20070173 Ver 5_More Info Received_20170717

Action History (UTC -05:00) Eastern Time (US & Canada)
Submit by Anonymous User 7/17/2017 10:58:33 AM (Supplemental Submital)
Accept by Montalvo, Sheri A 7/17/2017 11:02:30 AM (NON -DOT Project)
• The task was assigned to Montalvo, Sheri A 7/17/2017 10:58 AM

itial Review of Submittal
Staff Review:
Submittal Type: r New Project
r Pre -Application Submittal
r More Information Response
ID#* Version*
2007-0173 5
Reviewer List:* Jennifer Burdette:eads\jaburdette
Select Reviewing Office:*
Central Office - [phone]
Project Submittal Interim Form
submtted: 7/17/2017
Project Contact Information:
.............................................................................................................................................
Name: Wendy Bailey
Who is subnit ing the information?
Email Address: [e-mail]
Project Information:
.....................................................................................................................................................................................
Existing ID #:* Existing Version:*
2007-0173 5
Project Name: Novo Nordisk -Bright Sky DAPI -US
Is this a public transportation project?
r Yes
r No
County (ies)*
Johnston
Describe the attachments:
Letter to Johnston County documenting changes to drainage
Revised Comprehensive SWPPP
Please upload all files that need to be submited.
Johnston County Itr 20JUN2017.pdf
SWPPP Rev 4 19 June 2017.pdf
Only pdr files are accepted.
PF By checking the box and signing box below, I certify that
33.7KB
54.04MB
Water Resources
ENVIRONMENTAL QUALITY

• I have given true, accurate, and complete information on this form;
• I agree that submission of this form is a "transaction" subject to Chapter 66, Article 40 of the NC General Statutes (the
"Uniform Electronic Transactions Act)
• I agree to conduct this transaction by electronic means pursuant to Chapter 66, Article 40 of the NC General Statutes
(the "Uniform Electronic Transactions Act');
• I understand that an electronic signature has the same legal effect and can be enforced in the same way as a written
signature; AND
• I intend to electronically sign and submit the form.
Signature:

EFDEE Enginseriny Professional Corporation
License Number: C-ui4z
1000 Fiuor uaniel Drive
Greenville, South Carolina 29607 USA
*1 854 z81 44uO tel
[phone] fax
20, June zu1 i
Novo Nordisk Pharmaceutical Industries._ Inc.
Project Definition: A7ND
Carlos S. Bagley, PE
Environmental Manager
Johnston County Department of Public Utilities
PO Box 2263
309 E. Market St.
Smithfield, NC 27577
Letter No: FJCL-0001
Subject: Johnston County Lang Disturbance Permit
Dear Mr. Bagley:
Thank you for your continued support and nnderstan'aing of the dynamic nature of the Novo Nordisk,
DAPI -US project. As a design -build project on an accelerated schedule, this project would have never
gotten off the ground with -out your cooperatioui. Your willingness to work with us continues to make
this project successful.
Enclose are copies of the plan sets for our final design for drainage, grading and paving on the Novo
Nordisk, DAPI -US project for your review and comments. We are also including a revised SWPPP
incorporating this final design information.
If there are any questions or comments please let me know.
Sinc rely,
Je a an W. Heald, PE
nior Civil Engineer
JWH:jwh
Attachment:
cc: GALO, TMSZ, MWKN Novo Nordisk (Itr only)
Herbert, Lamb, McCleskey, S.Ware, Norris Fluor (lir only)
Paye 1 of 1

Comprehensive Stormwater Pollution
Prevention Plan (C-SWPPP) For
Construction Activities:
Project/Site Name:
Novo Nordisk DAPI - US

Project Address/Location:
Powhatan Road
Clayton, NC 27527
Primary Permittee:
Novo Nordisk Pharmaceutical
Industries, Inc.
Permittee/Owner Contact:
Gary Lohr
3612 Powhatan Road
Clayton, NC 27527
919-457-7167
SWPPP Preparer:

Donovan Norris, PE
EFDEE Engineering Professional
Corporation
100 Fluor Daniel Drive
Greenville, SC 29607
Phone: [phone]

Day-to-Day Operator:

Gary Lohr
3612 Powhatan Road
Clayton, NC 27527
919-457-7167

C-SWPPP Preparation Date:
06/19/2017
Revision 4
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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) .............................260
Appendix E - Rainfall Records (OS-SWPPP** Only) ...............................................263
Appendix F - Additional Site Logs and Records (OS-SWPPP** Only)....................266
Appendix G - Construction General Permit (CGP) - ..................................................275
*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 will include construction vehicle parking, construction trailers and
material laydown areas, 16 new buildings (Central Utility Building 1&2, Fermentation 1
& 2, 2 Guardhouses, Purification 1-3, Recovery 1&2, Sampling Building, GMP Archive,
Spine, Warehouse, and Drug Production), utility corridor, new electrical sub-station,
employee parking lots, underground utilities, and ancillary 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 06 of the Master Plan drawing set.
Study Area

The study area covers approximately 177.94 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 02 06 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 20.27 acres consisting of primarily canopy trees
within a wetland area (2.71 ac.) and agricultural row crops (17.88 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: 16 new buildings (Central
Utility Building 1&2, Fermentation 1 & 2, 2 Guardhouses, Purification 1-3, Recovery
1&2, Sampling Building, GMP Archive, Spine, Warehouse, 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 128.46 acres. This drainage area consists of wetlands
(40.83 acres), construction laid down and temporary facilities, and new facility. Part of
the drainage area will flow via sheet flow towards the wetlands (77.54 acres) and then
off-site along the eastern property line. Other portions of the drainage area will flow via
underground piping to different detention basins. 14.93 acres will be directed into
stormwater management basin 2, 35.29 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 90 to incorporate future buildout to the site.

The second drainage area is 35.8 acres primarily consisting of construction area. The
final condition of the site will consist of buildings which will be constructed during the
phase 2 sequence of the site. 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 82
to incorporate future buildout to the site.

The third drainage area is 8.28 acres consisting of parking area and wetlands. 3.22 acres
of the area will be directed into to the southwest parking lot basin. 3.0 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 89.

The fourth drainage area consists of 5.40 acres consisting of pervious maintained areas
(5.40 ac.) flows via sheet flow southeast off of the property. The weighted Cn number for
drainage area #3 is 61.
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The improved site was evaluated to analyze the effect of the change in land use upon
stormwater runoff rates. Per Johnston County regulations, post-development discharge
rates shall not exceed pre-development discharge rates for the 2, 10, and 100-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 #1 128.46 90 130.96 169.65 280.58 461.97
Post to WS #2 35.8 82 32.19 44.94 83.59 149.60
Post to WS #3 8.28 89 20.89 27.08 44.79 73.67
Post to WS #4 5.40 78 6.117 8.885 17.57 32.79

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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 128.46 90 45.53 60.02 100.78 179.62
Post DA#2 Detention
Outflow 35.8 82 1.146 4.324 13.19 22.15
Post DA#3 Detention
Outflow 8.28 89 8.143 12.08 30.14 57.14
Post DA#4 Detention
Outflow 5.40 78 6.117 8.885 17.57 32.79

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.

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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
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.

Post-Construction Water Quality
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)
SA/DA (%) Required
SA/DA (%)
Pond #1 (A&B) 1.3 33.29 3.9 2.64
Pond #2 1.47 14.92 9.9 3.25
Pond #3 4.11 33.26 12.1 2.64

All three pond provide well over any required SA/DA ratios prescribed be NCDEQ and
will exceed the necessary treatment of stormwater prior to release into the wetlands.
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A nitrogen analysis was done to determine the amount of nitrogen released from the site
per year after Phase 1 build out. The analysis showed that the nitrogen released was
managed to 3.2 pounds of nitrogen per acre per year. 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;
 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
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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.

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:

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 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
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
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 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
USGS:USFS:
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Sassa r i x a S w a m p
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p lar
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Steep Hill Br
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S w i f t
C r
Swift
C
r
Swift Cr
N e u s e
R i v e r
S w i f t C r
M iddle Cr
Middle
C
r
M i d d l e C r
PowellLake
Johnson CountyWildlife Pond
BrownsPond
Tar HeelFarm Pond
PantherLake
LangdonPond
DavisCem
PineyGrove Cem
OakeyGrove Cem
BarhamCem
Knollwood Cem
LangdonCem
PooleCem
Powhatan
Rose Manor
Westview
Whitley Heights
37
000m
7
35°
25'
000
34
38
39
29
35
30"
36
35'
777
39
42
40
27 7
N
7 7
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7
39
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7 180
7
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28
30"
39
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78°
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35°
35 37'
FEET
39
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39
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7
34
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FEET
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35'
39
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FEET
39
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30
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39
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78°
39
39
22'
35
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7
30'
2
37
39
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40
000 30"33
N
7
39
39
37
39
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27'
7
35°
37
32
3439
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27'25'
39
35
78°
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2730"
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33
E
7 33
32'
44
73032
FEET
39
000m
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150 7
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45
680
2
22'
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 High Clearance RouteFS 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 Data with 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
Novo Nordisk DAPI-US DAPI-US-INFR-PLAN-XX010-01-004
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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 4
39
4
3
8
0
0
39
4
4
0
0
0
39
4
4
2
0
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39
4
4
4
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39
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0
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4
4
0
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4
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0
734000 734200 734400 734600 734800 735000 735200 735400 735600 735800 736000 736200
734000 734200 734400 734600 734800 735000 735200 735400 735600 735800 736000 736200
35° 37' 21'' N
78
°

2
5
'

0
'
'

W
35° 37' 21'' N
78
°

2
3
'

2
7
'
'

W
35° 36' 32'' N
78
°

2
5
'

0
'
'

W
35° 36' 32'' N
78
°

2
3
'

2
7
'
'

W
N
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
Novo Nordisk DAPI-US DAPI-US-INFR-PLAN-XX010-01-004
19-Jun-17
Page 22 of 275
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
Novo Nordisk DAPI-US DAPI-US-INFR-PLAN-XX010-01-004
19-Jun-17
Page 23 of 275
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
Novo Nordisk DAPI-US DAPI-US-INFR-PLAN-XX010-01-004
19-Jun-17
Page 24 of 275
Novo Nordisk DAPI-US DAPI-US-INFR-PLAN-XX010-01-004
19-Jun-17
Page 25 of 275
Novo Nordisk DAPI-US DAPI-US-INFR-PLAN-XX010-01-004
19-Jun-17
Page 26 of 275
Appendix B Drainage Maps

Pre Development Watershed Map
Post Development Watershed Map

Novo Nordisk DAPI-US DAPI-US-INFR-PLAN-XX010-01-004
19-Jun-17
Page 27 of 275
PLOT DATE:P:\CAD\210\DWG\XREF\Watershed maps 170525.dwg 06-20-17 8:11 am Printed By: mcc13489
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Appendix C Engineering Reports

Hydrology Report

Novo Nordisk DAPI-US DAPI-US-INFR-PLAN-XX010-01-004
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HYDROLOGY REPORT
for

Diabetes API Project

for

Novo Nordisk
Powhatan Road
Clayton, NC

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TABLE OF CONTENTS
Project Narrative 3-7

Soil Information 8

FEMA 8

Waters of the State 8

Hydrological Analysis 8-10

Detention Analysis 10

As-built 10

Detention Waiver 10

Permanent Water Quality 11

Sedimentology 11

Navigable Waters 11

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Clayton, NC

Stormwater Hydrographs Appendix I

Existing Conditions
Hydraflow Table of Contents
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1-Year Hyrdrographs 3-11
2-Year Hydrographs 12-16
10-Year Hydrographs 17-21
25- Year Hydrographs 22-26
100- Year Hydrographs 27-31

Proposed Condition Pre Detention
Hydraflow Table of Contents
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1-Year Hydrographs 3-11
2-Year Hydrographs 12-16
10-Year Hydrographs 17-21
25- Year Hydrographs 22-26
100-Year Hydrographs 27-31

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

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).
Associated buildings on the site will include a Warehouse, Central Utility Building, Sampling
building and two guardhouses. Additional improvements to the site include a utility corridor
as well as a new electrical substation, and a wastewater treatment facility for process waste.
Future plans include the addition of seven more buildings. All future buildings have been
accounted for in the following calculations.
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 20.27 acres consisting of primarily canopy trees
within a wetland area (2.71 ac.) and agricultural row crops (17.88 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

Post-Development Conditions

Proposed site build out improvements will be as follows: 16 new buildings (Central
Utility Building 1&2, Fermentation 1 & 2, 2 Guardhouses, Purification 1-3, Recovery
1&2, Sampling Building, GMP Archive, Spine, Warehouse, and Drug Production), utility
corridor to service the facility, new electrical substation, employee parking lots,
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Clayton, NC

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 128.46 acres. This drainage area consists of wetlands
(40.83 acres), construction laid down and temporary facilities, and new facility. Part of
the drainage area will flow via sheet flow towards the wetlands (77.54 acres) and then
off-site along the eastern property line. Other portions of the drainage area will flow via
underground piping to different detention basins. 14.93 acres will be directed into
stormwater management basin 2, 35.29 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 90 to incorporate future buildout to the site.

The second drainage area is 35.8 acres primarily consisting of construction area. The
final condition of the site will consist of buildings which will be constructed during the
phase 2 sequence of the site. 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 82
to incorporate future buildout to the site.

The third drainage area is 8.28 acres consisting of parking area and wetlands. 3.22 acres
of the area will be directed into to the southwest parking lot basin. 3.0 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 89.

The fourth drainage area consists of 5.40 acres consisting of pervious maintained areas
(5.40 ac.) flows via sheet flow southeast off of the property. The weighted Cn number for
drainage area #3 is 61.

The improved site was evaluated to analyze the effect of the change in land use upon
stormwater runoff rates. Per Johnston County regulations, post-development discharge
rates shall not exceed pre-development discharge rates for the 2, 10, and 100-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
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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
128.46 90
130.96 169.65 280.58 461.97
Increase/(Decrease)
Un-detained Flow 52.46 60.84 80.53 106.72
Post to WS #2
35.8 82
32.19 44.94 83.59 149.60
Increase/(Decrease)
Un-detained Flow 5.95 7.14 9.86 13.19
Post to WS #3 8.28 89 20.89 27.08 44.79 73.67
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Increase/(Decrease)
Un-detained Flow (7.8) (13.59) (32.5) (66.54)
Post to WS #4
5.40 78
6.117 8.885 17.57 32.79
Increase/(Decrease)
Un-detained Flow (1.333) (1.945) (3.95) (7.51)

Table #3 - Peak Runoff Rates Post Construction (Post Detention):

Storage
Pond
1-Year
(cfs)
2-Year
(cfs)
10-Year
(cfs)
100-Year
(cfs)
Post DA#1 Detention
Outflow
2, 3 &
Warehouse
45.53 60.02 100.78 179.62
Increase/(Decrease)
Detained Flow (32.97) (48.79) (99.27) (179.62)
% Change to DA #1
Pre vs Post -42.00% -44.84% -49.62% -49.44%
Post DA#2 Detention
Outflow
1
1.146 4.324 13.19 22.15
Increase/(Decrease)
Detained Flow (25.094) (33.476) (60.54) (114.26)
% Change to DA #2
Pre vs Post -95.63% -88.56% -82.11% -83.76%
Post DA#3 Detention
Outflow
SW & SE
PKLOT
PONDS
8.143 12.08 30.14 57.14
Increase/(Decrease)
Detained Flow (20.547) (28.59) (47.15) (83.07)
% Change to DA #3
Pre vs Post -71.62% -70.30% -61.00% -59.25%
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Post DA#4 Detention
Outflow
None
6.117 8.885 17.57 32.79
Increase/(Decrease)
Detained Flow (1.333) (1.945) (3.95) (7.51)
% Change to DA #4
Pre vs Post -17.89% -17.96% -18.36% -18.64%

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
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.
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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)

Rainfall Data: 1 Year = 2.89 inches
(Clayton, NC) 2 Year = 3.50 inches
10 Year = 5.24 inches
25 Year = 6.32 inches
100 Year = 8.11 inches

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: 128.43 Ac.
Impervious 31.29 Ac.
Pervious 57.52 Ac.
Wetlands 39.62
Curve Number: 90

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: 35.8 acres
Impervious 20.63 Ac.
Pervious 15.17 Ac.
Curve Number: 82

Pre Area to DA #3:
Total Area: 20.27 acres

1 Refer to Hydrographs in Appendix I for Cn calculations (Phase 1 Buildout)
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Wetland 2.71 Ac.
Agricultural 17.88 Ac.
Curve Number: 80

Post Area to DA #3:
Total Area: 8.28 acres
Impervious 4.78 Ac.
Pervious 1.89 Ac.
Wetlands 1.61
Curve Number: 89

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: 5.40 acres
Impervious 0.00 Ac.
Pervious 5.40 Ac.
Curve Number: 61

Detention Analysis:
There are 6 detention basins on the property for three of the drainage areas. Three of the
detention basins will be wet basins to 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.
Detention Waiver:

The site does not qualify for a detention waiver as the final constructed condition will have a
higher peak runoff versus existing conditions, and four detention basins have been proposed to
reduce peak runoff and volume.
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Permanent Water Quality:

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)
SA/DA (%) Required
SA/DA (%)
Pond #1 (A&B) 1.3 33.29 3.9 2.64
Pond #2 1.47 14.92 9.9 3.25
Pond #3 4.11 33.26 12.1 2.64

All three pond provide well over any required SA/DA ratios prescribed be NCDEQ and
will exceed the necessary treatment of stormwater prior to release into the wetlands.

