20070173 Ver 5_SW Calculations_20161221

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
SWPPP Preparer:
Donovan Norris, PE
EFDEE Engineering Professional
Corporation
100 Fluor Daniel Drive
Greenville, SC 29607
Phone: [phone]
Primary Permittee:
Novo Nordisk Pharmaceutical
Industries, Inc.
Permittee/Owner Contact:
Gary Lohr
3612 Powhatan Road
Clayton, NC 27527
919-457-7167
Day -to -Day Operator:
Gary Lohr
3612 Powhatan Road
Clayton, NC 27527
919-457-7167
C-SWPPP Preparation Date:
03/22/2016
Revision 3
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Table of Contents
Section I PROJECT OVERVIEW
1.1
Narrative..................................................................................................................3
1.2
Stormwater Management and Sediment Control.....................................................7
Pre -Construction Conferences...............................................................................16
1.3
Sequence of Construction........................................................................................9
Inspection Requirements........................................................................................16
1.4
Non -Numeric Effluent Limits..................................................................................9
Maintenance Policies.....................................................:......................................16
1.5
Certification Statement..........................................................................................13
Record Keeping....................................................................................................16
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
AppendixA - 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) .............................187
Appendix E - Rainfall Records (OS-SWPPP** Only)...............................................190
Appendix F - Additional Site Logs and Records (OS-SWPPP** Only)....................193
Appendix G - Construction General Permit (CGP) - ..................................................202
*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 N35°36'58.71" and W78°24'11.6".
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 00 01 001
Study Area
The study area covers approximately 178.01 acres. The site is located along Powhatan
Road south east of Clayton, NC, approximately 'h 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
McKim and Creed Survey drawings R.1.3.0.0407 (Sheets 1&2)& R.1.3.0.0408 (Sheets 1
& 2)
Pre -Development Conditions
The site is divided into four drainage areas see 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.
You can find the weight runoff calculations in the Hydrology report in Appendix D
Post -Development Conditions
Proposed site 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 site will continue to be
divided into four drainage areas, see Drainage Maps in Appendix B more details.
The first drainage area consists of 136.86 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 (39.62 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. 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 91 to incorporate fixture
buildout to the site.
The second drainage area is 39.83 acres consisting of primarily of construction area. The
final condition of the site will and clear to 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 98
to incorporate future buildout to the site.
The third drainage area is 5.56 acres consisting of primarily construction area. Tine final
condition the site will include approximately four structures along with parking and
ancillary roadways. The drainage area will also include 1.61 acres of wetlands. Storm
water flow from this drainage area will be collected within drainage ditches during
construction which will discharge into sediment basins. Storm water post -construction
will sheet flow into the wetlands, or sheet flow into a drainage ditch and discharge into
the wetlands. Storm water will continue through the wetlands into a 36" advert under
the Southern Railroad easement. The weighted Cn number for the analysis 93.
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:
Table #2 - Peak Runoff Rates Post Construction (Pre Detention):
DA
(acres)
�N
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
20.27
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):
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DA
1 -Year
2 -Year
10 -Year
100 -Year
(acres)
CN
(cfs)
(cfs)
(cfs)
(cfs)
Post to DA #1
183.67
222.96
336.34
522.58
136.86
91
Increase/(Decrease)
105.17
114.15
136.29
167.33
Un -detained Flow
Post to WS #2
69.4
84.22
127.01
197.31
39.83
98
Increase/(Decrease)
43.16
46.42
53.28
60.9
Un -detained Flow
Post to WS #3
5.56
93
16.33
20.42
32.14
51.2
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Increase/(Decrease)
Un -detained Flow
Storage
1 -Year
(12.36)
(20.25)
(45.15)
(89.01)
Post to WS #4
(cfs)
(cfs)
2.27
4.896
14.95
35.51
43.76
5.40
61
202.65
Outflow
2a3
Increase/(Decrease)
(34.74)
Increase/(Decrease)
Un -detained Flow
(96,U)
(152.60)
(5.18)
(5.93)
(6.57)
(4.79)
Table #3 - Peak Runoff Rates Post Construction (Post Detention):
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Storage
1 -Year
2 -Year
10 -Year
100 -
Year
Pond
(cfs)
(cfs)
(cfs)
(cfs)
Post DA#1 Detention
43.76
58.74
103.43
202.65
Outflow
2a3
Increase/(Decrease)
(34.74)
(50.07)
(96,U)
(152.60)
Detained Flow
Change to DA #1
-44.25%
-46.02%
-48.30%
-42.96%
Pre vs Post
Post DA#2 Detention
13.84
30.83
57.23
81.83
Outflow
1
Increase/(Decrease)
(12.40)
(6.97)
(16.50)
(54.58)
Detained Flow
Change to DA #2
-43.22%
-17.14%
-21.35%
-38.93%
Pre vs Post
Post DA#3 Detention
16.33
20.42
32.14
51.2
Outflow
None
Increase/(Decrease)
(12.36)
(20.25)
(45.15)
(i39,01
Detained Flow
Change to DA #3
-43.08%
-49.79%
-58.42%
Pre vs Post
Post DA#4 Detention
2.27
4.896
14.95
35.51
Outflow
None
Increase/(Decrease)
(5. 18)
(5.93)
(6.57)
(4.79)
Detained Flow
Change to DA #4
r-69.53%
-54.79%
-30.53%
-11.89%
Pre vs Post
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Refer to Appendix B for land use and watershed maps. Refer to Appendix D for
Hydrology Report and all stormwater calculations.
Flooding Issues
The proposed project is not located in a FEMA flood zone. Refer to Appendix A for
further information.
1.2 Stormwater Management and Sediment Control
Erosion Prevention BMPs
As the existing site is cleared, grubbed and graded to the proposed contours shown on the
construction site plans, erosion prevention BMPs shall be placed throughout the
construction site to aid in the prevention of sediment -laden stormwater runoff. These
BMPs shall be focused in areas with high potential of erosion, areas preceding infiltration
practices.
Each erosion prevention measure shall be selected on a site-specific basis and details
have been provided on the construction site plans. The plans identify all proposed
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 drawing
CL -XX -DAPI -US -3-15-00-800 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
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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 BN/[Ps 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 off site. The silt fence which is solely being used for sediment
control has been designed to handle '/4 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.
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 Jocated within one of the appendices of the On-site SWPPP.
Each stabilized construction enhance 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.
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
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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
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.
Other Stormwater Management Procedures
This section is not required.
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.
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Velocity Control
• Surface Roughening and/or other Slope Stabilization Practices;
• Level Spreaders, Riprap Plunge Pools and/or other Velocity Dissipation BMPS
located at the Construction Site's and Sediment Basin Outfalls.
• Use of Rock Checks, Sediment Tubes, Etc. in Temporary Diversions Swales and
Ditches.
• Use of Erosion Control Blankets, Turf Reinforcement Mats, and other Non -
Vegetative BMPs that can be used to Quickly Stabilize Disturbed Areas.
The SWPPP Preparer/Engineer should approve any modifications (Additional BMPs or
Changes to Existing BMPs) to address the management of stormwater volume and
velocity prior to implementation. All approved SWPPPs that were issued coverage under
the CGP should include ample BMPs and other control measures to address this specific
Non -Numeric Effluent Limit.
Throughout construction activities, the amount of soil exposed during construction
should be kept to a minimum. This may be accomplished by minimizing the amount the
disturbed area within the permitted Limits of Disturbance (shown on the approved
construction site plans) to only that which is necessary to complete the proposed work.
For areas that have already been disturbed and where construction activities will not
begin for a period of 14 days or more, temporary stabilization techniques must be
implemented.
Prior to implementation of any major grading activities, topsoil is to be preserved by
placing it in areas designated for stockpiling until final grades are reached. Each stockpile
must be equipped with proper sediment and erosion controls to preserve the topsoil and
protect adjacent areas from impacts. Once final grades have been reached, the preserved
topsoil should be utilized to apply to areas identified for stabilization. Topsoil contains
nutrients and organisms that aid in the growth of vegetation.
The Compaction of Soil should also be minimized to the degree practicable during
grading activities. This is especially important during the replacement of topsoil to aid in
a quick establishment of vegetative cover. Compaction of soil may also reduce rainfall's
ability to infiltrate into the soil, increasing the amount of stormwater runoff.
Soil Stabilization
Throughout construction activities, soil stabilization techniques are to be initiated as soon
as practicable whenever any clearing, grading, excavating, or other Land -disturbing
activities have permanently or temporarily ceased on any portion of the construction site
and will not resume for a period exceeding 14 calendar days. For areas where initiating
stabilization measures is infeasible, (e.g., where snow cover, frozen ground, or drought
conditions preclude stabilization), initiate vegetative or non -vegetative stabilization
measures as soon as practicable.
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All disturbed steep slopes (30% grade, —3H:1 V, or greater), and steep slopes to be
created through grading activities must be managed in a fashion that limits the potential
of erosion along the slopes. All parties whose work is/was responsible for the
creation/disturbance of steep slopes must comply with the following items:
• Minimize the Disturbance of all steep slopes, when possible.
• Divert Concentrated or Channelized Flows of stormwater away from and around
steep slope disturbances.
• Use Specialized BMP Controls including temporary and permanent seeding with
soil binders, erosion control blankets, surface roughening, reducing continuous slope
length with terracing or diversions, gradient terraces, interceptor dikes and swales,
grass -lined channels, pipe slope drains, subsurface drains, level spreaders, check
dams, seep berms, and triangular silt dikes to minimize erosion.
• Initiate Stabilization Measures as soon as practicable on any disturbed steep slope
areas where construction activities have permanently or temporarily ceased, and will
not resume for a period exceeding 7 calendar days.
• A Vegetative and/or Non -Vegetative Cover must be established within 3 working
days from the time that stabilization measures were initiated.
Stabilization of steep slopes should be a priority for those performing work at the
construction site. At the very least, runoff control BMPs should be implemented to
transport stormwater runoff from the top of the slope to the toe of the slope. An example
of this is to install diversion swales along the top of slope and direct the runoff towards
pipe slopes drains to transports the runoff to the toe of the slope. All pipe slope drain
outlets are to be equipped with proper outlet protection.
Sediment Discharge Minimization
Permittees, Contractors, and all other parties responsible for conducting land -disturbing
activities are required to install and maintain all erosion and sediment BMPs that are
identified on the approved construction site plans. These BMPs have been designed and
approved to address such factors as the amount, frequency, intensity and duration of
precipitation, the nature of resulting stormwater runoff, and soil characteristics, including
the range of soils particle sizes expected to be present on the construction site. Proper
installation, inspection, and maintenance will allow these BMPs to operate at maximum
efficiencies in order to minimize sediment discharges to the maximum extent practical.
Pollutant Discharge Minimization
Permittees, Contractors, and all other parties responsible for conducting land -disturbing
activities are required to install, implement, and maintain effective pollution prevention
measures to minimize the discharge of pollutants. At a minimum, the following items
must be implemented:
• Minimize the discharge of pollutants from dewatering trenches and excavations by
managing runoff with the appropriate controls. Otherwise these discharges are
prohibited;
• Minimize the discharge of pollutants from equipment and vehicle washing, wheel
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wash water, and other wash waters. Wash waters must be treated in a sediment basin
or alternative control that provides equivalent or better treatment prior to discharge;
Minimize the exposure of building materials, building products, construction wastes,
trash, landscape materials, fertilizers, pesticides, herbicides, detergents, sanitary
waste and other materials present on the site to precipitation and to stormwater; and
Minimize the discharge of pollutants from spills and leaks and implement chemical
spill and leak prevention and response procedures.
Prohibited Discharges
Permittees, Contractors, and all other responsible parties for conducting land -disturbing
activities are prohibited to discharges, 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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1.5 Certification Statement
"I certify, under penalty of law, that the Stormwater Pollution Prevention
Plan (SPPP) document and all attachments were developed and
implemented under my direction or supervision in accordance with a system
designed to assure that qualified personnel properly gather and evaluate
the information required by the SPPP. Based on my inquiry of the person or
persons who manage the system, or those persons directly responsible for
gathering the information, the information gathered is, to the best of my
knowledge and belief, true, accurate and complete. I certify that the SPPP
has been developed, signed and retained at the named facility location, and
the SPPP has been fully implemented at this facility location in accordance
with the terms and conditions of the stormwater discharge permit. I am
aware that there are significant penalties for falsifying information,
including the possibility of fines and imprisgnment for knowing violations."
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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. CL -XX -DAPI -US -3-
15-00-004
Table 2.1-A: Potential Sources of Pollution
Source
Material or
Location*
Appropriate Control Measures
Chemical
Loose soil
exposed/disturbed
All areas within
As directed by the construction Plans.
during clearing,
Sediment
the Limits of
This includes Silt Fence, sediment
grubbing and
Disturbance
tubes, sediment basins, and sediment
gradingactivities
traps.
Areas where
Located
construction
Heavy Metals
adjacent to
Concrete Washout Basin as shown on
equipment are
& pH
each
sheet CL -XX -DAPI -US -3-15-00-801
cleaned, a.k.a.
construction
of the plans.
concrete washout
entrance
Water encountered
Nutrients &
In and around
Direct water into impoundments such
during trenching
Sediment
any trenching
as basins or traps to allow for the
activities.
sedimentation of the listed pollutants.
Sediment &
All areas to be
Paving Operations
Trash
paved.
Inlet protection.
Nutrients, pH,
Material Delivery
Sediment,
All areas used
Silt fence and/or sediment dikes
and Storage Areas
Heavy Metals,
as storage areas
oils & grease
Equipment fueling
Metals,
Areas
Provide secondary containments,
and maintenance
hydrocarbons,
surrounding
locate in upland areas. Repair leaking
areas
oils and greases
fuel tanks
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
17
18
19
20-22
23
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Location Map
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REV. 003, 28 -Mar -16

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Hydrologic Soil Group -Johnston County, North Carolina
Hydrologic Soil Group
DAPI Soil Map
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
B
1.2
0.3%
complex, 1 to 6
percent slopes
Bb
Bibb sandy loam, 0 to 2
A/D
0.2
0.1%
percent slopes,
frequently flooded
CoB
Cowarts loamy sand, 2 to
C
8.4
1.9%
6 percent slopes
FaB
Faceville sandy loam, 2
B
1.8
0.4%
to 6 percent slopes
GeB
Gilead sandy loam, 2 to 8
C
8.3
1.9%
percent slopes
GoA
Goldsboro sandy loam, 0
B
14.4
3.2%
to 2 percent slopes
MaB
Marlboro sandy loam, 2
B
10.8
2.4%
to 8 percent slopes
McB
Marlboro -Cecil complex,
B
4.0
0.9%
2 to 8 percent slopes
NoA
Norfolk loamy sand, 0 to
A
97.4
21.6%
2 percent slopes
NoB
Norfolk loamy sand, 2 to
A
11.8
2.6%
6 percent slopes
PaE
Pacolet loam, 15 to 25
B
3.1
0.7%
percent slopes
Ra
Rains sandy loam, 0 to 2
A/D
155.2
34.5%
percent slopes
Tn
Toisnot loam, 0 to 2
C/D
25.6
5.7%
percent slopes
VrA
Varina loamy sand, 0 to 2
C
99.7
22.1%
percent slopes
VrB
Varina loamy sand, 2 to 6
C
8.2
1.8%
percent slopes
Totals for Area of Interest
450.2
100.0%
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003
REV. 003, 28 -Mar -16
1/5/2016
Page 3 of 4
Page 23 of 202

