x 100)] / 9.070
21
0 2 4 6 8 10 12 14 16 18 20 22 24
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (hrs)
Proposed DA#3
Hyd. No. 3 -- 10 Year
Hyd No. 3
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Hyd. No. 4
Proposed DA#4
Hydrograph type = SCS Runoff Peak discharge = 17.41 cfs
Storm frequency = 10 yrs Time to peak = 12.10 hrs
Time interval = 1 min Hyd. volume = 57,186 cuft
Drainage area = 5.350 ac Curve number = 78*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.50 min
Total precip. = 5.24 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(5.350 x 78)] / 5.350
22
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
Q (cfs)
Time (hrs)
Proposed DA#4
Hyd. No. 4 -- 10 Year
Hyd No. 4
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23
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft)(ft)(cuft)
1 SCS Runoff 339.38 1 751 2,318,174 ------ ------------ Proposed DA#1
2 SCS Runoff 129.49 1 739 681,978 ------ ------------ Proposed DA#2
3 SCS Runoff 64.82 1 721 181,938 ------ ------------ Proposed DA#3
4 SCS Runoff 23.02 1 726 75,742 ------ ------------ Proposed DA#4
Novo Nordisk Proposed1.gpw Return Period: 25 Year Monday, 09 / 25 / 2017
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
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Hyd. No. 1
Proposed DA#1
Hydrograph type = SCS Runoff Peak discharge = 339.38 cfs
Storm frequency = 25 yrs Time to peak = 12.52 hrs
Time interval = 1 min Hyd. volume = 2,318,174 cuft
Drainage area = 126.980 ac Curve number = 89*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 63.50 min
Total precip. = 6.32 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(28.310 x 98) + (50.900 x 78) + (38.610 x 93) + (7.330 x 100) + (3.440 x 89)] / 126.980
24
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
50.00 50.00
100.00 100.00
150.00 150.00
200.00 200.00
250.00 250.00
300.00 300.00
350.00 350.00
Q (cfs)
Time (hrs)
Proposed DA#1
Hyd. No. 1 -- 25 Year
Hyd No. 1
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Hyd. No. 2
Proposed DA#2
Hydrograph type = SCS Runoff Peak discharge = 129.49 cfs
Storm frequency = 25 yrs Time to peak = 12.32 hrs
Time interval = 1 min Hyd. volume = 681,978 cuft
Drainage area = 36.600 ac Curve number = 90*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 43.50 min
Total precip. = 6.32 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(21.790 x 98) + (11.100 x 78) + (2.910 x 100)] / 36.600
25
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (hrs)
Proposed DA#2
Hyd. No. 2 -- 25 Year
Hyd No. 2
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Hyd. No. 3
Proposed DA#3
Hydrograph type = SCS Runoff Peak discharge = 64.82 cfs
Storm frequency = 25 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 181,938 cuft
Drainage area = 9.070 ac Curve number = 94*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 12.90 min
Total precip. = 6.32 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(4.540 x 98) + (1.010 x 78) + (1.520 x 93) + (0.520 x 100)] / 9.070
26
0 2 4 6 8 10 12 14 16 18 20 22 24
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (hrs)
Proposed DA#3
Hyd. No. 3 -- 25 Year
Hyd No. 3
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Hyd. No. 4
Proposed DA#4
Hydrograph type = SCS Runoff Peak discharge = 23.02 cfs
Storm frequency = 25 yrs Time to peak = 12.10 hrs
Time interval = 1 min Hyd. volume = 75,742 cuft
Drainage area = 5.350 ac Curve number = 78*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.50 min
Total precip. = 6.32 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(5.350 x 78)] / 5.350
27
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (hrs)
Proposed DA#4
Hyd. No. 4 -- 25 Year
Hyd No. 4
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28
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft)(ft)(cuft)
1 SCS Runoff 393.89 1 751 2,707,657 ------ ------------ Proposed DA#1
2 SCS Runoff 149.80 1 739 794,569 ------ ------------ Proposed DA#2
3 SCS Runoff 74.19 1 721 209,916 ------ ------------ Proposed DA#3
4 SCS Runoff 27.60 1 726 91,125 ------ ------------ Proposed DA#4
Novo Nordisk Proposed1.gpw Return Period: 50 Year Monday, 09 / 25 / 2017
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
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Hyd. No. 1
Proposed DA#1
Hydrograph type = SCS Runoff Peak discharge = 393.89 cfs
Storm frequency = 50 yrs Time to peak = 12.52 hrs
Time interval = 1 min Hyd. volume = 2,707,657 cuft
Drainage area = 126.980 ac Curve number = 89*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 63.50 min
Total precip. = 7.19 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(28.310 x 98) + (50.900 x 78) + (38.610 x 93) + (7.330 x 100) + (3.440 x 89)] / 126.980
29
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
60.00 60.00
120.00 120.00
180.00 180.00
240.00 240.00
300.00 300.00
360.00 360.00
420.00 420.00
Q (cfs)
Time (hrs)
Proposed DA#1
Hyd. No. 1 -- 50 Year
Hyd No. 1
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Hyd. No. 2
Proposed DA#2
Hydrograph type = SCS Runoff Peak discharge = 149.80 cfs
Storm frequency = 50 yrs Time to peak = 12.32 hrs
Time interval = 1 min Hyd. volume = 794,569 cuft
Drainage area = 36.600 ac Curve number = 90*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 43.50 min
Total precip. = 7.19 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(21.790 x 98) + (11.100 x 78) + (2.910 x 100)] / 36.600
30
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (hrs)
Proposed DA#2
Hyd. No. 2 -- 50 Year
Hyd No. 2
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Hyd. No. 3
Proposed DA#3
Hydrograph type = SCS Runoff Peak discharge = 74.19 cfs
Storm frequency = 50 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 209,916 cuft
Drainage area = 9.070 ac Curve number = 94*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 12.90 min
Total precip. = 7.19 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(4.540 x 98) + (1.010 x 78) + (1.520 x 93) + (0.520 x 100)] / 9.070
31
0 2 4 6 8 10 12 14 16 18 20 22 24
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (hrs)
Proposed DA#3
Hyd. No. 3 -- 50 Year
Hyd No. 3
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Hyd. No. 4
Proposed DA#4
Hydrograph type = SCS Runoff Peak discharge = 27.60 cfs
Storm frequency = 50 yrs Time to peak = 12.10 hrs
Time interval = 1 min Hyd. volume = 91,125 cuft
Drainage area = 5.350 ac Curve number = 78*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.50 min
Total precip. = 7.19 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(5.350 x 78)] / 5.350
32
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (hrs)
Proposed DA#4
Hyd. No. 4 -- 50 Year
Hyd No. 4
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33
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft)(ft)(cuft)
1 SCS Runoff 451.30 1 751 3,121,645 ------ ------------ Proposed DA#1
2 SCS Runoff 171.17 1 739 914,145 ------ ------------ Proposed DA#2
3 SCS Runoff 84.07 1 721 239,550 ------ ------------ Proposed DA#3
4 SCS Runoff 32.48 1 726 107,699 ------ ------------ Proposed DA#4
Novo Nordisk Proposed1.gpw Return Period: 100 Year Monday, 09 / 25 / 2017
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
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Hyd. No. 1
Proposed DA#1
Hydrograph type = SCS Runoff Peak discharge = 451.30 cfs
Storm frequency = 100 yrs Time to peak = 12.52 hrs
Time interval = 1 min Hyd. volume = 3,121,645 cuft
Drainage area = 126.980 ac Curve number = 89*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 63.50 min
Total precip. = 8.11 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(28.310 x 98) + (50.900 x 78) + (38.610 x 93) + (7.330 x 100) + (3.440 x 89)] / 126.980
34
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
60.00 60.00
120.00 120.00
180.00 180.00
240.00 240.00
300.00 300.00
360.00 360.00
420.00 420.00
480.00 480.00
Q (cfs)
Time (hrs)
Proposed DA#1
Hyd. No. 1 -- 100 Year
Hyd No. 1
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Hyd. No. 2
Proposed DA#2
Hydrograph type = SCS Runoff Peak discharge = 171.17 cfs
Storm frequency = 100 yrs Time to peak = 12.32 hrs
Time interval = 1 min Hyd. volume = 914,145 cuft
Drainage area = 36.600 ac Curve number = 90*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 43.50 min
Total precip. = 8.11 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(21.790 x 98) + (11.100 x 78) + (2.910 x 100)] / 36.600
35
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
180.00 180.00
Q (cfs)
Time (hrs)
Proposed DA#2
Hyd. No. 2 -- 100 Year
Hyd No. 2
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Hyd. No. 3
Proposed DA#3
Hydrograph type = SCS Runoff Peak discharge = 84.07 cfs
Storm frequency = 100 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 239,550 cuft
Drainage area = 9.070 ac Curve number = 94*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 12.90 min
Total precip. = 8.11 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(4.540 x 98) + (1.010 x 78) + (1.520 x 93) + (0.520 x 100)] / 9.070
36
0 2 4 6 8 10 12 14 16 18 20 22 24
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (hrs)
Proposed DA#3
Hyd. No. 3 -- 100 Year
Hyd No. 3
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Hyd. No. 4
Proposed DA#4
Hydrograph type = SCS Runoff Peak discharge = 32.48 cfs
Storm frequency = 100 yrs Time to peak = 12.10 hrs
Time interval = 1 min Hyd. volume = 107,699 cuft
Drainage area = 5.350 ac Curve number = 78*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.50 min
Total precip. = 8.11 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(5.350 x 78)] / 5.350
37
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (hrs)
Proposed DA#4
Hyd. No. 4 -- 100 Year
Hyd No. 4
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Novo Nordisk
Clayton, NC