Undetained areas draining into existing wetlands will be treated with infiltration bio-
swales prior to discharging to a wetlands. This will treat the first flush and remove any
contaminants prior to entering a wetland area.

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 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.

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Clayton, NC

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 39.83 561,224 71,694
Basin 2 14.54 395,934 26,172
Basin 3 44.74 1,085,439 80,532

Navigable Waters:

There are no navigable waters on the property.
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Clayton, NC

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 Tuesday, 06 / 6 / 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
TR-55 Tc Worksheet............................................................................................................ 5
Hydrograph No. 2, SCS Runoff, Existing Watershed #2.......................................................... 6
TR-55 Tc Worksheet............................................................................................................ 7
Hydrograph No. 3, SCS Runoff, Existing Watershed #3 - South under RR............................. 8
TR-55 Tc Worksheet............................................................................................................ 9
Hydrograph No. 4, SCS Runoff, Existing Watershed #4........................................................ 10
TR-55 Tc Worksheet.......................................................................................................... 11
2 - Year
Summary Report....................................................................................................................... 12
Hydrograph Reports................................................................................................................. 13
Hydrograph No. 1, SCS Runoff, Existing Watershed #1........................................................ 13
Hydrograph No. 2, SCS Runoff, Existing Watershed #2........................................................ 14
Hydrograph No. 3, SCS Runoff, Existing Watershed #3 - South under RR........................... 15
Hydrograph No. 4, SCS Runoff, Existing Watershed #4........................................................ 16
10 - Year
Summary Report....................................................................................................................... 17
Hydrograph Reports................................................................................................................. 18
Hydrograph No. 1, SCS Runoff, Existing Watershed #1........................................................ 18
Hydrograph No. 2, SCS Runoff, Existing Watershed #2........................................................ 19
Hydrograph No. 3, SCS Runoff, Existing Watershed #3 - South under RR........................... 20
Hydrograph No. 4, SCS Runoff, Existing Watershed #4........................................................ 21
25 - Year
Summary Report....................................................................................................................... 22
Hydrograph Reports................................................................................................................. 23
Hydrograph No. 1, SCS Runoff, Existing Watershed #1........................................................ 23
Hydrograph No. 2, SCS Runoff, Existing Watershed #2........................................................ 24
Hydrograph No. 3, SCS Runoff, Existing Watershed #3 - South under RR........................... 25
Hydrograph No. 4, SCS Runoff, Existing Watershed #4........................................................ 26
100 - Year
Summary Report....................................................................................................................... 27
Hydrograph Reports................................................................................................................. 28
Hydrograph No. 1, SCS Runoff, Existing Watershed #1........................................................ 28
Hydrograph No. 2, SCS Runoff, Existing Watershed #2........................................................ 29
Hydrograph No. 3, SCS Runoff, Existing Watershed #3 - South under RR........................... 30
Hydrograph No. 4, SCS Runoff, Existing Watershed #4........................................................ 31
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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 Tuesday, 06 / 6 / 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 ------ 78.50 108.81 ------- ------- 200.05 259.79 305.31 355.25 Existing Watershed #1
2 SCS Runoff ------ 26.24 37.80 ------- ------- 73.73 97.74 116.15 136.41 Existing Watershed #2
3 SCS Runoff ------ 28.69 40.67 ------- ------- 77.29 101.48 119.94 140.21 Existing Watershed #3 - South under
4 SCS Runoff ------ 7.450 10.83 ------- ------- 21.52 28.70 34.22 40.30 Existing Watershed #4
Proj. file: Novo Nordisk Existing.gpw Tuesday, 06 / 6 / 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 28.69 1 724 86,315 ------ ------------ Existing Watershed #3 - South under
4 SCS Runoff 7.450 2 730 28,472 ------ ------------ Existing Watershed #4
Novo Nordisk Existing.gpw Return Period: 1 Year Tuesday, 06 / 6 / 2017
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Novo Nordisk DAPI-US DAPI-US-INFR-PLAN-XX010-01-004
19-Jun-17
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 6 / 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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TR55 Tc Worksheet 5
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 1
Existing Watershed #1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.170 0.240 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.50 0.00 0.00
Land slope (%) = 0.50 0.00 0.00
Travel Time (min) = 43.42 + 0.00 + 0.00 = 43.42
Shallow Concentrated Flow
Flow length (ft) = 2176.00 0.00 0.00
Watercourse slope (%) = 0.50 0.00 0.00
Surface description = Unpaved Unpaved Paved
Average velocity (ft/s) =1.14 0.00 0.00
Travel Time (min) = 31.79 + 0.00 + 0.00 = 31.79
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ..............................................................................75.20 min
Novo Nordisk DAPI-US DAPI-US-INFR-PLAN-XX010-01-004
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 6 / 2017
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
6
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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TR55 Tc Worksheet 7
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 2
Existing Watershed #2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.060 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.50 0.00 0.00
Land slope (%) = 0.50 0.00 0.00
Travel Time (min) = 18.87 + 0.00 + 0.00 = 18.87
Shallow Concentrated Flow
Flow length (ft) = 863.00 0.00 0.00
Watercourse slope (%) = 0.60 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =1.25 0.00 0.00
Travel Time (min) = 11.51 + 0.00 + 0.00 = 11.51
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ..............................................................................30.40 min
Novo Nordisk DAPI-US DAPI-US-INFR-PLAN-XX010-01-004
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 6 / 2017
Hyd. No. 3
Existing Watershed #3 - South under RR
Hydrograph type = SCS Runoff Peak discharge = 28.69 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 86,315 cuft
Drainage area = 20.590 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)] / 20.590
8
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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TR55 Tc Worksheet 9
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 3
Existing Watershed #3 - South under RR
Description A B C Totals
Sheet Flow
Manning's n-value = 0.060 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.50 0.00 0.00
Land slope (%) = 1.10 0.00 0.00
Travel Time (min) = 13.77 + 0.00 + 0.00 = 13.77
Shallow Concentrated Flow
Flow length (ft) = 468.00 0.00 0.00
Watercourse slope (%) = 1.10 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =1.69 0.00 0.00
Travel Time (min) = 4.61 + 0.00 + 0.00 = 4.61
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ..............................................................................18.40 min
Novo Nordisk DAPI-US DAPI-US-INFR-PLAN-XX010-01-004
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 6 / 2017
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
10
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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TR55 Tc Worksheet 11
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 4
Existing Watershed #4
Description A B C Totals
Sheet Flow
Manning's n-value = 0.060 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.50 0.00 0.00
Land slope (%) = 0.80 0.00 0.00
Travel Time (min) = 15.64 + 0.00 + 0.00 = 15.64
Shallow Concentrated Flow
Flow length (ft) = 765.00 0.00 0.00
Watercourse slope (%) = 0.80 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =1.44 0.00 0.00
Travel Time (min) = 8.84 + 0.00 + 0.00 = 8.84
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ..............................................................................24.50 min
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Hydrograph Summary Report
12
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 108.81 1 759 830,841 ------ ------------ Existing Watershed #1
2 SCS Runoff 37.80 1 732 153,141 ------ ------------ Existing Watershed #2
3 SCS Runoff 40.67 1 724 120,915 ------ ------------ 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 Tuesday, 06 / 6 / 2017
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Novo Nordisk DAPI-US DAPI-US-INFR-PLAN-XX010-01-004
19-Jun-17
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 6 / 2017
Hyd. No. 1
Existing Watershed #1
Hydrograph type = SCS Runoff Peak discharge = 108.81 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
13
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 #1
Hyd. No. 1 -- 2 Year
Hyd No. 1
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 6 / 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
14
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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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 6 / 2017
Hyd. No. 3
Existing Watershed #3 - South under RR
Hydrograph type = SCS Runoff Peak discharge = 40.67 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 120,915 cuft
Drainage area = 20.590 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)] / 20.590
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
Q (cfs)
Time (min)
Existing Watershed #3 - South under RR
Hyd. No. 3 -- 2 Year
Hyd No. 3
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 6 / 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
16
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
Q (cfs)
Time (min)
Existing Watershed #4
Hyd. No. 4 -- 2 Year
Hyd No. 4
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Hydrograph Summary Report
17
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 77.29 1 724 229,307 ------ ------------ 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 Tuesday, 06 / 6 / 2017
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Novo Nordisk DAPI-US DAPI-US-INFR-PLAN-XX010-01-004
19-Jun-17
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 6 / 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
18
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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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 6 / 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
19
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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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 6 / 2017
Hyd. No. 3
Existing Watershed #3 - South under RR
Hydrograph type = SCS Runoff Peak discharge = 77.29 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 229,307 cuft
Drainage area = 20.590 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)] / 20.590
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 #3 - South under RR
Hyd. No. 3 -- 10 Year
Hyd No. 3
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 6 / 2017
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
21
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)
Existing Watershed #4
Hyd. No. 4 -- 10 Year
Hyd No. 4
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Hydrograph Summary Report
22
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 259.79 1 759 1,974,688 ------ ------------ Existing Watershed #1
2 SCS Runoff 97.74 1 731 390,556 ------ ------------ Existing Watershed #2
3 SCS Runoff 101.48 1 724 302,848 ------ ------------ Existing Watershed #3 - South under
4 SCS Runoff 28.70 2 728 105,355 ------ ------------ Existing Watershed #4
Novo Nordisk Existing.gpw Return Period: 25 Year Tuesday, 06 / 6 / 2017
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
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19-Jun-17
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 6 / 2017
Hyd. No. 1
Existing Watershed #1
Hydrograph type = SCS Runoff Peak discharge = 259.79 cfs
Storm frequency = 25 yrs Time to peak = 759 min
Time interval = 1 min Hyd. volume = 1,974,688 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. = 6.35 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(40.830 x 93) + (82.320 x 78)] / 123.150
23
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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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 6 / 2017
Hyd. No. 2
Existing Watershed #2
Hydrograph type = SCS Runoff Peak discharge = 97.74 cfs
Storm frequency = 25 yrs Time to peak = 731 min
Time interval = 1 min Hyd. volume = 390,556 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. = 6.35 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.180 x 93) + (24.760 x 78)] / 26.940
24
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 = 101.48 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 302,848 cuft
Drainage area = 20.590 ac Curve number = 80*
Basin Slope = 1.1 % Hydraulic length = 768 ft
Tc method = TR55 Time of conc. (Tc) = 18.40 min
Total precip. = 6.35 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.710 x 93) + (17.880 x 78)] / 20.590
25
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 -- 25 Year
Hyd No. 3
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 6 / 2017
Hyd. No. 4
Existing Watershed #4
Hydrograph type = SCS Runoff Peak discharge = 28.70 cfs
Storm frequency = 25 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 105,355 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. = 6.35 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
26
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 #4
Hyd. No. 4 -- 25 Year
Hyd No. 4
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Hydrograph Summary Report
27
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 140.21 1 724 423,270 ------ ------------ 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 Tuesday, 06 / 6 / 2017
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 6 / 2017
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
28
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
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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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 6 / 2017
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
29
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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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 6 / 2017
Hyd. No. 3
Existing Watershed #3 - South under RR
Hydrograph type = SCS Runoff Peak discharge = 140.21 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 423,270 cuft
Drainage area = 20.590 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)] / 20.590
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
140.00 140.00
160.00 160.00
Q (cfs)
Time (min)
Existing Watershed #3 - South under RR
Hyd. No. 3 -- 100 Year
Hyd No. 3
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 6 / 2017
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
31
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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 Tuesday, 06 / 20 / 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
TR-55 Tc Worksheet............................................................................................................ 5
Hydrograph No. 2, SCS Runoff, Proposed DA#2..................................................................... 6
TR-55 Tc Worksheet............................................................................................................ 7
Hydrograph No. 3, SCS Runoff, Proposed DA#3..................................................................... 8
TR-55 Tc Worksheet............................................................................................................ 9
Hydrograph No. 4, SCS Runoff, Proposed DA#4................................................................... 10
TR-55 Tc Worksheet.......................................................................................................... 11
2 - Year
Summary Report....................................................................................................................... 12
Hydrograph Reports................................................................................................................. 13