Hydrologic Soil Group—Johnston County, North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff., None Specified
Tie-break Rule: Higher
USDA Natural Resources
Conservation Service
Novo Nordisk DAPI -US
Web Soil Survey
National Cooperative Soil Survey
DAP I -U S -I N FR -P LAN-XX010-003
REV. 003, 28 -Mar -16
DAPI Soil Map
1/5/2016
Page 4 of 4
Page 24 of 202

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Appendix B Drainage Maps
Pre Development Watershed Map
Post Development Watershed Map
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 27 of 202
REV. 003. 28 -Mar -16

eZ

I
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Appendix C Engineering Reports
Hydrology Report
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 30 of 202
REV. 003, 28 -Mar -16

HYDROLOGY REPORT
for
Diabetes API Project
for
Novo Nordisk
Powhatan Road
Clayton, NC
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REV. 003,28 -Mar -16

Novo Nordisk
Clayton, NC
TABLE OF CONTENTS
Project Narrative
Soil Information
FEMA
Waters of the State
Hydrological Analysis
Detention Analysis
As -built
Detention Waiver
Permanent Water Quality
Sedimentology
Navigable Waters
3-7
7
7
7
7-9
9
9
9
9
10
10
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REV. 003, 28 -Mar -16

Novo Nordisk
Clayton, NC
Stormwater Hydrographs Appendix I
Existing Conditions
Hydraflow Table of Contents
Watershed Model Schematic
1
1 -Year Hyrdrographs
2-10
2 -Year Hydrographs
11-15
10 -Year Hydrographs
16-20
25- Year Hydrographs
21-25
100- Year Hydrographs
26-30
Proposed Condition Pre Detention
Hydraflow Table of Contents
Watershed Model Schematic
1
1 -Year Hydrographs
2-10
2 -Year Hydrographs
11-15
10 -Year Hydrographs
16-20
25- Year Hydrographs
21-25
100 -Year Hydrographs
26-30
Proposed Condition Post Detention
Hydraflow Table of Contents
Watershed Model Schematic
1
1 -Year Hydrographs
2-21
2 -Year Hydrographs
22-32
10 -Year Hydrographs
33-43
25- Year Hydrographs
44-54
100 -Year Hydrographs
55-65
Nitrogen Calculations Appendix II
Pipe and Swale Calculations Appendix III
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Novo Nordisk
Clayton, NC
Proiect Narrative:
The project on this site is to construct a new pharmaceutical facility for Novo Nordisk to
manufacture an oral table to treat type 2 diabetes. The main facility will include four buildings
attached within the main plant (Purification, Recovery, Fermentation, and Office). Associated
buildingson the site will include a Warehouse, Central Utility Building and a Sampling
building. Additional improvements to the site include a utility corridor as well as a new
electrical substation, and a wastewater treatment facility for process waste.
Site Description: Pre
The site is divided into four drainage areas see Drainage Maps in Appendix B, which is
approximately 178.01 acres. 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 culvert underneath
Powhatan Road into an existing 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 entire property is comprised of farmland and wooded wetlands.
Site Description: Post
Proposed site 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, wastewater treatment facility, employee
parking lots, underground utilities, and ancillary paved roads surrounding the site. The
site will continue to be divided into four drainage areas, see Drainage Maps in Appendix
B more details.
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Novo Nordisk
Clayton, NC
The first drainage area consists of 136.86 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 (39.62 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. 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 98 to incorporate future
buildout to the site.
The second drainage area is 39.83 acres consisting of primarily of construction area. The
final condition of the site will and clear to 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 98
to incorporate future buildout to the site.
The third drainage area is 5.56 acres consisting of primarily construction area. The final
condition the site will include approximately four structures along with parking and
ancillary roadways. The drainage area will also include 1.61 acres of wetlands.
Storm water flow from this drainage area will be collected within drainage ditches during
construction which will discharge into sediment basins. Storm water post -construction
will sheet flow into the wetlands, or sheet flow into a drainage ditch and discharge 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 93.
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 1, 2, 10, and 100 -yr
frequency 24-hour duration storm events. Peale 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.
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Novo Nordisk
Clayton, NC
See the summary table below. See the Appendices for detailed information
The pipes have been designed to handle the runoff from a 10 year storm. Tile swales also
have been designed to handle the 10 year storm. The largest area contributing to a swale
is 17 acres. Calculations showing the pipe and swale analyses are shown in Appendix 11I.
Table #1 - Peak Runoff Rates Pre Construction:
Table #2 - Peak Runoff Rates Post Construction (Pre Detention
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
20.27
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
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DA
1 -Year
2 -Year
10 -Year
100 -Year
(acres)
CN
(cfs)
(cfs)
(cfs)
(cfs)
Post to DA #1
183.67
222.96
336.34
522.58
136.86
91
Increase/(Decrease)
105.17
114.15
136.29
167.33
Un -detained Flow
Post to WS #2
69.4
84.22
127.01
197.31
39.83
98
Increase/(Decrease)
Un -detained Flow
43.16
46.42
53.28
60.9
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Novo Nordisk
Clayton, NC
Post to WS #3
Storage
1 -Year
16.33
20.42
32.14
51.2
Pond
5.56
93
(cfs)
(cfs)
Post DA#1 Detention
43.76
58.74
103.43
202.65
Outflow
Increase/(Decrease)
(12.36)
(20.25)
(45.15)
(89.01)
Un -detained Flow
(96.62)
(152.60)
Detained Flow
Post to WS #4
% Change to DA #1
2.27
4.896
14.95
35.51
Pre vs Post
5.40
61
Post DA#2 Detention
13.84
30.83
57.23
81.83
Increase/(Decrease)
1
(5.18)
(5.93)
(6.57)
(4.79)
Un -detained Flow
(6.97)
(16.50)
(54.58)
Detained Flow
Table #3 - Peak Runoff Rates Post Construction (Post Detention):
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Storage
1 -Year
2 -Year
10 -Year
100 -Year
Pond
(cfs)
(cfs)
(cfs)
(cfs)
Post DA#1 Detention
43.76
58.74
103.43
202.65
Outflow
2&3
Increase/(Decrease)
(34.74)
(50.07)
(96.62)
(152.60)
Detained Flow
% Change to DA #1
-44.25%
-46.02%
-48.30%
-42.96%
Pre vs Post
Post DA#2 Detention
13.84
30.83
57.23
81.83
Outflow
1
Increase/(Decrease)
(12.40)
(6.97)
(16.50)
(54.58)
Detained Flow
% Change to DA #2
-43.22%
-17.14%
-21.35%
-38.93%
Pre vs Post
Post DA#3 Detention
16.33
20.42
32.14
51.2
Outflow
None
Increase/(Decrease)
(12.36)
(20.25)
(45.15)
(89.01)
Detained Flow
% Change to DA #3
-43.08%
-49.79%
-58.42%
63.48%
Pre vs Post
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Novo Nordisk
Clayton, NC
Post DA#4 Detention
2.27
4.896
14.95
35.51
Outflow
None
Increase/(Decrease)
(5.18)
(5.93)
(6.57)
(4.79)
Detained Flow
% Change to DA #4
-69.53%
-54.79%
-30.53%
-11.89%
Pre vs Post
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 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 2014 modeling software. Refer to Appendix I for hydrographs. Following is
a summary of the data input.
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Novo Nordisk
Clayton, NC
Soils: Agricultural Soils (Soils group A), Wetlands (Soils group D)
Curve Numbers 1: 93 Wetlands
78 Agricultural
98 Pavement & Buildings
85 Gravel
61 Grass (Good condition)
Rainfall Data: 1 Year = 2.90 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:
136.86 Ac.
Impervious
48.24 Ac.
Pervious
49.00 Ac.
Wetlands
39.62
Curve Number: 91
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: 28.73 acres
Impervious 33.09 Ac.
Pervious 6.74 Ac.
Curve Number: 98
Pre Area to DA #3:
Total Area: 20.27 acres
' Refer to Hydrographs in Appendix I for Cn calculations (Phase 1 Buildout)
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Novo Nordisk
Clayton, NC
Wetland 2.71 Ac.
Agricultural 17.88 Ac.
Curve Number: 80
Post Area to DA #3:
Total Area:
5.56 acres
Impervious
1.97 Ac.
Pervious
1.98 Ac.
Wetlands
1.61
Curve Number: 93
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 3 detention basins on the property for two of the drainage areas. Each 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 %z' 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.
Permanent Water Quality:
The overall project will be under the required 10 lb/year per industrial requirement for
nitrogen export. The actual site in final conditions will export 9.79 lbs/year of nitrogen.
See Appendix II for Nitrogen calculations.
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Clayton, NC
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.
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.
Sedimentolo
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 Y4 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.
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. Stormwater management
basin 41 has a contributing area of 39.83 acres and has a volume of 561,224 cu -ft of
sediment storage, which is greater than the required 71,694 cu -ft. Stormwater
management basin #2 has a contributing area of 14.54 acres and has a volume of 395,934
cu -ft of sediment, which is greater than the required 26,172 cu -ft. Stormwater
management basin 43 has a contributing area of 44.74 acres and has a volume of
1,085,439 cu -ft of sediment, which is greater than the required 80,532 cu -ft.
Navigable Waters:
There are no navigable waters on the property.
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Novo Nordisk
Clayton, NC
Appendix 1
Hydrographs
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Novo Nordisk
Clayton, NC
Existing Conditions
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Hydraflow Table of Contents
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Novo Nordisk Existing.gpw
Tuesday, 03 / 22 / 2016
Watershed Model Schematic..................................................................................... 1
1 - Year
SummaryReport.........................................................................................................................
HydrographReports...................................................................................................................
Hydrograph No. 1, SCS Runoff, Existing Watershed#1..........................................................
TR -55 Tc Worksheet...........................................................................................................
Hydrograph No. 2, SCS Runoff, Existing Watershed#2..........................................................
TR -55 Tc Worksheet...........................................................................................................
Hydrograph No. 3, SCS Runoff, Existing Watershed#3..........................................................
TR -55 Tc Worksheet...........................................................................................................
Hydrograph No. 4, SCS Runoff, Existing Watershed#4..........................................................
TR -55 Tc Worksheet..........................................................................................................
2 - Year
SummaryReport.......................................................................................................................
HydrographReports.................................................................................................................
Hydrograph No. 1, SCS Runoff, Existing Watershed#1........................................................
Hydrograph No. 2, SCS Runoff, Existing Watershed#2........................................................
Hydrograph No. 3, SCS Runoff, Existing Watershed#3........................................................
Hydrograph No. 4, SCS Runoff, Existing Watershed#4........................................................
10 -Year
2
3
3
4
5
6
7
8
9
10
11
12
12
13
14
15
SummaryReport....................................................................................................................... 16
HydrographReports................................................................................................................. 17
Hydrograph No. 1, SCS Runoff, Existing Watershed#1........................................................ 17
Hydrograph No. 2, SCS Runoff, Existing Watershed#2........................................................ 18
Hydrograph No. 3, SCS Runoff, Existing Watershed#3........................................................ 19
Hydrograph No. 4, SCS Runoff, Existing Watershed#4........................................................ 20
25 - Year
SummaryReport....................................................................................................................... 21
HydrographReports................................................................................................................. 22
Hydrograph No. 1, SCS Runoff, Existing Watershed#1........................................................ 22
Hydrograph No. 2, SCS Runoff, Existing Watershed#2........................................................ 23
Hydrograph No. 3, SCS Runoff, Existing Watershed#3........................................................ 24
Hydrograph No. 4, SCS Runoff, Existing Watershed#4........................................................ 25
100 - Year
SummaryReport....................................................................................................................... 26
HydrographReports................................................................................................................. 27
Hydrograph No. 1, SCS Runoff, Existing Watershed#1........................................................ 27
Hydrograph No. 2, SCS Runoff, Existing Watershed#2........................................................ 28
Hydrograph No. 3, SCS Runoff, Existing Watershed#3........................................................ 29
Hydrograph No. 4, SCS Runoff, Existing Watershed#4........................................................ 30
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Watershed Model Schematic
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D® 2014 by Autodesk, Inc. v10.3
Legend
Hvd. Origin Description
1 SCS Runoff Existing Watershed #1
2 SCS Runoff Existing Watershed #2
3 SCS Runoff Existing Watershed #3
4 SCS Runoff Existing Watershed #4
Project: Novo Nordisk Existing.gpw Tuesday, 03 / 22 / 2016
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Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D® 2014 by Autodesk, Inc. v10.3
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
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
4
SCS Runoff
7.450
2
730
28,472
------
------
------
Existing Watershed #4
Novo Nordisk Existing.gpw
Return Period: 1 Year
Tuesday, 03 / 22 / 2016
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REV. 003, 28 -Mar -16

3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22 / 2016
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)1/ 123.150
Existing Watershed #1
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 - 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 _ 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
-- Hyd No. 1 Time (min)
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4
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
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
TotalTravel Time, Tc..............................................................................
= 0.00
75.20 min
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5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22 / 2016
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 cult
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)] 126.940
Q (cfs)
28.00
24.00
16.00
12.00
ie
4.00
Existing Watershed #2
Hyd. No. 2 -- 1 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
VE
4.00
0.00 I '-- �.-. � --_. I--- I I I I I I I' 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
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TR55 Tc Worksheet
Hyd. No. 2
Existing Watershed #2
L
Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3
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
Total Travel Time, Tc..............................................................................
0.00
30.40 min
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7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc. 00.3
Tuesday, 03 / 22 / 2016
Hyd. No. 3
Existing Watershed #3
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
Existing Watershed #3
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0 00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)
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1.1
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc, 00.3
Hyd. No. 3
Existing Watershed #3
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
TotalTravel Time, Tc..............................................................................
0.00
18.40 m i n
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 52 of 202
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Hyd. No. 4
Existing Watershed #4
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 7.580 ac
Curve number
Basin Slope
= 0.8%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 2.89 in
Distribution
Storm duration
= 24 hrs
Shape factor
Composite (Area/CN) = [(15.330 x 74) + (15.330 x 61)] / 7.580
Q (cfs)
8.00
LOSE
4.00
0.00
0 120 240
- Hyd No. 4
Novo Nordisk DAPI -US
Existing Watershed #4
Hyd. No. 4 -- 1 Year
9
Tuesday, 03 / 22 / 2016
= 7.450 cfs
= 730 min
= 28,472 cuft
= 78*
= 1065 ft
= 24.50 min
= Type II
= 484
360 480 600 720 840
Q (cfs)
8.00
. IX
4.00
2.00
0.00
960 1080 1200 1320 1440 1560
Time (min)
DAPI-US-INFR-PLAN-XX010-003 Page 53 of 202
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10
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. 00.3
Hyd. No. 4
Existing Watershed #4
Description
A
B
C
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
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
Channel Flow
X sectional flow area (sgft)
= 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
Total Travel Time, Tc..............................................................................
Totals
15.64
8.84
0.00
24.50 min
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11
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
108.80
1
759
830,842
------
------
------
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
4
SCS Runoff
10.83
2
730
40,557
------
------
------
Existing Watershed #4
Novo Nordisk Existing.gpw
Return Period: 2 Year
Tuesday, 03 / 22 / 2016
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 55 of 202
REV. 003, 28 -Mar -16

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2014 by Autodesk, Inc. v10.3
Hyd. No. 1
Existing Watershed #1
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 123.150 ac
Curve number
Basin Slope
= 0.5%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 3.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
Composite (Area/CN) = [(40.830 x 93) + (82.320 x 78)] / 123.150
Q (cfs;
120.00
100.00
-1 I1
40.00
12
Tuesday, 03 / 22 / 2016
= 108.80 cfs
= 759 min
= 830,842 cuft
= 83*
= 2258 ft
= 75.20 min
= Type II
= 484
Q (cfs)
120.00
100.00
40.00
20.00
0.00 i_
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
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13
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22 / 2016
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)j / 26.940
Q (cfs)
40.00
10.00
Existing Watershed #2
Hyd. No. 2 -- 2 Year
Q (cfs)
40.00
30.00
20.00
10.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
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REV. 003, 28 -Mar -16