Proposed Conditions Post-Detention

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Hydraflow Table of Contents Novo Nordisk Proposed wbasins Rev 6JWH.gpw
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Watershed Model Schematic..................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
1 - Year
Summary Report......................................................................................................................... 3
Hydrograph Reports................................................................................................................... 4
Hydrograph No. 1, SCS Runoff, Post Dev Analysis Pt#4......................................................... 4
Hydrograph No. 2, SCS Runoff, DA#1 Sub Basin #1............................................................... 5
Hydrograph No. 3, SCS Runoff, DA#1 Sub Basin #2............................................................... 6
Hydrograph No. 4, SCS Runoff, DA#1 Sub Basin #3............................................................... 7
Hydrograph No. 5, SCS Runoff, DA#1 Sub Basin #4............................................................... 8
Hydrograph No. 6, SCS Runoff, DA #3 Sub Basin #1.............................................................. 9
Hydrograph No. 7, SCS Runoff, DA #3 Sub Basin #2............................................................ 10
Hydrograph No. 8, SCS Runoff, DA #3 Sub Basin #3............................................................ 11
Hydrograph No. 9, Reservoir, SWMB#3................................................................................ 12
Hydrograph No. 10, Reservoir, SWMB#2.............................................................................. 13
Hydrograph No. 11, Reservoir, WAREHOUSE POND........................................................... 14
Hydrograph No. 12, Reservoir, SW PKLOT POND................................................................ 15
Hydrograph No. 13, Reservoir, SE PKLOT POND................................................................. 16
Hydrograph No. 14, Combine, Post Dev Analysis Pt#1......................................................... 17
Hydrograph No. 15, SCS Runoff, Proposed Drainage Area #2............................................. 18
Hydrograph No. 16, Reservoir, Post Dev Analysis Pt#2........................................................ 19
Hydrograph No. 17, Combine, Post Dev Analysis Pt#3......................................................... 20
2 - Year
Summary Report....................................................................................................................... 21
Hydrograph Reports................................................................................................................. 22
Hydrograph No. 1, SCS Runoff, Post Dev Analysis Pt#4....................................................... 22
Hydrograph No. 2, SCS Runoff, DA#1 Sub Basin #1............................................................. 23
Hydrograph No. 3, SCS Runoff, DA#1 Sub Basin #2............................................................. 24
Hydrograph No. 4, SCS Runoff, DA#1 Sub Basin #3............................................................. 25
Hydrograph No. 5, SCS Runoff, DA#1 Sub Basin #4............................................................. 26
Hydrograph No. 6, SCS Runoff, DA #3 Sub Basin #1............................................................ 27
Hydrograph No. 7, SCS Runoff, DA #3 Sub Basin #2............................................................ 28
Hydrograph No. 8, SCS Runoff, DA #3 Sub Basin #3............................................................ 29
Hydrograph No. 9, Reservoir, SWMB#3................................................................................ 30
Hydrograph No. 10, Reservoir, SWMB#2.............................................................................. 31
Hydrograph No. 11, Reservoir, WAREHOUSE POND........................................................... 32
Hydrograph No. 12, Reservoir, SW PKLOT POND................................................................ 33
Hydrograph No. 13, Reservoir, SE PKLOT POND................................................................. 34
Hydrograph No. 14, Combine, Post Dev Analysis Pt#1......................................................... 35
Hydrograph No. 15, SCS Runoff, Proposed Drainage Area #2............................................. 36
Hydrograph No. 16, Reservoir, Post Dev Analysis Pt#2........................................................ 37
Hydrograph No. 17, Combine, Post Dev Analysis Pt#3......................................................... 38
5 - Year
Summary Report....................................................................................................................... 39Novo Nordisk DAPI-US DAPI-US-INFR-PLAN-XX010-003
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Hydrograph Reports................................................................................................................. 40
Hydrograph No. 1, SCS Runoff, Post Dev Analysis Pt#4....................................................... 40
Hydrograph No. 2, SCS Runoff, DA#1 Sub Basin #1............................................................. 41
Hydrograph No. 3, SCS Runoff, DA#1 Sub Basin #2............................................................. 42
Hydrograph No. 4, SCS Runoff, DA#1 Sub Basin #3............................................................. 43
Hydrograph No. 5, SCS Runoff, DA#1 Sub Basin #4............................................................. 44
Hydrograph No. 6, SCS Runoff, DA #3 Sub Basin #1............................................................ 45
Hydrograph No. 7, SCS Runoff, DA #3 Sub Basin #2............................................................ 46
Hydrograph No. 8, SCS Runoff, DA #3 Sub Basin #3............................................................ 47
Hydrograph No. 9, Reservoir, SWMB#3................................................................................ 48
Hydrograph No. 10, Reservoir, SWMB#2.............................................................................. 49
Hydrograph No. 11, Reservoir, WAREHOUSE POND........................................................... 50
Hydrograph No. 12, Reservoir, SW PKLOT POND................................................................ 51
Hydrograph No. 13, Reservoir, SE PKLOT POND................................................................. 52
Hydrograph No. 14, Combine, Post Dev Analysis Pt#1......................................................... 53
Hydrograph No. 15, SCS Runoff, Proposed Drainage Area #2............................................. 54
Hydrograph No. 16, Reservoir, Post Dev Analysis Pt#2........................................................ 55
Hydrograph No. 17, Combine, Post Dev Analysis Pt#3......................................................... 56
10 - Year
Summary Report....................................................................................................................... 57
Hydrograph Reports................................................................................................................. 58
Hydrograph No. 1, SCS Runoff, Post Dev Analysis Pt#4....................................................... 58
Hydrograph No. 2, SCS Runoff, DA#1 Sub Basin #1............................................................. 59
Hydrograph No. 3, SCS Runoff, DA#1 Sub Basin #2............................................................. 60
Hydrograph No. 4, SCS Runoff, DA#1 Sub Basin #3............................................................. 61
Hydrograph No. 5, SCS Runoff, DA#1 Sub Basin #4............................................................. 62
Hydrograph No. 6, SCS Runoff, DA #3 Sub Basin #1............................................................ 63
Hydrograph No. 7, SCS Runoff, DA #3 Sub Basin #2............................................................ 64
Hydrograph No. 8, SCS Runoff, DA #3 Sub Basin #3............................................................ 65
Hydrograph No. 9, Reservoir, SWMB#3................................................................................ 66
Hydrograph No. 10, Reservoir, SWMB#2.............................................................................. 67
Hydrograph No. 11, Reservoir, WAREHOUSE POND........................................................... 68
Hydrograph No. 12, Reservoir, SW PKLOT POND................................................................ 69
Hydrograph No. 13, Reservoir, SE PKLOT POND................................................................. 70
Hydrograph No. 14, Combine, Post Dev Analysis Pt#1......................................................... 71
Hydrograph No. 15, SCS Runoff, Proposed Drainage Area #2............................................. 72
Hydrograph No. 16, Reservoir, Post Dev Analysis Pt#2........................................................ 73
Hydrograph No. 17, Combine, Post Dev Analysis Pt#3......................................................... 74
25 - Year
Summary Report....................................................................................................................... 75
Hydrograph Reports................................................................................................................. 76
Hydrograph No. 1, SCS Runoff, Post Dev Analysis Pt#4....................................................... 76
Hydrograph No. 2, SCS Runoff, DA#1 Sub Basin #1............................................................. 77
Hydrograph No. 3, SCS Runoff, DA#1 Sub Basin #2............................................................. 78
Hydrograph No. 4, SCS Runoff, DA#1 Sub Basin #3............................................................. 79
Hydrograph No. 5, SCS Runoff, DA#1 Sub Basin #4............................................................. 80
Hydrograph No. 6, SCS Runoff, DA #3 Sub Basin #1............................................................ 81
Hydrograph No. 7, SCS Runoff, DA #3 Sub Basin #2............................................................ 82
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Hydrograph No. 8, SCS Runoff, DA #3 Sub Basin #3............................................................ 83
Hydrograph No. 9, Reservoir, SWMB#3................................................................................ 84
Hydrograph No. 10, Reservoir, SWMB#2.............................................................................. 85
Hydrograph No. 11, Reservoir, WAREHOUSE POND........................................................... 86
Hydrograph No. 12, Reservoir, SW PKLOT POND................................................................ 87
Hydrograph No. 13, Reservoir, SE PKLOT POND................................................................. 88
Hydrograph No. 14, Combine, Post Dev Analysis Pt#1......................................................... 89
Hydrograph No. 15, SCS Runoff, Proposed Drainage Area #2............................................. 90
Hydrograph No. 16, Reservoir, Post Dev Analysis Pt#2........................................................ 91
Hydrograph No. 17, Combine, Post Dev Analysis Pt#3......................................................... 92
50 - Year
Summary Report....................................................................................................................... 93
Hydrograph Reports................................................................................................................. 94
Hydrograph No. 1, SCS Runoff, Post Dev Analysis Pt#4....................................................... 94
Hydrograph No. 2, SCS Runoff, DA#1 Sub Basin #1............................................................. 95
Hydrograph No. 3, SCS Runoff, DA#1 Sub Basin #2............................................................. 96
Hydrograph No. 4, SCS Runoff, DA#1 Sub Basin #3............................................................. 97
Hydrograph No. 5, SCS Runoff, DA#1 Sub Basin #4............................................................. 98
Hydrograph No. 6, SCS Runoff, DA #3 Sub Basin #1............................................................ 99
Hydrograph No. 7, SCS Runoff, DA #3 Sub Basin #2.......................................................... 100
Hydrograph No. 8, SCS Runoff, DA #3 Sub Basin #3.......................................................... 101
Hydrograph No. 9, Reservoir, SWMB#3.............................................................................. 102
Hydrograph No. 10, Reservoir, SWMB#2............................................................................ 103
Hydrograph No. 11, Reservoir, WAREHOUSE POND......................................................... 104
Hydrograph No. 12, Reservoir, SW PKLOT POND.............................................................. 105
Hydrograph No. 13, Reservoir, SE PKLOT POND............................................................... 106
Hydrograph No. 14, Combine, Post Dev Analysis Pt#1....................................................... 107
Hydrograph No. 15, SCS Runoff, Proposed Drainage Area #2........................................... 108
Hydrograph No. 16, Reservoir, Post Dev Analysis Pt#2...................................................... 109
Hydrograph No. 17, Combine, Post Dev Analysis Pt#3....................................................... 110
100 - Year
Summary Report..................................................................................................................... 111
Hydrograph Reports............................................................................................................... 112
Hydrograph No. 1, SCS Runoff, Post Dev Analysis Pt#4..................................................... 112
Hydrograph No. 2, SCS Runoff, DA#1 Sub Basin #1........................................................... 113
Hydrograph No. 3, SCS Runoff, DA#1 Sub Basin #2........................................................... 114
Hydrograph No. 4, SCS Runoff, DA#1 Sub Basin #3........................................................... 115
Hydrograph No. 5, SCS Runoff, DA#1 Sub Basin #4........................................................... 116
Hydrograph No. 6, SCS Runoff, DA #3 Sub Basin #1.......................................................... 117
Hydrograph No. 7, SCS Runoff, DA #3 Sub Basin #2.......................................................... 118
Hydrograph No. 8, SCS Runoff, DA #3 Sub Basin #3.......................................................... 119
Hydrograph No. 9, Reservoir, SWMB#3.............................................................................. 120
Hydrograph No. 10, Reservoir, SWMB#2............................................................................ 121
Hydrograph No. 11, Reservoir, WAREHOUSE POND......................................................... 122
Hydrograph No. 12, Reservoir, SW PKLOT POND.............................................................. 123
Hydrograph No. 13, Reservoir, SE PKLOT POND............................................................... 124
Hydrograph No. 14, Combine, Post Dev Analysis Pt#1....................................................... 125
Hydrograph No. 15, SCS Runoff, Proposed Drainage Area #2........................................... 126
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Hydrograph No. 16, Reservoir, Post Dev Analysis Pt#2...................................................... 127
Hydrograph No. 17, Combine, Post Dev Analysis Pt#3....................................................... 128
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Hydrograph Return Period Recap