Hydrograph No. 1, SCS Runoff, Proposed DA#1................................................................... 13
Hydrograph No. 2, SCS Runoff, Proposed DA#2................................................................... 14
Hydrograph No. 3, SCS Runoff, Proposed DA#3................................................................... 15
Hydrograph No. 4, SCS Runoff, Proposed DA#4................................................................... 16
10 - Year
Summary Report....................................................................................................................... 17
Hydrograph Reports................................................................................................................. 18
Hydrograph No. 1, SCS Runoff, Proposed DA#1................................................................... 18
Hydrograph No. 2, SCS Runoff, Proposed DA#2................................................................... 19
Hydrograph No. 3, SCS Runoff, Proposed DA#3................................................................... 20
Hydrograph No. 4, SCS Runoff, Proposed DA#4................................................................... 21
25 - Year
Summary Report....................................................................................................................... 22
Hydrograph Reports................................................................................................................. 23
Hydrograph No. 1, SCS Runoff, Proposed DA#1................................................................... 23
Hydrograph No. 2, SCS Runoff, Proposed DA#2................................................................... 24
Hydrograph No. 3, SCS Runoff, Proposed DA#3................................................................... 25
Hydrograph No. 4, SCS Runoff, Proposed DA#4................................................................... 26
100 - Year
Summary Report....................................................................................................................... 27
Hydrograph Reports................................................................................................................. 28
Hydrograph No. 1, SCS Runoff, Proposed DA#1................................................................... 28
Hydrograph No. 2, SCS Runoff, Proposed DA#2................................................................... 29
Hydrograph No. 3, SCS Runoff, Proposed DA#3................................................................... 30
Hydrograph No. 4, SCS Runoff, Proposed DA#4................................................................... 31
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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 Proposed1.gpw Tuesday, 06 / 20 / 2017
Hyd.Origin Description
Legend
1 SCS Runoff Proposed DA#1
2 SCS Runoff Proposed DA#2
3 SCS Runoff Proposed DA#3
4 SCS Runoff Proposed DA#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 ------ 130.96 169.65 ------- ------- 280.58 349.13 ------- 461.97 Proposed DA#1
2 SCS Runoff ------ 32.19 44.94 ------- ------- 83.59 108.31 ------- 149.60 Proposed DA#2
3 SCS Runoff ------ 20.89 27.08 ------- ------- 44.79 55.71 ------- 73.67 Proposed DA#3
4 SCS Runoff ------ 6.117 8.885 ------- ------- 17.57 23.24 ------- 32.79 Proposed DA#4
Proj. file: Novo Nordisk Proposed1.gpw Tuesday, 06 / 20 / 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 130.96 1 752 875,345 ------ ------------ Proposed DA#1
2 SCS Runoff 32.19 1 740 167,219 ------ ------------ Proposed DA#2
3 SCS Runoff 20.89 1 721 53,277 ------ ------------ Proposed DA#3
4 SCS Runoff 6.117 1 727 20,803 ------ ------------ Proposed DA#4
Novo Nordisk Proposed1.gpw Return Period: 1 Year Tuesday, 06 / 20 / 2017
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 1
Proposed DA#1
Hydrograph type = SCS Runoff Peak discharge = 130.96 cfs
Storm frequency = 1 yrs Time to peak = 752 min
Time interval = 1 min Hyd. volume = 875,345 cuft
Drainage area = 128.460 ac Curve number = 90*
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) = [(31.290 x 98) + (39.620 x 92) + (57.520 x 85)] / 128.460
4
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 DA#1
Hyd. No. 1 -- 1 Year
Hyd No. 1
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TR55 Tc Worksheet 5
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 1
Proposed DA#1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.011 0.150 0.011
Flow length (ft) = 300.0 300.0 0.0
Two-year 24-hr precip. (in) = 4.10 4.10 0.00
Land slope (%) = 0.50 0.50 0.00
Travel Time (min) = 4.49 + 36.29 + 0.00 = 40.78
Shallow Concentrated Flow
Flow length (ft) = 700.00 1000.00 0.00
Watercourse slope (%) = 0.50 0.50 0.00
Surface description = Paved Unpaved Paved
Average velocity (ft/s) =1.44 1.14 0.00
Travel Time (min) = 8.12 + 14.61 + 0.00 = 22.72
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ..............................................................................63.50 min
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 2
Proposed DA#2
Hydrograph type = SCS Runoff Peak discharge = 32.19 cfs
Storm frequency = 1 yrs Time to peak = 740 min
Time interval = 1 min Hyd. volume = 167,219 cuft
Drainage area = 35.800 ac Curve number = 82*
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) = [(20.630 x 98) + (15.170 x 61)] / 35.800
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
35.00 35.00
Q (cfs)
Time (min)
Proposed DA#2
Hyd. No. 2 -- 1 Year
Hyd No. 2
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TR55 Tc Worksheet 7
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 2
Proposed DA#2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.130 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.50 0.00 0.00
Land slope (%) = 0.50 0.00 0.00
Travel Time (min) = 35.03 + 0.00 + 0.00 = 35.03
Shallow Concentrated Flow
Flow length (ft) = 726.00 0.00 0.00
Watercourse slope (%) = 0.50 0.00 0.00
Surface description = Paved Paved Paved
Average velocity (ft/s) =1.44 0.00 0.00
Travel Time (min) = 8.42 + 0.00 + 0.00 = 8.42
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ..............................................................................43.50 min
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 3
Proposed DA#3
Hydrograph type = SCS Runoff Peak discharge = 20.89 cfs
Storm frequency = 1 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 53,277 cuft
Drainage area = 8.280 ac Curve number = 89*
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) = [(4.780 x 98) + (1.890 x 61) + (1.610 x 93)] / 8.280
8
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
21.00 21.00
Q (cfs)
Time (min)
Proposed DA#3
Hyd. No. 3 -- 1 Year
Hyd No. 3
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TR55 Tc Worksheet 9
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 3
Proposed DA#3
Description A B C Totals
Sheet Flow
Manning's n-value = 0.013 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.50 0.00 0.00
Land slope (%) = 0.50 0.00 0.00
Travel Time (min) = 5.55 + 0.00 + 0.00 = 5.55
Shallow Concentrated Flow
Flow length (ft) = 500.00 0.00 0.00
Watercourse slope (%) = 0.50 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =1.14 0.00 0.00
Travel Time (min) = 7.30 + 0.00 + 0.00 = 7.30
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ..............................................................................12.90 min
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 4
Proposed DA#4
Hydrograph type = SCS Runoff Peak discharge = 6.117 cfs
Storm frequency = 1 yrs Time to peak = 727 min
Time interval = 1 min Hyd. volume = 20,803 cuft
Drainage area = 5.400 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
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
6.00 6.00
7.00 7.00
Q (cfs)
Time (min)
Proposed DA#4
Hyd. No. 4 -- 1 Year
Hyd No. 4
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Hyd. No. 4
Proposed DA#4
Description A B C Totals
Sheet Flow
Manning's n-value = 0.060 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.50 0.00 0.00
Land slope (%) = 0.80 0.00 0.00
Travel Time (min) = 15.64 + 0.00 + 0.00 = 15.64
Shallow Concentrated Flow
Flow length (ft) = 420.00 0.00 0.00
Watercourse slope (%) = 0.80 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =1.44 0.00 0.00
Travel Time (min) = 4.85 + 0.00 + 0.00 = 4.85
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ..............................................................................20.50 min
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Hydrograph Summary Report
12
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 169.65 1 751 1,137,753 ------ ------------ Proposed DA#1
2 SCS Runoff 44.94 1 740 230,544 ------ ------------ Proposed DA#2
3 SCS Runoff 27.08 1 721 69,741 ------ ------------ Proposed DA#3
4 SCS Runoff 8.885 1 726 29,634 ------ ------------ Proposed DA#4
Novo Nordisk Proposed1.gpw Return Period: 2 Year Tuesday, 06 / 20 / 2017
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 1
Proposed DA#1
Hydrograph type = SCS Runoff Peak discharge = 169.65 cfs
Storm frequency = 2 yrs Time to peak = 751 min
Time interval = 1 min Hyd. volume = 1,137,753 cuft
Drainage area = 128.460 ac Curve number = 90*
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) = [(31.290 x 98) + (39.620 x 92) + (57.520 x 85)] / 128.460
13
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 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 = 44.94 cfs
Storm frequency = 2 yrs Time to peak = 740 min
Time interval = 1 min Hyd. volume = 230,544 cuft
Drainage area = 35.800 ac Curve number = 82*
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) = [(20.630 x 98) + (15.170 x 61)] / 35.800
14
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)
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 = 27.08 cfs
Storm frequency = 2 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 69,741 cuft
Drainage area = 8.280 ac Curve number = 89*
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) = [(4.780 x 98) + (1.890 x 61) + (1.610 x 93)] / 8.280
15
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)
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 = 8.885 cfs
Storm frequency = 2 yrs Time to peak = 726 min
Time interval = 1 min Hyd. volume = 29,634 cuft
Drainage area = 5.400 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
16
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)
Proposed DA#4
Hyd. No. 4 -- 2 Year
Hyd No. 4
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Hydrograph Summary Report
17
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 280.58 1 751 1,909,346 ------ ------------ Proposed DA#1
2 SCS Runoff 83.59 1 739 426,089 ------ ------------ Proposed DA#2
3 SCS Runoff 44.79 1 721 118,409 ------ ------------ Proposed DA#3
4 SCS Runoff 17.57 1 726 57,721 ------ ------------ Proposed DA#4
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Hyd. No. 1
Proposed DA#1
Hydrograph type = SCS Runoff Peak discharge = 280.58 cfs
Storm frequency = 10 yrs Time to peak = 751 min
Time interval = 1 min Hyd. volume = 1,909,346 cuft
Drainage area = 128.460 ac Curve number = 90*
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) = [(31.290 x 98) + (39.620 x 92) + (57.520 x 85)] / 128.460
18
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)
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 = 83.59 cfs
Storm frequency = 10 yrs Time to peak = 739 min
Time interval = 1 min Hyd. volume = 426,089 cuft
Drainage area = 35.800 ac Curve number = 82*
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) = [(20.630 x 98) + (15.170 x 61)] / 35.800
19
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)
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 = 44.79 cfs
Storm frequency = 10 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 118,409 cuft
Drainage area = 8.280 ac Curve number = 89*
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) = [(4.780 x 98) + (1.890 x 61) + (1.610 x 93)] / 8.280
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
Q (cfs)
Time (min)
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 = 17.57 cfs
Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 1 min Hyd. volume = 57,721 cuft
Drainage area = 5.400 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
21
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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)
Proposed DA#4
Hyd. No. 4 -- 10 Year
Hyd No. 4
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Hydrograph Summary Report
22
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 349.13 1 751 2,397,280 ------ ------------ Proposed DA#1
2 SCS Runoff 108.31 1 739 553,853 ------ ------------ Proposed DA#2
3 SCS Runoff 55.71 1 721 149,291 ------ ------------ Proposed DA#3
4 SCS Runoff 23.24 1 726 76,450 ------ ------------ Proposed DA#4
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Hyd. No. 1
Proposed DA#1
Hydrograph type = SCS Runoff Peak discharge = 349.13 cfs
Storm frequency = 25 yrs Time to peak = 751 min
Time interval = 1 min Hyd. volume = 2,397,280 cuft
Drainage area = 128.460 ac Curve number = 90*
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) = [(31.290 x 98) + (39.620 x 92) + (57.520 x 85)] / 128.460
23
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
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)
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 = 108.31 cfs
Storm frequency = 25 yrs Time to peak = 739 min
Time interval = 1 min Hyd. volume = 553,853 cuft
Drainage area = 35.800 ac Curve number = 82*
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) = [(20.630 x 98) + (15.170 x 61)] / 35.800
24
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 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 = 55.71 cfs
Storm frequency = 25 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 149,291 cuft
Drainage area = 8.280 ac Curve number = 89*
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) = [(4.780 x 98) + (1.890 x 61) + (1.610 x 93)] / 8.280
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)
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 = 23.24 cfs
Storm frequency = 25 yrs Time to peak = 726 min
Time interval = 1 min Hyd. volume = 76,450 cuft
Drainage area = 5.400 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
26
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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)
Proposed DA#4
Hyd. No. 4 -- 25 Year
Hyd No. 4
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Hydrograph Summary Report
27
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 461.97 1 751 3,213,395 ------ ------------ Proposed DA#1
2 SCS Runoff 149.60 1 739 771,352 ------ ------------ Proposed DA#2
3 SCS Runoff 73.67 1 721 201,035 ------ ------------ Proposed DA#3
4 SCS Runoff 32.79 1 726 108,705 ------ ------------ Proposed DA#4
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Hyd. No. 1
Proposed DA#1
Hydrograph type = SCS Runoff Peak discharge = 461.97 cfs
Storm frequency = 100 yrs Time to peak = 751 min
Time interval = 1 min Hyd. volume = 3,213,395 cuft
Drainage area = 128.460 ac Curve number = 90*
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) = [(31.290 x 98) + (39.620 x 92) + (57.520 x 85)] / 128.460
28
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
70.00 70.00
140.00 140.00
210.00 210.00
280.00 280.00
350.00 350.00
420.00 420.00
490.00 490.00
Q (cfs)
Time (min)
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 = 149.60 cfs
Storm frequency = 100 yrs Time to peak = 739 min
Time interval = 1 min Hyd. volume = 771,352 cuft
Drainage area = 35.800 ac Curve number = 82*
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) = [(20.630 x 98) + (15.170 x 61)] / 35.800
29
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
Q (cfs)
Time (min)
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 = 73.67 cfs
Storm frequency = 100 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 201,035 cuft
Drainage area = 8.280 ac Curve number = 89*
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) = [(4.780 x 98) + (1.890 x 61) + (1.610 x 93)] / 8.280
30
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
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (min)
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 = 32.79 cfs
Storm frequency = 100 yrs Time to peak = 726 min
Time interval = 1 min Hyd. volume = 108,705 cuft
Drainage area = 5.400 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
31
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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)
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 5ACM.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
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
TR-55 Tc Worksheet............................................................................................................ 5
Hydrograph No. 2, SCS Runoff, DA#1 Sub Basin #1............................................................... 6
TR-55 Tc Worksheet............................................................................................................ 7
Hydrograph No. 3, SCS Runoff, DA#1 Sub Basin #2............................................................... 8
TR-55 Tc Worksheet............................................................................................................ 9
Hydrograph No. 4, SCS Runoff, DA#1 Sub Basin #3............................................................. 10
TR-55 Tc Worksheet.......................................................................................................... 11
Hydrograph No. 5, SCS Runoff, DA#1 Sub Basin #4............................................................. 12