. Composite (Area/CN) = [(2.710 x 93) + (17.880 x 78)] / 20.590
Q (cfs)
50.00
40.00
30.00
20.00
10.00
fMTl1
Existing Watershed #3
Hyd. No. 3 -- 2 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)
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REV. 003, 28 -Mar -16
14
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Tuesday, 03 122 / 2016
Hyd. No. 3
Existing Watershed
#3
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
Q (cfs)
50.00
40.00
30.00
20.00
10.00
fMTl1
Existing Watershed #3
Hyd. No. 3 -- 2 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)
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REV. 003, 28 -Mar -16

15
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2014 by Autodesk, Inc. v10.3
Tuesday, 03 122 / 2016
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
* Composite (Area/CN) _ [(15.330 x 74) + (15.330 x 61)] / 7.580
Existing Watershed #4
Q (cfs) Hyd. No. 4 -- 2 Year Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0 00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)
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16
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. 00.3
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
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
4
SCS Runoff
21.52
2
728
78,997
------
------
------
Existing Watershed #4
Novo Nordisk Existing.gpw
Return Period: 10 Year
Tuesday, 03 / 22 / 2016
Novo Nordisk DAPI -US DAPI-US-INFR-PIAN-XX010-003 Page 60 of 202
REV. 003, 28 -Mar -16

17
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22 / 2016
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
Q (cfs)
210.00
180.00
150.00
120.00
•W II
.I I1
30.00
Q (Cfs)
210.00
180.00
150.00
120.00
30.00
0.00 ' I I I I I I I I 1 `I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
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18
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22 / 2016
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
Existing Watershed #2
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
000
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
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19
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22 / 2016
Hyd. No. 3
Existing Watershed #3
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
Existing Watershed #3
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
80.00 80.00
70.00 - 70.00
60.00 60.00
50.00 50.00
40.00 � - 40.00
30.00 - — _- - 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 63 of 202
REV. 003, 28 -Mar -16

Hydrograph Report
FKq
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22 / 2016
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
Composite (Area/CN) = [(15.330 x 74) + (15.330 x 61)117.580
Q (cfs;
24.00
20.00
16.00
12.00
M
"I
Q (cfs)
24.00
20.00
16.00
12.00
M
4.00
0.00 1 1 11_ �_ �— 1 1 1 i 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)
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21
Hydrograph Summary ReportHydraflowHydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
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
4
SCS Runoff
28.70
2
728
105,355
------
------
------
Existing Watershed #4
Novo Nordisk Existing.gpw
Return Period: 25 Year
Tuesday, 03 / 22 / 2016
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 65 of 202
REV. 003, 28 -Mar -16

22
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D0 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22 / 2016
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
Q (cfs;
280.00
240.00
200.00
160.00
120.00
40.00
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
0.00 i i i i i I I 1_L 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
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23
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22 / 2016
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
Existing Watershed #2
Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 67 of 202
REV, 003, 28 -Mar -16

REV. 003, 28 -Mar -16
24
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO
Civil 3DO 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22
/ 2016
Hyd. No. 3
Existing Watershed #3
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
Existing Watershed #3
Q (cfs)
Hyd. No. 3 -- 25 Year
Q (cfs)
120.00
120.00
100.00
100.00
80.00
80.00
60.00
60.00
40.00
1
140.00
20.00
20.00
0.00
0.00
0 120 240 360 480
600 720 840 960 1080 1200
1320 1440 1560
Hyd No. 3
Time
(min)
Novo Nordisk DAPI -US
DAPI-US-INFR-PLAN-XX010-003
Page 68 of 202
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25
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22 / 2016
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
Composite (Area/CN) = [(15.330 x 74) + (15.330 x 61)] / 7.580
Q (cfs)
30.00
25.00
20.00
15.00
10.00
1M
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' -' �,�� �. --- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)
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26
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc. v10.3
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
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
4
SCS Runoff
40.30
2
728
148,775
------
------
------
Existing Watershed #4
Novo Nordisk Existing.gpw
Return Period: 100 Year
Tuesday, 03 / 22 / 2016
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27
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22 / 2016
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
Existing Watershed #1
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
400.00
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0 00
400.00
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
- Hyd No. 1 Time (min)
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Hydrograph Report
28
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22 / 2016
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 cone. (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
Q (Cfs"
140.00
120.00
100.00
40.00
20.00
Q (Cfs)
140.00
120.00
100.00
40.00
20.00
0.00 -1 _— 1 1 1 1 1 i 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
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29
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22 / 2016
Hyd. No. 3
Existing Watershed #3
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
Existing Watershed #3
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 - 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 73 of 202
REV. 003, 28 -Mar -16

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Hyd. No. 4
Existing Watershed #4
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 7.580 ac
Curve number
Basin Slope
= 0.8%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 8.11 in
Distribution
Storm duration
= 24 hrs
Shape factor
Composite (Area/CN) = [(15.330 x 74) + (15.330 x 61)] / 7.580
Q (cfs;
50.00
40.00
30.00
20.00
10.00
30
Tuesday, 03 / 22 / 2016
= 40.30 cfs
= 728 min
= 148,775 cuft
= 78*
= 1065 ft
= 24.50 min
= Type II
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 1 1 1 , - 1 1 1 i - i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)
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Novo Nordisk
Clayton, NC
Proposed Conditions Pre -Detention
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REV. 003, 28 -Mar -16

Hydraflow Table of Contents
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Novo Nordisk Proposed1.gpw
Tuesday, 03 / 22 / 2016
Watershed Model Schematic..................................................................................... 1
Year
SummaryReport......................................................................................................................... 2
HydrographReports................................................................................................................... 3
Hydrograph No. 1, SCS Runoff, Proposed DA#1..................................................................... 3
TR -55 Tc Worksheet............................................................................................................ 4
Hydrograph No. 2, SCS Runoff, Proposed DA#2..................................................................... 5
TR -55 Tc Worksheet............................................................................................................ 6
Hydrograph No. 3, SCS Runoff, Proposed DA#3..................................................................... 7
TR -55 Tc Worksheet............................................................................................................ 8
Hydrograph No. 4, SCS Runoff, Proposed DA#4..................................................................... 9
TR -55 Tc Worksheet.......................................................................................................... 10
2 - Year
SummaryReport....................................................................................................................... 11
HydrographReports................................................................................................................. 12
Hydrograph No. 1, SCS Runoff, Proposed DA#1................................................................... 12
Hydrograph No. 2, SCS Runoff, Proposed DA#2................................................................... 13
Hydrograph No. 3, SCS Runoff, Proposed DA#3................................................................... 14
Hydrograph No. 4, SCS Runoff, Proposed DA#4................................................................... 15
10 -Year
SummaryReport....................................................................................................................... 16
HydrographReports................................................................................................................. 17
Hydrograph No. 1, SCS Runoff, Proposed DA#1................................................................... 17
Hydrograph No. 2, SCS Runoff, Proposed DA#2................................................................... 18
Hydrograph No. 3, SCS Runoff, Proposed DA#3................................................................... 19
Hydrograph No. 4, SCS Runoff, Proposed DA#4................................................................... 20
25 - Year
SummaryReport....................................................................................................................... 21
HydrographReports................................................................................................................. 22
Hydrograph No. 1, SCS Runoff, Proposed DA#1................................................................... 22
Hydrograph No. 2, SCS Runoff, Proposed DA#2................................................................... 23
Hydrograph No. 3, SCS Runoff, Proposed DA#3................................................................... 24
Hydrograph No. 4, SCS Runoff, Proposed DA#4................................................................... 25
100 - Year
SummaryReport....................................................................................................................... 26
HydrographReports................................................................................................................. 27
Hydrograph No. 1, SCS Runoff, Proposed DA#1................................................................... 27
Hydrograph No. 2, SCS Runoff, Proposed DA#2................................................................... 28
Hydrograph No. 3, SCS Runoff, Proposed DA#3................................................................... 29
Hydrograph No. 4, SCS Runoff, Proposed DA#4................................................................... 30
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Watershed Model Schematic
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D@2014 by Autodesk, Inc. v10.3
CD CD
Legend
Hvd. Origin Description
1 SCS Runoff Proposed DA#1
2 SCS Runoff Proposed DA#2
3 SCS Runoff Proposed DA#3
4 SCS Runoff Proposed DA#4
Project: Novo Nordisk Proposed1.gpw Tuesday, 03 / 22 / 2016
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REV. 003, 28 -Mar -16

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D® 2014 by Autodesk, Inc. v10.3
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
183.67
1
751
1,321,455
------
------
------
Proposed DA#1
2
SCS Runoff
69.40
1
739
383,993
------
------
------
Proposed DA#2
3
SCS Runoff
16.33
1
721
42,885
------
------
----
Proposed DA#3
4
SCS Runoff
2.270
1
720
6,628
------
------
------
Proposed DA#4
Novo Nordisk Proposed1.gpw
Return Period: 1 Year
Tuesday, 03 / 22 / 2016
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REV. 003, 28 -Mar -16

3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. 00.3
Tuesday, 03 / 22 / 2016
Hyd. No. 1
Proposed DA#1
Hydrograph type
= SCS Runoff
Peak discharge
= 183.67 cfs
Storm frequency
= 1 yrs
Time to peak
= 751 min
Time interval
= 1 min
Hyd. volume
= 1,321,455 cuft
Drainage area
= 136.860 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 63.50 min
Total precip.
= 2.90 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(33.950 x 98) + (39.620 x 92) + (49.000 x 85)1/ 136.860
Q (cfs)
210.00
180.00
150.00
120.00
S 1 11
.1 1/
it 11
Q (cfs)
210.00
180.00
150.00
120.00
30.00
0.00 ' ` —' ' ' ' ' ' ' ' ' ' ' -' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
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4
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
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
Total Travel Time, Tc..............................................................................
0.00
63.50 min
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A
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22 / 2016
Hyd. No. 2
Proposed DA#2
Hydrograph type
= SCS Runoff
Peak discharge
= 69.40 cfs
Storm frequency
= 1 yrs
Time to peak
= 739 min
Time interval
= 1 min
Hyd. volume
= 383,993 cuft
Drainage area
= 39.830 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 43.50 min
Total precip.
= 2.90 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(21.990 x 98) + (6.740 x 61)] / 39.830
Proposed DA#2
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
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TR55 Tc Worksheet
Hyd. No. 2
Proposed DA#2
6
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. 00.3
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 (sgft)
= 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
Total Travel Time, Tc..............................................................................
0.00
43.50 min
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REV. 003, 28 -Mar -16

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2014 by Autodesk, Inc. v10.3
Tuesday, 03 122 / 2016
Hyd. No. 3
Proposed DA#3
Hydrograph type
= SCS Runoff
Peak discharge
= 16.33 cfs
Storm frequency
= 1 yrs
Time to peak
= 721 min
Time interval
= 1 min
Hyd. volume
= 42,885 cuft
Drainage area
= 5.560 ac
Curve number
= 93*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 12.90 min
Total precip.
= 2.90 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) _ [(14.730 x 98) + (4.240 x 61) + (1.610 x 93)] / 5.560
Proposed DA#3
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0 00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)
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8
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc. v10.3
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
Total Travel Time, Tc..............................................................................
0.00
12.90 min
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REV. 003, 28 -Mar -16

9
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22 / 2016
Hyd. No. 4
Proposed DA#4
Hydrograph type
= SCS Runoff
Peak discharge
= 2.270 cfs
Storm frequency
= 1 yrs
Time to peak
= 720 min
Time interval
= 1 min
Hyd. volume
= 6,628 cuft
Drainage area
= 5.400 ac
Curve number
= 61
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 6.60 min
Total precip.
= 2.90 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
3.00
2.00
1.00
5172211
Proposed DA#4
Hyd. No. 4 -- 1 Year
IJ�J�
Q (cfs)
3.00
2.00
1.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 Time (min)
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TR55 Tc Worksheet
Hyd. No. 4
Proposed DA#4
10
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc. v10.3
Description
A
B
C Totals
Sheet Flow
Manning's n -value
= 0.016
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)
= 6.56 +
0.00 +
0.00 = 6.56
Shallow Concentrated Flow
Flow length (ft)
= 0.00
0.00
0.00
Watercourse slope (%)
= 0.00
0.00
0.00
Surface description
= Paved
Paved
Paved
Average velocity (ft/s)
=0.00
0.00
0.00
Travel Time (min)
= 0.00 +
0.00 +
0.00 = 0.00
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
TotalTravel Time, Tc..............................................................................
= 0.00
6.60 min
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11
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
222.96
1
751
1,617,451
------
------
------
Proposed DA#1
2
SCS Runoff
84.22
1
739
470,006
------
------
------
Proposed DA#2
3
SCS Runoff
20.42
1
721
54,335
------
------
------
Proposed DA#3
4
SCS Runoff
4.896
1
719
11,578
------
------
------
Proposed DA#4
Novo Nordisk Proposed1.gpw
Return Period: 2 Year
Tuesday, 03 / 22 / 2016
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 87 of 202
REV. 003. 28 -Mar -16

Hydrograph Report
12
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22 / 2016
Hyd. No. 1
Proposed DA#1
Hydrograph type
= SCS Runoff
Peak discharge
= 222.96 cfs
Storm frequency
= 2 yrs
Time to peak
= 751 min
Time interval
= 1 min
Hyd. volume
= 1,617,451 cuft
Drainage area
= 136.860 ac
Curve number
= 98*
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) = [(33.950 x 98) + (39.620 x 92) + (49.000 x 85)] / 136.860
Proposed DA#1
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
240.00
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00
240.00
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
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REV. 003, 28 -Mar -16