2
Hyd. 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 ------ 6.061 8.803 ------- 13.46 17.41 23.02 27.60 32.48 Post Dev Analysis Pt#4
2 SCS Runoff ------ 37.21 50.13 ------- 71.07 88.33 112.37 131.75 152.23 DA#1 Sub Basin #1
3 SCS Runoff ------ 121.32 152.18 ------- 200.40 239.28 292.79 335.67 380.84 DA#1 Sub Basin #2
4 SCS Runoff ------ 44.60 54.85 ------- 70.91 83.89 101.79 116.16 131.33 DA#1 Sub Basin #3
5 SCS Runoff ------ 3.069 3.790 ------- 4.916 5.825 7.078 8.083 9.144 DA#1 Sub Basin #4
6 SCS Runoff ------ 13.64 16.77 ------- 21.67 25.62 31.08 35.46 40.09 DA #3 Sub Basin #1
7 SCS Runoff ------ 4.918 6.388 ------- 8.711 10.60 13.19 15.28 17.47 DA #3 Sub Basin #2
8 SCS Runoff ------ 8.478 10.43 ------- 13.47 15.93 19.32 22.04 24.91 DA #3 Sub Basin #3
9 Reservoir 3 0.190 0.338 ------- 0.547 1.012 1.361 1.601 1.776 SWMB#3
10 Reservoir 4 0.736 1.206 ------- 1.455 1.619 3.211 7.990 13.32 SWMB#2
11 Reservoir 5 0.000 0.000 ------- 0.000 0.000 0.000 0.000 0.108 WAREHOUSE POND
12 Reservoir 6 5.691 9.666 ------- 12.61 14.72 26.12 33.38 39.23 SW PKLOT POND
13 Reservoir 8 1.561 6.133 ------- 11.25 12.60 18.36 21.52 24.73 SE PKLOT POND
14 Combine 2, 9, 10,
11,
37.95 51.29 ------- 72.82 90.39 114.85 140.69 165.42 Post Dev Analysis Pt#1
15 SCS Runoff ------ 79.57 102.57 ------- 138.82 168.19 208.78 241.30 275.53 Proposed Drainage Area #2
16 Reservoir 15 0.343 3.188 ------- 12.77 21.35 30.00 35.53 44.78 Post Dev Analysis Pt#2
17 Combine 7, 12, 13, 10.25 21.12 ------- 32.09 36.24 56.95 69.89 81.36 Post Dev Analysis Pt#3
Proj. file: Novo Nordisk Proposed wbasins Rev 6JWH.gpw Monday, 09 / 25 / 2017
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Hydrograph Summary Report
3
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft)(ft)(cuft)
1 SCS Runoff 6.061 1 727 20,611 ------ ------------ Post Dev Analysis Pt#4
2 SCS Runoff 37.21 1 792 425,517 ------ ------------ DA#1 Sub Basin #1
3 SCS Runoff 121.32 1 719 287,151 ------ ------------ DA#1 Sub Basin #2
4 SCS Runoff 44.60 1 722 129,254 ------ ------------ DA#1 Sub Basin #3
5 SCS Runoff 3.069 1 715 5,978 ------ ------------ DA#1 Sub Basin #4
6 SCS Runoff 13.64 1 721 37,376 ------ ------------ DA #3 Sub Basin #1
7 SCS Runoff 4.918 1 723 14,097 ------ ------------ DA #3 Sub Basin #2
8 SCS Runoff 8.478 1 721 23,229 ------ ------------ DA #3 Sub Basin #3
9 Reservoir 0.190 1 1450 20,329 3 278.64 281,656 SWMB#3
10 Reservoir 0.736 1 1098 85,159 4 284.38 99,555 SWMB#2
11 Reservoir 0.000 1 n/a 0 5 285.84 5,978 WAREHOUSE POND
12 Reservoir 5.691 1 730 36,732 6 290.97 15,682 SW PKLOT POND
13 Reservoir 1.561 1 736 20,660 8 291.07 13,699 SE PKLOT POND
14 Combine 37.95 1 792 531,005 2, 9, 10,
11,
------------ Post Dev Analysis Pt#1
15 SCS Runoff 79.57 1 725 250,220 ------ ------------ Proposed Drainage Area #2
16 Reservoir 0.343 1 1225 39,707 15 289.83 237,038 Post Dev Analysis Pt#2
17 Combine 10.25 1 725 71,489 7, 12, 13, ------------ Post Dev Analysis Pt#3
Novo Nordisk Proposed wbasins Rev 6JWH.gpwReturn Period: 1 Year Monday, 09 / 25 / 2017
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Hyd. No. 1
Post Dev Analysis Pt#4
Hydrograph type = SCS Runoff Peak discharge = 6.061 cfs
Storm frequency = 1 yrs Time to peak = 727 min
Time interval = 1 min Hyd. volume = 20,611 cuft
Drainage area = 5.350 ac Curve number = 78
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.50 min
Total precip. = 2.89 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
4
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
7.00 7.00
Q (cfs)
Time (min)
Post Dev Analysis Pt#4
Hyd. No. 1 -- 1 Year
Hyd No. 1
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Hyd. No. 2
DA#1 Sub Basin #1
Hydrograph type = SCS Runoff Peak discharge = 37.21 cfs
Storm frequency = 1 yrs Time to peak = 792 min
Time interval = 1 min Hyd. volume = 425,517 cuft
Drainage area = 74.850 ac Curve number = 86*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 130.10 min
Total precip. = 2.89 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(35.630 x 78) + (38.780 x 93)] / 74.850
5
0 180 360 540 720 900 1080 1260 1440 1620
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (min)
DA#1 Sub Basin #1
Hyd. No. 2 -- 1 Year
Hyd No. 2
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Hyd. No. 3
DA#1 Sub Basin #2
Hydrograph type = SCS Runoff Peak discharge = 121.32 cfs
Storm frequency = 1 yrs Time to peak = 719 min
Time interval = 1 min Hyd. volume = 287,151 cuft
Drainage area = 36.810 ac Curve number = 93
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.00 min
Total precip. = 2.89 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
6
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (min)
DA#1 Sub Basin #2
Hyd. No. 3 -- 1 Year
Hyd No. 3
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Hyd. No. 4
DA#1 Sub Basin #3
Hydrograph type = SCS Runoff Peak discharge = 44.60 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 129,254 cuft
Drainage area = 14.570 ac Curve number = 96
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.90 min
Total precip. = 2.89 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
7
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
DA#1 Sub Basin #3
Hyd. No. 4 -- 1 Year
Hyd No. 4
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Hyd. No. 5
DA#1 Sub Basin #4
Hydrograph type = SCS Runoff Peak discharge = 3.069 cfs
Storm frequency = 1 yrs Time to peak = 715 min
Time interval = 1 min Hyd. volume = 5,978 cuft
Drainage area = 0.750 ac Curve number = 95
Basin Slope = 3.0 % Hydraulic length = 202 ft
Tc method = LAG Time of conc. (Tc) = 2.80 min
Total precip. = 2.89 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
8
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (min)
DA#1 Sub Basin #4
Hyd. No. 5 -- 1 Year
Hyd No. 5
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Hyd. No. 6
DA #3 Sub Basin #1
Hydrograph type = SCS Runoff Peak discharge = 13.64 cfs
Storm frequency = 1 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 37,376 cuft
Drainage area = 4.280 ac Curve number = 96
Basin Slope = 0.6 % Hydraulic length = 500 ft
Tc method = LAG Time of conc. (Tc) = 13.00 min
Total precip. = 2.89 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
9
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
14.00 14.00
Q (cfs)
Time (min)
DA #3 Sub Basin #1
Hyd. No. 6 -- 1 Year
Hyd No. 6
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Hyd. No. 7
DA #3 Sub Basin #2
Hydrograph type = SCS Runoff Peak discharge = 4.918 cfs
Storm frequency = 1 yrs Time to peak = 723 min
Time interval = 1 min Hyd. volume = 14,097 cuft
Drainage area = 2.130 ac Curve number = 89
Basin Slope = 0.3 % Hydraulic length = 300 ft
Tc method = LAG Time of conc. (Tc) = 15.40 min
Total precip. = 2.89 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
10
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (min)
DA #3 Sub Basin #2
Hyd. No. 7 -- 1 Year
Hyd No. 7
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Hyd. No. 8
DA #3 Sub Basin #3
Hydrograph type = SCS Runoff Peak discharge = 8.478 cfs
Storm frequency = 1 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 23,229 cuft
Drainage area = 2.660 ac Curve number = 96
Basin Slope = 0.6 % Hydraulic length = 450 ft
Tc method = LAG Time of conc. (Tc) = 12.00 min
Total precip. = 2.89 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
11
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (min)
DA #3 Sub Basin #3
Hyd. No. 8 -- 1 Year
Hyd No. 8
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Hyd. No. 9
SWMB#3
Hydrograph type = Reservoir Peak discharge = 0.190 cfs
Storm frequency = 1 yrs Time to peak = 1450 min
Time interval = 1 min Hyd. volume = 20,329 cuft
Inflow hyd. No. = 3 - DA#1 Sub Basin #2 Max. Elevation = 278.64 ft
Reservoir name = SWMB#3 Max. Storage = 281,656 cuft
Storage Indication method used.
12
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (min)
SWMB#3
Hyd. No. 9 -- 1 Year
Hyd No. 9 Hyd No. 3 Total storage used = 281,656 cuft
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Hyd. No. 10
SWMB#2
Hydrograph type = Reservoir Peak discharge = 0.736 cfs
Storm frequency = 1 yrs Time to peak = 1098 min
Time interval = 1 min Hyd. volume = 85,159 cuft
Inflow hyd. No. = 4 - DA#1 Sub Basin #3 Max. Elevation = 284.38 ft
Reservoir name = SWMB#2 Max. Storage = 99,555 cuft
Storage Indication method used.
13
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
SWMB#2
Hyd. No. 10 -- 1 Year
Hyd No. 10 Hyd No. 4 Total storage used = 99,555 cuft
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Hyd. No. 11
WAREHOUSE POND
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = n/a
Time interval = 1 min Hyd. volume = 0 cuft
Inflow hyd. No. = 5 - DA#1 Sub Basin #4 Max. Elevation = 285.84 ft
Reservoir name = WAREHOUSE POND Max. Storage = 5,978 cuft
Storage Indication method used.
14
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Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (min)
WAREHOUSE POND
Hyd. No. 11 -- 1 Year
Hyd No. 11 Hyd No. 5 Total storage used = 5,978 cuft
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Hyd. No. 12
SW PKLOT POND
Hydrograph type = Reservoir Peak discharge = 5.691 cfs
Storm frequency = 1 yrs Time to peak = 730 min
Time interval = 1 min Hyd. volume = 36,732 cuft
Inflow hyd. No. = 6 - DA #3 Sub Basin #1 Max. Elevation = 290.97 ft
Reservoir name = SW PKLOT POND Max. Storage = 15,682 cuft
Storage Indication method used.
15
0 180 360 540 720 900 1080 1260 1440 1620 1800 1980
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
14.00 14.00
Q (cfs)
Time (min)
SW PKLOT POND
Hyd. No. 12 -- 1 Year
Hyd No. 12 Hyd No. 6 Total storage used = 15,682 cuft
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Hyd. No. 13
SE PKLOT POND
Hydrograph type = Reservoir Peak discharge = 1.561 cfs
Storm frequency = 1 yrs Time to peak = 736 min
Time interval = 1 min Hyd. volume = 20,660 cuft
Inflow hyd. No. = 8 - DA #3 Sub Basin #3 Max. Elevation = 291.07 ft
Reservoir name = SE PKLOT POND Max. Storage = 13,699 cuft
Storage Indication method used.
16
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (min)
SE PKLOT POND
Hyd. No. 13 -- 1 Year
Hyd No. 13 Hyd No. 8 Total storage used = 13,699 cuft
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Hyd. No. 14
Post Dev Analysis Pt#1
Hydrograph type = Combine Peak discharge = 37.95 cfs
Storm frequency = 1 yrs Time to peak = 792 min
Time interval = 1 min Hyd. volume = 531,005 cuft
Inflow hyds. = 2, 9, 10, 11 Contrib. drain. area = 74.850 ac
17
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (min)
Post Dev Analysis Pt#1
Hyd. No. 14 -- 1 Year
Hyd No. 14 Hyd No. 2 Hyd No. 9 Hyd No. 10
Hyd No. 11
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Hyd. No. 15
Proposed Drainage Area #2
Hydrograph type = SCS Runoff Peak discharge = 79.57 cfs
Storm frequency = 1 yrs Time to peak = 725 min
Time interval = 1 min Hyd. volume = 250,220 cuft
Drainage area = 36.600 ac Curve number = 90*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.60 min
Total precip. = 2.89 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(29.355 x 98) + (6.760 x 75)] / 36.600
18
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (min)
Proposed Drainage Area #2
Hyd. No. 15 -- 1 Year
Hyd No. 15
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Hyd. No. 16
Post Dev Analysis Pt#2
Hydrograph type = Reservoir Peak discharge = 0.343 cfs
Storm frequency = 1 yrs Time to peak = 1225 min
Time interval = 1 min Hyd. volume = 39,707 cuft
Inflow hyd. No. = 15 - Proposed Drainage Area #2Max. Elevation = 289.83 ft
Reservoir name = SWMB#1 Max. Storage = 237,038 cuft
Storage Indication method used.
19
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (min)
Post Dev Analysis Pt#2
Hyd. No. 16 -- 1 Year
Hyd No. 16 Hyd No. 15 Total storage used = 237,038 cuft
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 09 / 25 / 2017
Hyd. No. 17
Post Dev Analysis Pt#3
Hydrograph type = Combine Peak discharge = 10.25 cfs
Storm frequency = 1 yrs Time to peak = 725 min
Time interval = 1 min Hyd. volume = 71,489 cuft
Inflow hyds. = 7, 12, 13 Contrib. drain. area = 2.130 ac
20
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
Q (cfs)
Time (min)
Post Dev Analysis Pt#3
Hyd. No. 17 -- 1 Year
Hyd No. 17 Hyd No. 7 Hyd No. 12 Hyd No. 13
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Hydrograph Summary Report
21
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft)(ft)(cuft)
1 SCS Runoff 8.803 1 726 29,359 ------ ------------ Post Dev Analysis Pt#4
2 SCS Runoff 50.13 1 791 569,207 ------ ------------ DA#1 Sub Basin #1
3 SCS Runoff 152.18 1 719 365,436 ------ ------------ DA#1 Sub Basin #2
4 SCS Runoff 54.85 1 722 161,063 ------ ------------ DA#1 Sub Basin #3
5 SCS Runoff 3.790 1 715 7,502 ------ ------------ DA#1 Sub Basin #4
6 SCS Runoff 16.77 1 721 46,574 ------ ------------ DA #3 Sub Basin #1
7 SCS Runoff 6.388 1 723 18,453 ------ ------------ DA #3 Sub Basin #2
8 SCS Runoff 10.43 1 721 28,945 ------ ------------ DA #3 Sub Basin #3
9 Reservoir 0.338 1 1449 38,294 3 279.04 353,975 SWMB#3
10 Reservoir 1.206 1 964 106,840 4 284.65 120,110 SWMB#2
11 Reservoir 0.000 1 n/a 0 5 286.04 7,502 WAREHOUSE POND
12 Reservoir 9.666 1 728 45,907 6 291.19 17,835 SW PKLOT POND
13 Reservoir 6.133 1 728 26,209 8 291.20 14,691 SE PKLOT POND
14 Combine 51.29 1 792 714,341 2, 9, 10,
11,
------------ Post Dev Analysis Pt#1
15 SCS Runoff 102.57 1 725 325,231 ------ ------------ Proposed Drainage Area #2
16 Reservoir 3.188 1 941 72,540 15 290.04 256,736 Post Dev Analysis Pt#2
17 Combine 21.12 1 727 90,568 7, 12, 13, ------------ Post Dev Analysis Pt#3
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
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Hyd. No. 1
Post Dev Analysis Pt#4
Hydrograph type = SCS Runoff Peak discharge = 8.803 cfs
Storm frequency = 2 yrs Time to peak = 726 min
Time interval = 1 min Hyd. volume = 29,359 cuft
Drainage area = 5.350 ac Curve number = 78
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.50 min
Total precip. = 3.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
22
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (min)
Post Dev Analysis Pt#4
Hyd. No. 1 -- 2 Year
Hyd No. 1
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Hyd. No. 2
DA#1 Sub Basin #1
Hydrograph type = SCS Runoff Peak discharge = 50.13 cfs
Storm frequency = 2 yrs Time to peak = 791 min
Time interval = 1 min Hyd. volume = 569,207 cuft
Drainage area = 74.850 ac Curve number = 86*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 130.10 min
Total precip. = 3.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(35.630 x 78) + (38.780 x 93)] / 74.850
23
0 180 360 540 720 900 1080 1260 1440 1620
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (min)
DA#1 Sub Basin #1
Hyd. No. 2 -- 2 Year
Hyd No. 2
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Hyd. No. 3
DA#1 Sub Basin #2
Hydrograph type = SCS Runoff Peak discharge = 152.18 cfs
Storm frequency = 2 yrs Time to peak = 719 min
Time interval = 1 min Hyd. volume = 365,436 cuft
Drainage area = 36.810 ac Curve number = 93
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.00 min
Total precip. = 3.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
24
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (min)
DA#1 Sub Basin #2
Hyd. No. 3 -- 2 Year
Hyd No. 3
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Hyd. No. 4
DA#1 Sub Basin #3
Hydrograph type = SCS Runoff Peak discharge = 54.85 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 161,063 cuft
Drainage area = 14.570 ac Curve number = 96
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.90 min
Total precip. = 3.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
25
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (min)
DA#1 Sub Basin #3
Hyd. No. 4 -- 2 Year
Hyd No. 4