Hydrograph No. 6, SCS Runoff, DA #3 Sub Basin #1............................................................ 13
Hydrograph No. 7, SCS Runoff, DA #3 Sub Basin #2............................................................ 14
Hydrograph No. 8, SCS Runoff, DA #3 Sub Basin #3............................................................ 15
Hydrograph No. 9, Reservoir, SWMB#3................................................................................ 16
Pond Report - SWMB#3.................................................................................................... 17
Hydrograph No. 10, Reservoir, SWMB#2.............................................................................. 18
Pond Report - SWMB#2.................................................................................................... 19
Hydrograph No. 11, Reservoir, WAREHOUSE POND........................................................... 20
Pond Report - WAREHOUSE POND................................................................................ 21
Hydrograph No. 12, Reservoir, SW PKLOT POND................................................................ 22
Pond Report - SW PKLOT POND..................................................................................... 23
Hydrograph No. 13, Reservoir, SE PKLOT POND................................................................. 24
Pond Report - SE PKLOT POND...................................................................................... 25
Hydrograph No. 14, Combine, Post Dev Analysis Pt#1......................................................... 26
Hydrograph No. 15, SCS Runoff, Proposed Drainage Area #2............................................. 27
TR-55 Tc Worksheet.......................................................................................................... 28
Hydrograph No. 16, Reservoir, Post Dev Analysis Pt#2........................................................ 29
Pond Report - SWMB#1.................................................................................................... 30
Hydrograph No. 17, Combine, Post Dev Analysis Pt#3......................................................... 31
2 - Year
Summary Report....................................................................................................................... 32
Hydrograph Reports................................................................................................................. 33
Hydrograph No. 1, SCS Runoff, Post Dev Analysis Pt#4....................................................... 33
Hydrograph No. 2, SCS Runoff, DA#1 Sub Basin #1............................................................. 34
Hydrograph No. 3, SCS Runoff, DA#1 Sub Basin #2............................................................. 35
Hydrograph No. 4, SCS Runoff, DA#1 Sub Basin #3............................................................. 36
Hydrograph No. 5, SCS Runoff, DA#1 Sub Basin #4............................................................. 37
Hydrograph No. 6, SCS Runoff, DA #3 Sub Basin #1............................................................ 38
Hydrograph No. 7, SCS Runoff, DA #3 Sub Basin #2............................................................ 39
Hydrograph No. 8, SCS Runoff, DA #3 Sub Basin #3............................................................ 40
Hydrograph No. 9, Reservoir, SWMB#3................................................................................ 41Novo Nordisk DAPI-US DAPI-US-INFR-PLAN-XX010-01-004
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Contents continued...Novo Nordisk Proposed wbasins Rev 5ACM.gpw
Hydrograph No. 10, Reservoir, SWMB#2.............................................................................. 42
Hydrograph No. 11, Reservoir, WAREHOUSE POND........................................................... 43
Hydrograph No. 12, Reservoir, SW PKLOT POND................................................................ 44
Hydrograph No. 13, Reservoir, SE PKLOT POND................................................................. 45
Hydrograph No. 14, Combine, Post Dev Analysis Pt#1......................................................... 46
Hydrograph No. 15, SCS Runoff, Proposed Drainage Area #2............................................. 47
Hydrograph No. 16, Reservoir, Post Dev Analysis Pt#2........................................................ 48
Hydrograph No. 17, Combine, Post Dev Analysis Pt#3......................................................... 49
10 - Year
Summary Report....................................................................................................................... 50
Hydrograph Reports................................................................................................................. 51
Hydrograph No. 1, SCS Runoff, Post Dev Analysis Pt#4....................................................... 51
Hydrograph No. 2, SCS Runoff, DA#1 Sub Basin #1............................................................. 52
Hydrograph No. 3, SCS Runoff, DA#1 Sub Basin #2............................................................. 53
Hydrograph No. 4, SCS Runoff, DA#1 Sub Basin #3............................................................. 54
Hydrograph No. 5, SCS Runoff, DA#1 Sub Basin #4............................................................. 55
Hydrograph No. 6, SCS Runoff, DA #3 Sub Basin #1............................................................ 56
Hydrograph No. 7, SCS Runoff, DA #3 Sub Basin #2............................................................ 57
Hydrograph No. 8, SCS Runoff, DA #3 Sub Basin #3............................................................ 58
Hydrograph No. 9, Reservoir, SWMB#3................................................................................ 59
Hydrograph No. 10, Reservoir, SWMB#2.............................................................................. 60
Hydrograph No. 11, Reservoir, WAREHOUSE POND........................................................... 61
Hydrograph No. 12, Reservoir, SW PKLOT POND................................................................ 62
Hydrograph No. 13, Reservoir, SE PKLOT POND................................................................. 63
Hydrograph No. 14, Combine, Post Dev Analysis Pt#1......................................................... 64
Hydrograph No. 15, SCS Runoff, Proposed Drainage Area #2............................................. 65
Hydrograph No. 16, Reservoir, Post Dev Analysis Pt#2........................................................ 66
Hydrograph No. 17, Combine, Post Dev Analysis Pt#3......................................................... 67
25 - Year
Summary Report....................................................................................................................... 68
Hydrograph Reports................................................................................................................. 69
Hydrograph No. 1, SCS Runoff, Post Dev Analysis Pt#4....................................................... 69
Hydrograph No. 2, SCS Runoff, DA#1 Sub Basin #1............................................................. 70
Hydrograph No. 3, SCS Runoff, DA#1 Sub Basin #2............................................................. 71
Hydrograph No. 4, SCS Runoff, DA#1 Sub Basin #3............................................................. 72
Hydrograph No. 5, SCS Runoff, DA#1 Sub Basin #4............................................................. 73
Hydrograph No. 6, SCS Runoff, DA #3 Sub Basin #1............................................................ 74
Hydrograph No. 7, SCS Runoff, DA #3 Sub Basin #2............................................................ 75
Hydrograph No. 8, SCS Runoff, DA #3 Sub Basin #3............................................................ 76
Hydrograph No. 9, Reservoir, SWMB#3................................................................................ 77
Hydrograph No. 10, Reservoir, SWMB#2.............................................................................. 78
Hydrograph No. 11, Reservoir, WAREHOUSE POND........................................................... 79
Hydrograph No. 12, Reservoir, SW PKLOT POND................................................................ 80
Hydrograph No. 13, Reservoir, SE PKLOT POND................................................................. 81
Hydrograph No. 14, Combine, Post Dev Analysis Pt#1......................................................... 82
Hydrograph No. 15, SCS Runoff, Proposed Drainage Area #2............................................. 83
Hydrograph No. 16, Reservoir, Post Dev Analysis Pt#2........................................................ 84
Hydrograph No. 17, Combine, Post Dev Analysis Pt#3......................................................... 85
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Contents continued...Novo Nordisk Proposed wbasins Rev 5ACM.gpw
100 - Year
Summary Report....................................................................................................................... 86
Hydrograph Reports................................................................................................................. 87
Hydrograph No. 1, SCS Runoff, Post Dev Analysis Pt#4....................................................... 87
Hydrograph No. 2, SCS Runoff, DA#1 Sub Basin #1............................................................. 88
Hydrograph No. 3, SCS Runoff, DA#1 Sub Basin #2............................................................. 89
Hydrograph No. 4, SCS Runoff, DA#1 Sub Basin #3............................................................. 90
Hydrograph No. 5, SCS Runoff, DA#1 Sub Basin #4............................................................. 91
Hydrograph No. 6, SCS Runoff, DA #3 Sub Basin #1............................................................ 92
Hydrograph No. 7, SCS Runoff, DA #3 Sub Basin #2............................................................ 93
Hydrograph No. 8, SCS Runoff, DA #3 Sub Basin #3............................................................ 94
Hydrograph No. 9, Reservoir, SWMB#3................................................................................ 95
Hydrograph No. 10, Reservoir, SWMB#2.............................................................................. 96
Hydrograph No. 11, Reservoir, WAREHOUSE POND........................................................... 97
Hydrograph No. 12, Reservoir, SW PKLOT POND................................................................ 98
Hydrograph No. 13, Reservoir, SE PKLOT POND................................................................. 99
Hydrograph No. 14, Combine, Post Dev Analysis Pt#1....................................................... 100
Hydrograph No. 15, SCS Runoff, Proposed Drainage Area #2........................................... 101
Hydrograph No. 16, Reservoir, Post Dev Analysis Pt#2...................................................... 102
Hydrograph No. 17, Combine, Post Dev Analysis Pt#3....................................................... 103
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1
Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Project: Novo Nordisk Proposed wbasins Rev 5ACM.gpw Tuesday, 06 / 20 / 2017
Hyd.Origin Description
Legend
1 SCS Runoff Post Dev Analysis Pt#4
2 SCS Runoff DA#1 Sub Basin #1
3 SCS Runoff DA#1 Sub Basin #2
4 SCS Runoff DA#1 Sub Basin #3
5 SCS Runoff DA#1 Sub Basin #4
6 SCS Runoff DA #3 Sub Basin #1
7 SCS Runoff DA #3 Sub Basin #2
8 SCS Runoff DA #3 Sub Basin #3
9 Reservoir SWMB#3
10 Reservoir SWMB#2
11 Reservoir WAREHOUSE POND
12 Reservoir SW PKLOT POND
13 Reservoir SE PKLOT POND
14 Combine Post Dev Analysis Pt#1
15 SCS Runoff Proposed Drainage Area #2
16 Reservoir Post Dev Analysis Pt#2
17 Combine Post Dev Analysis Pt#3
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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 ------ 6.117 8.885 ------- 13.58 17.57 23.24 27.86 32.79 Post Dev Analysis Pt#4
2 SCS Runoff ------ 44.64 58.50 ------- 80.57 98.57 123.47 143.47 164.57 DA#1 Sub Basin #1
3 SCS Runoff ------ 131.37 159.82 ------- 204.45 240.64 290.68 330.95 373.51 DA#1 Sub Basin #2
4 SCS Runoff ------ 47.60 57.94 ------- 74.15 87.29 105.46 120.08 135.53 DA#1 Sub Basin #3
5 SCS Runoff ------ 2.003 2.665 ------- 3.739 4.619 5.837 6.816 7.847 DA#1 Sub Basin #4
6 SCS Runoff ------ 9.602 11.89 ------- 15.46 18.34 22.32 25.51 28.88 DA #3 Sub Basin #1
7 SCS Runoff ------ 2.078 3.058 ------- 4.735 6.166 8.205 9.877 11.66 DA #3 Sub Basin #2
8 SCS Runoff ------ 9.320 11.53 ------- 14.99 17.78 21.63 24.71 27.97 DA #3 Sub Basin #3
9 Reservoir 3 0.294 0.429 ------- 0.626 1.131 1.457 1.664 3.368 SWMB#3
10 Reservoir 4 0.869 1.291 ------- 1.527 1.678 5.335 10.58 16.13 SWMB#2
11 Reservoir 5 0.000 0.000 ------- 0.000 0.000 0.000 0.000 0.000 WAREHOUSE POND
12 Reservoir 6 4.150 5.221 ------- 8.756 11.69 12.98 15.75 23.36 SW PKLOT POND
13 Reservoir 8 2.051 4.000 ------- 10.35 12.42 19.46 24.15 27.74 SE PKLOT POND
14 Combine 2, 9, 10,
11,
45.53 60.02 ------- 82.50 100.78 129.82 154.40 179.62 Post Dev Analysis Pt#1
15 SCS Runoff ------ 77.83 100.33 ------- 135.78 164.52 204.22 236.03 269.51 Proposed Drainage Area #2
16 Reservoir 15 1.146 4.324 ------- 10.02 13.19 17.01 19.87 22.15 Post Dev Analysis Pt#2
17 Combine 7, 12, 13, 8.143 12.08 ------- 23.22 30.14 39.69 45.83 57.14 Post Dev Analysis Pt#3
Proj. file: Novo Nordisk Proposed wbasins Rev 5ACM.gpw Tuesday, 06 / 20 / 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 6.117 1 727 20,803 ------ ------------ Post Dev Analysis Pt#4
2 SCS Runoff 44.64 1 791 506,016 ------ ------------ DA#1 Sub Basin #1
3 SCS Runoff 131.37 1 719 340,592 ------ ------------ DA#1 Sub Basin #2
4 SCS Runoff 47.60 1 721 144,093 ------ ------------ DA#1 Sub Basin #3
5 SCS Runoff 2.003 1 717 3,802 ------ ------------ DA#1 Sub Basin #4
6 SCS Runoff 9.602 1 722 27,376 ------ ------------ DA #3 Sub Basin #1
7 SCS Runoff 2.078 1 728 7,378 ------ ------------ DA #3 Sub Basin #2
8 SCS Runoff 9.320 1 721 25,107 ------ ------------ DA #3 Sub Basin #3
9 Reservoir 0.294 1 1449 33,040 3 278.92 330,597 SWMB#3
10 Reservoir 0.869 1 1040 93,033 4 284.53 110,745 SWMB#2
11 Reservoir 0.000 1 n/a 0 5 285.54 3,802 WAREHOUSE POND
12 Reservoir 4.150 1 732 26,766 6 290.44 12,075 SW PKLOT POND
13 Reservoir 2.051 1 734 23,515 8 290.72 11,604 SE PKLOT POND
14 Combine 45.53 1 791 632,089 2, 9, 10,
11,
------------ Post Dev Analysis Pt#1
15 SCS Runoff 77.83 1 725 244,751 ------ ------------ Proposed Drainage Area #2
16 Reservoir 1.146 1 1326 109,976 15 289.44 202,058 Post Dev Analysis Pt#2
17 Combine 8.143 1 730 57,659 7, 12, 13, ------------ Post Dev Analysis Pt#3
Novo Nordisk Proposed wbasins Rev 5ACM.gpwReturn Period: 1 Year Tuesday, 06 / 20 / 2017
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 1
Post Dev Analysis Pt#4
Hydrograph type = SCS Runoff Peak discharge = 6.117 cfs
Storm frequency = 1 yrs Time to peak = 12.12 hrs
Time interval = 1 min Hyd. volume = 20,803 cuft
Drainage area = 5.400 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 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)
Post Dev Analysis Pt#4
Hyd. No. 1 -- 1 Year
Hyd No. 1
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TR55 Tc Worksheet 5
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Hyd. No. 1
Post Dev Analysis Pt#4
Description A B C Totals
Sheet Flow
Manning's n-value = 0.060 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.50 0.00 0.00
Land slope (%) = 0.80 0.00 0.00
Travel Time (min) = 15.64 + 0.00 + 0.00 = 15.64
Shallow Concentrated Flow
Flow length (ft) = 420.00 0.00 0.00
Watercourse slope (%) = 0.80 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =1.44 0.00 0.00
Travel Time (min) = 4.85 + 0.00 + 0.00 = 4.85
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ..............................................................................20.50 min
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 2
DA#1 Sub Basin #1
Hydrograph type = SCS Runoff Peak discharge = 44.64 cfs
Storm frequency = 1 yrs Time to peak = 13.18 hrs
Time interval = 1 min Hyd. volume = 506,016 cuft
Drainage area = 77.540 ac Curve number = 89*
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) = [(37.960 x 85) + (39.580 x 93)] / 77.540
6
0 3 6 9 12 15 18 21 24 27
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)
DA#1 Sub Basin #1
Hyd. No. 2 -- 1 Year
Hyd No. 2
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TR55 Tc Worksheet 7
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 2
DA#1 Sub Basin #1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.50 0.00 0.00
Land slope (%) = 0.40 0.00 0.00
Travel Time (min) = 94.13 + 0.00 + 0.00 = 94.13
Shallow Concentrated Flow
Flow length (ft) = 2200.00 0.00 0.00
Watercourse slope (%) = 0.40 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =1.02 0.00 0.00
Travel Time (min) = 35.93 + 0.00 + 0.00 = 35.93
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ..............................................................................130.10 min
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 3
DA#1 Sub Basin #2
Hydrograph type = SCS Runoff Peak discharge = 131.37 cfs
Storm frequency = 1 yrs Time to peak = 11.98 hrs
Time interval = 1 min Hyd. volume = 340,592 cuft
Drainage area = 35.290 ac Curve number = 98
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
8
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
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)
DA#1 Sub Basin #2