13
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22 / 2016
Hyd. No. 2
Proposed DA#2
Hydrograph type
= SCS Runoff
Peak discharge
= 84.22 cfs
Storm frequency
= 2 yrs
Time to peak
= 739 min
Time interval
= 1 min
Hyd. volume
= 470,006 cuft
Drainage area
= 39.830 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 43.50 min
Total precip.
= 3.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(21.990 x 98) + (6.740 x 61)] / 39.830
Proposed DA#2
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
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" Composite (Area/CN) = [(14.730 x 98) + (4.240 x 61) + (1.610 x 93)1/ 5.560
Q (cfs)
21.00
18.00
15.00
12.00
�1
. I1
3.00
Q (cfs)
21.00
18.00
15.00
12.00
3.00
0.00 ' 1- — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)
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REV. 003, 28 -Mar -16
14
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22 / 2016
Hyd. No. 3
Proposed DA#3
Hydrograph type
= SCS Runoff
Peak discharge
= 20.42 cfs
Storm frequency
= 2 yrs
Time to peak
= 721 min
Time interval
= 1 min
Hyd. volume
= 54,335 cuft
Drainage area
= 5.560 ac
Curve number
= 93*
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) = [(14.730 x 98) + (4.240 x 61) + (1.610 x 93)1/ 5.560
Q (cfs)
21.00
18.00
15.00
12.00
�1
. I1
3.00
Q (cfs)
21.00
18.00
15.00
12.00
3.00
0.00 ' 1- — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)
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15
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22 / 2016
Hyd. No. 4
Proposed DA#4
Hydrograph type
= SCS Runoff
Peak discharge
= 4.896 cfs
Storm frequency
= 2 yrs
Time to peak
= 719 min
Time interval
= 1 min
Hyd. volume
= 11,578 cuft
Drainage area
= 5.400 ac
Curve number
= 61
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 6.60 min
Total precip.
= 3.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
5.00
4.00
3.00
2.00
1.00
d��
Proposed DA#4
Hyd. No. 4 -- 2 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)
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16
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
336.34
1
751
2,477,232
------
------
------
Proposed DA#1
2
SCS Runoff
127.01
1
738
719,843
------
------
------
Proposed DA#2
3
SCS Runoff
32.14
1
721
88,087
------
------
------
Proposed DA#3
4
SCS Runoff
14.95
1
718
30,634
------
------
------
Proposed DA#4
Novo Nordisk Proposed1.gpw
Return Period: 10 Year
Tuesday, 03 / 22 / 2016
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17
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22 / 2016
Hyd. No. 1
Proposed DA#1
Hydrograph type
= SCS Runoff
Peak discharge
= 336.34 cfs
Storm frequency
= 10 yrs
Time to peak
= 751 min
Time interval
= 1 min
Hyd. volume
= 2,477,232 cuft
Drainage area
= 136.860 ac
Curve number
= 98*
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) = [(33.950 x 98) + (39.620 x 92) + (49.000 x 85)] / 136.860
Proposed DA#1
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0 00
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
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18
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22 / 2016
Hyd. No. 2
Proposed DA#2
Hydrograph type
= SCS Runoff
Peak discharge
= 127.01 cfs
Storm frequency
= 10 yrs
Time to peak
= 738 min
Time interval
= 1 min
Hyd. volume
= 719,843 cuft
Drainage area
= 39.830 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 43.50 min
Total precip.
= 5.24 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) _ [(21.990 x 98) + (6.740 x 61)1/ 39.830
Q (cfs)
140.00
120.00
100.00
40.00
20.00
WITI
Proposed DA#2
Hyd. No. 2 -- 10 Year
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
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19
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22 / 2016
Hyd. No. 3
Proposed DA#3
Hydrograph type
= SCS Runoff
Peak discharge
= 32.14 cfs
Storm frequency
= 10 yrs
Time to peak
= 721 min
Time interval
= 1 min
Hyd. volume
= 88,087 cuft
Drainage area
= 5.560 ac
Curve number
= 93*
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) = [(14.730 x 98) + (4.240 x 61) + (1.610 x 93)1/ 5.560
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 3 Time (min)
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20
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22 / 2016
Hyd. No. 4
Proposed DA#4
Hydrograph type
= SCS Runoff
Peak discharge
= 14.95 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 30,634 cuft
Drainage area
= 5.400 ac
Curve number
= 61
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 6.60 min
Total precip.
= 5.24 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
15.00
12.00
. ld
3.00
AYAT
Proposed DA#4
Hyd. No. 4 -- 10 Year
Q (cfs)
15.00
12.00
3.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 Time (min)
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21
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. 00.3
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
SCS Runoff
406.49
1
751
3,011,379
------
------
------
Proposed DA#1
2
SCS Runoff
153.49
1
738
875,057
------
------
------
Proposed DA#2
3
SCS Runoff
39.35
1
721
109,244
------
------
------
Proposed DA#3
4
SCS Runoff
22.29
1
718
44,929
------
------
------
Proposed DA#4
Novo Nordisk Proposed1.gpw
Return Period: 25 Year
Tuesday, 03 / 22 / 2016
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 97 of 202
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22 / 2016
Hyd. No. 1
Proposed DA#1
Hydrograph type
= SCS Runoff
Peak discharge
= 406.49 cfs
Storm frequency
= 25 yrs
Time to peak
= 751 min
Time interval
= 1 min
Hyd. volume
= 3,011,379 cuft
Drainage area
= 136.860 ac
Curve number
= 98*
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) = [(33.950 x 98) + (39.620 x 92) + (49.000 x 85)] / 136.860
Proposed DA#1
Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs)
420.00
360.00
300.00
240.00
180.00
120.00
60.00
0 00
420.00
360.00
300.00
240.00
180.00
120.00
60.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
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23
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22 / 2016
Hyd. No. 2
Proposed DA#2
Hydrograph type
= SCS Runoff
Peak discharge
= 153.49 cfs
Storm frequency
= 25 yrs
Time to peak
= 738 min
Time interval
= 1 min
Hyd. volume
= 875,057 cuft
Drainage area
= 39.830 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 43.50 min
Total precip.
= 6.32 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) _ [(21.990 x 98) + (6.740 x 61)] / 39.830
Proposed DA#2
Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs)
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
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24
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc. v10.3
Tuesday, 03 122 / 2016
Hyd. No. 3
Proposed DA#3
Hydrograph type
= SCS Runoff
Peak discharge
= 39.35 cfs
Storm frequency
= 25 yrs
Time to peak
= 721 min
Time interval
= 1 min
Hyd. volume
= 109,244 cult
Drainage area
= 5.560 ac
Curve number
= 93*
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) = [(14.730 x 98) + (4.240 x 61) + (1.610 x 93)] / 5.560
Q (cfs)
40.00
20.00
10.00
STs
Proposed DA#3
Hyd. No. 3 -- 25 Year
Q (cfs)
40.00
30.00
20.00
10.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 3 Time (min)
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25
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22 / 2016
Hyd. No. 4
Proposed DA#4
Hydrograph type
= SCS Runoff
Peak discharge
= 22.29 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 44,929 cuft
Drainage area
= 5.400 ac
Curve number
= 61
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 6.60 min
Total precip.
= 6.32 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
24.00
16.00
12.00
IT
4.00
Q (cfs)
24.00
20.00
16.00
12.00
M
4.00
0.00 ' 'I I I I' ' ' ' I ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)
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26
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
SCS Runoff
522.58
1
751
3,897,035
------
------
------
Proposed DA#1
2
SCS Runoff
197.31
1
738
1,132,416
------
------
------
Proposed DA#2
3
SCS Runoff
51.20
1
721
144,472
------
------
------
Proposed DA#3
4
SCS Runoff
35.51
1
718
71,332
------
------
------
Proposed DA#4
Novo Nordisk Proposed1.gpw
Return Period: 100 Year
Tuesday, 03 / 22 / 2016
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 102 of 202
REV. 003, 28 -Mar -16

27
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22 / 2016
Hyd. No. 1
Proposed DA#1
Hydrograph type
= SCS Runoff
Peak discharge
= 522.58 cfs
Storm frequency
= 100 yrs
Time to peak
= 751 min
Time interval
= 1 min
Hyd. volume
= 3,897,035 cuft
Drainage area
= 136.860 ac
Curve number
= 98*
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) = [(33.950 x 98) + (39.620 x 92) + (49.000 x 85)] / 136.860
Proposed DA#1
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
560.00
480.00
400.00
320.00
240.00
160.00
80.00
0 00
560.00
480.00
400.00
320.00
240.00
160.00
80.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
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28
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22 / 2016
Hyd. No. 2
Proposed DA#2
Hydrograph type
= SCS Runoff
Peak discharge
= 197.31 cfs
Storm frequency
= 100 yrs
Time to peak
= 738 min
Time interval
= 1 min
Hyd. volume
= 1,132,416 cuft
Drainage area
= 39.830 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 43.50 min
Total precip.
= 8.11 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(21.990 x 98) + (6.740 x 61)] / 39.830
Proposed DA#2
Q (cfs) Hyd. No. 2 --100 Year Q (cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0 00
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
- Hyd No. 2 Time (min)
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29
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22 / 2016
Hyd. No. 3
Proposed DA#3
Hydrograph type
= SCS Runoff
Peak discharge
= 51.20 cfs
Storm frequency
= 100 yrs
Time to peak
= 721 min
Time interval
= 1 min
Hyd. volume
= 144,472 cuft
Drainage area
= 5.560 ac
Curve number
= 93*
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) _ [(14.730 x 98) + (4.240 x 61) + (1.610 x 93)] / 5.560
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 3 Time (min)
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 105 of 202
REV. 003, 28 -Mar -16

W11
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2014 by Autodesk, Inc. v10.3
Tuesday, 03 / 22 / 2016
Hyd. No. 4
Proposed DA#4
Hydrograph type
= SCS Runoff
Peak discharge
= 35.51 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 71,332 cuft
Drainage area
= 5.400 ac
Curve number
= 61
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 6.60 min
Total precip.
= 8.11 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
40.00
30.00
20.00
10.00
5WIT21111
Proposed DA#4
Hyd. No. 4 -- 100 Year
Q (cfs)
40.00
30.00
20.00
10.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 106 of 202
REV. 003, 28 -Mar -16

Novo Nordisk
Clayton, NC
Proposed Conditions Post -Detention
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 107 of 202
REV. 003, 28 -Mar -16

Hydraflow Table of Contents Novo Nordisk Proposed wbasins Rev 1.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 31D® 2014 by Autodesk, Inc. v10.3 Monday, 03 / 28 / 2016
WatershedModel Schematic..................................................................................... 1
1 -Year
SummaryReport......................................................................................................................... 2
HydrographReports...................................................................................................................
3
Hydrograph No. 1, SCS Runoff, DA#4.....................................................................................
3
TR -55 Tc Worksheet............................................................................................................
4
Hydrograph No. 2, SCS Runoff, DA#1 Sub Basin#1...............................................................
5
TR -55 Tc Worksheet............................................................................................................
6
Hydrograph No. 3, SCS Runoff, DA#1 Sub Basin#2...............................................................
7
TR -55 Tc Worksheet............................................................................................................ 8
Hydrograph No. 4, SCS Runoff, DA#1 Sub Basin#3...............................................................
9
TR -55 Tc Worksheet..........................................................................................................
10
Hydrograph No. 5, Reservoir, SWMB#3................................................................................
11
PondReport - SWMB#3....................................................................................................
12
Hydrograph No. 6, Reservoir, SWMB#2................................................................................
13
PondReport - SWMB#2....................................................................................................
14
Hydrograph No. 7, Combine, Proposed DA#1......................................................................
15
Hydrograph No. 8, SCS Runoff, Proposed Drainage Area#2...............................................
16
TR -55 Tc Worksheet..........................................................................................................
17
Hydrograph No. 9, Reservoir, SWMB#1................................................................................
18
PondReport - SWMB#1....................................................................................................
19
Hydrograph No. 10, SCS Runoff, DA#3.................................................................................
20
TR -55 Tc Worksheet..........................................................................................................
21
2 - Year
SummaryReport....................................................................................................................... 22
HydrographReports................................................................................................................. 23
Hydrograph No. 1, SCS Runoff, DA#4.................................................................................... 23
Hydrograph No. 2, SCS Runoff, DA#1 Sub Basin#1............................................................. 24
Hydrograph No. 3, SCS Runoff, DA#1 Sub Basin#2............................................................. 25
Hydrograph No. 4, SCS Runoff, DA#1 Sub Basin#3............................................................. 26
Hydrograph No. 5, Reservoir, SWMB#3................................................................................ 27
Hydrograph No. 6, Reservoir, SWMB#2................................................................................ 28
Hydrograph No. 7, Combine, Proposed DA#1...................................................................... 29
Hydrograph No. 8, SCS Runoff, Proposed Drainage Area#2............................................... 30
Hydrograph No. 9, Reservoir, SWMB#1................................................................................31
Hydrograph No. 10, SCS Runoff, DA#3................................................................................. 32
10 -Year
SummaryReport....................................................................................................................... 33
HydrographReports................................................................................................................. 34
Hydrograph No. 1, SCS Runoff, DA#4................................................................................... 34
Hydrograph No. 2, SCS Runoff, DA#1 Sub Basin#1............................................................. 35
Hydrograph No. 3, SCS Runoff, DA#1 Sub Basin#2............................................................. 36
Hydrograph No. 4, SCS Runoff, DA#1 Sub Basin#3............................................................. 37
Hydrograph No. 5, Reservoir, SWMB#3................................................................................ 38
Hydrograph No. 6, Reservoir, SWMB#2................................................................................ 39
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REV. 003, 28 -Mar -16

Contents continued...
Novo Nordisk Proposed wbasins Rev 1.gpw
Hydrograph No. 7, Combine, Proposed DA#1...................................................................... 40
Hydrograph No. 8, SCS Runoff, Proposed Drainage Area#2............................................... 41
Hydrograph No. 9, Reservoir, SWMB#1................................................................................ 42
Hydrograph No. 10, SCS Runoff, DA#3................................................................................. 43
25 - Year
SummaryReport.......................................................................................................................
44
HydrographReports.................................................................................................................
45
Hydrograph No. 1, SCS Runoff, DA#4...................................................................................
45
Hydrograph No. 2, SCS Runoff, DA#1 Sub Basin#1.............................................................
46
Hydrograph No. 3, SCS Runoff, DA#1 Sub Basin#2.............................................................
47
Hydrograph No. 4, SCS Runoff, DA#1 Sub Basin#3.............................................................
48
Hydrograph No. 5, Reservoir, SWMB#3................................................................................
49
Hydrograph No. 6, Reservoir, SWMB#2................................................................................
50
Hydrograph No. 7, Combine, Proposed DA#1......................................................................
51
Hydrograph No. 8, SCS Runoff, Proposed Drainage Area#2...............................................
52
Hydrograph No. 9, Reservoir, SWMB#1................................................................................
53
Hydrograph No. 10, SCS Runoff, DA#3.................................................................................
54
100 - Year
SummaryReport.......................................................................................................................
55
HydrographReports.............................................:...................................................................
56
Hydrograph No. 1, SCS Runoff, DA#4...................................................................................
56
Hydrograph No. 2, SCS Runoff, DA#1 Sub Basin#1.............................................................
57
Hydrograph No. 3, SCS Runoff, DA#1 Sub Basin#2.............................................................
58
Hydrograph No. 4, SCS Runoff, DA#1 Sub Basin#3.............................................................
59
Hydrograph No. 5, Reservoir, SWMB#3................................................................................
60
Hydrograph No. 6, Reservoir, SWMB#2................................................................................
61
Hydrograph No. 7, Combine, Proposed DA#1......................................................................
62
Hydrograph No. 8, SCS Runoff, Proposed Drainage Area#2...............................................
63
Hydrograph No. 9, Reservoir, SWMB#1................................................................................
64
Hydrograph No. 10, SCS Runoff, DA#3.................................................................................
65
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 109 of 202
REV. 003, 28 -Mar -16

1
Watershed Model Schematic
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D® 2014 by Autodesk, Inc. 00.3
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-)(X010-003 Page 110 of 202
REV. 003, 28 -Mar -16
10
Legend
Hvd. Origin
Description
1 SCS Runoff
DA#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 Reservoir
SWMB#3
6 Reservoir
SWMB#2
7 Combine
Proposed DA #1
8 SCS Runoff
Proposed Drainage Area #2
9 Reservoir
SWMB#1
10 SCS Runoff
DA#3
Project: Novo Nordisk Proposed wbasins Rev 1.gpw
Monday, 03 / 28 / 2016
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-)(X010-003 Page 110 of 202
REV. 003, 28 -Mar -16

Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
SCS Runoff
1.093
1
730
6,489
------
------
------
DA#4
2
SCS Runoff
36.82
1
792
423,033
------
------
------
DA#1 Sub Basin #1
3
SCS Runoff
167.14
1
719
433,413
------
------
------
DA#1 Sub Basin #2
4
SCS Runoff
46.52
1
721
140,854
------
------
------
DA#1 Sub Basin #3
5
Reservoir
0.826
1
1446
95,196
3
278.92
401,206
SWMB#3
6
Reservoir
8.144
1
739
139,981
4
283.86
70,536
SWMB#2
7
Combine
43.76
1
791
658,210
2, 5, 6
------
------
Proposed DA #1
8
SCS Runoff
111.41
1
724
385,848
------
------
------
Proposed Drainage Area #2
9
Reservoir
13.84
1
756
243,855
8
289.40
236,931
SWMB#1
10
SCS Runoff
20.98
1
717
44,927
------
------
------
DA#3
Novo Nordisk Proposed wbasins Rev 1.gpw
Return Period: 1 Year
Monday, 03 / 28 / 2016
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REV. 003, 28 -Mar -16