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Hyd. No. 5
DA#1 Sub Basin #4
Hydrograph type = SCS Runoff Peak discharge = 3.790 cfs
Storm frequency = 2 yrs Time to peak = 715 min
Time interval = 1 min Hyd. volume = 7,502 cuft
Drainage area = 0.750 ac Curve number = 95
Basin Slope = 3.0 % Hydraulic length = 202 ft
Tc method = LAG Time of conc. (Tc) = 2.80 min
Total precip. = 3.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
26
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (min)
DA#1 Sub Basin #4
Hyd. No. 5 -- 2 Year
Hyd No. 5
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Hyd. No. 6
DA #3 Sub Basin #1
Hydrograph type = SCS Runoff Peak discharge = 16.77 cfs
Storm frequency = 2 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 46,574 cuft
Drainage area = 4.280 ac Curve number = 96
Basin Slope = 0.6 % Hydraulic length = 500 ft
Tc method = LAG Time of conc. (Tc) = 13.00 min
Total precip. = 3.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
27
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
Q (cfs)
Time (min)
DA #3 Sub Basin #1
Hyd. No. 6 -- 2 Year
Hyd No. 6
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Hyd. No. 7
DA #3 Sub Basin #2
Hydrograph type = SCS Runoff Peak discharge = 6.388 cfs
Storm frequency = 2 yrs Time to peak = 723 min
Time interval = 1 min Hyd. volume = 18,453 cuft
Drainage area = 2.130 ac Curve number = 89
Basin Slope = 0.3 % Hydraulic length = 300 ft
Tc method = LAG Time of conc. (Tc) = 15.40 min
Total precip. = 3.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
28
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
7.00 7.00
Q (cfs)
Time (min)
DA #3 Sub Basin #2
Hyd. No. 7 -- 2 Year
Hyd No. 7
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Hyd. No. 8
DA #3 Sub Basin #3
Hydrograph type = SCS Runoff Peak discharge = 10.43 cfs
Storm frequency = 2 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 28,945 cuft
Drainage area = 2.660 ac Curve number = 96
Basin Slope = 0.6 % Hydraulic length = 450 ft
Tc method = LAG Time of conc. (Tc) = 12.00 min
Total precip. = 3.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
29
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
Q (cfs)
Time (min)
DA #3 Sub Basin #3
Hyd. No. 8 -- 2 Year
Hyd No. 8
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Hyd. No. 9
SWMB#3
Hydrograph type = Reservoir Peak discharge = 0.338 cfs
Storm frequency = 2 yrs Time to peak = 1449 min
Time interval = 1 min Hyd. volume = 38,294 cuft
Inflow hyd. No. = 3 - DA#1 Sub Basin #2 Max. Elevation = 279.04 ft
Reservoir name = SWMB#3 Max. Storage = 353,975 cuft
Storage Indication method used.
30
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (min)
SWMB#3
Hyd. No. 9 -- 2 Year
Hyd No. 9 Hyd No. 3 Total storage used = 353,975 cuft
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Hyd. No. 10
SWMB#2
Hydrograph type = Reservoir Peak discharge = 1.206 cfs
Storm frequency = 2 yrs Time to peak = 964 min
Time interval = 1 min Hyd. volume = 106,840 cuft
Inflow hyd. No. = 4 - DA#1 Sub Basin #3 Max. Elevation = 284.65 ft
Reservoir name = SWMB#2 Max. Storage = 120,110 cuft
Storage Indication method used.
31
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (min)
SWMB#2
Hyd. No. 10 -- 2 Year
Hyd No. 10 Hyd No. 4 Total storage used = 120,110 cuft
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Hyd. No. 11
WAREHOUSE POND
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 2 yrs Time to peak = n/a
Time interval = 1 min Hyd. volume = 0 cuft
Inflow hyd. No. = 5 - DA#1 Sub Basin #4 Max. Elevation = 286.04 ft
Reservoir name = WAREHOUSE POND Max. Storage = 7,502 cuft
Storage Indication method used.
32
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (min)
WAREHOUSE POND
Hyd. No. 11 -- 2 Year
Hyd No. 11 Hyd No. 5 Total storage used = 7,502 cuft
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 09 / 25 / 2017
Hyd. No. 12
SW PKLOT POND
Hydrograph type = Reservoir Peak discharge = 9.666 cfs
Storm frequency = 2 yrs Time to peak = 728 min
Time interval = 1 min Hyd. volume = 45,907 cuft
Inflow hyd. No. = 6 - DA #3 Sub Basin #1 Max. Elevation = 291.19 ft
Reservoir name = SW PKLOT POND Max. Storage = 17,835 cuft
Storage Indication method used.
33
0 180 360 540 720 900 1080 1260 1440 1620 1800
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
Q (cfs)
Time (min)
SW PKLOT POND
Hyd. No. 12 -- 2 Year
Hyd No. 12 Hyd No. 6 Total storage used = 17,835 cuft
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Hyd. No. 13
SE PKLOT POND
Hydrograph type = Reservoir Peak discharge = 6.133 cfs
Storm frequency = 2 yrs Time to peak = 728 min
Time interval = 1 min Hyd. volume = 26,209 cuft
Inflow hyd. No. = 8 - DA #3 Sub Basin #3 Max. Elevation = 291.20 ft
Reservoir name = SE PKLOT POND Max. Storage = 14,691 cuft
Storage Indication method used.
34
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
Q (cfs)
Time (min)
SE PKLOT POND
Hyd. No. 13 -- 2 Year
Hyd No. 13 Hyd No. 8 Total storage used = 14,691 cuft
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Hyd. No. 14
Post Dev Analysis Pt#1
Hydrograph type = Combine Peak discharge = 51.29 cfs
Storm frequency = 2 yrs Time to peak = 792 min
Time interval = 1 min Hyd. volume = 714,341 cuft
Inflow hyds. = 2, 9, 10, 11 Contrib. drain. area = 74.850 ac
35
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (min)
Post Dev Analysis Pt#1
Hyd. No. 14 -- 2 Year
Hyd No. 14 Hyd No. 2 Hyd No. 9 Hyd No. 10
Hyd No. 11
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Hyd. No. 15
Proposed Drainage Area #2
Hydrograph type = SCS Runoff Peak discharge = 102.57 cfs
Storm frequency = 2 yrs Time to peak = 725 min
Time interval = 1 min Hyd. volume = 325,231 cuft
Drainage area = 36.600 ac Curve number = 90*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.60 min
Total precip. = 3.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(29.355 x 98) + (6.760 x 75)] / 36.600
36
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (min)
Proposed Drainage Area #2
Hyd. No. 15 -- 2 Year
Hyd No. 15
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Hyd. No. 16
Post Dev Analysis Pt#2
Hydrograph type = Reservoir Peak discharge = 3.188 cfs
Storm frequency = 2 yrs Time to peak = 941 min
Time interval = 1 min Hyd. volume = 72,540 cuft
Inflow hyd. No. = 15 - Proposed Drainage Area #2Max. Elevation = 290.04 ft
Reservoir name = SWMB#1 Max. Storage = 256,736 cuft
Storage Indication method used.
37
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (min)
Post Dev Analysis Pt#2
Hyd. No. 16 -- 2 Year
Hyd No. 16 Hyd No. 15 Total storage used = 256,736 cuft
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 09 / 25 / 2017
Hyd. No. 17
Post Dev Analysis Pt#3
Hydrograph type = Combine Peak discharge = 21.12 cfs
Storm frequency = 2 yrs Time to peak = 727 min
Time interval = 1 min Hyd. volume = 90,568 cuft
Inflow hyds. = 7, 12, 13 Contrib. drain. area = 2.130 ac
38
0 180 360 540 720 900 1080 1260 1440 1620 1800 1980
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (min)
Post Dev Analysis Pt#3
Hyd. No. 17 -- 2 Year
Hyd No. 17 Hyd No. 7 Hyd No. 12 Hyd No. 13
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Hydrograph Summary Report
39
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft)(ft)(cuft)
1 SCS Runoff 13.46 1 726 44,309 ------ ------------ Post Dev Analysis Pt#4
2 SCS Runoff 71.07 1 791 804,682 ------ ------------ DA#1 Sub Basin #1
3 SCS Runoff 200.40 1 719 490,212 ------ ------------ DA#1 Sub Basin #2
4 SCS Runoff 70.91 1 721 211,356 ------ ------------ DA#1 Sub Basin #3
5 SCS Runoff 4.916 1 715 9,916 ------ ------------ DA#1 Sub Basin #4
6 SCS Runoff 21.67 1 721 61,117 ------ ------------ DA #3 Sub Basin #1
7 SCS Runoff 8.711 1 723 25,499 ------ ------------ DA #3 Sub Basin #2
8 SCS Runoff 13.47 1 721 37,984 ------ ------------ DA #3 Sub Basin #3
9 Reservoir 0.547 1 1448 63,761 3 279.64 469,946 SWMB#3
10 Reservoir 1.455 1 984 141,105 4 285.15 157,655 SWMB#2
11 Reservoir 0.000 1 n/a 0 5 286.28 9,916 WAREHOUSE POND
12 Reservoir 12.61 1 728 60,431 6 291.47 20,726 SW PKLOT POND
13 Reservoir 11.25 1 725 35,043 8 291.33 15,636 SE PKLOT POND
14 Combine 72.82 1 791 1,009,548 2, 9, 10,
11,
------------ Post Dev Analysis Pt#1
15 SCS Runoff 138.82 1 725 446,068 ------ ------------ Proposed Drainage Area #2
16 Reservoir 12.77 1 771 193,375 15 290.28 279,841 Post Dev Analysis Pt#2
17 Combine 32.09 1 724 120,972 7, 12, 13, ------------ Post Dev Analysis Pt#3
Novo Nordisk Proposed wbasins Rev 6JWH.gpwReturn Period: 5 Year Monday, 09 / 25 / 2017
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
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Hyd. No. 1
Post Dev Analysis Pt#4
Hydrograph type = SCS Runoff Peak discharge = 13.46 cfs
Storm frequency = 5 yrs Time to peak = 726 min
Time interval = 1 min Hyd. volume = 44,309 cuft
Drainage area = 5.350 ac Curve number = 78
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.50 min
Total precip. = 4.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
40
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
14.00 14.00
Q (cfs)
Time (min)
Post Dev Analysis Pt#4
Hyd. No. 1 -- 5 Year
Hyd No. 1
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Hyd. No. 2
DA#1 Sub Basin #1
Hydrograph type = SCS Runoff Peak discharge = 71.07 cfs
Storm frequency = 5 yrs Time to peak = 791 min
Time interval = 1 min Hyd. volume = 804,682 cuft
Drainage area = 74.850 ac Curve number = 86*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 130.10 min
Total precip. = 4.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(35.630 x 78) + (38.780 x 93)] / 74.850
41
0 180 360 540 720 900 1080 1260 1440 1620
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (min)
DA#1 Sub Basin #1
Hyd. No. 2 -- 5 Year
Hyd No. 2
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Hyd. No. 3
DA#1 Sub Basin #2
Hydrograph type = SCS Runoff Peak discharge = 200.40 cfs
Storm frequency = 5 yrs Time to peak = 719 min
Time interval = 1 min Hyd. volume = 490,212 cuft
Drainage area = 36.810 ac Curve number = 93
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.00 min
Total precip. = 4.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
42
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
Q (cfs)
Time (min)
DA#1 Sub Basin #2
Hyd. No. 3 -- 5 Year
Hyd No. 3
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Hyd. No. 4
DA#1 Sub Basin #3
Hydrograph type = SCS Runoff Peak discharge = 70.91 cfs
Storm frequency = 5 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 211,356 cuft
Drainage area = 14.570 ac Curve number = 96
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.90 min
Total precip. = 4.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
43
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (min)
DA#1 Sub Basin #3
Hyd. No. 4 -- 5 Year
Hyd No. 4
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Hyd. No. 5
DA#1 Sub Basin #4
Hydrograph type = SCS Runoff Peak discharge = 4.916 cfs
Storm frequency = 5 yrs Time to peak = 715 min
Time interval = 1 min Hyd. volume = 9,916 cuft
Drainage area = 0.750 ac Curve number = 95
Basin Slope = 3.0 % Hydraulic length = 202 ft
Tc method = LAG Time of conc. (Tc) = 2.80 min
Total precip. = 4.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
44
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (min)
DA#1 Sub Basin #4
Hyd. No. 5 -- 5 Year
Hyd No. 5
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Hyd. No. 6
DA #3 Sub Basin #1
Hydrograph type = SCS Runoff Peak discharge = 21.67 cfs
Storm frequency = 5 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 61,117 cuft
Drainage area = 4.280 ac Curve number = 96
Basin Slope = 0.6 % Hydraulic length = 500 ft
Tc method = LAG Time of conc. (Tc) = 13.00 min
Total precip. = 4.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
45
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (min)
DA #3 Sub Basin #1
Hyd. No. 6 -- 5 Year
Hyd No. 6
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Hyd. No. 7
DA #3 Sub Basin #2
Hydrograph type = SCS Runoff Peak discharge = 8.711 cfs
Storm frequency = 5 yrs Time to peak = 723 min
Time interval = 1 min Hyd. volume = 25,499 cuft
Drainage area = 2.130 ac Curve number = 89
Basin Slope = 0.3 % Hydraulic length = 300 ft
Tc method = LAG Time of conc. (Tc) = 15.40 min
Total precip. = 4.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
46
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (min)
DA #3 Sub Basin #2
Hyd. No. 7 -- 5 Year
Hyd No. 7
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Hyd. No. 8
DA #3 Sub Basin #3
Hydrograph type = SCS Runoff Peak discharge = 13.47 cfs
Storm frequency = 5 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 37,984 cuft
Drainage area = 2.660 ac Curve number = 96
Basin Slope = 0.6 % Hydraulic length = 450 ft
Tc method = LAG Time of conc. (Tc) = 12.00 min
Total precip. = 4.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
47
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
14.00 14.00
Q (cfs)
Time (min)
DA #3 Sub Basin #3
Hyd. No. 8 -- 5 Year
Hyd No. 8
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Hyd. No. 9
SWMB#3
Hydrograph type = Reservoir Peak discharge = 0.547 cfs
Storm frequency = 5 yrs Time to peak = 1448 min
Time interval = 1 min Hyd. volume = 63,761 cuft
Inflow hyd. No. = 3 - DA#1 Sub Basin #2 Max. Elevation = 279.64 ft
Reservoir name = SWMB#3 Max. Storage = 469,946 cuft
Storage Indication method used.
48
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
Q (cfs)
Time (min)
SWMB#3
Hyd. No. 9 -- 5 Year
Hyd No. 9 Hyd No. 3 Total storage used = 469,946 cuft
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Hyd. No. 10
SWMB#2
Hydrograph type = Reservoir Peak discharge = 1.455 cfs
Storm frequency = 5 yrs Time to peak = 984 min
Time interval = 1 min Hyd. volume = 141,105 cuft
Inflow hyd. No. = 4 - DA#1 Sub Basin #3 Max. Elevation = 285.15 ft
Reservoir name = SWMB#2 Max. Storage = 157,655 cuft
Storage Indication method used.
49
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (min)
SWMB#2
Hyd. No. 10 -- 5 Year
Hyd No. 10 Hyd No. 4 Total storage used = 157,655 cuft
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Hyd. No. 11
WAREHOUSE POND
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 5 yrs Time to peak = n/a
Time interval = 1 min Hyd. volume = 0 cuft
Inflow hyd. No. = 5 - DA#1 Sub Basin #4 Max. Elevation = 286.28 ft
Reservoir name = WAREHOUSE POND Max. Storage = 9,916 cuft
Storage Indication method used.
50
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (min)
WAREHOUSE POND
Hyd. No. 11 -- 5 Year
Hyd No. 11 Hyd No. 5 Total storage used = 9,916 cuft
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Hyd. No. 12
SW PKLOT POND
Hydrograph type = Reservoir Peak discharge = 12.61 cfs
Storm frequency = 5 yrs Time to peak = 728 min
Time interval = 1 min Hyd. volume = 60,431 cuft
Inflow hyd. No. = 6 - DA #3 Sub Basin #1 Max. Elevation = 291.47 ft
Reservoir name = SW PKLOT POND Max. Storage = 20,726 cuft
Storage Indication method used.
51
0 180 360 540 720 900 1080 1260 1440 1620 1800
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (min)
SW PKLOT POND
Hyd. No. 12 -- 5 Year
Hyd No. 12 Hyd No. 6 Total storage used = 20,726 cuft
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Hyd. No. 13
SE PKLOT POND
Hydrograph type = Reservoir Peak discharge = 11.25 cfs
Storm frequency = 5 yrs Time to peak = 725 min
Time interval = 1 min Hyd. volume = 35,043 cuft
Inflow hyd. No. = 8 - DA #3 Sub Basin #3 Max. Elevation = 291.33 ft
Reservoir name = SE PKLOT POND Max. Storage = 15,636 cuft
Storage Indication method used.
52
0 240 480 720 960 1200 1440 1680 1920 2160 2400
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
14.00 14.00
Q (cfs)
Time (min)
SE PKLOT POND
Hyd. No. 13 -- 5 Year
Hyd No. 13 Hyd No. 8 Total storage used = 15,636 cuft
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Hyd. No. 14
Post Dev Analysis Pt#1