Hyd. No. 3 -- 1 Year
Hyd No. 3
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TR55 Tc Worksheet 9
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 3
DA#1 Sub Basin #2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.011 0.011 0.011
Flow length (ft) = 30.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.50 0.00 0.00
Land slope (%) = 0.50 0.00 0.00
Travel Time (min) = 0.77 + 0.00 + 0.00 = 0.77
Shallow Concentrated Flow
Flow length (ft) = 800.00 0.00 0.00
Watercourse slope (%) = 0.50 0.00 0.00
Surface description = Paved Paved Paved
Average velocity (ft/s) =1.44 0.00 0.00
Travel Time (min) = 9.28 + 0.00 + 0.00 = 9.28
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ..............................................................................10.00 min
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 4
DA#1 Sub Basin #3
Hydrograph type = SCS Runoff Peak discharge = 47.60 cfs
Storm frequency = 1 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 144,093 cuft
Drainage area = 14.930 ac Curve number = 98
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
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
Q (cfs)
Time (hrs)
DA#1 Sub Basin #3
Hyd. No. 4 -- 1 Year
Hyd No. 4
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TR55 Tc Worksheet 11
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 4
DA#1 Sub Basin #3
Description A B C Totals
Sheet Flow
Manning's n-value = 0.011 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 0.00 0.00 0.00
Land slope (%) = 0.50 0.00 0.00
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Shallow Concentrated Flow
Flow length (ft) = 1200.00 0.00 0.00
Watercourse slope (%) = 0.50 0.00 0.00
Surface description = Paved Paved Paved
Average velocity (ft/s) =1.44 0.00 0.00
Travel Time (min) = 13.91 + 0.00 + 0.00 = 13.91
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ..............................................................................13.90 min
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 5
DA#1 Sub Basin #4
Hydrograph type = SCS Runoff Peak discharge = 2.003 cfs
Storm frequency = 1 yrs Time to peak = 11.95 hrs
Time interval = 1 min Hyd. volume = 3,802 cuft
Drainage area = 0.700 ac Curve number = 85
Basin Slope = 3.0 % Hydraulic length = 202 ft
Tc method = LAG Time of conc. (Tc) = 4.30 min
Total precip. = 2.89 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
12
0 2 4 6 8 10 12 14 16 18 20 22 24
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (hrs)
DA#1 Sub Basin #4
Hyd. No. 5 -- 1 Year
Hyd No. 5
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 6
DA #3 Sub Basin #1
Hydrograph type = SCS Runoff Peak discharge = 9.602 cfs
Storm frequency = 1 yrs Time to peak = 12.03 hrs
Time interval = 1 min Hyd. volume = 27,376 cuft
Drainage area = 3.220 ac Curve number = 95
Basin Slope = 0.6 % Hydraulic length = 500 ft
Tc method = LAG Time of conc. (Tc) = 13.70 min
Total precip. = 2.89 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
13
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)
DA #3 Sub Basin #1
Hyd. No. 6 -- 1 Year
Hyd No. 6
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 7
DA #3 Sub Basin #2
Hydrograph type = SCS Runoff Peak discharge = 2.078 cfs
Storm frequency = 1 yrs Time to peak = 12.13 hrs
Time interval = 1 min Hyd. volume = 7,378 cuft
Drainage area = 2.060 ac Curve number = 77
Basin Slope = 0.3 % Hydraulic length = 300 ft
Tc method = LAG Time of conc. (Tc) = 23.10 min
Total precip. = 2.89 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
14
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
Q (cfs)
Time (hrs)
DA #3 Sub Basin #2
Hyd. No. 7 -- 1 Year
Hyd No. 7
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 8
DA #3 Sub Basin #3
Hydrograph type = SCS Runoff Peak discharge = 9.320 cfs
Storm frequency = 1 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 25,107 cuft
Drainage area = 3.000 ac Curve number = 95
Basin Slope = 0.6 % Hydraulic length = 450 ft
Tc method = LAG Time of conc. (Tc) = 12.60 min
Total precip. = 2.89 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
15
0 2 4 6 8 10 12 14 16 18 20 22 24
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)
DA #3 Sub Basin #3
Hyd. No. 8 -- 1 Year
Hyd No. 8
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 9
SWMB#3
Hydrograph type = Reservoir Peak discharge = 0.294 cfs
Storm frequency = 1 yrs Time to peak = 24.15 hrs
Time interval = 1 min Hyd. volume = 33,040 cuft
Inflow hyd. No. = 3 - DA#1 Sub Basin #2 Max. Elevation = 278.92 ft
Reservoir name = SWMB#3 Max. Storage = 330,597 cuft
Storage Indication method used.
16
0 5 10 15 20 25 30 35 40 45 50
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)
SWMB#3
Hyd. No. 9 -- 1 Year
Hyd No. 9 Hyd No. 3 Total storage used = 330,597 cuft
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Pond Report 17
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Pond No. 1 - SWMB#3
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 277.00 ft
Stage / Storage Table
Stage (ft)Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 277.00 163,211 0 0
1.00 278.00 168,596 165,880 165,880
2.00 279.00 191,101 179,713 345,593
3.00 280.00 196,511 193,780 539,373
4.00 281.00 201,979 199,219 738,592
5.00 282.00 207,421 204,674 943,265
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr][A] [B] [C] [D]
Rise (in)= 48.00 6.00 6.00 0.00
Span (in)= 48.00 40.00 6.00 0.00
No. Barrels = 1 310
Invert El. (ft)= 277.90 280.00 277.90 0.00
Length (ft)= 55.00 0.00 0.00 0.00
Slope (%)= 0.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes Yes No
Crest Len (ft)= 20.00 0.00 0.00 0.00
Crest El. (ft)= 281.50 0.00 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = 1 --- --- ---
Multi-Stage = Yes NoNoNo
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 277.90
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00
Stage (ft)
0.00 277.00
1.00 278.00
2.00 279.00
3.00 280.00
4.00 281.00
5.00 282.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 10
SWMB#2
Hydrograph type = Reservoir Peak discharge = 0.869 cfs
Storm frequency = 1 yrs Time to peak = 17.33 hrs
Time interval = 1 min Hyd. volume = 93,033 cuft
Inflow hyd. No. = 4 - DA#1 Sub Basin #3 Max. Elevation = 284.53 ft
Reservoir name = SWMB#2 Max. Storage = 110,745 cuft
Storage Indication method used.
18
0 5 10 15 20 25 30 35 40 45 50
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)
SWMB#2
Hyd. No. 10 -- 1 Year
Hyd No. 10 Hyd No. 4 Total storage used = 110,745 cuft
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Pond Report 19
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Pond No. 2 - SWMB#2
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 282.90 ft
Stage / Storage Table
Stage (ft)Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 282.90 58,212 0 0
0.10 283.00 58,544 5,838 5,838
1.10 284.00 72,968 65,617 71,454
2.10 285.00 76,528 74,733 146,187
3.10 286.00 80,165 78,331 224,519
4.10 287.00 83,884 82,009 306,527
5.10 288.00 87,682 85,767 392,294
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr][A] [B] [C] [D]
Rise (in)= 48.00 6.00 6.00 0.00
Span (in)= 48.00 36.00 6.00 0.00
No. Barrels = 1 310
Invert El. (ft)= 282.00 284.50 282.90 0.00
Length (ft)= 50.00 0.00 0.00 0.00
Slope (%)= 0.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes Yes No
Crest Len (ft)= 20.00 0.00 0.00 0.00
Crest El. (ft)= 286.50 0.00 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = 1 --- --- ---
Multi-Stage = Yes NoNoNo
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00
Stage (ft)
0.00 282.90
1.00 283.90
2.00 284.90
3.00 285.90
4.00 286.90
5.00 287.90
6.00 288.90
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
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 = 285.54 ft
Reservoir name = WAREHOUSE POND Max. Storage = 3,802 cuft
Storage Indication method used.
20
0 2 4 6 8 10 12 14 16 18 20 22 24
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (hrs)
WAREHOUSE POND
Hyd. No. 11 -- 1 Year
Hyd No. 11 Hyd No. 5 Total storage used = 3,802 cuft
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Pond Report 21
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Pond No. 7 - WAREHOUSE POND
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 285.00 ft
Stage / Storage Table
Stage (ft)Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 285.00 4,562 0 0
1.00 286.00 9,947 7,081 7,081
2.00 287.00 10,623 10,282 17,363
3.00 288.00 11,276 10,947 28,310
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr][A] [B] [C] [D]
Rise (in)= 0.00 0.00 0.00 0.00
Span (in)= 0.00 0.00 0.00 0.00
No. Barrels = 0 000
Invert El. (ft)= 0.00 0.00 0.00 0.00
Length (ft)= 0.00 0.00 0.00 0.00
Slope (%)= 0.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a NoNoNo
Crest Len (ft)= 145.00 0.00 0.00 0.00
Crest El. (ft)= 287.00 0.00 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = Broad --- --- ---
Multi-Stage = No No No No
Exfil.(in/hr)= 0.000 (by Wet area)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0 500.0
Stage (ft)
0.00 285.00
1.00 286.00
2.00 287.00
3.00 288.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 12
SW PKLOT POND
Hydrograph type = Reservoir Peak discharge = 4.150 cfs
Storm frequency = 1 yrs Time to peak = 12.20 hrs
Time interval = 1 min Hyd. volume = 26,766 cuft
Inflow hyd. No. = 6 - DA #3 Sub Basin #1 Max. Elevation = 290.44 ft
Reservoir name = SW PKLOT POND Max. Storage = 12,075 cuft
Storage Indication method used.
22
0 3 6 9 12 15 18 21 24 27 30 33
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)
SW PKLOT POND
Hyd. No. 12 -- 1 Year
Hyd No. 12 Hyd No. 6 Total storage used = 12,075 cuft
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Pond Report 23
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Pond No. 5 - SW PKLOT POND
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 288.00 ft
Stage / Storage Table
Stage (ft)Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 288.00 2,714 0 0
1.00 289.00 4,781 3,699 3,699
2.00 290.00 5,919 5,339 9,038
3.00 291.00 7,823 6,848 15,886
4.00 292.00 13,063 10,331 26,217
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr][A] [B] [C] [D]
Rise (in)= 18.00 6.00 12.00 0.00
Span (in)= 18.00 6.00 12.00 0.00
No. Barrels = 1 210
Invert El. (ft)= 288.00 288.00 289.50 0.00
Length (ft)= 50.00 0.00 0.00 0.00
Slope (%)= 0.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes Yes No
Crest Len (ft)= 19.65 100.00 0.00 0.00
Crest El. (ft)= 291.00 291.75 0.00 0.00
Weir Coeff.= 3.33 2.60 3.33 3.33
Weir Type = 1 Broad --- ---
Multi-Stage = Yes NoNoNo
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Stage (ft)
0.00 288.00
1.00 289.00
2.00 290.00
3.00 291.00
4.00 292.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 13
SE PKLOT POND
Hydrograph type = Reservoir Peak discharge = 2.051 cfs
Storm frequency = 1 yrs Time to peak = 12.23 hrs
Time interval = 1 min Hyd. volume = 23,515 cuft
Inflow hyd. No. = 8 - DA #3 Sub Basin #3 Max. Elevation = 290.72 ft
Reservoir name = SE PKLOT POND Max. Storage = 11,604 cuft
Storage Indication method used.
24
0 3 6 9 12 15 18 21 24 27
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)
SE PKLOT POND
Hyd. No. 13 -- 1 Year
Hyd No. 13 Hyd No. 8 Total storage used = 11,604 cuft
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Pond Report 25
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Pond No. 6 - SE PKLOT POND
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 288.00 ft
Stage / Storage Table
Stage (ft)Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 288.00 2,712 0 0
1.00 289.00 3,658 3,173 3,173
2.00 290.00 4,975 4,299 7,472
3.00 291.00 6,504 5,722 13,194
4.00 292.00 8,261 7,364 20,558
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr][A] [B] [C] [D]
Rise (in)= 18.00 6.00 12.00 0.00
Span (in)= 18.00 6.00 12.00 0.00
No. Barrels = 1 210
Invert El. (ft)= 288.00 288.50 298.50 0.00
Length (ft)= 50.00 0.00 0.00 0.00
Slope (%)= 0.01 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes Yes No
Crest Len (ft)= 19.65 100.00 0.00 0.00
Crest El. (ft)= 291.00 291.50 0.00 0.00
Weir Coeff.= 3.33 2.60 3.33 3.33
Weir Type = 1 Broad --- ---
Multi-Stage = Yes NoNoNo
Exfil.(in/hr)= 0.000 (by Wet area)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0
Stage (ft)
0.00 288.00
1.00 289.00
2.00 290.00
3.00 291.00
4.00 292.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 14
Post Dev Analysis Pt#1
Hydrograph type = Combine Peak discharge = 45.53 cfs
Storm frequency = 1 yrs Time to peak = 13.18 hrs
Time interval = 1 min Hyd. volume = 632,089 cuft
Inflow hyds. = 2, 9, 10, 11 Contrib. drain. area = 77.540 ac
26
0 5 10 15 20 25 30 35 40 45 50
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)
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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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 15
Proposed Drainage Area #2
Hydrograph type = SCS Runoff Peak discharge = 77.83 cfs
Storm frequency = 1 yrs Time to peak = 12.08 hrs
Time interval = 1 min Hyd. volume = 244,751 cuft
Drainage area = 35.800 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)] / 35.800
27
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
Q (cfs)
Time (hrs)
Proposed Drainage Area #2
Hyd. No. 15 -- 1 Year
Hyd No. 15
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TR55 Tc Worksheet 28
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 15
Proposed Drainage Area #2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.011 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.50 0.00 0.00
Land slope (%) = 0.50 0.00 0.00
Travel Time (min) = 4.86 + 0.00 + 0.00 = 4.86
Shallow Concentrated Flow
Flow length (ft) = 1136.00 0.00 0.00
Watercourse slope (%) = 0.40 0.00 0.00
Surface description = Paved Paved Paved
Average velocity (ft/s) =1.29 0.00 0.00
Travel Time (min) = 14.73 + 0.00 + 0.00 = 14.73
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ..............................................................................19.60 min
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 16
Post Dev Analysis Pt#2
Hydrograph type = Reservoir Peak discharge = 1.146 cfs
Storm frequency = 1 yrs Time to peak = 22.10 hrs
Time interval = 1 min Hyd. volume = 109,976 cuft
Inflow hyd. No. = 15 - Proposed Drainage Area #2Max. Elevation = 289.44 ft
Reservoir name = SWMB#1 Max. Storage = 202,058 cuft
Storage Indication method used.
29
0 5 10 15 20 25 30 35 40 45 50
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)
Post Dev Analysis Pt#2
Hyd. No. 16 -- 1 Year
Hyd No. 16 Hyd No. 15 Total storage used = 202,058 cuft
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Pond Report 30
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Pond No. 3 - SWMB#1
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 287.00 ft
Stage / Storage Table
Stage (ft)Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 287.00 74,697 0 0
1.00 288.00 81,003 77,821 77,821
2.00 289.00 87,433 84,189 162,010
3.00 290.00 93,988 90,682 252,692
4.00 291.00 100,635 97,283 349,975
5.00 292.00 107,406 103,992 453,966
6.00 293.00 114,290 110,819 564,785
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr][A] [B] [C] [D]
Rise (in)= 24.00 8.00 6.00 Inactive
Span (in)= 24.00 39.00 6.00 0.00
No. Barrels = 1 320
Invert El. (ft)= 287.41 289.41 287.41 0.00
Length (ft)= 255.00 0.00 0.00 0.00
Slope (%)= 0.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes Yes No
Crest Len (ft)= 20.00 0.00 0.00 0.00
Crest El. (ft)= 291.50 0.00 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = 1 --- --- ---
Multi-Stage = Yes NoNoNo
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00
Stage (ft)
0.00 287.00
1.00 288.00
2.00 289.00
3.00 290.00
4.00 291.00
5.00 292.00
6.00 293.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 17
Post Dev Analysis Pt#3
Hydrograph type = Combine Peak discharge = 8.143 cfs
Storm frequency = 1 yrs Time to peak = 12.17 hrs
Time interval = 1 min Hyd. volume = 57,659 cuft
Inflow hyds. = 7, 12, 13 Contrib. drain. area = 2.060 ac
31
0 3 6 9 12 15 18 21 24 27 30
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)
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
32
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 8.885 1 726 29,634 ------ ------------ Post Dev Analysis Pt#4
2 SCS Runoff 58.50 1 791 662,395 ------ ------------ DA#1 Sub Basin #1
3 SCS Runoff 159.82 1 719 418,443 ------ ------------ DA#1 Sub Basin #2
4 SCS Runoff 57.94 1 721 177,029 ------ ------------ DA#1 Sub Basin #3
5 SCS Runoff 2.665 1 717 5,124 ------ ------------ DA#1 Sub Basin #4
6 SCS Runoff 11.89 1 722 34,354 ------ ------------ DA #3 Sub Basin #1
7 SCS Runoff 3.058 1 728 10,601 ------ ------------ DA #3 Sub Basin #2
8 SCS Runoff 11.53 1 721 31,506 ------ ------------ DA #3 Sub Basin #3
9 Reservoir 0.429 1 1448 50,019 3 279.29 402,600 SWMB#3
10 Reservoir 1.291 1 957 118,975 4 284.80 131,244 SWMB#2
11 Reservoir 0.000 1 n/a 0 5 285.72 5,124 WAREHOUSE POND
12 Reservoir 5.221 1 732 33,719 6 290.79 14,456 SW PKLOT POND
13 Reservoir 4.000 1 731 29,915 8 291.09 13,823 SE PKLOT POND
14 Combine 60.02 1 791 831,388 2, 9, 10,
11,
------------ Post Dev Analysis Pt#1
15 SCS Runoff 100.33 1 725 318,122 ------ ------------ Proposed Drainage Area #2
16 Reservoir 4.324 1 855 180,807 15 289.66 221,432 Post Dev Analysis Pt#2
17 Combine 12.08 1 731 74,236 7, 12, 13, ------------ Post Dev Analysis Pt#3
Novo Nordisk Proposed wbasins Rev 5ACM.gpwReturn Period: 2 Year Tuesday, 06 / 20 / 2017
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Novo Nordisk DAPI-US DAPI-US-INFR-PLAN-XX010-01-004
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 1
Post Dev Analysis Pt#4
Hydrograph type = SCS Runoff Peak discharge = 8.885 cfs
Storm frequency = 2 yrs Time to peak = 12.10 hrs
Time interval = 1 min Hyd. volume = 29,634 cuft