3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 1
DA#4
Hydrograph type
= SCS Runoff
Peak discharge
= 1.093 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.17 hrs
Time interval
= 1 min
Hyd. volume
= 6,489 cuft
Drainage area
= 5.400 ac
Curve number
= 61
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 20.50 min
Total precip.
= 2.90 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
2.00
1.00
DA#4
Hyd. No. 1 -- 1 Year
w
2 4
Hyd No. 1
Novo Nordisk DAPI -US
6 8 10 12 14
Q (cfs)
2.00
1.00
0.00
16 18 20 22 24 26
Time (hrs)
DAPI-US-INFR-PLAN-XX010-003 Page 112 of 202
REV. 003, 28 -Mar -16

4
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc. 00.3
Hyd. No. 1
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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REV. 003, 28 -Mar -16

5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 2
DA#1 Sub Basin #1
Hydrograph type
= SCS Runoff
Peak discharge
= 36.82 cfs
Storm frequency
= 1 yrs
Time to peak
= 13.20 hrs
Time interval
= 1 min
Hyd. volume
= 423,033 cuft
Drainage area
= 77.580 ac
Curve number
= 85*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 130.10 min
Total precip.
= 2.90 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(37.960 x 85) + (39.620 x 93)] / 77.580
Q (cfs)
40.00
30.00
10.00
re �ffifi
DA#1 Sub Basin #1
Hyd. No. 2 -- 1 Year
Q (cfs)
40.00
30.00
20.00
10.00
0.00
0 3 6 9 12 15 18 21 24 27
Hyd No. 2 Time (hrs)
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REV. 003, 28 -Mar -16

6
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 31D@2014 by Autodesk, Inc. v10.3
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 (sgft)
= 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
TotalTravel Time, Tc..............................................................................
0.00
130.10 min
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REV. 003, 28 -Mar -16

7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 3
DA#1 Sub Basin #2
Hydrograph type
= SCS Runoff
Peak discharge
= 167.14 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.98 hrs
Time interval
= 1 min
Hyd. volume
= 433,413 cuft
Drainage area
= 44.740 ac
Curve number
= 98
Basin Slope
= 0.0%
Hydraulic length
= Oft
Tc method
= TR55
Time of conc. (Tc)
= 10.00 min
Total precip.
= 2.90 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
DA#1 Sub Basin #2
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
180.00 180.00
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 If 20.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 3 Time (hrs)
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REV. 003, 28 -Mar -16

8
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. 00.3
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
Total Travel Time, Tc..............................................................................
0.00
10.00 min
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 117 of 202
REV. 003,28 -Mar -16

9
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31D® 2014 by Autodesk, Inc, v10.3 Monday, 03 / 28 / 2016
Hyd. No. 4
DA#1 Sub Basin #3
Hydrograph type
= SCS Runoff
Peak discharge
= 46.52 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.02 hrs
Time interval
= 1 min
Hyd. volume
= 140,854 cuft
Drainage area
= 14.540 ac
Curve number
= 98
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 13.90 min
Total precip.
= 2.90 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
30.00
10.00
Oftill
DA#1 Sub Basin #3
Hyd. No. 4 -- 1 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 4 Time (hrs)
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REV. 003, 28 -Mar -16

10
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc. v10.3
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
Total Travel Time, Tc..............................................................................
= 0.00
13.90 min
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 119 of 202
REV. 003, 28 -Mar -16

Hydrograph
Report
11
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 12016
Hyd. No. 5
SWMB#3
180.00
160.00
Hydrograph type
= Reservoir
Peak discharge
= 0.826 cfs
Storm frequency
= 1 yrs
Time to peak
= 24.10 hrs
Time interval
= 1 min
Hyd. volume
= 95,196 cuft
Inflow hyd. No.
= 3 - DA#1 Sub Basin #2
Max. Elevation
= 278.92 ft
Reservoir name
= SWMB#3
Max. Storage
= 401,206 cuft
Storage Indication method used.
160.00
140.00
SWMB#3
Q (cfs)
Hyd. No. 5 -- 1 Year
Q (cfs)
180.00
180.00
160.00
160.00
140.00
140.00
120.00
120.00
100.00
100.00
80.00
-
80.00
60.00
60.00
40.00
-
40.00
20.00
-
20.00
000
- -
n nn
0 5
Hyd No. 5
Novo Nordisk DAPI -US
15 20 25 30 35 40 45 50 v
Hyd No. 3 Total storage used = 401,206 cult Time (hrs)
DAPI-US-INFR-PLAN-XX010-003 Page 120 of 202
REV. 003, 28 -Mar -16

Pond Report 12
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Pond No. 1 - SWMB#3
Weir Structures
Pond Data
[A]
Contours -User-defined contour areas.
Conic method used for volume
calculation. Begining
Elevation = 277.00 ft
Stage / Storage Table
[B]
[C]
[D]
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 277.00
203,708
0
0
1.00 278.00
208,600
206,129
206,129
2.00 279.00
214,178
211,362
417,490
3.00 280.00
219,813
216,968
634,458
4.00 281.00
225,505
222,631
857,089
5.00 282.00
231,253
228,350
1,085,439
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 6.00
6.00
48.00
0.00
Crest Len (ft)
= 16.00
0.00
0.00
0.00
Span (in)
= 6.00
40.00
48.00
0.00
Crest EI. (ft)
= 281.50
0.00
0.00
0.00
No. Barrels
= 1
4
1
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert EI. (ft)
= 277.90
280.00
277.90
0.00
Weir Type
= Rect
---
---
---
Length (ft)
= 0.00
0.00
57.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 0.00
0.00
0.00
n/a
N -Value
= .013
.013
.100
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Contour)
Multi -Stage
= n/a
No
Yes
No
TW Elev. (ft)
= 277.90
Note: Culvert/Odfice
outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked
for office conditions
(ic) and submergence (s).
Stage (ft)
Stage / Discharge
Elev (ft)
5.00
4.00
3.00
2.00
1.00
0 00
282.00
281.00
280.00
279.00
278.00
277.00
0.00 4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00 44.00
Total Q Discharge (cfs)
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REV. 003, 28 -Mar -16

Hydrograph
Report
13
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc.
v10.3
Monday, 03 / 28 / 2016
Hyd. No. 6
SWMB#2
Hydrograph type
= Reservoir
Peak discharge
= 8.144 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.32 hrs
Time interval
= 1 min
Hyd. volume
= 139,981 cuft
Inflow hyd. No.
= 4 - DA#1 Sub Basin #3
Max. Elevation
= 283.86 ft
Reservoir name
= SWM B#2
Max. Storage
= 70,536 cuft
Storage Indication method used
SWMB#2
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 3 6 9 12 15 18 21 24 27 30 33
Hyd No. 6 Hyd No. 4 D Total storage used = 70,536 cult Time (hrs)
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 122 of 202
REV. 003, 28 -Mar -16

Pond Report 14
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
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 (sgft)
Incr. Storage (cult)
Total storage (cuft)
0.00 282.90
1,000
0
0
0.10 283.00
69,925
2,643
2,643
5.10 288.00
87,744
393,291
395,934
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A] [B]
[C]
[D]
Rise (in) = 6.00
6.00
48.00
0.00
Crest Len (ft)
= 16.00 0.00
0.00
0.00
Span (in) = 6.00
36.00
48.00
0.00
Crest EI. (ft)
= 286.00 0.00
0.00
0.00
No. Barrels = 1
4
1
0
Weir Coeff.
= 3.33 3.33
3.33
3.33
Invert EI. (ft) = 282.90
284.50
282.90
0.00
Weir Type
= Rect ---
---
---
Length (ft) = 0.00
0.00
0.00
0.00
Multi -Stage
= Yes No
No
No
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
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage = n/a
No
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
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)
Stage / Discharge
Elev (ft)
288.90
287.90
286.90
285.90
284.90
283.90
WiNeAffolill
0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0
Total Q Discharge (cfs)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD(@ Civil 3D® 2014 by Autodesk, Inc. v10.3
Hyd. No. 7
Proposed DA #1
Hydrograph type = Combine Peak discharge
Storm frequency = 1 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyds. = 2, 5, 6 Contrib. drain. area
Q (cfs)
50.00
40.00
30.00
20.00
10.00
Proposed DA #1
Hyd. No. 7 -- 1 Year
15
Monday, 03 / 28 / 2016
= 43.76 cfs
= 13.18 hrs
= 658,210 cuft
= 77.580 ac
5 10 15 20 25 30 35 40 45
® Hyd No. 7 Hyd No. 2 Hyd No. 5 Hyd No. 6
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REV. 003, 28 -Mar -16
Q (cfs)
50.00
40.00
30.00
20.00
10.00
1 0.00
50
Time (hrs)

Composite (Area/CN) = [(29.355 x 98) + (6.760 x 75)] / 39.830
Q (cfs)
120.00
100.00
40.00
ATIT
Proposed Drainage Area #2
Hyd. No. 8 -- 1 Year
Q (cfs)
120.00
100.00
40.00
20.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
s== Hyd No. 8 Time (hrs)
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REV. 003, 28 -Mar -16
16
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 8
Proposed Drainage
Area #2
Hydrograph type
= SCS Runoff
Peak discharge
= 111.41 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.07 hrs
Time interval
= 1 min
Hyd. volume
= 385,848 cuft
Drainage area
= 39.830 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 19.60 min
Total precip.
= 2.90 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(29.355 x 98) + (6.760 x 75)] / 39.830
Q (cfs)
120.00
100.00
40.00
ATIT
Proposed Drainage Area #2
Hyd. No. 8 -- 1 Year
Q (cfs)
120.00
100.00
40.00
20.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
s== Hyd No. 8 Time (hrs)
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REV. 003, 28 -Mar -16

17
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc. 00.3
Hyd. No. 8
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
TotalTravel Time, Tc..............................................................................
0.00
19.60 min
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Hydrograph
Report
18
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 9
SWMB#1
Hydrograph type
= Reservoir Peak discharge
= 13.84 cfs
Storm frequency
= 1 yrs Time to peak
= 12.60 hrs
Time interval
= 1 min Hyd. volume
= 243,855 cuft
Inflow hyd. No.
= 8 - Proposed Drainage Area #/lax. Elevation
= 289.40 ft
Reservoir name
= SWMB#1 Max. Storage
= 236,931 cuft
Storage Indication method used
SWMB#1
Q (cfs) Hyd. No. 9 -- 1 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 3 6 9 12 15 18 21 24 27 30 33
Hyd No. 9 Hyd No. 8 I Total storage used = 236,931 cuft Time (hrs)
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Pond Report
19
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Pond No. 3 - SWMB#1
[A]
Pond Data
[C]
[PrfRsr]
Rise (in)
Contours -User-defined contour areas.
Conic method used for volume
calculation. Begining
Elevation = 287.00 ft
Stage / Storage Table
= 6.00
39.00
36.00
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cult)
Total storage (cult)
0.00 287.00
74,697
0
0
1.50 288.00
81,003
116,731
116,731
2.50 289.00
87,434
84,190
200,921
3.50 290.00
93,977
90,677
291,598
4.50 291.00
100,635
97,277
388,875
5.50 292.00
107,405
103,991
492,866
6.50 293.00
114,290
110,819
603,685
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 6.00
8.00
36.00
0.00
Span (in)
= 6.00
39.00
36.00
0.00
No. Barrels
= 2
4
1
0
Invert EI. (ft)
= 287.00
289.00
287.00
0.00
Length (ft)
= 0.00
0.00
151.00
0.00
Slope (%)
= 0.00
0.00
0.10
n/a
N -Value
= .013
.013
.010
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
No
Yes
No
Stage (ft)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 16.00
0.00
0.00
0.00
Crest EI. (ft)
= 292.50
0.00
0.00
0.00
Weir Coeff.
= 3.33
3.33
3.33
3.33
Weir Type
= Rect
---
Multi-Stage
= Yes
No
No
No
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).
Stage / Discharge
Elev (ft)
294.00
293.00
292.00
291.00
290.00
289.00
288.00
0.00 ' ' ' ' ' ' ' ' ' ' 1 1 287.00
0.00 8.00 16.00 24.00 32.00 40.00 48.00 56.00 64.00 72.00 80.00 88.00
Total Q Discharge (cfs)
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20
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 10
DA#3
Hydrograph type
= SCS Runoff
Peak discharge
= 20.98 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.95 hrs
Time interval
= 1 min
Hyd. volume
= 44,927 cuft
Drainage area
= 5.560 ac
Curve number
= 93
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 6.40 min
Total precip.
= 2.90 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
21.00
18.00
15.00
12.00
•11
3.00
Q (cfs)
21.00
18.00
15.00
12.00
3.00
0.00 ` 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 10 Time (hrs)
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21
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Hyd. No. 10
DA#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)
= 3.50
0.00
0.00
Land slope (%)
= 0.25
0.00
0.00
Travel Time (min)
= 6.41 +
0.00 +
0.00 = 6.41
Shallow Concentrated Flow
Flow length (ft)
= 0.00
0.00
0.00
Watercourse slope (%)
= 0.00
0.00
0.00
Surface description
= Paved
Paved
Paved
Average velocity (ft/s)
=0.00
0.00
0.00
Travel Time (min)
= 0.00 +
0.00 +
0.00 = 0.00
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
Total Travel Time, Tc..............................................................................
0.00
6.40 m i n
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22
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
2.505
1
729
11,335
------
------
------
DA#4
2
SCS Runoff
49.81
1
792
566,922
------
------
------
DA#1 Sub Basin #1
3
SCS Runoff
202.61
1
719
530,495
------
------
------
DA#1 Sub Basin #2
4
SCS Runoff
56.42
1
721
172,405
------
------
------
DA#1 Sub Basin #3
5
Reservoir
1.020
1
1446
121,082
3
279.33
489,346
SWMB#3
6
Reservoir
10.89
1
738
171,510
4
284.04
84,614
SWMB#2
7
Combine
58.74
1
791
859,513
2, 5, 6
------
------
Proposed DA #1
8
SCS Runoff
135.15
1
724
472,276
------
------
------
Proposed Drainage Area #2
9
Reservoir
30.83
1
744
330,283
8
289.78
271,603
SWMB#1
10
SCS Runoff
26.19
1
717
56,922
------
------
------
DA#3
Novo Nordisk Proposed wbasins Rev 1.gpw
Return Period: 2 Year
Monday, 03 / 28 / 2016
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REV. 003, 28 -Mar -16

23
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D® 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 1
DA#4
Hydrograph type
= SCS Runoff
Peak discharge
= 2.505 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.15 hrs
Time interval
= 1 min
Hyd. volume
= 11,335 cuft
Drainage area
= 5.400 ac
Curve number
= 61
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
Q (cfs)
3.00
1.00
DA#4
Hyd. No. 1 -- 2 Year
2 4
--. Hyd No. 1
Novo Nordisk DAPI -US
6 8 10 12 14
Q (cfs)
3.00
2.00
1.00
0.00
16 18 20 22 24 26
Time (hrs)
DAPI-US-INFR-PLAN-XX010-003 Page 132 of 202
REV. 003, 28 -Mar -16