Hydrograph type = Combine Peak discharge = 72.82 cfs
Storm frequency = 5 yrs Time to peak = 791 min
Time interval = 1 min Hyd. volume = 1,009,548 cuft
Inflow hyds. = 2, 9, 10, 11 Contrib. drain. area = 74.850 ac
53
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (min)
Post Dev Analysis Pt#1
Hyd. No. 14 -- 5 Year
Hyd No. 14 Hyd No. 2 Hyd No. 9 Hyd No. 10
Hyd No. 11
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Hyd. No. 15
Proposed Drainage Area #2
Hydrograph type = SCS Runoff Peak discharge = 138.82 cfs
Storm frequency = 5 yrs Time to peak = 725 min
Time interval = 1 min Hyd. volume = 446,068 cuft
Drainage area = 36.600 ac Curve number = 90*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.60 min
Total precip. = 4.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(29.355 x 98) + (6.760 x 75)] / 36.600
54
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (min)
Proposed Drainage Area #2
Hyd. No. 15 -- 5 Year
Hyd No. 15
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Hyd. No. 16
Post Dev Analysis Pt#2
Hydrograph type = Reservoir Peak discharge = 12.77 cfs
Storm frequency = 5 yrs Time to peak = 771 min
Time interval = 1 min Hyd. volume = 193,375 cuft
Inflow hyd. No. = 15 - Proposed Drainage Area #2Max. Elevation = 290.28 ft
Reservoir name = SWMB#1 Max. Storage = 279,841 cuft
Storage Indication method used.
55
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (min)
Post Dev Analysis Pt#2
Hyd. No. 16 -- 5 Year
Hyd No. 16 Hyd No. 15 Total storage used = 279,841 cuft
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Hyd. No. 17
Post Dev Analysis Pt#3
Hydrograph type = Combine Peak discharge = 32.09 cfs
Storm frequency = 5 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 120,972 cuft
Inflow hyds. = 7, 12, 13 Contrib. drain. area = 2.130 ac
56
0 180 360 540 720 900 1080 1260 1440 1620 1800
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (min)
Post Dev Analysis Pt#3
Hyd. No. 17 -- 5 Year
Hyd No. 17 Hyd No. 7 Hyd No. 12 Hyd No. 13
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57
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft)(ft)(cuft)
1 SCS Runoff 17.41 1 726 57,186 ------ ------------ Post Dev Analysis Pt#4
2 SCS Runoff 88.33 1 791 1,001,395 ------ ------------ DA#1 Sub Basin #1
3 SCS Runoff 239.28 1 719 592,439 ------ ------------ DA#1 Sub Basin #2
4 SCS Runoff 83.89 1 721 252,342 ------ ------------ DA#1 Sub Basin #3
5 SCS Runoff 5.825 1 715 11,887 ------ ------------ DA#1 Sub Basin #4
6 SCS Runoff 25.62 1 721 72,968 ------ ------------ DA #3 Sub Basin #1
7 SCS Runoff 10.60 1 723 31,331 ------ ------------ DA #3 Sub Basin #2
8 SCS Runoff 15.93 1 721 45,349 ------ ------------ DA #3 Sub Basin #3
9 Reservoir 1.012 1 1447 90,119 3 280.12 562,403 SWMB#3
10 Reservoir 1.619 1 1014 167,998 4 285.56 189,938 SWMB#2
11 Reservoir 0.000 1 n/a 0 5 286.47 11,887 WAREHOUSE POND
12 Reservoir 14.72 1 728 72,280 6 291.74 23,513 SW PKLOT POND
13 Reservoir 12.60 1 725 42,295 8 291.48 16,732 SE PKLOT POND
14 Combine 90.39 1 791 1,259,513 2, 9, 10,
11,
------------ Post Dev Analysis Pt#1
15 SCS Runoff 168.19 1 724 545,794 ------ ------------ Proposed Drainage Area #2
16 Reservoir 21.35 1 756 293,101 15 290.78 328,161 Post Dev Analysis Pt#2
17 Combine 36.24 1 724 145,906 7, 12, 13, ------------ Post Dev Analysis Pt#3
Novo Nordisk Proposed wbasins Rev 6JWH.gpwReturn Period: 10 Year Monday, 09 / 25 / 2017
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Hyd. No. 1
Post Dev Analysis Pt#4
Hydrograph type = SCS Runoff Peak discharge = 17.41 cfs
Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 1 min Hyd. volume = 57,186 cuft
Drainage area = 5.350 ac Curve number = 78
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.50 min
Total precip. = 5.24 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
58
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
Q (cfs)
Time (min)
Post Dev Analysis Pt#4
Hyd. No. 1 -- 10 Year
Hyd No. 1
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Hyd. No. 2
DA#1 Sub Basin #1
Hydrograph type = SCS Runoff Peak discharge = 88.33 cfs
Storm frequency = 10 yrs Time to peak = 791 min
Time interval = 1 min Hyd. volume = 1,001,395 cuft
Drainage area = 74.850 ac Curve number = 86*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 130.10 min
Total precip. = 5.24 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(35.630 x 78) + (38.780 x 93)] / 74.850
59
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Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (min)
DA#1 Sub Basin #1
Hyd. No. 2 -- 10 Year
Hyd No. 2
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Hyd. No. 3
DA#1 Sub Basin #2
Hydrograph type = SCS Runoff Peak discharge = 239.28 cfs
Storm frequency = 10 yrs Time to peak = 719 min
Time interval = 1 min Hyd. volume = 592,439 cuft
Drainage area = 36.810 ac Curve number = 93
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.00 min
Total precip. = 5.24 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
60
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Q (cfs)
0.00 0.00
40.00 40.00
80.00 80.00
120.00 120.00
160.00 160.00
200.00 200.00
240.00 240.00
Q (cfs)
Time (min)
DA#1 Sub Basin #2
Hyd. No. 3 -- 10 Year
Hyd No. 3
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Hyd. No. 4
DA#1 Sub Basin #3
Hydrograph type = SCS Runoff Peak discharge = 83.89 cfs
Storm frequency = 10 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 252,342 cuft
Drainage area = 14.570 ac Curve number = 96
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.90 min
Total precip. = 5.24 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
61
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Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (min)
DA#1 Sub Basin #3
Hyd. No. 4 -- 10 Year
Hyd No. 4
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Hyd. No. 5
DA#1 Sub Basin #4
Hydrograph type = SCS Runoff Peak discharge = 5.825 cfs
Storm frequency = 10 yrs Time to peak = 715 min
Time interval = 1 min Hyd. volume = 11,887 cuft
Drainage area = 0.750 ac Curve number = 95
Basin Slope = 3.0 % Hydraulic length = 202 ft
Tc method = LAG Time of conc. (Tc) = 2.80 min
Total precip. = 5.24 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
62
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Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (min)
DA#1 Sub Basin #4
Hyd. No. 5 -- 10 Year
Hyd No. 5
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Hyd. No. 6
DA #3 Sub Basin #1
Hydrograph type = SCS Runoff Peak discharge = 25.62 cfs
Storm frequency = 10 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 72,968 cuft
Drainage area = 4.280 ac Curve number = 96
Basin Slope = 0.6 % Hydraulic length = 500 ft
Tc method = LAG Time of conc. (Tc) = 13.00 min
Total precip. = 5.24 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
63
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (min)
DA #3 Sub Basin #1
Hyd. No. 6 -- 10 Year
Hyd No. 6
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Hyd. No. 7
DA #3 Sub Basin #2
Hydrograph type = SCS Runoff Peak discharge = 10.60 cfs
Storm frequency = 10 yrs Time to peak = 723 min
Time interval = 1 min Hyd. volume = 31,331 cuft
Drainage area = 2.130 ac Curve number = 89
Basin Slope = 0.3 % Hydraulic length = 300 ft
Tc method = LAG Time of conc. (Tc) = 15.40 min
Total precip. = 5.24 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
64
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Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
Q (cfs)
Time (min)
DA #3 Sub Basin #2
Hyd. No. 7 -- 10 Year
Hyd No. 7
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Hyd. No. 8
DA #3 Sub Basin #3
Hydrograph type = SCS Runoff Peak discharge = 15.93 cfs
Storm frequency = 10 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 45,349 cuft
Drainage area = 2.660 ac Curve number = 96
Basin Slope = 0.6 % Hydraulic length = 450 ft
Tc method = LAG Time of conc. (Tc) = 12.00 min
Total precip. = 5.24 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
65
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Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
Q (cfs)
Time (min)
DA #3 Sub Basin #3
Hyd. No. 8 -- 10 Year
Hyd No. 8
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Hyd. No. 9
SWMB#3
Hydrograph type = Reservoir Peak discharge = 1.012 cfs
Storm frequency = 10 yrs Time to peak = 1447 min
Time interval = 1 min Hyd. volume = 90,119 cuft
Inflow hyd. No. = 3 - DA#1 Sub Basin #2 Max. Elevation = 280.12 ft
Reservoir name = SWMB#3 Max. Storage = 562,403 cuft
Storage Indication method used.
66
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Q (cfs)
0.00 0.00
40.00 40.00
80.00 80.00
120.00 120.00
160.00 160.00
200.00 200.00
240.00 240.00
Q (cfs)
Time (min)
SWMB#3
Hyd. No. 9 -- 10 Year
Hyd No. 9 Hyd No. 3 Total storage used = 562,403 cuft
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Hyd. No. 10
SWMB#2
Hydrograph type = Reservoir Peak discharge = 1.619 cfs
Storm frequency = 10 yrs Time to peak = 1014 min
Time interval = 1 min Hyd. volume = 167,998 cuft
Inflow hyd. No. = 4 - DA#1 Sub Basin #3 Max. Elevation = 285.56 ft
Reservoir name = SWMB#2 Max. Storage = 189,938 cuft
Storage Indication method used.
67
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Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (min)
SWMB#2
Hyd. No. 10 -- 10 Year
Hyd No. 10 Hyd No. 4 Total storage used = 189,938 cuft
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Hyd. No. 11
WAREHOUSE POND
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 10 yrs Time to peak = n/a
Time interval = 1 min Hyd. volume = 0 cuft
Inflow hyd. No. = 5 - DA#1 Sub Basin #4 Max. Elevation = 286.47 ft
Reservoir name = WAREHOUSE POND Max. Storage = 11,887 cuft
Storage Indication method used.
68
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Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (min)
WAREHOUSE POND
Hyd. No. 11 -- 10 Year
Hyd No. 11 Hyd No. 5 Total storage used = 11,887 cuft
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Hyd. No. 12
SW PKLOT POND
Hydrograph type = Reservoir Peak discharge = 14.72 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 1 min Hyd. volume = 72,280 cuft
Inflow hyd. No. = 6 - DA #3 Sub Basin #1 Max. Elevation = 291.74 ft
Reservoir name = SW PKLOT POND Max. Storage = 23,513 cuft
Storage Indication method used.
69
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Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (min)
SW PKLOT POND
Hyd. No. 12 -- 10 Year
Hyd No. 12 Hyd No. 6 Total storage used = 23,513 cuft
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Hyd. No. 13
SE PKLOT POND
Hydrograph type = Reservoir Peak discharge = 12.60 cfs
Storm frequency = 10 yrs Time to peak = 725 min
Time interval = 1 min Hyd. volume = 42,295 cuft
Inflow hyd. No. = 8 - DA #3 Sub Basin #3 Max. Elevation = 291.48 ft
Reservoir name = SE PKLOT POND Max. Storage = 16,732 cuft
Storage Indication method used.
70
0 240 480 720 960 1200 1440 1680 1920 2160
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
Q (cfs)
Time (min)
SE PKLOT POND
Hyd. No. 13 -- 10 Year
Hyd No. 13 Hyd No. 8 Total storage used = 16,732 cuft
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Hyd. No. 14
Post Dev Analysis Pt#1
Hydrograph type = Combine Peak discharge = 90.39 cfs
Storm frequency = 10 yrs Time to peak = 791 min
Time interval = 1 min Hyd. volume = 1,259,513 cuft
Inflow hyds. = 2, 9, 10, 11 Contrib. drain. area = 74.850 ac
71
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
100.00 100.00
Q (cfs)
Time (min)
Post Dev Analysis Pt#1
Hyd. No. 14 -- 10 Year
Hyd No. 14 Hyd No. 2 Hyd No. 9 Hyd No. 10
Hyd No. 11
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Hyd. No. 15
Proposed Drainage Area #2
Hydrograph type = SCS Runoff Peak discharge = 168.19 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 545,794 cuft
Drainage area = 36.600 ac Curve number = 90*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.60 min
Total precip. = 5.24 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(29.355 x 98) + (6.760 x 75)] / 36.600
72
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
180.00 180.00
Q (cfs)
Time (min)
Proposed Drainage Area #2
Hyd. No. 15 -- 10 Year
Hyd No. 15
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Hyd. No. 16
Post Dev Analysis Pt#2
Hydrograph type = Reservoir Peak discharge = 21.35 cfs
Storm frequency = 10 yrs Time to peak = 756 min
Time interval = 1 min Hyd. volume = 293,101 cuft
Inflow hyd. No. = 15 - Proposed Drainage Area #2Max. Elevation = 290.78 ft
Reservoir name = SWMB#1 Max. Storage = 328,161 cuft
Storage Indication method used.
73
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Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
180.00 180.00
Q (cfs)
Time (min)
Post Dev Analysis Pt#2
Hyd. No. 16 -- 10 Year
Hyd No. 16 Hyd No. 15 Total storage used = 328,161 cuft
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Hyd. No. 17
Post Dev Analysis Pt#3
Hydrograph type = Combine Peak discharge = 36.24 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 145,906 cuft
Inflow hyds. = 7, 12, 13 Contrib. drain. area = 2.130 ac
74
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (min)
Post Dev Analysis Pt#3
Hyd. No. 17 -- 10 Year
Hyd No. 17 Hyd No. 7 Hyd No. 12 Hyd No. 13
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75
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft)(ft)(cuft)
1 SCS Runoff 23.02 1 726 75,742 ------ ------------ Post Dev Analysis Pt#4
2 SCS Runoff 112.37 1 791 1,278,791 ------ ------------ DA#1 Sub Basin #1
3 SCS Runoff 292.79 1 719 734,727 ------ ------------ DA#1 Sub Basin #2
4 SCS Runoff 101.79 1 721 309,195 ------ ------------ DA#1 Sub Basin #3
5 SCS Runoff 7.078 1 715 14,624 ------ ------------ DA#1 Sub Basin #4
6 SCS Runoff 31.08 1 721 89,408 ------ ------------ DA #3 Sub Basin #1
7 SCS Runoff 13.19 1 723 39,502 ------ ------------ DA #3 Sub Basin #2
8 SCS Runoff 19.32 1 721 55,567 ------ ------------ DA #3 Sub Basin #3
9 Reservoir 1.361 1 1446 154,878 3 280.72 683,301 SWMB#3
10 Reservoir 3.211 1 870 208,787 4 286.03 226,920 SWMB#2
11 Reservoir 0.000 1 n/a 0 5 286.73 14,624 WAREHOUSE POND
12 Reservoir 26.12 1 725 88,718 6 291.88 24,927 SW PKLOT POND
13 Reservoir 18.36 1 723 52,493 8 291.57 17,358 SE PKLOT POND
14 Combine 114.85 1 791 1,642,458 2, 9, 10,
11,
------------ Post Dev Analysis Pt#1
15 SCS Runoff 208.78 1 724 685,271 ------ ------------ Proposed Drainage Area #2
16 Reservoir 30.00 1 752 432,579 15 291.53 405,154 Post Dev Analysis Pt#2
17 Combine 56.95 1 724 180,713 7, 12, 13, ------------ Post Dev Analysis Pt#3
Novo Nordisk Proposed wbasins Rev 6JWH.gpwReturn Period: 25 Year Monday, 09 / 25 / 2017
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
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Hyd. No. 1
Post Dev Analysis Pt#4
Hydrograph type = SCS Runoff Peak discharge = 23.02 cfs
Storm frequency = 25 yrs Time to peak = 726 min
Time interval = 1 min Hyd. volume = 75,742 cuft
Drainage area = 5.350 ac Curve number = 78
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.50 min
Total precip. = 6.32 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
76
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (min)
Post Dev Analysis Pt#4
Hyd. No. 1 -- 25 Year
Hyd No. 1
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Hyd. No. 2
DA#1 Sub Basin #1
Hydrograph type = SCS Runoff Peak discharge = 112.37 cfs
Storm frequency = 25 yrs Time to peak = 791 min
Time interval = 1 min Hyd. volume = 1,278,791 cuft
Drainage area = 74.850 ac Curve number = 86*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 130.10 min
Total precip. = 6.32 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(35.630 x 78) + (38.780 x 93)] / 74.850
77
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Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (min)
DA#1 Sub Basin #1
Hyd. No. 2 -- 25 Year