Drainage area = 5.400 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
33
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)
Post Dev Analysis Pt#4
Hyd. No. 1 -- 2 Year
Hyd No. 1
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 2
DA#1 Sub Basin #1
Hydrograph type = SCS Runoff Peak discharge = 58.50 cfs
Storm frequency = 2 yrs Time to peak = 13.18 hrs
Time interval = 1 min Hyd. volume = 662,395 cuft
Drainage area = 77.540 ac Curve number = 89*
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) = [(37.960 x 85) + (39.580 x 93)] / 77.540
34
0 3 6 9 12 15 18 21 24 27
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)
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 = 159.82 cfs
Storm frequency = 2 yrs Time to peak = 11.98 hrs
Time interval = 1 min Hyd. volume = 418,443 cuft
Drainage area = 35.290 ac Curve number = 98
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
35
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
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)
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 = 57.94 cfs
Storm frequency = 2 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 177,029 cuft
Drainage area = 14.930 ac Curve number = 98
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
36
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
Q (cfs)
Time (hrs)
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 = 2.665 cfs
Storm frequency = 2 yrs Time to peak = 11.95 hrs
Time interval = 1 min Hyd. volume = 5,124 cuft
Drainage area = 0.700 ac Curve number = 85
Basin Slope = 3.0 % Hydraulic length = 202 ft
Tc method = LAG Time of conc. (Tc) = 4.30 min
Total precip. = 3.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
37
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (hrs)
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 = 11.89 cfs
Storm frequency = 2 yrs Time to peak = 12.03 hrs
Time interval = 1 min Hyd. volume = 34,354 cuft
Drainage area = 3.220 ac Curve number = 95
Basin Slope = 0.6 % Hydraulic length = 500 ft
Tc method = LAG Time of conc. (Tc) = 13.70 min
Total precip. = 3.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
38
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
Q (cfs)
Time (hrs)
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 = 3.058 cfs
Storm frequency = 2 yrs Time to peak = 12.13 hrs
Time interval = 1 min Hyd. volume = 10,601 cuft
Drainage area = 2.060 ac Curve number = 77
Basin Slope = 0.3 % Hydraulic length = 300 ft
Tc method = LAG Time of conc. (Tc) = 23.10 min
Total precip. = 3.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
39
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
Q (cfs)
Time (hrs)
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 = 11.53 cfs
Storm frequency = 2 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 31,506 cuft
Drainage area = 3.000 ac Curve number = 95
Basin Slope = 0.6 % Hydraulic length = 450 ft
Tc method = LAG Time of conc. (Tc) = 12.60 min
Total precip. = 3.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
40
0 2 4 6 8 10 12 14 16 18 20 22 24
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 (hrs)
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 = 0.429 cfs
Storm frequency = 2 yrs Time to peak = 24.13 hrs
Time interval = 1 min Hyd. volume = 50,019 cuft
Inflow hyd. No. = 3 - DA#1 Sub Basin #2 Max. Elevation = 279.29 ft
Reservoir name = SWMB#3 Max. Storage = 402,600 cuft
Storage Indication method used.
41
0 5 10 15 20 25 30 35 40 45 50
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)
SWMB#3
Hyd. No. 9 -- 2 Year
Hyd No. 9 Hyd No. 3 Total storage used = 402,600 cuft
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Hyd. No. 10
SWMB#2
Hydrograph type = Reservoir Peak discharge = 1.291 cfs
Storm frequency = 2 yrs Time to peak = 15.95 hrs
Time interval = 1 min Hyd. volume = 118,975 cuft
Inflow hyd. No. = 4 - DA#1 Sub Basin #3 Max. Elevation = 284.80 ft
Reservoir name = SWMB#2 Max. Storage = 131,244 cuft
Storage Indication method used.
42
0 5 10 15 20 25 30 35 40 45 50
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)
SWMB#2
Hyd. No. 10 -- 2 Year
Hyd No. 10 Hyd No. 4 Total storage used = 131,244 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 = 285.72 ft
Reservoir name = WAREHOUSE POND Max. Storage = 5,124 cuft
Storage Indication method used.
43
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (hrs)
WAREHOUSE POND
Hyd. No. 11 -- 2 Year
Hyd No. 11 Hyd No. 5 Total storage used = 5,124 cuft
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Hyd. No. 12
SW PKLOT POND
Hydrograph type = Reservoir Peak discharge = 5.221 cfs
Storm frequency = 2 yrs Time to peak = 12.20 hrs
Time interval = 1 min Hyd. volume = 33,719 cuft
Inflow hyd. No. = 6 - DA #3 Sub Basin #1 Max. Elevation = 290.79 ft
Reservoir name = SW PKLOT POND Max. Storage = 14,456 cuft
Storage Indication method used.
44
0 3 6 9 12 15 18 21 24 27 30 33
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 (hrs)
SW PKLOT POND
Hyd. No. 12 -- 2 Year
Hyd No. 12 Hyd No. 6 Total storage used = 14,456 cuft
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Hyd. No. 13
SE PKLOT POND
Hydrograph type = Reservoir Peak discharge = 4.000 cfs
Storm frequency = 2 yrs Time to peak = 12.18 hrs
Time interval = 1 min Hyd. volume = 29,915 cuft
Inflow hyd. No. = 8 - DA #3 Sub Basin #3 Max. Elevation = 291.09 ft
Reservoir name = SE PKLOT POND Max. Storage = 13,823 cuft
Storage Indication method used.
45
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
Q (cfs)
Time (hrs)
SE PKLOT POND
Hyd. No. 13 -- 2 Year
Hyd No. 13 Hyd No. 8 Total storage used = 13,823 cuft
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Hyd. No. 14
Post Dev Analysis Pt#1
Hydrograph type = Combine Peak discharge = 60.02 cfs
Storm frequency = 2 yrs Time to peak = 13.18 hrs
Time interval = 1 min Hyd. volume = 831,388 cuft
Inflow hyds. = 2, 9, 10, 11 Contrib. drain. area = 77.540 ac
46
0 5 10 15 20 25 30 35 40 45 50
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)
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 = 100.33 cfs
Storm frequency = 2 yrs Time to peak = 12.08 hrs
Time interval = 1 min Hyd. volume = 318,122 cuft
Drainage area = 35.800 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)] / 35.800
47
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 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 = 4.324 cfs
Storm frequency = 2 yrs Time to peak = 14.25 hrs
Time interval = 1 min Hyd. volume = 180,807 cuft
Inflow hyd. No. = 15 - Proposed Drainage Area #2Max. Elevation = 289.66 ft
Reservoir name = SWMB#1 Max. Storage = 221,432 cuft
Storage Indication method used.
48
0 5 10 15 20 25 30 35 40 45 50
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)
Post Dev Analysis Pt#2
Hyd. No. 16 -- 2 Year
Hyd No. 16 Hyd No. 15 Total storage used = 221,432 cuft
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Hyd. No. 17
Post Dev Analysis Pt#3
Hydrograph type = Combine Peak discharge = 12.08 cfs
Storm frequency = 2 yrs Time to peak = 12.18 hrs
Time interval = 1 min Hyd. volume = 74,236 cuft
Inflow hyds. = 7, 12, 13 Contrib. drain. area = 2.060 ac
49
0 3 6 9 12 15 18 21 24 27 30
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)
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
50
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 17.57 1 726 57,721 ------ ------------ Post Dev Analysis Pt#4
2 SCS Runoff 98.57 1 791 1,124,643 ------ ------------ DA#1 Sub Basin #1
3 SCS Runoff 240.64 1 719 640,873 ------ ------------ DA#1 Sub Basin #2
4 SCS Runoff 87.29 1 721 271,132 ------ ------------ DA#1 Sub Basin #3
5 SCS Runoff 4.619 1 716 9,124 ------ ------------ DA#1 Sub Basin #4
6 SCS Runoff 18.34 1 721 54,438 ------ ------------ DA #3 Sub Basin #1
7 SCS Runoff 6.166 1 727 20,936 ------ ------------ DA #3 Sub Basin #2
8 SCS Runoff 17.78 1 721 49,926 ------ ------------ DA #3 Sub Basin #3
9 Reservoir 1.131 1 1446 116,590 3 280.31 600,530 SWMB#3
10 Reservoir 1.678 1 1011 180,796 4 285.75 204,626 SWMB#2
11 Reservoir 0.000 1 n/a 0 5 286.20 9,124 WAREHOUSE POND
12 Reservoir 11.69 1 729 53,755 6 291.30 18,990 SW PKLOT POND
13 Reservoir 12.42 1 726 48,335 8 291.44 16,414 SE PKLOT POND
14 Combine 100.78 1 791 1,422,030 2, 9, 10,
11,
------------ Post Dev Analysis Pt#1
15 SCS Runoff 164.52 1 724 533,864 ------ ------------ Proposed Drainage Area #2
16 Reservoir 13.19 1 780 395,197 15 290.83 333,777 Post Dev Analysis Pt#2
17 Combine 30.14 1 728 123,026 7, 12, 13, ------------ Post Dev Analysis Pt#3
Novo Nordisk Proposed wbasins Rev 5ACM.gpwReturn Period: 10 Year Tuesday, 06 / 20 / 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 = 17.57 cfs
Storm frequency = 10 yrs Time to peak = 12.10 hrs
Time interval = 1 min Hyd. volume = 57,721 cuft
Drainage area = 5.400 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
51
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)
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 = 98.57 cfs
Storm frequency = 10 yrs Time to peak = 13.18 hrs
Time interval = 1 min Hyd. volume = 1,124,643 cuft
Drainage area = 77.540 ac Curve number = 89*
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) = [(37.960 x 85) + (39.580 x 93)] / 77.540
52
0 3 6 9 12 15 18 21 24 27
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 (hrs)
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 = 240.64 cfs
Storm frequency = 10 yrs Time to peak = 11.98 hrs
Time interval = 1 min Hyd. volume = 640,873 cuft
Drainage area = 35.290 ac Curve number = 98
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
53
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
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)
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 = 87.29 cfs
Storm frequency = 10 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 271,132 cuft
Drainage area = 14.930 ac Curve number = 98
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
54
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)
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 = 4.619 cfs
Storm frequency = 10 yrs Time to peak = 11.93 hrs
Time interval = 1 min Hyd. volume = 9,124 cuft
Drainage area = 0.700 ac Curve number = 85
Basin Slope = 3.0 % Hydraulic length = 202 ft
Tc method = LAG Time of conc. (Tc) = 4.30 min
Total precip. = 5.24 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
55
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
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 (hrs)
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 = 18.34 cfs
Storm frequency = 10 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 54,438 cuft
Drainage area = 3.220 ac Curve number = 95
Basin Slope = 0.6 % Hydraulic length = 500 ft
Tc method = LAG Time of conc. (Tc) = 13.70 min
Total precip. = 5.24 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
56
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
21.00 21.00
Q (cfs)
Time (hrs)
DA #3 Sub Basin #1
Hyd. No. 6 -- 10 Year
Hyd No. 6
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 7
DA #3 Sub Basin #2
Hydrograph type = SCS Runoff Peak discharge = 6.166 cfs
Storm frequency = 10 yrs Time to peak = 12.12 hrs
Time interval = 1 min Hyd. volume = 20,936 cuft
Drainage area = 2.060 ac Curve number = 77
Basin Slope = 0.3 % Hydraulic length = 300 ft
Tc method = LAG Time of conc. (Tc) = 23.10 min
Total precip. = 5.24 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
57
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)
DA #3 Sub Basin #2
Hyd. No. 7 -- 10 Year
Hyd No. 7
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 8
DA #3 Sub Basin #3
Hydrograph type = SCS Runoff Peak discharge = 17.78 cfs
Storm frequency = 10 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 49,926 cuft
Drainage area = 3.000 ac Curve number = 95
Basin Slope = 0.6 % Hydraulic length = 450 ft
Tc method = LAG Time of conc. (Tc) = 12.60 min
Total precip. = 5.24 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
58
0 2 4 6 8 10 12 14 16 18 20 22 24
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)
DA #3 Sub Basin #3
Hyd. No. 8 -- 10 Year
Hyd No. 8
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 9
SWMB#3
Hydrograph type = Reservoir Peak discharge = 1.131 cfs
Storm frequency = 10 yrs Time to peak = 24.10 hrs
Time interval = 1 min Hyd. volume = 116,590 cuft
Inflow hyd. No. = 3 - DA#1 Sub Basin #2 Max. Elevation = 280.31 ft
Reservoir name = SWMB#3 Max. Storage = 600,530 cuft
Storage Indication method used.
59
0 5 10 15 20 25 30 35 40 45 50
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)
SWMB#3
Hyd. No. 9 -- 10 Year
Hyd No. 9 Hyd No. 3 Total storage used = 600,530 cuft
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 10
SWMB#2
Hydrograph type = Reservoir Peak discharge = 1.678 cfs
Storm frequency = 10 yrs Time to peak = 16.85 hrs
Time interval = 1 min Hyd. volume = 180,796 cuft
Inflow hyd. No. = 4 - DA#1 Sub Basin #3 Max. Elevation = 285.75 ft
Reservoir name = SWMB#2 Max. Storage = 204,626 cuft
Storage Indication method used.
60
0 5 10 15 20 25 30 35 40 45 50
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)
SWMB#2
Hyd. No. 10 -- 10 Year
Hyd No. 10 Hyd No. 4 Total storage used = 204,626 cuft
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
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 = 286.20 ft
Reservoir name = WAREHOUSE POND Max. Storage = 9,124 cuft
Storage Indication method used.
61
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
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 (hrs)
WAREHOUSE POND
Hyd. No. 11 -- 10 Year
Hyd No. 11 Hyd No. 5 Total storage used = 9,124 cuft
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 12
SW PKLOT POND
Hydrograph type = Reservoir Peak discharge = 11.69 cfs
Storm frequency = 10 yrs Time to peak = 12.15 hrs
Time interval = 1 min Hyd. volume = 53,755 cuft
Inflow hyd. No. = 6 - DA #3 Sub Basin #1 Max. Elevation = 291.30 ft
Reservoir name = SW PKLOT POND Max. Storage = 18,990 cuft
Storage Indication method used.
62
0 3 6 9 12 15 18 21 24 27 30
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 (hrs)
SW PKLOT POND
Hyd. No. 12 -- 10 Year
Hyd No. 12 Hyd No. 6 Total storage used = 18,990 cuft
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 13
SE PKLOT POND
Hydrograph type = Reservoir Peak discharge = 12.42 cfs
Storm frequency = 10 yrs Time to peak = 12.10 hrs
Time interval = 1 min Hyd. volume = 48,335 cuft
Inflow hyd. No. = 8 - DA #3 Sub Basin #3 Max. Elevation = 291.44 ft
Reservoir name = SE PKLOT POND Max. Storage = 16,414 cuft
Storage Indication method used.
63
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)
SE PKLOT POND
Hyd. No. 13 -- 10 Year
Hyd No. 13 Hyd No. 8 Total storage used = 16,414 cuft
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 14
Post Dev Analysis Pt#1
Hydrograph type = Combine Peak discharge = 100.78 cfs
Storm frequency = 10 yrs Time to peak = 13.18 hrs
Time interval = 1 min Hyd. volume = 1,422,030 cuft
Inflow hyds. = 2, 9, 10, 11 Contrib. drain. area = 77.540 ac
64
0 5 10 15 20 25 30 35 40 45 50
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)
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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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 15
Proposed Drainage Area #2
Hydrograph type = SCS Runoff Peak discharge = 164.52 cfs
Storm frequency = 10 yrs Time to peak = 12.07 hrs
Time interval = 1 min Hyd. volume = 533,864 cuft
Drainage area = 35.800 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)] / 35.800
65
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 Drainage Area #2
Hyd. No. 15 -- 10 Year
Hyd No. 15
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 16
Post Dev Analysis Pt#2
Hydrograph type = Reservoir Peak discharge = 13.19 cfs
Storm frequency = 10 yrs Time to peak = 13.00 hrs
Time interval = 1 min Hyd. volume = 395,197 cuft
Inflow hyd. No. = 15 - Proposed Drainage Area #2Max. Elevation = 290.83 ft
Reservoir name = SWMB#1 Max. Storage = 333,777 cuft
Storage Indication method used.
66
0 5 10 15 20 25 30 35 40 45 50
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)
Post Dev Analysis Pt#2
Hyd. No. 16 -- 10 Year
Hyd No. 16 Hyd No. 15 Total storage used = 333,777 cuft
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 17
Post Dev Analysis Pt#3
Hydrograph type = Combine Peak discharge = 30.14 cfs
Storm frequency = 10 yrs Time to peak = 12.13 hrs
Time interval = 1 min Hyd. volume = 123,026 cuft
Inflow hyds. = 7, 12, 13 Contrib. drain. area = 2.060 ac
67
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)
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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Hydrograph Summary Report
68
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 23.24 1 726 76,450 ------ ------------ Post Dev Analysis Pt#4
2 SCS Runoff 123.47 1 791 1,417,952 ------ ------------ DA#1 Sub Basin #1
3 SCS Runoff 290.68 1 719 779,060 ------ ------------ DA#1 Sub Basin #2
4 SCS Runoff 105.46 1 721 329,594 ------ ------------ DA#1 Sub Basin #3
5 SCS Runoff 5.837 1 716 11,702 ------ ------------ DA#1 Sub Basin #4
6 SCS Runoff 22.32 1 721 66,970 ------ ------------ DA #3 Sub Basin #1
7 SCS Runoff 8.205 1 727 27,866 ------ ------------ DA #3 Sub Basin #2
8 SCS Runoff 21.63 1 721 61,420 ------ ------------ DA #3 Sub Basin #3
9 Reservoir 1.457 1 1446 169,662 3 280.91 721,356 SWMB#3
10 Reservoir 5.335 1 801 228,860 4 286.07 230,286 SWMB#2
11 Reservoir 0.000 1 n/a 0 5 286.45 11,702 WAREHOUSE POND
12 Reservoir 12.98 1 730 66,282 6 291.56 21,675 SW PKLOT POND
13 Reservoir 19.46 1 724 59,828 8 291.58 17,451 SE PKLOT POND
14 Combine 129.82 1 791 1,816,474 2, 9, 10,
11,
------------ Post Dev Analysis Pt#1