* Composite (Area/CN) = [(37.960 x 85) + (39.620 x 93)] / 77.580
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0 3
Hyd No. 2
Novo Nordisk DAPI -US
DA#1 Sub Basin #1
Hyd. No. 2 -- 2 Year
6 9 12 15 18 21
DAPI -US -I N FR-PLAN-XX010-003
REV. 003, 28 -Mar -16
Q (cfs)
50.00
40.00
30.00
20.00
10.00
' V 0.00
24 27
Time (hrs)
Page 133 of 202
24
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 2
DA#1 Sub Basin #1
Hydrograph type
= SCS Runoff
Peak discharge
= 49.81 cfs
Storm frequency
= 2 yrs
Time to peak
= 13.20 hrs
Time interval
= 1 min
Hyd. volume
= 566,922 cuft
Drainage area
= 77.580 ac
Curve number
= 85*
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) + (39.620 x 93)] / 77.580
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0 3
Hyd No. 2
Novo Nordisk DAPI -US
DA#1 Sub Basin #1
Hyd. No. 2 -- 2 Year
6 9 12 15 18 21
DAPI -US -I N FR-PLAN-XX010-003
REV. 003, 28 -Mar -16
Q (cfs)
50.00
40.00
30.00
20.00
10.00
' V 0.00
24 27
Time (hrs)
Page 133 of 202

Hydrograph
Report
25
Hydraflow Hydrographs Extension
Hyd. No. 3
DA#1 Sub Basin #2
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
= SCS Runoff Peak discharge =
= 2 yrs Time to peak =
= 1 min Hyd. volume =
= 44.740 ac Curve number =
= 0.0% Hydraulic length =
= TR55 Time of conc. (Tc) =
= 3.50 in Distribution =
= 24 hrs Shape factor =
Monday, 03 / 28
202.61 cfs
11.98 hrs
530,495 cuft
98
0 ft
10.00 min
Type II
484
/ 2016
Q (cfs)
210.00
DA#1 Sub Basin #2
Hyd. No. 3 -- 2 Year
Q (cfs)
180.00
210.00
150.00
180.00
120.00
150.00
90.00
190.00
120.00
60.00
30.00
60.00
0.00
30.00
0.0 2.0 4.0 6.0 8.0
Hyd No. 3
Novo Nordisk DAPI -US
10.0 12.0 14.0 16.0 18.0
DAPI-US-INFR-PLAN-XX010-003
REV. 003, 28 -Mar -16
20.0 22.0
Time
Page 134 of 202
0.00
(hrs)

Hydrograph Report
26
Hydraflow Hydrographs Extension for AutoCADO Civil 31DO 2014 by Autodesk, Inc. v10.3
Hyd. No. 4
DA#1 Sub Basin #3
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 2 yrs Time to peak
Time interval = 1 min Hyd. volume
Drainage area = 14.540 ac Curve number
Basin Slope = 0.0% Hydraulic length
Tc method = TR55 Time of conc. (Tc)
Total precip. = 3.50 in Distribution
Storm duration = 24 hrs Shape factor
Monday, 03 / 28 / 2016
= 56.42 cfs
= 12.02 hrs
= 172,405 cuft
= 98
= 0 ft
= 13.90 min
= Type II
= 484
Q (cfs)
DA#1 Sub Basin #3
Hyd. No. 4 -- 2 Year
Q (cfs)
60.00
60.00
50.00
50.00
140.00
40.00
30.00
30.00
20.00
20.00
10.00
10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 4 Time (hrs)
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REV. 003. 28 -Mar -16

Hydrograph
Report
27
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc.
00.3
Monday, 03 / 28 / 2016
Hyd. No. 5
SWMB#3
Hydrograph type
= Reservoir
Peak discharge
= 1.020 cfs
Storm frequency
= 2 yrs
Time to peak
= 24.10 hrs
Time interval
= 1 min
Hyd. volume
= 121,082 cuft
Inflow hyd. No.
= 3 - DA#1 Sub Basin #2
Max. Elevation
= 279.33 ft
Reservoir name
= SWMB#3
Max. Storage
= 489,346 cuft
Storage Indication method used
SWMB#3
Q (cfs) Hyd. No. 5 -- 2 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 - 90.00
60.00 60.00
30.00 30.00
0.00 - — 0.00
0 5 10 15 20 25 30 35 40 45 50
Hyd No. 5 Hyd No. 3 ITT I Total storage used= 489,346 cult Time (hrs)
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REV. 003, 28 -Mar -16

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2014 by Autodesk, Inc. v10.3
Hyd. No. 6
SWMB#2
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 4 - DA#1 Sub Basin #3
Max. Elevation
Reservoir name
= SWM B#2
Max. Storage
Storage Indication method used.
SWMB#2
Monday, 03 / 28 / 2016
= 10.89 cfs
= 12.30 hrs
= 171,510 cuft
= 284.04 ft
= 84,614 cuft
Q (cfs) Hyd. No. 6 -- 2 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 Nei0.00
0 3 6 9 12 15 18 21 24 27 30 33
Hyd No. 6 Hyd No. 4 F- Total storage used = 84,614 cult Time (hrs)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2014 by Autodesk, Inc. v10.2
Hyd. No. 7
Proposed DA #1
Hydrograph type = Combine
Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyds. = 2, 5, 6
29
Monday, 03 / 28 / 2016
Peak discharge = 58.74 cfs
Time to peak = 13.18 hrs
Hyd. volume = 859,513 cuft
Contrib. drain. area = 77.580 ac
Proposed DA #1
Q (cfs) Hyd. No. 7 -- 2 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 5 10 15 20 25 30 35 40 45 50
Hyd No. 7 Hyd No. 2 Hyd No. 5 Hyd No. 6 Time (hrs)
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30
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 8
Proposed Drainage Area #2
Hydrograph type =
SCS Runoff
Peak discharge
= 135.15 cfs
Storm frequency =
2 yrs
Time to peak
= 12.07 hrs
Time interval =
1 min
Hyd. volume
= 472,276 cuft
Drainage area =
39.830 ac
Curve number
= 98*
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)] / 39.830
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 '
0 2 4 6
Hyd No. 8
Novo Nordisk DAPI -US
Proposed Drainage Area #2
Hyd. No. 8 -- 2 Year
Q (cfs)
140.00
120.00
100.00
40.00
20.00
' ' ' ' ' ' 0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)
DAPI-US-INFR-PLAN-XX010-003 Page 139 of 202
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Hydrograph
Report
31
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 9
SWM B#1
Hydrograph type
= Reservoir Peak discharge
= 30.83 cfs
Storm frequency
= 2 yrs Time to peak
= 12.40 hrs
Time interval
= 1 min Hyd. volume
= 330,283 cuft
Inflow hyd. No.
= 8 - Proposed Drainage Area #2viax. Elevation
= 289.78 ft
Reservoir name
= SWMB#1 Max. Storage
= 271,603 cuft
Storage Indication method used
Q (cfs;
140.00
120.00
100.00
F-51 11
.M 90
40.00
20.00
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 - ' ' ' 0.00
0 3 6 9 12 15 18 21 24 27 30 33
Hyd No. 9 Hyd No. 8 D Total storage used = 271,603 cuft Time (hrs)
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32
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 10
DA#3
Hydrograph type
= SCS Runoff
Peak discharge
= 26.19 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.95 hrs
Time interval
= 1 min
Hyd. volume
= 56,922 cuft
Drainage area
= 5.560 ac
Curve number
= 93
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 6.40 min
Total precip.
= 3.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
IM
4.00
Q (cfs)
28.00
24.00
20.00
16.00
12.00
MI
4.00
0.00 ' 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 10 Time (hrs)
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33
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
8.426
1
727
29,991
---
------
------
DA#4
2
SCS Runoff
89.13
1
791
1,009,505
------
------
------
DA#1 Sub Basin #1
3
SCS Runoff
305.08
1
719
812,488
------
------
------
DA#1 Sub Basin #2
4
SCS Runoff
85.01
1
721
264,049
------
------
------
DA#1 Sub Basin #3
5
Reservoir
4.838
1
1027
265,857
3
280.18
674,395
SWMB#3
6
Reservoir
21.56
1
736
263,106
4
284.52
122,556
SWMB#2
7
Combine
103.43
1
790
1,538,468
2, 5, 6
------
------
Proposed DA #1
8
SCS Runoff
203.68
1
724
723,320
------
------
------
Proposed Drainage Area #2
9
Reservoir
57.23
1
742
581,328
8
290.98
387,177
SWMB#1
10
SCS Runoff
41.14
1
717
92,282
------
------
------
DA#3
Novo Nordisk Proposed wbasins Rev 1.gpw
Return Period: 10 Year
Monday, 03 / 28 / 2016
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34
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 1
DA#4
Hydrograph type
= SCS Runoff
Peak discharge
= 8.426 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.12 hrs
Time interval
= 1 min
Hyd. volume
= 29,991 cuft
Drainage area
= 5.400 ac
Curve number
= 61
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
DA#4
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
10.00
8.00
6.00
4.00
2.00
0 00
10.00
8.00
6.00
4.00
2.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)
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35
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 2
DA#1 Sub Basin #1
Hydrograph type
= SCS Runoff
Peak discharge
= 89.13 cfs
Storm frequency
= 10 yrs
Time to peak
= 13.18 hrs
Time interval
= 1 min
Hyd. volume
= 1,009,505 cuft
Drainage area
= 77.580 ac
Curve number
= 85*
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) + (39.620 x 93)] / 77.580
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
000
0 3 6
Hyd No. 2
Novo Nordisk DAPI -US
DA#1 Sub Basin #1
Hyd. No. 2 -- 10 Year
9 12 15 18 21
DAPI -US -I N FR -PLAN -)(X010-003
REV. 003, 28 -Mar -16
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
24 27
Time (hrs)
Page 144 of 202

36
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 3
DA#1 Sub Basin #2
Hydrograph type
= SCS Runoff
Peak discharge
= 305.08 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.98 hrs
Time interval
= 1 min
Hyd. volume
= 812,488 cuft
Drainage area
= 44.740 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
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
40.00
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
40.00
0.00 1' ' ' ' 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 3 Time (hrs)
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37
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 4
DA#1 Sub Basin #3
Hydrograph type
= SCS Runoff
Peak discharge
= 85.01 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.02 hrs
Time interval
= 1 min
Hyd. volume
= 264,049 cuft
Drainage area
= 14.540 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
Q (cfs)
DA#1 Sub Basin #3
Hyd. No. 4 -- 10 Year Q (cfs)
90.00
UU.UU
80.00
-
-
80.00
70.00
70.00
60.00
60.00
50.00
50.00
40.00
40.00
30.00
30.00
20.00
20.00
10.00
10.00
000
nnn
0
2 4 6 8 10 12 14 16 18 20 22 24 26
—� Hyd No. 4 Time (hrs)
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Hydrograph
Report
38
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 5
SWMB#3
320.00
280.00
280.00
Hydrograph type
= Reservoir
Peak discharge
= 4.838 cfs
Storm frequency
= 10 yrs
Time to peak
= 17.12 hrs
Time interval
= 1 min
Hyd. volume
= 265,857 cuft
Inflow hyd. No.
= 3 - DA#1 Sub Basin #2
Max. Elevation
= 280.18 ft
Reservoir name
= SWMB#3
Max. Storage
= 674,395 cuft
Storage Indication method used.
200.00
SWMB#3
200.00
Q (cfs)
Hyd. No. 5 -- 10 Year
Q (cfs)
320.00
-
320.00
280.00
280.00
240.00
240.00
200.00
200.00
160.00
160.00
120.00
120.00
80.00
80.00
40.00
40.00
0 00
n nn
0 5
Hyd No. 5
Novo Nordisk DAPI -US
10 15 20 25 30 35 40 45 50
Hyd No. 3 � Total storage used = 674,395 cult
Time (hrs)
DAPI-US-INFR-PLAN-XX010-003 Page 147 of 202
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Storage Indication method used.
Q (cfs)
SWMB#2
Hyd. No. 6 -- 10 Year Q (cfs)
90.00
80.00
39
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc.
v10.3
Monday, 03 / 28 / 2016
Hyd. No. 6
70.00
SWMB#2
Hydrograph type
= Reservoir
Peak discharge
= 21.56 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.27 hrs
Time interval
= 1 min
Hyd. volume
= 263,106 cuft
Inflow hyd. No.
= 4 - DA#1 Sub Basin #3
Max. Elevation
= 284.52 ft
Reservoir name
= SWM B#2
Max. Storage
= 122,556 cuft
Storage Indication method used.
Q (cfs)
SWMB#2
Hyd. No. 6 -- 10 Year Q (cfs)
90.00
80.00
-
yU.UU
70.00
80.00
60.00
70.00
50.00
60.00
40.00
50.00
30.00
40.00
20.00
30.00
10.00
20.00
000
10.00
n nn
0 3 6
Hyd No. 6
Novo Nordisk DAPI -US
9 12 15 18 21 24 27 30 33
Hyd No. 4 L� Total storage used = 122,556 cult Time (hrs)
DAPI-US-INFR-PLAN-XX010-003 Page 148 of 202
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. 00.;
Hyd. No. 7
Proposed DA #1
Hydrograph type = Combine
Storm frequency = 10 yrs
Time interval = 1 min
Inflow hyds. = 2, 5, 6
40
Monday, 03 / 28 / 2016
Peak discharge = 103.43 cfs
Time to peak = 13.17 hrs
Hyd. volume = 1,538,468 cuft
Contrib. drain. area = 77.580 ac
Proposed DA #1
Q (cfs) Hyd. No. 7 -- 10 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 5 10 15 20 25 30 35 40 45 50
Hyd No. 7 Hyd No. 2 Hyd No. 5 Hyd No. 6 Time (hrs)
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41
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 8
Proposed Drainage Area #2
Hydrograph type =
SCS Runoff
Peak discharge
= 203.68 cfs
Storm frequency =
10 yrs
Time to peak
= 12.07 hrs
Time interval =
1 min
Hyd. volume
= 723,320 cuft
Drainage area =
39.830 ac
Curve number
= 98*
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)1/ 39.830
Q (cfs)
210.00
180.00
150.00
120.00
30.00
Proposed Drainage Area #2
Hyd. No. 8 -- 10 Year
Q (cfs)
210.00
180.00
150.00
120.00
30.00
0.00 ' ' ' ' ' ' ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 8 Time (hrs)
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Hydrograph
Report
42
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 9
SWMB#1
Hydrograph type
= Reservoir Peak discharge
= 57.23 cfs
Storm frequency
= 10 yrs Time to peak
= 12.37 hrs
Time interval
= 1 min Hyd. volume
= 581,328 cuft
Inflow hyd. No.
= 8 - Proposed Drainage Area #adlax. Elevation
= 290.98 ft
Reservoir name
= SWMB#1 Max. Storage
= 387,177 cuft
Storage Indication method used
SWMB#1
Q (cfs) Hyd. No. 9 -- 10 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 1 1 1 160.00
30.00 30.00
0.00 0.00
0 3 6 9 12 15 18 21 24 27 30 33
Hyd No. 9 Hyd No. 8 F-1' Total storage used = 387,177 cult Time (hrs)
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REV. 003, 28 -Mar -16