Hyd No. 2
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Hyd. No. 3
DA#1 Sub Basin #2
Hydrograph type = SCS Runoff Peak discharge = 292.79 cfs
Storm frequency = 25 yrs Time to peak = 719 min
Time interval = 1 min Hyd. volume = 734,727 cuft
Drainage area = 36.810 ac Curve number = 93
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.00 min
Total precip. = 6.32 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
78
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
40.00 40.00
80.00 80.00
120.00 120.00
160.00 160.00
200.00 200.00
240.00 240.00
280.00 280.00
320.00 320.00
Q (cfs)
Time (min)
DA#1 Sub Basin #2
Hyd. No. 3 -- 25 Year
Hyd No. 3
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Hyd. No. 4
DA#1 Sub Basin #3
Hydrograph type = SCS Runoff Peak discharge = 101.79 cfs
Storm frequency = 25 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 309,195 cuft
Drainage area = 14.570 ac Curve number = 96
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.90 min
Total precip. = 6.32 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
79
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Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (min)
DA#1 Sub Basin #3
Hyd. No. 4 -- 25 Year
Hyd No. 4
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Hyd. No. 5
DA#1 Sub Basin #4
Hydrograph type = SCS Runoff Peak discharge = 7.078 cfs
Storm frequency = 25 yrs Time to peak = 715 min
Time interval = 1 min Hyd. volume = 14,624 cuft
Drainage area = 0.750 ac Curve number = 95
Basin Slope = 3.0 % Hydraulic length = 202 ft
Tc method = LAG Time of conc. (Tc) = 2.80 min
Total precip. = 6.32 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
80
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Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
Q (cfs)
Time (min)
DA#1 Sub Basin #4
Hyd. No. 5 -- 25 Year
Hyd No. 5
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Hyd. No. 6
DA #3 Sub Basin #1
Hydrograph type = SCS Runoff Peak discharge = 31.08 cfs
Storm frequency = 25 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 89,408 cuft
Drainage area = 4.280 ac Curve number = 96
Basin Slope = 0.6 % Hydraulic length = 500 ft
Tc method = LAG Time of conc. (Tc) = 13.00 min
Total precip. = 6.32 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
81
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Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (min)
DA #3 Sub Basin #1
Hyd. No. 6 -- 25 Year
Hyd No. 6
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Hyd. No. 7
DA #3 Sub Basin #2
Hydrograph type = SCS Runoff Peak discharge = 13.19 cfs
Storm frequency = 25 yrs Time to peak = 723 min
Time interval = 1 min Hyd. volume = 39,502 cuft
Drainage area = 2.130 ac Curve number = 89
Basin Slope = 0.3 % Hydraulic length = 300 ft
Tc method = LAG Time of conc. (Tc) = 15.40 min
Total precip. = 6.32 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
82
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Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
14.00 14.00
Q (cfs)
Time (min)
DA #3 Sub Basin #2
Hyd. No. 7 -- 25 Year
Hyd No. 7
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Hyd. No. 8
DA #3 Sub Basin #3
Hydrograph type = SCS Runoff Peak discharge = 19.32 cfs
Storm frequency = 25 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 55,567 cuft
Drainage area = 2.660 ac Curve number = 96
Basin Slope = 0.6 % Hydraulic length = 450 ft
Tc method = LAG Time of conc. (Tc) = 12.00 min
Total precip. = 6.32 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
83
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Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
21.00 21.00
Q (cfs)
Time (min)
DA #3 Sub Basin #3
Hyd. No. 8 -- 25 Year
Hyd No. 8
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Hyd. No. 9
SWMB#3
Hydrograph type = Reservoir Peak discharge = 1.361 cfs
Storm frequency = 25 yrs Time to peak = 1446 min
Time interval = 1 min Hyd. volume = 154,878 cuft
Inflow hyd. No. = 3 - DA#1 Sub Basin #2 Max. Elevation = 280.72 ft
Reservoir name = SWMB#3 Max. Storage = 683,301 cuft
Storage Indication method used.
84
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Q (cfs)
0.00 0.00
40.00 40.00
80.00 80.00
120.00 120.00
160.00 160.00
200.00 200.00
240.00 240.00
280.00 280.00
320.00 320.00
Q (cfs)
Time (min)
SWMB#3
Hyd. No. 9 -- 25 Year
Hyd No. 9 Hyd No. 3 Total storage used = 683,301 cuft
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Hyd. No. 10
SWMB#2
Hydrograph type = Reservoir Peak discharge = 3.211 cfs
Storm frequency = 25 yrs Time to peak = 870 min
Time interval = 1 min Hyd. volume = 208,787 cuft
Inflow hyd. No. = 4 - DA#1 Sub Basin #3 Max. Elevation = 286.03 ft
Reservoir name = SWMB#2 Max. Storage = 226,920 cuft
Storage Indication method used.
85
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Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (min)
SWMB#2
Hyd. No. 10 -- 25 Year
Hyd No. 10 Hyd No. 4 Total storage used = 226,920 cuft
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Hyd. No. 11
WAREHOUSE POND
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 25 yrs Time to peak = n/a
Time interval = 1 min Hyd. volume = 0 cuft
Inflow hyd. No. = 5 - DA#1 Sub Basin #4 Max. Elevation = 286.73 ft
Reservoir name = WAREHOUSE POND Max. Storage = 14,624 cuft
Storage Indication method used.
86
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Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
Q (cfs)
Time (min)
WAREHOUSE POND
Hyd. No. 11 -- 25 Year
Hyd No. 11 Hyd No. 5 Total storage used = 14,624 cuft
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Hyd. No. 12
SW PKLOT POND
Hydrograph type = Reservoir Peak discharge = 26.12 cfs
Storm frequency = 25 yrs Time to peak = 725 min
Time interval = 1 min Hyd. volume = 88,718 cuft
Inflow hyd. No. = 6 - DA #3 Sub Basin #1 Max. Elevation = 291.88 ft
Reservoir name = SW PKLOT POND Max. Storage = 24,927 cuft
Storage Indication method used.
87
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Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (min)
SW PKLOT POND
Hyd. No. 12 -- 25 Year
Hyd No. 12 Hyd No. 6 Total storage used = 24,927 cuft
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Hyd. No. 13
SE PKLOT POND
Hydrograph type = Reservoir Peak discharge = 18.36 cfs
Storm frequency = 25 yrs Time to peak = 723 min
Time interval = 1 min Hyd. volume = 52,493 cuft
Inflow hyd. No. = 8 - DA #3 Sub Basin #3 Max. Elevation = 291.57 ft
Reservoir name = SE PKLOT POND Max. Storage = 17,358 cuft
Storage Indication method used.
88
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Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
21.00 21.00
Q (cfs)
Time (min)
SE PKLOT POND
Hyd. No. 13 -- 25 Year
Hyd No. 13 Hyd No. 8 Total storage used = 17,358 cuft
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Hyd. No. 14
Post Dev Analysis Pt#1
Hydrograph type = Combine Peak discharge = 114.85 cfs
Storm frequency = 25 yrs Time to peak = 791 min
Time interval = 1 min Hyd. volume = 1,642,458 cuft
Inflow hyds. = 2, 9, 10, 11 Contrib. drain. area = 74.850 ac
89
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (min)
Post Dev Analysis Pt#1
Hyd. No. 14 -- 25 Year
Hyd No. 14 Hyd No. 2 Hyd No. 9 Hyd No. 10
Hyd No. 11
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 09 / 25 / 2017
Hyd. No. 15
Proposed Drainage Area #2
Hydrograph type = SCS Runoff Peak discharge = 208.78 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 685,271 cuft
Drainage area = 36.600 ac Curve number = 90*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.60 min
Total precip. = 6.32 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(29.355 x 98) + (6.760 x 75)] / 36.600
90
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Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
Q (cfs)
Time (min)
Proposed Drainage Area #2
Hyd. No. 15 -- 25 Year
Hyd No. 15
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Hyd. No. 16
Post Dev Analysis Pt#2
Hydrograph type = Reservoir Peak discharge = 30.00 cfs
Storm frequency = 25 yrs Time to peak = 752 min
Time interval = 1 min Hyd. volume = 432,579 cuft
Inflow hyd. No. = 15 - Proposed Drainage Area #2Max. Elevation = 291.53 ft
Reservoir name = SWMB#1 Max. Storage = 405,154 cuft
Storage Indication method used.
91
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Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
Q (cfs)
Time (min)
Post Dev Analysis Pt#2
Hyd. No. 16 -- 25 Year
Hyd No. 16 Hyd No. 15 Total storage used = 405,154 cuft
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Hyd. No. 17
Post Dev Analysis Pt#3
Hydrograph type = Combine Peak discharge = 56.95 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 180,713 cuft
Inflow hyds. = 7, 12, 13 Contrib. drain. area = 2.130 ac
92
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (min)
Post Dev Analysis Pt#3
Hyd. No. 17 -- 25 Year
Hyd No. 17 Hyd No. 7 Hyd No. 12 Hyd No. 13
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Hydrograph Summary Report
93
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft)(ft)(cuft)
1 SCS Runoff 27.60 1 726 91,125 ------ ------------ Post Dev Analysis Pt#4
2 SCS Runoff 131.75 1 791 1,505,130 ------ ------------ DA#1 Sub Basin #1
3 SCS Runoff 335.67 1 719 849,756 ------ ------------ DA#1 Sub Basin #2
4 SCS Runoff 116.16 1 721 355,048 ------ ------------ DA#1 Sub Basin #3
5 SCS Runoff 8.083 1 715 16,832 ------ ------------ DA#1 Sub Basin #4
6 SCS Runoff 35.46 1 721 102,667 ------ ------------ DA #3 Sub Basin #1
7 SCS Runoff 15.28 1 723 46,139 ------ ------------ DA #3 Sub Basin #2
8 SCS Runoff 22.04 1 721 63,807 ------ ------------ DA #3 Sub Basin #3
9 Reservoir 1.601 1 1446 188,264 3 281.23 786,251 SWMB#3
10 Reservoir 7.990 1 773 253,143 4 286.14 235,956 SWMB#2
11 Reservoir 0.000 1 n/a 0 5 286.95 16,832 WAREHOUSE POND
12 Reservoir 33.38 1 723 101,975 6 291.92 25,426 SW PKLOT POND
13 Reservoir 21.52 1 722 60,729 8 291.60 17,621 SE PKLOT POND
14 Combine 140.69 1 791 1,946,537 2, 9, 10,
11,
------------ Post Dev Analysis Pt#1
15 SCS Runoff 241.30 1 724 798,407 ------ ------------ Proposed Drainage Area #2
16 Reservoir 35.53 1 751 545,715 15 292.15 470,214 Post Dev Analysis Pt#2
17 Combine 69.89 1 723 208,843 7, 12, 13, ------------ Post Dev Analysis Pt#3
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
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Hyd. No. 1
Post Dev Analysis Pt#4
Hydrograph type = SCS Runoff Peak discharge = 27.60 cfs
Storm frequency = 50 yrs Time to peak = 726 min
Time interval = 1 min Hyd. volume = 91,125 cuft
Drainage area = 5.350 ac Curve number = 78
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.50 min
Total precip. = 7.19 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
94
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (min)
Post Dev Analysis Pt#4
Hyd. No. 1 -- 50 Year
Hyd No. 1
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Hyd. No. 2
DA#1 Sub Basin #1
Hydrograph type = SCS Runoff Peak discharge = 131.75 cfs
Storm frequency = 50 yrs Time to peak = 791 min
Time interval = 1 min Hyd. volume = 1,505,130 cuft
Drainage area = 74.850 ac Curve number = 86*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 130.10 min
Total precip. = 7.19 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(35.630 x 78) + (38.780 x 93)] / 74.850
95
0 180 360 540 720 900 1080 1260 1440 1620
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (min)
DA#1 Sub Basin #1
Hyd. No. 2 -- 50 Year
Hyd No. 2
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Hyd. No. 3
DA#1 Sub Basin #2
Hydrograph type = SCS Runoff Peak discharge = 335.67 cfs
Storm frequency = 50 yrs Time to peak = 719 min
Time interval = 1 min Hyd. volume = 849,756 cuft
Drainage area = 36.810 ac Curve number = 93
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.00 min
Total precip. = 7.19 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
96
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
50.00 50.00
100.00 100.00
150.00 150.00
200.00 200.00
250.00 250.00
300.00 300.00
350.00 350.00
Q (cfs)
Time (min)
DA#1 Sub Basin #2
Hyd. No. 3 -- 50 Year
Hyd No. 3
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Hyd. No. 4
DA#1 Sub Basin #3
Hydrograph type = SCS Runoff Peak discharge = 116.16 cfs
Storm frequency = 50 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 355,048 cuft
Drainage area = 14.570 ac Curve number = 96
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.90 min
Total precip. = 7.19 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
97
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (min)
DA#1 Sub Basin #3
Hyd. No. 4 -- 50 Year
Hyd No. 4
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Hyd. No. 5
DA#1 Sub Basin #4
Hydrograph type = SCS Runoff Peak discharge = 8.083 cfs
Storm frequency = 50 yrs Time to peak = 715 min
Time interval = 1 min Hyd. volume = 16,832 cuft
Drainage area = 0.750 ac Curve number = 95
Basin Slope = 3.0 % Hydraulic length = 202 ft
Tc method = LAG Time of conc. (Tc) = 2.80 min
Total precip. = 7.19 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
98
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (min)
DA#1 Sub Basin #4
Hyd. No. 5 -- 50 Year
Hyd No. 5
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Hyd. No. 6
DA #3 Sub Basin #1
Hydrograph type = SCS Runoff Peak discharge = 35.46 cfs
Storm frequency = 50 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 102,667 cuft
Drainage area = 4.280 ac Curve number = 96
Basin Slope = 0.6 % Hydraulic length = 500 ft
Tc method = LAG Time of conc. (Tc) = 13.00 min
Total precip. = 7.19 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
99
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (min)
DA #3 Sub Basin #1
Hyd. No. 6 -- 50 Year
Hyd No. 6
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Hyd. No. 7
DA #3 Sub Basin #2
Hydrograph type = SCS Runoff Peak discharge = 15.28 cfs
Storm frequency = 50 yrs Time to peak = 723 min
Time interval = 1 min Hyd. volume = 46,139 cuft
Drainage area = 2.130 ac Curve number = 89
Basin Slope = 0.3 % Hydraulic length = 300 ft
Tc method = LAG Time of conc. (Tc) = 15.40 min
Total precip. = 7.19 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
100
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
Q (cfs)
Time (min)
DA #3 Sub Basin #2
Hyd. No. 7 -- 50 Year
Hyd No. 7
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Hyd. No. 8
DA #3 Sub Basin #3
Hydrograph type = SCS Runoff Peak discharge = 22.04 cfs
Storm frequency = 50 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 63,807 cuft
Drainage area = 2.660 ac Curve number = 96
Basin Slope = 0.6 % Hydraulic length = 450 ft
Tc method = LAG Time of conc. (Tc) = 12.00 min
Total precip. = 7.19 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
101
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Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (min)
DA #3 Sub Basin #3
Hyd. No. 8 -- 50 Year
Hyd No. 8
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Hyd. No. 9
SWMB#3
Hydrograph type = Reservoir Peak discharge = 1.601 cfs
Storm frequency = 50 yrs Time to peak = 1446 min
Time interval = 1 min Hyd. volume = 188,264 cuft
Inflow hyd. No. = 3 - DA#1 Sub Basin #2 Max. Elevation = 281.23 ft
Reservoir name = SWMB#3 Max. Storage = 786,251 cuft
Storage Indication method used.
102
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Q (cfs)
0.00 0.00
50.00 50.00
100.00 100.00
150.00 150.00
200.00 200.00
250.00 250.00
300.00 300.00
350.00 350.00
Q (cfs)
Time (min)
SWMB#3
Hyd. No. 9 -- 50 Year
Hyd No. 9 Hyd No. 3 Total storage used = 786,251 cuft
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Hyd. No. 10
SWMB#2
Hydrograph type = Reservoir Peak discharge = 7.990 cfs
Storm frequency = 50 yrs Time to peak = 773 min
Time interval = 1 min Hyd. volume = 253,143 cuft
Inflow hyd. No. = 4 - DA#1 Sub Basin #3 Max. Elevation = 286.14 ft