15 SCS Runoff 204.22 1 724 670,293 ------ ------------ Proposed Drainage Area #2
16 Reservoir 17.01 1 775 530,759 15 291.67 419,373 Post Dev Analysis Pt#2
17 Combine 39.69 1 724 153,976 7, 12, 13, ------------ Post Dev Analysis Pt#3
Novo Nordisk Proposed wbasins Rev 5ACM.gpwReturn Period: 25 Year Tuesday, 06 / 20 / 2017
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 1
Post Dev Analysis Pt#4
Hydrograph type = SCS Runoff Peak discharge = 23.24 cfs
Storm frequency = 25 yrs Time to peak = 12.10 hrs
Time interval = 1 min Hyd. volume = 76,450 cuft
Drainage area = 5.400 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
69
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)
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 = 123.47 cfs
Storm frequency = 25 yrs Time to peak = 13.18 hrs
Time interval = 1 min Hyd. volume = 1,417,952 cuft
Drainage area = 77.540 ac Curve number = 89*
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) = [(37.960 x 85) + (39.580 x 93)] / 77.540
70
0 3 6 9 12 15 18 21 24 27
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)
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 = 290.68 cfs
Storm frequency = 25 yrs Time to peak = 11.98 hrs
Time interval = 1 min Hyd. volume = 779,060 cuft
Drainage area = 35.290 ac Curve number = 98
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
71
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
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 (hrs)
DA#1 Sub Basin #2
Hyd. No. 3 -- 25 Year
Hyd No. 3
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Hydrograph Report
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Hyd. No. 4
DA#1 Sub Basin #3
Hydrograph type = SCS Runoff Peak discharge = 105.46 cfs
Storm frequency = 25 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 329,594 cuft
Drainage area = 14.930 ac Curve number = 98
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
72
0 2 4 6 8 10 12 14 16 18 20 22 24
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)
DA#1 Sub Basin #3
Hyd. No. 4 -- 25 Year
Hyd No. 4
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 5
DA#1 Sub Basin #4
Hydrograph type = SCS Runoff Peak discharge = 5.837 cfs
Storm frequency = 25 yrs Time to peak = 11.93 hrs
Time interval = 1 min Hyd. volume = 11,702 cuft
Drainage area = 0.700 ac Curve number = 85
Basin Slope = 3.0 % Hydraulic length = 202 ft
Tc method = LAG Time of conc. (Tc) = 4.30 min
Total precip. = 6.32 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
73
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
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 (hrs)
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 = 22.32 cfs
Storm frequency = 25 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 66,970 cuft
Drainage area = 3.220 ac Curve number = 95
Basin Slope = 0.6 % Hydraulic length = 500 ft
Tc method = LAG Time of conc. (Tc) = 13.70 min
Total precip. = 6.32 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
74
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)
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 = 8.205 cfs
Storm frequency = 25 yrs Time to peak = 12.12 hrs
Time interval = 1 min Hyd. volume = 27,866 cuft
Drainage area = 2.060 ac Curve number = 77
Basin Slope = 0.3 % Hydraulic length = 300 ft
Tc method = LAG Time of conc. (Tc) = 23.10 min
Total precip. = 6.32 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
75
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)
DA #3 Sub Basin #2
Hyd. No. 7 -- 25 Year
Hyd No. 7
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 8
DA #3 Sub Basin #3
Hydrograph type = SCS Runoff Peak discharge = 21.63 cfs
Storm frequency = 25 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 61,420 cuft
Drainage area = 3.000 ac Curve number = 95
Basin Slope = 0.6 % Hydraulic length = 450 ft
Tc method = LAG Time of conc. (Tc) = 12.60 min
Total precip. = 6.32 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
76
0 2 4 6 8 10 12 14 16 18 20 22 24
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)
DA #3 Sub Basin #3
Hyd. No. 8 -- 25 Year
Hyd No. 8
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 9
SWMB#3
Hydrograph type = Reservoir Peak discharge = 1.457 cfs
Storm frequency = 25 yrs Time to peak = 24.10 hrs
Time interval = 1 min Hyd. volume = 169,662 cuft
Inflow hyd. No. = 3 - DA#1 Sub Basin #2 Max. Elevation = 280.91 ft
Reservoir name = SWMB#3 Max. Storage = 721,356 cuft
Storage Indication method used.
77
0 5 10 15 20 25 30 35 40 45 50
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 (hrs)
SWMB#3
Hyd. No. 9 -- 25 Year
Hyd No. 9 Hyd No. 3 Total storage used = 721,356 cuft
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 10
SWMB#2
Hydrograph type = Reservoir Peak discharge = 5.335 cfs
Storm frequency = 25 yrs Time to peak = 13.35 hrs
Time interval = 1 min Hyd. volume = 228,860 cuft
Inflow hyd. No. = 4 - DA#1 Sub Basin #3 Max. Elevation = 286.07 ft
Reservoir name = SWMB#2 Max. Storage = 230,286 cuft
Storage Indication method used.
78
0 5 10 15 20 25 30 35 40 45 50
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)
SWMB#2
Hyd. No. 10 -- 25 Year
Hyd No. 10 Hyd No. 4 Total storage used = 230,286 cuft
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
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 = 286.45 ft
Reservoir name = WAREHOUSE POND Max. Storage = 11,702 cuft
Storage Indication method used.
79
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
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 (hrs)
WAREHOUSE POND
Hyd. No. 11 -- 25 Year
Hyd No. 11 Hyd No. 5 Total storage used = 11,702 cuft
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Hyd. No. 12
SW PKLOT POND
Hydrograph type = Reservoir Peak discharge = 12.98 cfs
Storm frequency = 25 yrs Time to peak = 12.17 hrs
Time interval = 1 min Hyd. volume = 66,282 cuft
Inflow hyd. No. = 6 - DA #3 Sub Basin #1 Max. Elevation = 291.56 ft
Reservoir name = SW PKLOT POND Max. Storage = 21,675 cuft
Storage Indication method used.
80
0 3 6 9 12 15 18 21 24 27 30
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)
SW PKLOT POND
Hyd. No. 12 -- 25 Year
Hyd No. 12 Hyd No. 6 Total storage used = 21,675 cuft
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Hyd. No. 13
SE PKLOT POND
Hydrograph type = Reservoir Peak discharge = 19.46 cfs
Storm frequency = 25 yrs Time to peak = 12.07 hrs
Time interval = 1 min Hyd. volume = 59,828 cuft
Inflow hyd. No. = 8 - DA #3 Sub Basin #3 Max. Elevation = 291.58 ft
Reservoir name = SE PKLOT POND Max. Storage = 17,451 cuft
Storage Indication method used.
81
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)
SE PKLOT POND
Hyd. No. 13 -- 25 Year
Hyd No. 13 Hyd No. 8 Total storage used = 17,451 cuft
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 14
Post Dev Analysis Pt#1
Hydrograph type = Combine Peak discharge = 129.82 cfs
Storm frequency = 25 yrs Time to peak = 13.18 hrs
Time interval = 1 min Hyd. volume = 1,816,474 cuft
Inflow hyds. = 2, 9, 10, 11 Contrib. drain. area = 77.540 ac
82
0 5 10 15 20 25 30 35 40 45 50
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)
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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Hyd. No. 15
Proposed Drainage Area #2
Hydrograph type = SCS Runoff Peak discharge = 204.22 cfs
Storm frequency = 25 yrs Time to peak = 12.07 hrs
Time interval = 1 min Hyd. volume = 670,293 cuft
Drainage area = 35.800 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)] / 35.800
83
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
Q (cfs)
Time (hrs)
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 = 17.01 cfs
Storm frequency = 25 yrs Time to peak = 12.92 hrs
Time interval = 1 min Hyd. volume = 530,759 cuft
Inflow hyd. No. = 15 - Proposed Drainage Area #2Max. Elevation = 291.67 ft
Reservoir name = SWMB#1 Max. Storage = 419,373 cuft
Storage Indication method used.
84
0 5 10 15 20 25 30 35 40 45 50
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 (hrs)
Post Dev Analysis Pt#2
Hyd. No. 16 -- 25 Year
Hyd No. 16 Hyd No. 15 Total storage used = 419,373 cuft
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 17
Post Dev Analysis Pt#3
Hydrograph type = Combine Peak discharge = 39.69 cfs
Storm frequency = 25 yrs Time to peak = 12.07 hrs
Time interval = 1 min Hyd. volume = 153,976 cuft
Inflow hyds. = 7, 12, 13 Contrib. drain. area = 2.060 ac
85
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
Q (cfs)
Time (hrs)
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
86
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 32.79 1 726 108,705 ------ ------------ Post Dev Analysis Pt#4
2 SCS Runoff 164.57 1 790 1,909,412 ------ ------------ DA#1 Sub Basin #1
3 SCS Runoff 373.51 1 719 1,008,186 ------ ------------ DA#1 Sub Basin #2
4 SCS Runoff 135.53 1 721 426,529 ------ ------------ DA#1 Sub Basin #3
5 SCS Runoff 7.847 1 716 16,058 ------ ------------ DA#1 Sub Basin #4
6 SCS Runoff 28.88 1 721 87,792 ------ ------------ DA #3 Sub Basin #1
7 SCS Runoff 11.66 1 727 39,837 ------ ------------ DA #3 Sub Basin #2
8 SCS Runoff 27.97 1 721 80,516 ------ ------------ DA #3 Sub Basin #3
9 Reservoir 3.368 1 1366 85,385 3 281.92 926,873 SWMB#3
10 Reservoir 16.13 1 749 323,034 4 286.52 267,442 SWMB#2
11 Reservoir 0.000 1 n/a 0 5 286.87 16,058 WAREHOUSE POND
12 Reservoir 23.36 1 726 87,101 6 291.86 24,700 SW PKLOT POND
13 Reservoir 27.74 1 721 78,924 8 291.64 17,918 SE PKLOT POND
14 Combine 179.62 1 790 2,317,831 2, 9, 10,
11,
------------ Post Dev Analysis Pt#1
15 SCS Runoff 269.51 1 724 898,483 ------ ------------ Proposed Drainage Area #2
16 Reservoir 22.15 1 775 756,590 15 293.00 564,713 Post Dev Analysis Pt#2
17 Combine 57.14 1 725 205,861 7, 12, 13, ------------ Post Dev Analysis Pt#3
Novo Nordisk Proposed wbasins Rev 5ACM.gpwReturn Period: 100 Year Tuesday, 06 / 20 / 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 = 32.79 cfs
Storm frequency = 100 yrs Time to peak = 12.10 hrs
Time interval = 1 min Hyd. volume = 108,705 cuft
Drainage area = 5.400 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
87
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)
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 = 164.57 cfs
Storm frequency = 100 yrs Time to peak = 13.17 hrs
Time interval = 1 min Hyd. volume = 1,909,412 cuft
Drainage area = 77.540 ac Curve number = 89*
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) = [(37.960 x 85) + (39.580 x 93)] / 77.540
88
0 3 6 9 12 15 18 21 24 27
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)
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 = 373.51 cfs
Storm frequency = 100 yrs Time to peak = 11.98 hrs
Time interval = 1 min Hyd. volume = 1,008,186 cuft
Drainage area = 35.290 ac Curve number = 98
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
89
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
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 (hrs)
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 = 135.53 cfs
Storm frequency = 100 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 426,529 cuft
Drainage area = 14.930 ac Curve number = 98
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
90
0 2 4 6 8 10 12 14 16 18 20 22 24
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)
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 = 7.847 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 1 min Hyd. volume = 16,058 cuft
Drainage area = 0.700 ac Curve number = 85
Basin Slope = 3.0 % Hydraulic length = 202 ft
Tc method = LAG Time of conc. (Tc) = 4.30 min
Total precip. = 8.11 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
91
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
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 (hrs)
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 = 28.88 cfs
Storm frequency = 100 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 87,792 cuft
Drainage area = 3.220 ac Curve number = 95
Basin Slope = 0.6 % Hydraulic length = 500 ft
Tc method = LAG Time of conc. (Tc) = 13.70 min
Total precip. = 8.11 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
92
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
Q (cfs)
Time (hrs)
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 = 11.66 cfs
Storm frequency = 100 yrs Time to peak = 12.12 hrs
Time interval = 1 min Hyd. volume = 39,837 cuft
Drainage area = 2.060 ac Curve number = 77
Basin Slope = 0.3 % Hydraulic length = 300 ft
Tc method = LAG Time of conc. (Tc) = 23.10 min
Total precip. = 8.11 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
93
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
Q (cfs)
Time (hrs)
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 = 27.97 cfs
Storm frequency = 100 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 80,516 cuft
Drainage area = 3.000 ac Curve number = 95
Basin Slope = 0.6 % Hydraulic length = 450 ft
Tc method = LAG Time of conc. (Tc) = 12.60 min
Total precip. = 8.11 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
94
0 2 4 6 8 10 12 14 16 18 20 22 24
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)
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 = 3.368 cfs
Storm frequency = 100 yrs Time to peak = 22.77 hrs
Time interval = 1 min Hyd. volume = 85,385 cuft
Inflow hyd. No. = 3 - DA#1 Sub Basin #2 Max. Elevation = 281.92 ft
Reservoir name = SWMB#3 Max. Storage = 926,873 cuft
Storage Indication method used.
95
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
400.00 400.00
Q (cfs)
Time (hrs)
SWMB#3
Hyd. No. 9 -- 100 Year
Hyd No. 9 Hyd No. 3 Total storage used = 926,873 cuft
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Hyd. No. 10
SWMB#2
Hydrograph type = Reservoir Peak discharge = 16.13 cfs
Storm frequency = 100 yrs Time to peak = 12.48 hrs
Time interval = 1 min Hyd. volume = 323,034 cuft
Inflow hyd. No. = 4 - DA#1 Sub Basin #3 Max. Elevation = 286.52 ft
Reservoir name = SWMB#2 Max. Storage = 267,442 cuft
Storage Indication method used.
96
0 5 10 15 20 25 30 35 40 45 50
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)
SWMB#2
Hyd. No. 10 -- 100 Year
Hyd No. 10 Hyd No. 4 Total storage used = 267,442 cuft
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Hyd. No. 11
WAREHOUSE POND
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 100 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 = 286.87 ft
Reservoir name = WAREHOUSE POND Max. Storage = 16,058 cuft
Storage Indication method used.
97
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
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 (hrs)
WAREHOUSE POND
Hyd. No. 11 -- 100 Year
Hyd No. 11 Hyd No. 5 Total storage used = 16,058 cuft
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Hyd. No. 12
SW PKLOT POND
Hydrograph type = Reservoir Peak discharge = 23.36 cfs
Storm frequency = 100 yrs Time to peak = 12.10 hrs
Time interval = 1 min Hyd. volume = 87,101 cuft
Inflow hyd. No. = 6 - DA #3 Sub Basin #1 Max. Elevation = 291.86 ft
Reservoir name = SW PKLOT POND Max. Storage = 24,700 cuft
Storage Indication method used.
98
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
Q (cfs)
Time (hrs)
SW PKLOT POND
Hyd. No. 12 -- 100 Year
Hyd No. 12 Hyd No. 6 Total storage used = 24,700 cuft
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Hyd. No. 13
SE PKLOT POND
Hydrograph type = Reservoir Peak discharge = 27.74 cfs
Storm frequency = 100 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 78,924 cuft
Inflow hyd. No. = 8 - DA #3 Sub Basin #3 Max. Elevation = 291.64 ft
Reservoir name = SE PKLOT POND Max. Storage = 17,918 cuft
Storage Indication method used.
99
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)
SE PKLOT POND
Hyd. No. 13 -- 100 Year
Hyd No. 13 Hyd No. 8 Total storage used = 17,918 cuft
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Hyd. No. 14
Post Dev Analysis Pt#1
Hydrograph type = Combine Peak discharge = 179.62 cfs
Storm frequency = 100 yrs Time to peak = 13.17 hrs
Time interval = 1 min Hyd. volume = 2,317,831 cuft
Inflow hyds. = 2, 9, 10, 11 Contrib. drain. area = 77.540 ac
100
0 3 6 9 12 15 18 21 24 27 30
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
Q (cfs)
Time (hrs)
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 = 269.51 cfs
Storm frequency = 100 yrs Time to peak = 12.07 hrs
Time interval = 1 min Hyd. volume = 898,483 cuft
Drainage area = 35.800 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)] / 35.800
101
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 Drainage Area #2
Hyd. No. 15 -- 100 Year
Hyd No. 15
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 16
Post Dev Analysis Pt#2
Hydrograph type = Reservoir Peak discharge = 22.15 cfs
Storm frequency = 100 yrs Time to peak = 12.92 hrs
Time interval = 1 min Hyd. volume = 756,590 cuft
Inflow hyd. No. = 15 - Proposed Drainage Area #2Max. Elevation = 293.00 ft
Reservoir name = SWMB#1 Max. Storage = 564,713 cuft
Storage Indication method used.
102
0 5 10 15 20 25 30 35 40 45 50
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)
Post Dev Analysis Pt#2
Hyd. No. 16 -- 100 Year
Hyd No. 16 Hyd No. 15 Total storage used = 564,713 cuft
Novo Nordisk DAPI-US DAPI-US-INFR-PLAN-XX010-01-004
19-Jun-17
Page 215 of 275
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 20 / 2017
Hyd. No. 17
Post Dev Analysis Pt#3
Hydrograph type = Combine Peak discharge = 57.14 cfs
Storm frequency = 100 yrs Time to peak = 12.08 hrs
Time interval = 1 min Hyd. volume = 205,861 cuft
Inflow hyds. = 7, 12, 13 Contrib. drain. area = 2.060 ac
103
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
Q (cfs)
Time (hrs)
Post Dev Analysis Pt#3
Hyd. No. 17 -- 100 Year
Hyd No. 17 Hyd No. 7 Hyd No. 12 Hyd No. 13
Novo Nordisk DAPI-US DAPI-US-INFR-PLAN-XX010-01-004
19-Jun-17
Page 216 of 275
Novo Nordisk
Clayton, NC