REV. 003, 28 -Mar -16
43
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014
by Autodesk, Inc. v10.3
Monday, 03 / 28
/ 2016
Hyd. No. 10
DA#3
Hydrograph type
= SCS Runoff
Peak discharge
= 41.14 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.95 hrs
Time interval
= 1 min
Hyd. volume
= 92,282 cuft
Drainage area
= 5.560 ac
Curve number
= 93
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 6.40 min
Total precip.
= 5.24 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
DA#3
Q (cfs)
Hyd. No. 10 -- 10 Year
Q (cfs)
50.00
50.00
40.00
40.00
30.00
30.00
20.00
20.00
10.00
10.00
0.00
0.00
0.0 2.0
4.0 6.0 8.0
10.0 12.0 14.0 16.0
18.0 20.0
Hyd No.
10
Time
(hrs)
Novo Nordisk DAPI
-US DAPI-US-INFR-PLAN-XX010-003
Page 152 of 202
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44
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
SCS Runoff
12.87
1
727
43,986
------
------
------
DA#4
2
SCS Runoff
113.99
1
791
1,294,771
------
------
------
DA#1 Sub Basin #1
3
SCS Runoff
368.51
1
719
987,678
------
------
------
DA#1 Sub Basin #2
4
SCS Runoff
102.70
1
721
320,984
------
------
------
DA#1 Sub Basin #3
5
Reservoir
13.39
1
817
439,124
3
280.41
725,990
SWMB#3
6
Reservoir
34.74
1
734
320,017
4
284.77
141,611
SWMB#2
7
Combine
141.97
1
790
2,053,911
2, 5, 6
------
------
Proposed DA #1
8
SCS Runoff
246.10
1
724
879,285
------
------
------
Proposed Drainage Area #2
9
Reservoir
68.15
1
742
737,293
8
291.70
461,553
SWMB#1
10
SCS Runoff
50.31
1
717
114,446
------
------
------
DA#3
Novo Nordisk Proposed wbasins Rev 1.gpw
Return Period: 25 Year
Monday, 03 / 28 / 2016
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REV. 003, 28 -Mar -16

DA#4
Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
000
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 154 of 202
REV. 003, 28 -Mar -16
45
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 1
DA#4
Hydrograph type
= SCS Runoff
Peak discharge
= 12.87 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.12 hrs
Time interval
= 1 min
Hyd. volume
= 43,986 cuft
Drainage area
= 5.400 ac
Curve number
= 61
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
DA#4
Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
000
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 154 of 202
REV. 003, 28 -Mar -16

* Composite (Area/CN) = [(37.960 x 85) + (39.620 x 93)] / 77.580
DA#1 Sub Basin #1
Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0 00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 3 6 9 12 15 18 21 24 27
Hyd No. 2 Time (hrs)
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REV. 003, 28 -Mar -16
46
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 2
DA#1 Sub Basin #1
Hydrograph type
= SCS Runoff
Peak discharge
= 113.99 cfs
Storm frequency
= 25 yrs
Time to peak
= 13.18 hrs
Time interval
= 1 min
Hyd. volume
= 1,294,771 cuft
Draanage area
= 77.580 ac
Curve number
= 85*
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) + (39.620 x 93)] / 77.580
DA#1 Sub Basin #1
Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0 00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 3 6 9 12 15 18 21 24 27
Hyd No. 2 Time (hrs)
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47
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 3
DA#1 Sub Basin #2
Hydrograph type
= SCS Runoff
Peak discharge
= 368.51 cfs
Storm frequency
= 25 yrs
Time to peak
= 11.98 hrs
Time interval
= 1 min
Hyd. volume
= 987,678 cuft
Drainage area
= 44.740 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
DA#1 Sub Basin #2
Q (cfs) Hyd. No. 3 -- 25 Year Q (cfs)
400.00
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0 00
400.00
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 3 Time (hrs)
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48
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2014
by Autodesk, Inc. v10.3
Monday, 03 /
28 / 2016
Hyd. No. 4
DA#1 Sub Basin #3
Hydrograph type
= SCS Runoff
Peak discharge
= 102.70 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.02 hrs
Time interval
= 1 min
Hyd. volume
= 320,984 cuft
Drainage area
= 14.540 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
DA#1 Sub Basin #3
Q (cfs)
Hyd. No. 4 -- 25 Year
Q (cfs)
120.00
120.00
100.00
100.00
80.00
80.00
60.00
60.00
1
140.00
40.00
20.00
20.00
0.00
0.00
0 2 4 6 8
10 12 14 16 18 20
22 24
Hyd No. 4
Time (hrs)
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Hydrograph
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49
Hydraflow Hydrographs Extension for AutoCADO Civil 3D@)2014 by Autodesk, Inc.
00.3
Monday, 03 / 28 / 2016
Hyd. No. 5
SWMB#3
Hydrograph type
= Reservoir
Peak discharge
= 13.39 cfs
Storm frequency
= 25 yrs
Time to peak
= 13.62 hrs
Time interval
= 1 min
Hyd. volume
= 439,124 cuft
Inflow hyd. No.
= 3 - DA#1 Sub Basin #2
Max. Elevation
= 280.41 ft
Reservoir name
= SWM B#3
Max. Storage
= 725,990 cuft
Storage Indication method used
SWMB#3
Q (cfs) Hyd. No. 5 -- 25 Year Q (cfs)
Hyd No. 5 Hyd No. 3 TTS Total storage used = 725,990 cult Time (hrs)
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Hydrograph
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50
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2014 by Autodesk, Inc.
v10.3
Monday, 03 / 28 / 2016
Hyd. No. 6
SWMB#2
Hydrograph type
= Reservoir
Peak discharge
= 34.74 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.23 hrs
Time interval
= 1 min
Hyd. volume
= 320,017 cuft
Inflow hyd. No.
= 4 - DA#1 Sub Basin #3
Max. Elevation
= 284.77 ft
Reservoir name
= SWM B#2
Max. Storage
= 141,611 cuft
Storage Indication method used
SWMB#2
Q (cfs) Hyd. No. 6 -- 25 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 180.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 3 6 9 12 15 18 21 24 27 30
Hyd No. 6 Hyd No. 4 F—I Total storage used = 141,611 cult Time (hrs)
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51
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 7
Proposed DA #1
Hydrograph type
= Combine Peak discharge
= 141.97 cfs
Storm frequency
= 25 yrs Time to peak
= 13.17 hrs
Time interval
= 1 min Hyd. volume
= 2,053,911 cuff
Inflow hyds.
= 2, 5, 6 Contrib. drain. area
= 77.580 ac
Proposed DA #1
Q (cfs) Hyd. No. 7 -- 25 Year Q (cfs)
160.00 160.00
140.00 A 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 a 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 3 6 9 12 15 18 21 24 27 30 33
Hyd No. 7 Hyd No. 2 Hyd No. 5 Hyd No. 6 Time (hrs)
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52
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 8
Proposed Drainage Area #2
Hydrograph type =
SCS Runoff
Peak discharge
= 246.10 cfs
Storm frequency =
25 yrs
Time to peak
= 12.07 hrs
Time interval =
1 min
Hyd. volume
= 879,285 cuft
Drainage area =
39.830 ac
Curve number
= 98*
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)] / 39.830
Q (cfs)
280.00
240.00
160.00
120.00
:1 11
40.00
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
0.00 ' ' ' ' ' ' ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
- Hyd No. 8 Time (hrs)
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Hydrograph
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53
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 9
SWMB#1
Hydrograph type
= Reservoir Peak discharge
= 68.15 cfs
Storm frequency
= 25 yrs Time to peak
= 12.37 hrs
Time interval
= 1 min Hyd. volume
= 737,293 cuft
Inflow hyd. No.
= 8 - Proposed Drainage Area #ZAax. Elevation
= 291.70 ft
Reservoir name
= SWMB#1 Max. Storage
= 461,553 cuft
Storage Indication method used
SWMB#1
Q (cfs) Hyd. No. 9 -- 25 Year Q (cfs)
280.00 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 80.00
40.00 40.00
0.00 0.00
0 3 6 9 12 15 18 21 24 27 30 33
Hyd No. 9 Hyd No. 8 Total storage used = 461,553 cult Time (hrs)
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54
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Monday, 03 /
28 / 2016
Hyd. No. 10
DA#3
Hydrograph type
= SCS Runoff
Peak discharge
= 50.31 cfs
Storm frequency
= 25 yrs
Time to peak
= 11.95 hrs
Time interval
= 1 min
Hyd. volume
= 114,446 cuft
Drainage area
= 5.560 ac
Curve number
= 93
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 6.40 min
Total precip.
= 6.32 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
DA#3
Q (cfs)
Hyd. No. 10 -- 25 Year
Q (cfs)
60.00
60.00
50.00
50.00
40.00
40.00
30.00
30.00
20.00
20.00
10.00
10.00
0.00
0.00
0.0 2.0
4.0 6.0 8.0
10.0 12.0 14.0 16.0
18.0 20.0
Hyd No.
10
Time (hrs)
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55
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D® 2014 by Autodesk, Inc. v10.3
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
SCS Runoff
20.98
1
726
69,836
------
------
------
DA#4
2
SCS Runoff
155.32
1
791
1,776,756
------
------
------
DA#1 Sub Basin #1
3
SCS Runoff
473.53
1
719
1,278,159
------
------
------
DA#1 Sub Basin #2
4
SCS Runoff
131.99
1
721
415,387
------
------
------
DA#1 Sub Basin #3
5
Reservoir
30.22
1
762
727,336
3
281.05
867,521
SWMB#3
6
Reservoir
53.93
1
733
414,386
4
285.13
170,158
SWMB#2
7
Combine
202.65
1
790
2,918,474
2, 5, 6
------
------
Proposed DA #1
8
SCS Runoff
316.30
1
724
1,137,887
------
------
------
Proposed Drainage Area #2
9
Reservoir
81.83
1
743
995,894
8
292.78
578,744
SWMB#1
10
SCS Runoff
65.42
1
717
151,352
------
------
------
DA#3
Novo Nordisk Proposed wbasins Rev 1.gpw
Return Period: 100 Year
Monday, 03 / 28 / 2016
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56
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 1
DA#4
Hydrograph type
= SCS Runoff
Peak discharge
= 20.98 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.10 hrs
Time interval
= 1 min
Hyd. volume
= 69,836 cuft
Drainage area
= 5.400 ac
Curve number
= 61
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
DA#4
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0 00
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)
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57
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 2
DA#1 Sub Basin #1
Hydrograph type
= SCS Runoff
Peak discharge
= 155.32 cfs
Storm frequency
= 100 yrs
Time to peak
= 13.18 hrs
Time interval
= 1 min
Hyd. volume
= 1,776,756 cuft
Drainage area
= 77.580 ac
Curve number
= 85*
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) + (39.620 x 93)] / 77.580
DA#1 Sub Basin #1
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 - 120.00
100.00 - _ 100.00
80.00 - 80.00
60.00 - 60.00
40.00 40.00
20.00 - - 20.00
0.00 0.00
0 3 6 9 12 15 18 21 24 27
Hyd No. 2 Time (hrs)
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58
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 3
DA#1 Sub Basin #2
Hydrograph type
= SCS Runoff
Peak discharge
= 473.53 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.98 hrs
Time interval
= 1 min
Hyd. volume
= 1,278,159 cuft
Drainage area
= 44.740 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
Q (cfs)
490.00
420.00
350.00
210.00
140.00
70.00
Q (cfs)
490.00
420.00
350.00
280.00
210.00
140.00
70.00
0.00 ' 1 1 1 1 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 3 Time (hrs)
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Hydrograph Report
59
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014
by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 4
DA#1 Sub Basin #3
Hydrograph type
= SCS Runoff
Peak discharge
= 131.99 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.02 hrs
Time interval
= 1 min
Hyd. volume
= 415,387 cuft
Drainage area
= 14.540 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
DA#1 Sub Basin #3
Q (cfs)
Hyd. No. 4 -- 100 Year
Q (cfs)
140.00
140.00
120.00
120.00
100.00
100.00
80.00
80.00
60.00
60.00
40.00
40.00
20.00
-
-
- _--
JL
20.00
0.00
- - -
- -
0.00
0 2 4 6 8
10 12 14 16 18 20
22 24
Hyd No. 4
Time (hrs)
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Hydrograph
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60
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2014 by Autodesk, Inc.
v10.3
Monday, 03 / 28 / 2016
Hyd. No. 5
SWMB#3
Hydrograph type
= Reservoir
Peak discharge
= 30.22 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.70 hrs
Time interval
= 1 min
Hyd. volume
= 727,336 cuft
Inflow hyd. No.
= 3 - DA#1 Sub Basin #2
Max. Elevation
= 281.05 ft
Reservoir name
= SWM B#3
Max. Storage
= 867,521 cuft
Storage Indication method used
SWMB#3
Q (cfs) Hyd. No. 5 -- 100 Year Q (cfs)
490.00 490.00
420.00 420.00
350.00 350.00
280.00 280.00
210.00 210.00
140.00 140.00
70.00 70.00
I AM -
0.00 0.00
0 5 10 15 20 25 30 35 40 45 50
Hyd No. 5 Hyd No. 3 FFFFM Total storage used = 867,521 cuft Time (hrs)
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61
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 6
SWMB#2
Hydrograph type
= Reservoir
Peak discharge
= 53.93 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.22 hrs
Time interval
= 1 min
Hyd. volume
= 414,386 cuft
Inflow hyd. No.
= 4 - DA#1 Sub Basin #3
Max. Elevation
= 285.13 ft
Reservoir name
= SWM B#2
Max. Storage
= 170,158 cuft
Storage Indication method used.
SWMB#2
Q (cfs) Hyd. No. 6 -- 100 Year Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
000
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 3 6 9 12 15 18 21 24 27 30
Hyd No. 6 Hyd No. 4 i Total storage used = 170,158 cult Time (hrs)
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62
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 7
Proposed DA #1
Hydrograph type
= Combine Peak discharge
= 202.65 cfs
Storm frequency
= 100 yrs Time to peak
= 13.17 hrs
Time interval
= 1 min Hyd. volume
= 2,918,474 cuft
Inflow hyds.
= 2, 5, 6 Contrib. drain. area
= 77.580 ac
Proposed DA #1
Q (cfs) Hyd. No. 7 -- 100 Year Q (cfs)
210.00
210.00
180.00
180.00
150.00
150.00
120.00
120.00
90.00
90.00
60.00
60.00
30.00
30.00
0.00 �3 0.00
0 3 6 9 12 15 18 21 24 27 30
Hyd No. 7 Hyd No. 2 Hyd No. 5 Hyd No. 6 Time (hrs)
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* Composite (Area/CN) = [(29.355 x 98) + (6.760 x 75)1/ 39.830
Q (cfs;
350.00
300.00
250.00
200.00
150.00
100.00
4/ 11
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00 ' ' ' ' ' ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 8 Time (hrs)
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63
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2014 by Autodesk, Inc. 00.3
Monday, 03 / 28 / 2016
Hyd. No. 8
Proposed Drainage
Area #2
Hydrograph type
= SCS Runoff
Peak discharge
= 316.30 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.07 hrs
Time interval
= 1 min
Hyd. volume
= 1,137,887 cuft
Drainage area
= 39.830 ac
Curve number
= 98*
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)1/ 39.830
Q (cfs;
350.00
300.00
250.00
200.00
150.00
100.00
4/ 11
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00 ' ' ' ' ' ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 8 Time (hrs)
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Hydrograph
Report
64
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2014 by Autodesk, Inc. v10.3
Monday, 03 / 28 / 2016
Hyd. No. 9
SWMB#1
Hydrograph type
= Reservoir Peak discharge
= 81.83 cfs
Storm frequency
= 100 yrs Time to peak
= 12.38 hrs
Time interval
= 1 min Hyd. volume
= 995,894 cuft
Inflow hyd. No.
= 8 - Proposed Drainage Area #/lax. Elevation
= 292.78 ft
Reservoir name
= SWMB#1 Max. Storage
= 578,744 cuft
Storage Indication method used
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00'1 1- 0.00
0 3 6 9 12 15 18 21 24 27 30 33
Hyd No. 9 Hyd No. 8 F ---Tl Total storage used = 578,744 cuff Time (hrs)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D@)2014 by Autodesk, Inc. 00.3
Hyd. No. 10
Time to peak
DA#3
Hyd. volume
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 5.560 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 8.11 in
Storm duration
= 24 hrs
DA#3
65
Monday, 03 / 28 / 2016
Peak discharge
= 65.42 cfs
Time to peak
= 11.95 hrs
Hyd. volume
= 151,352 cuft
Curve number
= 93
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 6.40 min
Distribution
= Type II
Shape factor
= 484
Q (cfs) Hyd. No. 10 -- 100 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 10 Time (hrs)
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Novo Nordisk
Clayton, NC
Appendix II
Nitrogen Calculations
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REV. 003, 28 -Mar -16