Reservoir name = SWMB#2 Max. Storage = 235,956 cuft
Storage Indication method used.
103
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Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (min)
SWMB#2
Hyd. No. 10 -- 50 Year
Hyd No. 10 Hyd No. 4 Total storage used = 235,956 cuft
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Hyd. No. 11
WAREHOUSE POND
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 50 yrs Time to peak = n/a
Time interval = 1 min Hyd. volume = 0 cuft
Inflow hyd. No. = 5 - DA#1 Sub Basin #4 Max. Elevation = 286.95 ft
Reservoir name = WAREHOUSE POND Max. Storage = 16,832 cuft
Storage Indication method used.
104
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Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (min)
WAREHOUSE POND
Hyd. No. 11 -- 50 Year
Hyd No. 11 Hyd No. 5 Total storage used = 16,832 cuft
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Hyd. No. 12
SW PKLOT POND
Hydrograph type = Reservoir Peak discharge = 33.38 cfs
Storm frequency = 50 yrs Time to peak = 723 min
Time interval = 1 min Hyd. volume = 101,975 cuft
Inflow hyd. No. = 6 - DA #3 Sub Basin #1 Max. Elevation = 291.92 ft
Reservoir name = SW PKLOT POND Max. Storage = 25,426 cuft
Storage Indication method used.
105
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Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (min)
SW PKLOT POND
Hyd. No. 12 -- 50 Year
Hyd No. 12 Hyd No. 6 Total storage used = 25,426 cuft
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Hyd. No. 13
SE PKLOT POND
Hydrograph type = Reservoir Peak discharge = 21.52 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 60,729 cuft
Inflow hyd. No. = 8 - DA #3 Sub Basin #3 Max. Elevation = 291.60 ft
Reservoir name = SE PKLOT POND Max. Storage = 17,621 cuft
Storage Indication method used.
106
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Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (min)
SE PKLOT POND
Hyd. No. 13 -- 50 Year
Hyd No. 13 Hyd No. 8 Total storage used = 17,621 cuft
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 09 / 25 / 2017
Hyd. No. 14
Post Dev Analysis Pt#1
Hydrograph type = Combine Peak discharge = 140.69 cfs
Storm frequency = 50 yrs Time to peak = 791 min
Time interval = 1 min Hyd. volume = 1,946,537 cuft
Inflow hyds. = 2, 9, 10, 11 Contrib. drain. area = 74.850 ac
107
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Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (min)
Post Dev Analysis Pt#1
Hyd. No. 14 -- 50 Year
Hyd No. 14 Hyd No. 2 Hyd No. 9 Hyd No. 10
Hyd No. 11
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 09 / 25 / 2017
Hyd. No. 15
Proposed Drainage Area #2
Hydrograph type = SCS Runoff Peak discharge = 241.30 cfs
Storm frequency = 50 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 798,407 cuft
Drainage area = 36.600 ac Curve number = 90*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.60 min
Total precip. = 7.19 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(29.355 x 98) + (6.760 x 75)] / 36.600
108
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Q (cfs)
0.00 0.00
40.00 40.00
80.00 80.00
120.00 120.00
160.00 160.00
200.00 200.00
240.00 240.00
280.00 280.00
Q (cfs)
Time (min)
Proposed Drainage Area #2
Hyd. No. 15 -- 50 Year
Hyd No. 15
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Hyd. No. 16
Post Dev Analysis Pt#2
Hydrograph type = Reservoir Peak discharge = 35.53 cfs
Storm frequency = 50 yrs Time to peak = 751 min
Time interval = 1 min Hyd. volume = 545,715 cuft
Inflow hyd. No. = 15 - Proposed Drainage Area #2Max. Elevation = 292.15 ft
Reservoir name = SWMB#1 Max. Storage = 470,214 cuft
Storage Indication method used.
109
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Q (cfs)
0.00 0.00
40.00 40.00
80.00 80.00
120.00 120.00
160.00 160.00
200.00 200.00
240.00 240.00
280.00 280.00
Q (cfs)
Time (min)
Post Dev Analysis Pt#2
Hyd. No. 16 -- 50 Year
Hyd No. 16 Hyd No. 15 Total storage used = 470,214 cuft
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 09 / 25 / 2017
Hyd. No. 17
Post Dev Analysis Pt#3
Hydrograph type = Combine Peak discharge = 69.89 cfs
Storm frequency = 50 yrs Time to peak = 723 min
Time interval = 1 min Hyd. volume = 208,843 cuft
Inflow hyds. = 7, 12, 13 Contrib. drain. area = 2.130 ac
110
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Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (min)
Post Dev Analysis Pt#3
Hyd. No. 17 -- 50 Year
Hyd No. 17 Hyd No. 7 Hyd No. 12 Hyd No. 13
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Hydrograph Summary Report
111
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft)(ft)(cuft)
1 SCS Runoff 32.48 1 726 107,699 ------ ------------ Post Dev Analysis Pt#4
2 SCS Runoff 152.23 1 791 1,746,420 ------ ------------ DA#1 Sub Basin #1
3 SCS Runoff 380.84 1 719 971,660 ------ ------------ DA#1 Sub Basin #2
4 SCS Runoff 131.33 1 721 403,574 ------ ------------ DA#1 Sub Basin #3
5 SCS Runoff 9.144 1 715 19,170 ------ ------------ DA#1 Sub Basin #4
6 SCS Runoff 40.09 1 721 116,699 ------ ------------ DA #3 Sub Basin #1
7 SCS Runoff 17.47 1 723 53,193 ------ ------------ DA #3 Sub Basin #2
8 SCS Runoff 24.91 1 721 72,528 ------ ------------ DA #3 Sub Basin #3
9 Reservoir 1.776 1 1446 216,522 3 281.78 898,539 SWMB#3
10 Reservoir 13.32 1 754 300,355 4 286.38 255,542 SWMB#2
11 Reservoir 0.108 1 1061 1,807 5 287.00 17,371 WAREHOUSE POND
12 Reservoir 39.23 1 722 116,006 6 291.96 25,768 SW PKLOT POND
13 Reservoir 24.73 1 721 69,446 8 291.62 17,775 SE PKLOT POND
14 Combine 165.42 1 790 2,265,105 2, 9, 10,
11,
------------ Post Dev Analysis Pt#1
15 SCS Runoff 275.53 1 724 918,562 ------ ------------ Proposed Drainage Area #2
16 Reservoir 44.78 1 748 665,867 15 292.76 538,125 Post Dev Analysis Pt#2
17 Combine 81.36 1 722 238,645 7, 12, 13, ------------ Post Dev Analysis Pt#3
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
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Hyd. No. 1
Post Dev Analysis Pt#4
Hydrograph type = SCS Runoff Peak discharge = 32.48 cfs
Storm frequency = 100 yrs Time to peak = 726 min
Time interval = 1 min Hyd. volume = 107,699 cuft
Drainage area = 5.350 ac Curve number = 78
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.50 min
Total precip. = 8.11 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
112
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Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (min)
Post Dev Analysis Pt#4
Hyd. No. 1 -- 100 Year
Hyd No. 1
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Hyd. No. 2
DA#1 Sub Basin #1
Hydrograph type = SCS Runoff Peak discharge = 152.23 cfs
Storm frequency = 100 yrs Time to peak = 791 min
Time interval = 1 min Hyd. volume = 1,746,420 cuft
Drainage area = 74.850 ac Curve number = 86*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 130.10 min
Total precip. = 8.11 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(35.630 x 78) + (38.780 x 93)] / 74.850
113
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Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (min)
DA#1 Sub Basin #1
Hyd. No. 2 -- 100 Year
Hyd No. 2
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Hyd. No. 3
DA#1 Sub Basin #2
Hydrograph type = SCS Runoff Peak discharge = 380.84 cfs
Storm frequency = 100 yrs Time to peak = 719 min
Time interval = 1 min Hyd. volume = 971,660 cuft
Drainage area = 36.810 ac Curve number = 93
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.00 min
Total precip. = 8.11 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
114
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Q (cfs)
0.00 0.00
60.00 60.00
120.00 120.00
180.00 180.00
240.00 240.00
300.00 300.00
360.00 360.00
420.00 420.00
Q (cfs)
Time (min)
DA#1 Sub Basin #2
Hyd. No. 3 -- 100 Year
Hyd No. 3
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Hyd. No. 4
DA#1 Sub Basin #3
Hydrograph type = SCS Runoff Peak discharge = 131.33 cfs
Storm frequency = 100 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 403,574 cuft
Drainage area = 14.570 ac Curve number = 96
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.90 min
Total precip. = 8.11 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
115
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Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (min)
DA#1 Sub Basin #3
Hyd. No. 4 -- 100 Year
Hyd No. 4
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Hyd. No. 5
DA#1 Sub Basin #4
Hydrograph type = SCS Runoff Peak discharge = 9.144 cfs
Storm frequency = 100 yrs Time to peak = 715 min
Time interval = 1 min Hyd. volume = 19,170 cuft
Drainage area = 0.750 ac Curve number = 95
Basin Slope = 3.0 % Hydraulic length = 202 ft
Tc method = LAG Time of conc. (Tc) = 2.80 min
Total precip. = 8.11 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
116
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Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (min)
DA#1 Sub Basin #4
Hyd. No. 5 -- 100 Year
Hyd No. 5
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Hyd. No. 6
DA #3 Sub Basin #1
Hydrograph type = SCS Runoff Peak discharge = 40.09 cfs
Storm frequency = 100 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 116,699 cuft
Drainage area = 4.280 ac Curve number = 96
Basin Slope = 0.6 % Hydraulic length = 500 ft
Tc method = LAG Time of conc. (Tc) = 13.00 min
Total precip. = 8.11 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
117
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Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
DA #3 Sub Basin #1
Hyd. No. 6 -- 100 Year
Hyd No. 6
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Hyd. No. 7
DA #3 Sub Basin #2
Hydrograph type = SCS Runoff Peak discharge = 17.47 cfs
Storm frequency = 100 yrs Time to peak = 723 min
Time interval = 1 min Hyd. volume = 53,193 cuft
Drainage area = 2.130 ac Curve number = 89
Basin Slope = 0.3 % Hydraulic length = 300 ft
Tc method = LAG Time of conc. (Tc) = 15.40 min
Total precip. = 8.11 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
118
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
Q (cfs)
Time (min)
DA #3 Sub Basin #2
Hyd. No. 7 -- 100 Year
Hyd No. 7
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Hyd. No. 8
DA #3 Sub Basin #3
Hydrograph type = SCS Runoff Peak discharge = 24.91 cfs
Storm frequency = 100 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 72,528 cuft
Drainage area = 2.660 ac Curve number = 96
Basin Slope = 0.6 % Hydraulic length = 450 ft
Tc method = LAG Time of conc. (Tc) = 12.00 min
Total precip. = 8.11 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
119
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (min)
DA #3 Sub Basin #3
Hyd. No. 8 -- 100 Year
Hyd No. 8
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Hyd. No. 9
SWMB#3
Hydrograph type = Reservoir Peak discharge = 1.776 cfs
Storm frequency = 100 yrs Time to peak = 1446 min
Time interval = 1 min Hyd. volume = 216,522 cuft
Inflow hyd. No. = 3 - DA#1 Sub Basin #2 Max. Elevation = 281.78 ft
Reservoir name = SWMB#3 Max. Storage = 898,539 cuft
Storage Indication method used.
120
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Q (cfs)
0.00 0.00
60.00 60.00
120.00 120.00
180.00 180.00
240.00 240.00
300.00 300.00
360.00 360.00
420.00 420.00
Q (cfs)
Time (min)
SWMB#3
Hyd. No. 9 -- 100 Year
Hyd No. 9 Hyd No. 3 Total storage used = 898,539 cuft
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Hyd. No. 10
SWMB#2
Hydrograph type = Reservoir Peak discharge = 13.32 cfs
Storm frequency = 100 yrs Time to peak = 754 min
Time interval = 1 min Hyd. volume = 300,355 cuft
Inflow hyd. No. = 4 - DA#1 Sub Basin #3 Max. Elevation = 286.38 ft
Reservoir name = SWMB#2 Max. Storage = 255,542 cuft
Storage Indication method used.
121
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (min)
SWMB#2
Hyd. No. 10 -- 100 Year
Hyd No. 10 Hyd No. 4 Total storage used = 255,542 cuft
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Hyd. No. 11
WAREHOUSE POND
Hydrograph type = Reservoir Peak discharge = 0.108 cfs
Storm frequency = 100 yrs Time to peak = 1061 min
Time interval = 1 min Hyd. volume = 1,807 cuft
Inflow hyd. No. = 5 - DA#1 Sub Basin #4 Max. Elevation = 287.00 ft
Reservoir name = WAREHOUSE POND Max. Storage = 17,371 cuft
Storage Indication method used.
122
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Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (min)
WAREHOUSE POND
Hyd. No. 11 -- 100 Year
Hyd No. 11 Hyd No. 5 Total storage used = 17,371 cuft
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 09 / 25 / 2017
Hyd. No. 12
SW PKLOT POND
Hydrograph type = Reservoir Peak discharge = 39.23 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 116,006 cuft
Inflow hyd. No. = 6 - DA #3 Sub Basin #1 Max. Elevation = 291.96 ft
Reservoir name = SW PKLOT POND Max. Storage = 25,768 cuft
Storage Indication method used.
123
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
SW PKLOT POND
Hyd. No. 12 -- 100 Year
Hyd No. 12 Hyd No. 6 Total storage used = 25,768 cuft
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Hyd. No. 13
SE PKLOT POND
Hydrograph type = Reservoir Peak discharge = 24.73 cfs
Storm frequency = 100 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 69,446 cuft
Inflow hyd. No. = 8 - DA #3 Sub Basin #3 Max. Elevation = 291.62 ft
Reservoir name = SE PKLOT POND Max. Storage = 17,775 cuft
Storage Indication method used.
124
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (min)
SE PKLOT POND
Hyd. No. 13 -- 100 Year
Hyd No. 13 Hyd No. 8 Total storage used = 17,775 cuft
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Hyd. No. 14
Post Dev Analysis Pt#1
Hydrograph type = Combine Peak discharge = 165.42 cfs
Storm frequency = 100 yrs Time to peak = 790 min
Time interval = 1 min Hyd. volume = 2,265,105 cuft
Inflow hyds. = 2, 9, 10, 11 Contrib. drain. area = 74.850 ac
125
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
180.00 180.00
Q (cfs)
Time (min)
Post Dev Analysis Pt#1
Hyd. No. 14 -- 100 Year
Hyd No. 14 Hyd No. 2 Hyd No. 9 Hyd No. 10
Hyd No. 11
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Hyd. No. 15
Proposed Drainage Area #2
Hydrograph type = SCS Runoff Peak discharge = 275.53 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 918,562 cuft
Drainage area = 36.600 ac Curve number = 90*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.60 min
Total precip. = 8.11 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(29.355 x 98) + (6.760 x 75)] / 36.600
126
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
40.00 40.00
80.00 80.00
120.00 120.00
160.00 160.00
200.00 200.00
240.00 240.00
280.00 280.00
Q (cfs)
Time (min)
Proposed Drainage Area #2
Hyd. No. 15 -- 100 Year
Hyd No. 15
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Hyd. No. 16
Post Dev Analysis Pt#2
Hydrograph type = Reservoir Peak discharge = 44.78 cfs
Storm frequency = 100 yrs Time to peak = 748 min
Time interval = 1 min Hyd. volume = 665,867 cuft
Inflow hyd. No. = 15 - Proposed Drainage Area #2Max. Elevation = 292.76 ft
Reservoir name = SWMB#1 Max. Storage = 538,125 cuft
Storage Indication method used.
127
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
40.00 40.00
80.00 80.00
120.00 120.00
160.00 160.00
200.00 200.00
240.00 240.00
280.00 280.00
Q (cfs)
Time (min)
Post Dev Analysis Pt#2
Hyd. No. 16 -- 100 Year
Hyd No. 16 Hyd No. 15 Total storage used = 538,125 cuft
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 09 / 25 / 2017
Hyd. No. 17
Post Dev Analysis Pt#3
Hydrograph type = Combine Peak discharge = 81.36 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 238,645 cuft
Inflow hyds. = 7, 12, 13 Contrib. drain. area = 2.130 ac
128
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (min)
Post Dev Analysis Pt#3
Hyd. No. 17 -- 100 Year
Hyd No. 17 Hyd No. 7 Hyd No. 12 Hyd No. 13
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Appendix II