Appendix II

Nitrogen Calculations
Novo Nordisk DAPI-US DAPI-US-INFR-PLAN-XX010-01-004
19-Jun-17
Page 217 of 275
Ph
a
s
e
 1

T
e
m
p
o
r
a
r
y

P
h
a
s
e
 2
To
t
a
l

(s
q

ft
)

T
o
t
a
l
 (a
c
r
e
)
% Us
e

T
N
 (l
b
s
/
y
r
)
Bu
i
l
d
i
n
g
s

3
7
0
4
4
6
.
7
4
37
0
4
4
6
.
7
4

8
.
5
0

4
.
8
7
%
180.29
Pa
r
k
i
n
g

2
5
8
1
4
0
.
0
6

2
5
8
1
4
0
.
0
6

5
.
9
3

3
.
4
0
%

1
2
5
.
6
3
Pa
v
e
m
e
n
t

4
1
4
2
2
7
.
9
3

4
1
4
2
2
7
.
9
3

9
.
5
1

5
.
4
5
%

2
0
1
.
6
0
Si
d
e
w
a
l
k
s

4
1
9
2
6
.
0
0

4
1
9
2
6
.
0
0

0
.
9
6

0
.
5
5
%

2
0
.
4
0
Eq
u
i
p
m
e
n
t

2
9
6
4
.
0
0

2
9
6
4
.
0
0

0
.
0
7

0
.
0
4
%

1
.
4
4
Gr
a
v
e
l

1
5
5
6
7
0
.
8
9

1
5
5
6
7
0
.
8
9

3
.
5
7

2
.
0
5
%

7
5
.
7
6
We
t
 Po
n
d
s

5
1
1
6
1
1
.
0
9
51
1
6
1
1
.
0
9

1
1
.
7
4

6
.
7
3
%
7.05
We
t
l
a
n
d
s

2
1
2
6
0
0
5
.
5
7
21
2
6
0
0
5
.
5
7

4
8
.
8
1

2
7
.
9
7
%
29.28
OP
E
N
37
1
9
8
7
7
.
8
2

8
5
.
4
0

4
8
.
9
4
%
102.48
To
t
a
l
76
0
0
8
7
0
.
0
9

1
7
4
.
4
9
743.94
25
%
 Re
d
e
c
t
i
o
n
 fo
r
 We
t
 Po
n
d
s
557.95
an
n
u
a
l
 po
u
n
d
s
 of
 ni
t
r
o
g
e
n
 pe
r
 ac
r
e

3.20
Si
t
e
 Bu
i
l
d
 Ou
t
No
v
o

No
r
d
i
s
k

DA
P
I
-
U
S
DA
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

19
-
J
u
n
-
1
7
Page 218 of 275
Novo Nordisk
Clayton, NC

Appendix III

Pipe and Swale Calculations

Novo Nordisk DAPI-US DAPI-US-INFR-PLAN-XX010-01-004
19-Jun-17
Page 219 of 275
No
v
o

No
r
d
i
s
k

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P
I
-
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P
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-
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-
I
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F
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-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

19
-
J
u
n
-
1
7
Page 220 of 275
No
v
o

No
r
d
i
s
k

DA
P
I
-
U
S
DA
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

19
-
J
u
n
-
1
7
Page 221 of 275
No
v
o

No
r
d
i
s
k

DA
P
I
-
U
S
DA
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

19
-
J
u
n
-
1
7
Page 222 of 275
No
v
o

No
r
d
i
s
k

DA
P
I
-
U
S
DA
P
I
-
U
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-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

19
-
J
u
n
-
1
7
Page 223 of 275
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v
o

No
r
d
i
s
k

DA
P
I
-
U
S
DA
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

19
-
J
u
n
-
1
7
Page 224 of 275
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v
o

No
r
d
i
s
k

DA
P
I
-
U
S
DA
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

19
-
J
u
n
-
1
7
Page 225 of 275
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v
o

No
r
d
i
s
k

DA
P
I
-
U
S
DA
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

19
-
J
u
n
-
1
7
Page 226 of 275
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v
o

No
r
d
i
s
k

DA
P
I
-
U
S
DA
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

19
-
J
u
n
-
1
7
Page 227 of 275
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v
o

No
r
d
i
s
k

DA
P
I
-
U
S
DA
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

19
-
J
u
n
-
1
7
Page 228 of 275
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v
o

No
r
d
i
s
k

DA
P
I
-
U
S
DA
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

19
-
J
u
n
-
1
7
Page 229 of 275
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v
o

No
r
d
i
s
k

DA
P
I
-
U
S
DA
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

19
-
J
u
n
-
1
7
Page 230 of 275
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v
o

No
r
d
i
s
k

DA
P
I
-
U
S
DA
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

19
-
J
u
n
-
1
7
Page 231 of 275
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v
o

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r
d
i
s
k

DA
P
I
-
U
S
DA
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

19
-
J
u
n
-
1
7
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v
o

No
r
d
i
s
k

DA
P
I
-
U
S
DA
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

19
-
J
u
n
-
1
7
Page 233 of 275
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v
o

No
r
d
i
s
k

DA
P
I
-
U
S
DA
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

19
-
J
u
n
-
1
7
Page 234 of 275
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v
o

No
r
d
i
s
k

DA
P
I
-
U
S
DA
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

19
-
J
u
n
-
1
7
Page 235 of 275
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v
o

No
r
d
i
s
k

DA
P
I
-
U
S
DA
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

19
-
J
u
n
-
1
7
Page 236 of 275
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v
o

No
r
d
i
s
k

DA
P
I
-
U
S
DA
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

19
-
J
u
n
-
1
7
Page 237 of 275
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v
o

No
r
d
i
s
k

DA
P
I
-
U
S
DA
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

19
-
J
u
n
-
1
7
Page 238 of 275
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v
o

No
r
d
i
s
k

DA
P
I
-
U
S
DA
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

19
-
J
u
n
-
1
7
Page 239 of 275
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v
o

No
r
d
i
s
k

DA
P
I
-
U
S
DA
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

19
-
J
u
n
-
1
7
Page 240 of 275
No
v
o

No
r
d
i
s
k

DA
P
I
-
U
S
DA
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

19
-
J
u
n
-
1
7
Page 241 of 275
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v
o

No
r
d
i
s
k

DA
P
I
-
U
S
DA
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

19
-
J
u
n
-
1
7
Page 242 of 275
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v
o

No
r
d
i
s
k

DA
P
I
-
U
S
DA
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

19
-
J
u
n
-
1
7
Page 243 of 275
8
8.06.4 Rev. 12/93
Novo Nordisk DAPI-US DAPI-US-INFR-PLAN-XX010-01-004
19-Jun-17
Page 244 of 275
8
8.06.4 Rev. 12/93
Novo Nordisk DAPI-US DAPI-US-INFR-PLAN-XX010-01-004
19-Jun-17
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8
8.06.4 Rev. 12/93
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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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19-Jun-17
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Novo Nordisk
Clayton, NC

Appendix IV

Silt Fence Calculations

Novo Nordisk DAPI-US DAPI-US-INFR-PLAN-XX010-01-004
19-Jun-17
Page 253 of 275
N
o
v
o

N
o
r
d
i
s
k

D
A
P
I
-
U
S
D
A
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

1
9
-
J
u
n
-
1
7
P
a
g
e

2
5
4

o
f

2
7
5
N
o
v
o

N
o
r
d
i
s
k

D
A
P
I
-
U
S
D
A
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

1
9
-
J
u
n
-
1
7
P
a
g
e

2
5
5

o
f

2
7
5
N
o
v
o

N
o
r
d
i
s
k

D
A
P
I
-
U
S
D
A
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

1
9
-
J
u
n
-
1
7
P
a
g
e

2
5
6

o
f

2
7
5
N
o
v
o

N
o
r
d
i
s
k

D
A
P
I
-
U
S
D
A
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

1
9
-
J
u
n
-
1
7
P
a
g
e

2
5
7

o
f

2
7
5
N
o
v
o

N
o
r
d
i
s
k

D
A
P
I
-
U
S
D
A
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

1
9
-
J
u
n
-
1
7
P
a
g
e

2
5
8

o
f

2
7
5
N
o
v
o

N
o
r
d
i
s
k

D
A
P
I
-
U
S
D
A
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

1
9
-
J
u
n
-
1
7
P
a
g
e

2
5
9

o
f

2
7
5

Appendix D Inspection Log and Reports

Novo Nordisk DAPI-US DAPI-US-INFR-PLAN-XX010-01-004
19-Jun-17
Page 260 of 275

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

Novo Nordisk DAPI-US DAPI-US-INFR-PLAN-XX010-01-004
19-Jun-17
Page 261 of 275

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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3
1

SW
P
P
P

R
a
i
n
f
a
l
l

R
e
c
o
r
d
s

(
J
a
n
u
a
r
y

-

J
u
n
e
)

Ye
a
r
:

Ja
n
u
a
r
y

Ra
i
n
f
a
l
l

Fe
b
r
u
a
r
y

Ra
i
n
f
a
l
l

Ma
r
c
h

Ra
i
n
f
a
l
l

Ap
r
i
l

Ra
i
n
f
a
l
l

Ma
y

Ra
i
n
f
a
l
l
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

SW
P
P
P

R
a
i
n
f
a
l
l

R
e
c
o
r
ds

(
J
u
l
y

-

D
e
c
e
m
b
e
r
)

Ye
a
r
:

Ju
l
y

Ra
i
n
f
a
l
l

Au
g
u
s
t

Ra
i
n
f
a
l
l

Se
p
t
e
m
b
e
r

Ra
i
n
f
a
l
l

Oc
t
o
b
e
r

Ra
i
n
f
a
l
l

No
v
e
m
b
e
r

Ra
i
n
f
a
l
l

December Rainfall
No
v
o

No
r
d
i
s
k

DA
P
I
-
U
S
DA
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

19
-
J
u
n
-
1
7
Page 264 of 275

3
2

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
No
v
o

No
r
d
i
s
k

DA
P
I
-
U
S
DA
P
I
-
U
S
-
I
N
F
R
-
P
L
A
N
-
X
X
0
1
0
-
0
1
-
0
0
4

19
-
J
u
n
-
1
7
Page 265 of 275

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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Page 274 of 275

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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