Nitrogen Calculations

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DAPI‐US
Nitrogen Analysis Scenario B ‐ Credit for Wet Ponds 2 & 3 only 
9/25/2017 ‐ Rev4
JHEALD 
1234
Pond 2 & 3 Pond 1&1A S PK Lot
Buildings 335648.82 384.00 25947.00 0.00
Parking 83300.37 0.00 181955.89 0.00
Pavement 306441.93 96705.16 20327.50 0.00
Sidewalks 78439.04 7651.83 12464.56 0.00
Equipment 171663.52 10996.73 0.00 0.00
Gravel 109879.41 0.00 0.00 0.00
Sub Total Impervious (sq ft) 1085373.09 115737.72 240694.95 0.00
Sub Total Impervious (ac) 24.92 2.66 5.53 0.00
21.2 Nitrogen Exported (lbs/yr)528.23 56.33 117.14 0.00
Landscaping 2295164.51 1351603.78 66227.45 233059.69
Sub Total Open (sq ft) 2295164.51 1351603.78 66227.45 233059.69
Sub Total Open (ac) 52.69 31.03 1.52 5.35
1.2 Nitrogen Exported (lbs/yr)63.23 37.23 1.82 6.42
Ponds 319294.80 126759.60 22651.20 0.00
Wetlands 1682055.03 0.00 65340.00 0.00
Sub Total Protected (sq ft) 2001349.83 126759.60 87991.20 0.00
Sub Total Protected (ac) 45.94 2.91 2.02 0.00
Phase 1 Development
Drainage Point Area (sq ft)
0.6 Nitrogen Exported (lbs/yr)27.57 1.75 1.21 0.00
SUB TOTAL NITROGEN 
EXPORT (lb/yr) 619.03 95.31 120.18 6.42
Credit Wet Ponds 0.25 0.00 0.00 0.00
Credit Dry Ponds 0.00 0.00 0.00 0.00
Credit Wetlands 0.00 0.00 0.00 0.00
Total Credit 0.25 0.00 0.00 0.00
 TOTAL NITROGEN EXPORT 
(lb/yr)464.27 95.31 120.18 6.42 686.18 (lb/yr)
TOTAL AREA (sq ft) 5381887.43 1594101.10 394913.60 233059.69
TOTAL AREA (ac) 123.55 36.60 9.07 5.35 174.56 (ac)
Nitrogen Loading Rate  (lb/ac/yr)3.93 (lb/ac/yr)
Over/Under 0.33 (lb/ac/yr)
$/LB yrs
Payment 28.35 30 $49,118.86
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DAPI‐US
Nitrogen Analysis Scenario B ‐ Credit for Wet Ponds 2 & 3 only 
9/26/2017 ‐ Rev4
JHEALD 
1234
Pond 2 & 3 Pond 1&1A S PK Lot
Buildings 466160.70 336294.35 25947.00 0.00
Parking 102149.37 77771.87 182955.89 0.00
Pavement 306441.93 178761.46 20327.50 0.00
Sidewalks 72787.48 29823.73 12464.56 0.00
Equipment 171663.52 86477.86 0.00 0.00
Gravel 109879.41 0.00 0.00 0.00
Sub Total Impervious (sq ft) 1229082.41 709129.27 241694.95 0.00
Sub Total Impervious (ac) 28.22 16.28 5.55 0.00
21.2 Nitrogen Exported (lbs/yr)598.18 345.12 117.63 0.00
Landscaping 2151455.19 758212.23 65227.45 233059.69
Sub Total Open (sq ft) 2151455.19 758212.23 65227.45 233059.69
Sub Total Open (ac) 49.39 17.41 1.50 5.35
1.2 Nitrogen Exported (lbs/yr)59.27 20.89 1.80 6.42
Ponds 319294.80 126759.60 22651.20 0.00
Wetlands 1682055.03 0.00 65340.00 0.00
Sub Total Protected (sq ft) 2001349.83 126759.60 87991.20 0.00
Sub Total Protected (ac) 45.94 2.91 2.02 0.00
0.6 Nitrogen Exported (lbs/yr)27.57 1.75 1.21 0.00
SUB TOTAL NITROGEN 
EXPORT (lb/yr) 685.01 367.76 120.64 6.42
Credit Wet Ponds 0.25 0.00 0.00 0.00
Credit Dry Ponds 0.00 0.00 0.00 0.00
Credit Wetlands 0.00 0.00 0.00 0.00
Total Credit 0.25 0.00 0.00 0.00
 TOTAL NITROGEN EXPORT 
(lb/yr)513.76 367.76 120.64 6.42 1008.57 (lb/yr)
TOTAL AREA (sq ft) 5381887.43 1594101.10 394913.60 233059.69
TOTAL AREA (ac) 123.55 36.60 9.07 5.35 174.56 (ac)
Nitrogen Loading Rate  (lb/ac/yr)5.78 (lb/ac/yr)
Over/Under 2.18 (lb/ac/yr)
$/LB yrs
Payment 28.35 30 $323,314.73
Planned Facility Build‐Out
Drainage Point Area (sq ft)
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Appendix III

Pipe and Swale Calculations

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8
8.06.4 Rev. 12/93
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8.06.4 Rev. 12/93
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8.06.4 Rev. 12/93
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8.06.4 Rev. 12/93
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8.06.4 Rev. 12/93
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8.06.4 Rev. 12/93
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8.06.4 Rev. 12/93
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8.06.4 Rev. 12/93
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8.06.4 Rev. 12/93
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Appendix IV

Silt Fence Calculations

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Appendix D Inspection Log and Reports

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SWPPP Inspection Log
Name of Construction Site Location of Construction Site

Date of Inspection Inspector Name Does Inspection Report require
maintenance of installed BMPs?
Yes No
Yes No
Yes No
Yes No
Yes No
Yes No
Yes No
Yes No
Yes No
Yes No
Yes No

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SWPPP Inspection Log (Continued)
Date of Inspection Inspector Name Does Inspection Report require
maintenance of installed BMPs?
Yes No
Yes No
Yes No
Yes No
Yes No
Yes No
Yes No
Yes No
Yes No
Yes No
Yes No
Yes No
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Appendix E Rainfall Log and Reports

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31 SWPPP Rainfall Records (January - June) Year: January Rainfall February Rainfall March Rainfall April Rainfall May Rainfall June Rainfall 1 1 1 1 1 1 2 2 2 2 2 2 3 3 3 3 3 3 4 4 4 4 4 4 5 5 5 5 5 5 6 6 6 6 6 6 7 7 7 7 7 7 8 8 8 8 8 8 9 9 9 9 9 9 10 10 10 10 10 10 11 11 11 11 11 11 12 12 12 12 12 12 13 13 13 13 13 13 14 14 14 14 14 14 15 15 15 15 15 15 16 16 16 16 16 16 17 17 17 17 17 17 18 18 18 18 18 18 19 19 19 19 19 19 20 20 20 20 20 20 21 21 21 21 21 21 22 22 22 22 22 22 23 23 23 23 23 23 24 24 24 24 24 24 25 25 25 25 25 25 26 26 26 26 26 26 27 27 27 27 27 27 28 28 28 28 28 28 29 29 29 29 29 29 30 30 30 30 30 31 31 31 SWPPP Rainfall Records (July - December) Year: July Rainfall August Rainfall September Rainfall October Rainfall November Rainfall December Rainfall Novo Nordisk DAPI-USDAPI-US-INFR-PLAN-XX010-003 REV 005 26-SEP-2017Page 304 of 315
32 1 1 1 1 1 1 2 2 2 2 2 2 3 3 3 3 3 3 4 4 4 4 4 4 5 5 5 5 5 5 6 6 6 6 6 6 7 7 7 7 7 7 8 8 8 8 8 8 9 9 9 9 9 9 10 10 10 10 10 10 11 11 11 11 11 11 12 12 12 12 12 12 13 13 13 13 13 13 14 14 14 14 14 14 15 15 15 15 15 15 16 16 16 16 16 16 17 17 17 17 17 17 18 18 18 18 18 18 19 19 19 19 19 19 20 20 20 20 20 20 21 21 21 21 21 21 22 22 22 22 22 22 23 23 23 23 23 23 24 24 24 24 24 24 25 25 25 25 25 25 26 26 26 26 26 26 27 27 27 27 27 27 28 28 28 28 28 28 29 29 29 29 29 29 30 30 30 30 30 30 31 31 31 31 Novo Nordisk DAPI-USDAPI-US-INFR-PLAN-XX010-003 REV 005 26-SEP-2017Page 305 of 315

Appendix F Additional Site Logs and Records

SWPPP Pre-Construction Conference Attendance Log
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Date & Time Description/Outline and Name of the Presenter of SWPPP and Site Requirements

Name Company Signature

SWPPP Pre-Construction Conference Attendance Log (Continued)
Name Company Signature

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SWPPP Contractor & Sub-Contractor Log
Name of Construction Site Location of Construction Site

Company/Individual Name Work Responsibilities
1.)

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Start Date:
Completion Date:
2.)
Start Date:
Completion Date:
3.)
Start Date:
Completion Date:
4.)
Start Date:
Completion Date:
5.)
Start Date:
Completion Date:
6.)
Start Date:
Completion Date:
7.)
Start Date:
Completion Date:
8.)
Start Date:
Completion Date:
9.)
Start Date:
Completion Date:
10.)
Start Date:
Completion Date:
SWPPP Contractor & Sub-Contractor Log (Continued)
11.)
Start Date:
Completion Date:
12.)
Start Date:
Completion Date:
13.)

Start Date:
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Completion Date:
14.)
Start Date:
Completion Date:
15.)
Start Date:
Completion Date:
16.)
Start Date:
Completion Date:
17.)
Start Date:
Completion Date:
18.)
Start Date:
Completion Date:
19.)
Start Date:
Completion Date:
20.)
Start Date:
Completion Date:
21.)
Start Date:
Completion Date:

SWPPP Modification Log
Name of Construction Site Location of Construction Site

Type of Modification Description of Modification Location of Modification
Major Minor

Start Date:
Completion Date:
Reason for
Modifications:

Approved/Implemented
By:
Type of Modification Description of Modification Location of Modification
Major Minor

Start Date:
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Completion Date:
Reason for
Modifications:

Approved/Implemented
By:
Type of Modification Description of Modification Location of Modification
Major Minor

Start Date:
Completion Date:
Reason for
Modifications:

Approved/Implemented
By:
Type of Modification Description of Modification Location of Modification
Major Minor

Start Date:
Completion Date:
Reason for
Modifications:

Approved/Implemented
By:
Type of Modification Description of Modification Location of Modification
Major Minor

Start Date:
Completion Date:
Reason for
Modifications:

Approved/Implemented
By:

SWPPP Modification Log (Continued)
Name of Construction Site Location of Construction Site

Type of Modification Description of Modification Location of Modification
Major Minor

Start Date:
Completion Date:
Reason for
Modifications:

Approved/Implemented
By:
Type of Modification Description of Modification Location of Modification
Major Minor

Start Date:
Completion Date:
Reason for
Modifications:

Approved/Implemented
By:
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Type of Modification Description of Modification Location of Modification
Major Minor

Start Date:
Completion Date:
Reason for
Modifications:

Approved/Implemented
By:
Type of Modification Description of Modification Location of Modification
Major Minor

Start Date:
Completion Date:
Reason for
Modifications:

Approved/Implemented
By:
Type of Modification Description of Modification Location of Modification
Major Minor

Start Date:
Completion Date:
Reason for
Modifications:

Approved/Implemented
By:

SWPPP Soil Stabilization Log
Name of Construction Site Location of Construction Site

Type of Stabilization Description of Stabilization Location of Stabilization
Final Temporary

Initiate Date:
Completion Date:
Additional
work proposed for
this area:

Inspection Frequency for
Stabilized Area:
Type of Stabilization Description of Stabilization Location of Stabilization
Final Temporary

Initiate Date:
Completion Date:
Additional
work proposed for
this area:

Inspection Frequency for
Stabilized Area:
Type of Stabilization Description of Stabilization Location of Stabilization
Final Temporary

Initiate Date:
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Completion Date:
Additional
work proposed for
this area:

Inspection Frequency for
Stabilized Area:
Type of Stabilization Description of Stabilization Location of Stabilization
Final Temporary

Initiate Date:
Completion Date:
Additional
work proposed for
this area:

Inspection Frequency for
Stabilized Area:
Type of Stabilization Description of Stabilization Location of Stabilization
Final Temporary

Initiate Date:
Completion Date:
Additional
work proposed for
this area:

Inspection Frequency for
Stabilized Area:

SWPPP Soil Stabilization Log (Continued)
Name of Construction Site Location of Construction Site

Type of Stabilization Description of Stabilization Location of Stabilization
Final Temporary

Initiate Date:
Completion Date:
Additional
work proposed for
this area:

Inspection Frequency for
Stabilized Area:
Type of Stabilization Description of Stabilization Location of Stabilization
Final Temporary

Initiate Date:
Completion Date:
Additional
work proposed for
this area:

Inspection Frequency for
Stabilized Area:
Type of Stabilization Description of Stabilization Location of Stabilization
Final Temporary

Initiate Date:
Completion Date:
Additional
work proposed for
this area:

Inspection Frequency for
Stabilized Area:
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Type of Stabilization Description of Stabilization Location of Stabilization
Final Temporary

Initiate Date:
Completion Date:
Additional
work proposed for
this area:

Inspection Frequency for
Stabilized Area:
Type of Stabilization Description of Stabilization Location of Stabilization
Final Temporary

Initiate Date:
Completion Date:
Additional
work proposed for
this area:

Inspection Frequency for
Stabilized Area:
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Appendix G Construction General Permit

A copy of the NPDES General Permit for Stormwater Discharges from Construction Activities
can be found at the following address:

http://portal.ncdenr.org/web/lr/stormwater

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