3 Sts Giz- 57—C+
Toq s__ IJ i r P -o c.. r --?j _ '7'7® 7 X'- x 2I1 2 16 = is � (4 -7 � -2- 1 t'5/yr
_F0--rAt_, Ae_v_-A- — )l b q3" 811 9_'n'?_ft
=92-33 A�
C� 0
17. A"n-
7816/-yr-
"q-p- Xcmr,- 1 -7 q . z
AREA CLIENT NT
PROJECT ORIGINATED BY -AE -2- ---DATE
ENG. COMM. NO. PROJECT NO, CHECKED BY DATE
REVISION NUMBER,------- DATE
F.- E53-2 (Fl- 1-08)
OF
Novo Nordisk DAPI -US DAPl-US-lNFR-PLAN-XX010-003 Page 176 of 202
REV. 003, 28 -Mar -16

FLUOR®
D13 v b, 0&3 r> -s -2
P"t_v 6,jh,5P�L3 , r* F
4 7 5- r_ -Fs ©. 2s A r-
15 5 -r -r L_ , ,j G o c (-ry
vs - l
1 xlb -z
000 + z
{
APA ¢£a
o, � 000031
o G 5i L-,— E.�c
/ 00
0670 7 Sy % Ldp— -75 ' F/L Ei7_- Ste, P
CLIENT
DEPARTMENT
PROJECT
ORIGINATED BY DATE
ENG. COMM. NO. PROJECT NO.
CHECKED BY DATE
AREA
REVISION NUMBER DATE
SUBJECT
REVISED BY
Forth E53S2 (R-1-08)
Novo Nordisk DAPI -US
DAPI -US -I NFR-PLAN-XX010-003
REV. 003. 28 -Mar -16
0ncci yr
Page 177 of 202

" ".�RCEV FIGURE B-17
Greenville County
M 1� P
Storm WaterTRAPP PINN
G [ EFFICIENCY OF SILT FENCE
ij V EFw7F=E=CTCT1VE DATE7:JANUARYm,2C 13
Management
d rll.� 111
Novo Nordisk DAPI -US DAPI-US-1NFR-PLAN-XX010-003 Page 178 of 202
REV. 003, 28 -Mar -16
100
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Novo Nordisk DAPI -US DAPI-US-1NFR-PLAN-XX010-003 Page 178 of 202
REV. 003, 28 -Mar -16

Vegetated Filter Strip
Vegetated Filter Strips
Description
Vegetated Filter Strips (VFS) are zones of vegetation where pollutant -laden runoff is introduced as sheet
flow. VFS may take the form of grass filters, grass filter strips, buffer strips, vegetated buffer zones,
riparian vegetated buffer strips, and constructed filter strips.
When and Where to Use It
Applicable in areas where filters are needed to reduce pollutant impacts to adjacent properties and water
bodies. VFS are used to remove pollutants from overland sheet flow but are not effective in removing
sediment from concentrated flows. There are two main classifications of VFS:
• Constructed filter strias: Constructed and maintained to allow for overland flow through vegetation
that consists of grass -like plants with densities approaching that of tall lawn grasses.
• Natural vegetative strips: Area where pollutant -laden flow is directed in an overland manner,
including riparian vegetation around drainage channels. Vegetation ranges from grass -like plants to
brush and trees with ground cover.
VFS remove pollutants primarily by three mechanisms:
1. Deposition of bedload material and its attached chemicals as a result of decreased flow velocities and
transport capacity. This deposition takes place at the leading edge of the filter strip.
2. Trapping of suspended solids by the vegetation at the soil vegetation interface. When suspended
solids settle to the bed, they are trapped by the vegetated litter at the soil surface instead of being re-
suspended as would occur in a concentrated flow channel. When the litter becomes inundated with
sediment, trapping no longer occurs by this mechanism.
3. Trapping of suspended materials by infiltrating water. This is the primary mechanism by which
dispersed clay sized particles are trapped.
VFS effectiveness fluctuates considerably depending on vegetation type, vegetation height and density,
season of the year, eroded particle characteristics, size of drainage area, and site topography.
Design Criteria
Select a vegetation type, a ground slope, filter strip width, and strip length. Locate VFS on the contour
perpendicular to the general direction of flow. Select vegetation to be dense, turf -forming grass in order to
minimize water channelization. Never assume that natural vegetation is adequate for VFS. Design a
ponding area at the leading edge of the VFS for bedload deposition.
South Carolina DHEC
July 31, 2005 Storm Water Management BMP Handbook 149
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REV. 003, 28 -Mar -16

Vegetated Filter Strip
a. Select an applicable area for the VMeral Design Requirements
Minimum Ground Slope = 1 percent
Maximum Ground Slope = 10 percent
b. Select a vegetation type.
c. Select the design life and maximum allowable sediment deposition. A design life of 10 years and
deposition of 0.5 -feet is recommended.
d. Estimate the long-term sediment yield entering the filter strip and a 10 -year 24-hour design single -
storm sediment yield,
e. Determine desired Trapping Efficiency- 80 percent design removal efficiency goal of the total
suspended solids (TSS) in the inflow,
f. Estimate the filter length necessary to prevent deposition within the filter greater than 0.5 -feet.
(Assume filter width is equal to disturbed area width but no smaller than 15 -feet.)
g. Use the filter length to calculate Trapping Efficiency for the design storm.
h. Repeat (d) and (e) until the lengths match,
Inspection and Maintenance
• Maintenance is very important for filter strips, particularly in terms of ensuring that flow does not
short circuit the practice. They require similar maintenance to other vegetative practices.
• Inspect vegetation for rills and gullies annually and correct. Seed or sod bare areas.
• Inspect grass after installation to ensure it has established. If not replace with an alternative species.
• Inspect to ensure that grass has established annually. If not, replace with an alternative species.
• Mow grass to maintain a height of 3- to 4 -inches.
• Remove sediment build-up from the bottom when it has accumulated to 25% of the original capacity.
South Carolina DHEC
July 31, 2005 Storm Water Management BMP Handbook 150
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 180 of 202
REV. 003, 28 -Mar -16
Average Pollutant Removal Capability
75 feet in length
150 feet in length
Average
Total Suspended Solids:,
54%
TSS:
84%
TSS: 70%
Lead:
16%
Lead:
50%
Metals 40%-50%
Zinc:
47%
Zinc:
47%
Total N: 30%
Total Phosphorus:
-25%
Total Phosphorus:
-40%
Total P: 10%
Nitrate Nitrogen:
-27%
Nitrate Nitrogen:
-20%
Nitrate Nitrogen: 0%
Path ogenslBacteria: NA
South Carolina DHEC
July 31, 2005 Storm Water Management BMP Handbook 150
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REV. 003, 28 -Mar -16

Vegetated Filter Strip
Roadside Vegetated Filter Strip
Summary of Maintenance Requirements
Required Maintenance
Frequency
Mow grass to maintain design height.
Regularly (frequently)
Remove litter and debris.
Regularly (frequently)
Inspect for erosion, rills and gullies, and repair.
Annual, or as needed
Repair sparse vegetation.
Annual, or as needed
Inspect to ensure that grass has established. If not,
replace with an alternativespecies.
Annual, or as needed
F7Nutrient and pesticide management.
Annual, or as needed
Aeration of soil.
Annual, or as needed
South Carolina DHEC
July 31, 2005 Storm Water Management BMP Handbook 151
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12
Table B1—Specifications related to trap efficiency of slit fences. Typical strength characteristics are also provided.
Manufactor and
Permittivity
Water Float Rate
AOS
Product Design
(sec')
(gal min'' ft'I)
(L min" m'')
(Us sieve)
(mm)
Agri Drain
Biotech 760
0.45
30
1225
20
0.850
NILEX
2130 (Amoco Fabric)
0.05
10
405
30
0.600
910 (SI Industries)
0.20
15
610
20
0.850
915 (SI Industries)
0.40
25
1020
40
0.425
Amoco
Style 2130
0.05
10
405
30
0.600
Exxon
GTF 1005
NA
125
5095
50-70
.40-,20
ADS
ADS 3302WP / 3302WT
0.01
50
2035
20
0.840
TC Mlrafi
Silt Fence
0.10
10
405
30
0.600
(stakes attached)
100X
0.10
10
405
30
0.600
LINQ Indust. Fabrics
GTF 170
0.05
20
815
20
0.850
GTF 180
0.05
7
285
20
0.850
(GTF 170 and 180 differ in strength)
GTF 190
0.07
12
490
30
0.600
GTF 2005
0.07
12
490
50
0.300
Belton Industries (available In 3 different colors)
751 / 894 1897
0.10
15
610
30
0.600
(dimensions differ)
7551890
NA
25
1020
30
0.600
(dimensions differ)
806/810
0.20
20
815
20
0.850
(dimensions differ)
DGI Industries
P - Series
0.10
10
405
30
0.600
BIG R
(Mutual Industries Fabric)
Mutual MISF180
NA
30
1225
40
0.425
Typical
Burst Strength
160-400 Psi (100-2760 Kpa)
Puncture Strength
25-90 lbs (0.11-0.40
kN)
Tensile Strength
80-180 lbs (0.35-0.80
kN)
USDA Forest Service Gen. Tech. Rep. RMRS-GTR-94
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 182 of 202
REV. 003, 28 -Mar -16

Novo Nordisk
Clayton, NC
Appendix III
Pipe and Swale Calculations
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 183 of 202
REV. 003, 28 -Mar -16

Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 184 of 202
REV. 003, 28 -Mar -16
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Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 184 of 202
REV. 003, 28 -Mar -16

FLUOR®
F
-7M. NO.
Fpm E512 (RW. 1-0B)
Novo Nordisk DAPI -US
PROJECT NO
DEPARTMENT -
ORIGINATED BY -
CHECKED BY -
REVISION NUMBER
DAPI -US -I NFR-PLAN-XX010-003
REV. 003, 28 -Mar -16
DATE
DATE
DATE
SHEET OF
Page 185 of 202

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
<Name>
Q (cfs)
Trapezoidal
Area (sqft)
Bottom Width (ft)
= 10.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 290.75
Slope (%)
= 0.15
N -Value
= 0.016
Calculations
Compute by:
Known Q
Known Q (cfs)
= 81.07
Elev (ft)
293.00
QW16711
291.50
291.00
Q911114111111
Section
Tuesday, Mar 22 2016
Highlighted
Depth (ft)
= 1.47
Q (cfs)
= 81.07
Area (sqft)
= 21.18
Velocity (ft/s)
= 3.83
Wetted Perim (ft)
= 19.30
Crit Depth, Yc (ft)
= 1.13
Top Width (ft)
= 18.82
EGL (ft)
= 1.70
0 5
Novo Nordisk DAPI -US
10 15 20
Reach (ft)
DAP I -U S -I N FR -P LAN-XX010-003
REV. 003, 28 -Mar -16
25 30
Depth (ft)
2.25
1.75
1.25
0.75
0.25
-0.25
-0.75
35
Page 186 of 202

Appendix D Inspection Log and Reports
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 187 of 202
REV. 003, 28 -Mar -16

...Inspectiono,
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-XX010-003 Page 188 of 202
REV. 003, 28 -Mar -16

SWPPP Inspection Log (Continued)p
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
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 189 of 202
REV. 003, 28 -Mar -16

Appendix E Rainfall Log and Reports
Novo Nordisk DAPI -US DAPI-US-INFR-PIAN-XX010-003 Page 190 of 202
REV. 003, 28 -Mar -16

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Appendix F Additional Site Logs and Records
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 193 of 202
REV. 003, 28 -Mar -16

Date a Time I Description/Outline and Name of the Presenter of SWPPP and Site Requirements
I Name I Comaanv I Signature I
Name I Company I Signature
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 194 of 202
REV. 003, 28 -Mar -16

1.)
Name of Construction Site I Location of Construction Site
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 195 of 202
REV. 003, 28 -Mar -16

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.)
Et Sub -Contractor Log (Continued)
Start Date:
Completion Date:
SWPPP Contractor
11.)
Start Date:
Completion Date:
12.)
Start Date:
Completion Date:
13.)
Start Date:
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 196 of 202
REV, 003, 28 -Mar -16

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:
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 197 of 202
REV. 003, 28 -Mar -16

Completion Date:
Reason for
Approved/Implemented
Modifications:
By:
Type of Modification..Modification
❑ Major
❑ Minor
Start Date:
Completion Date:
Reason for
Approved/Implemented
Modifications:
By:
Type of Modification
Description of Modification
Location of Modification
❑ Major ❑ Minor
Start Date:
Completion Date:
Reason for
Approved/Implemented
Modifications:
By:
Type of ModificationDescription
of ModificationModification
❑ Major
❑ Minor
Start Date:
Completion Date:
Reason for
Approved/Implemented
Modifications:
By:
SWPPP
Modification Log (Continued)
Name of Construction Site
Location of Construction Site
Type of Modification.•Modification
❑ Major
❑ Minor
Start Date:
Completion Date:
Reason for
Approved/Implemented
Modifications:
By:
Type of Modification
Description of Modification
Location of Modification
❑ Major ❑ Minor
Start Date:
Completion Date:
Reason for
Approved/Implemented
Modifications:
By:
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 198 of 202
REV. 003, 28 -Mar -16

Type of Modification
Description of ModificationModification
❑ Major ❑ Minor
Start Date:
Completion Date:
Reason for Approved/Implemented
Modifications: By:
ModificationType of Description of ModificationModification
❑ Major ❑ Minor
Start Date:
Completion Date:
Reason for Approved/Implemented
Modifications: By:
Type of Modification Description of Modification
Location of Modification
❑ Major ❑ Minor
Start Date:
Completion Date:
Reason for
Approved/Implemented
Modifications:
By:
Name of Construction Site Location of Construction Site
Type of Stabilization Description of Stabilization Location of Stabilization
❑ Final ❑ Temporary
Initiate Date:
Completion Date:
Additional
Inspection Frequency for
work proposed for
Stabilized Area:
this area:
-1
.
*f Stabilization
Description of Stabilization
lIII­ Location of Stabilization
15[ Final ❑Temporary
Initiate Date:
Completion Date:
Additional Inspection Frequency for
work proposed for Stabilized Area:
this area:
Type of Stabilization Description of Stabilization
Location of Stabilization
❑ Final ❑ Temporary
Initiate Date:
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 199 of 202
REV. 003, 28 -Mar -16

Completion Date:
Additional
work proposed for
Inspection Frequency for
this area:
Stabilized Area:
Type of Stabilization
Description of Stabilization 11k
Location of Stabilization
❑ Final ❑ Temporary
Initiate Date:
Completion Date:
Additional Inspection Frequency for
work proposed for
this area: Stabilized Area:
Type of Stabilization Description of Stabilization
Location of Stabilization
❑ Final ❑ Temporary
Initiate Date:
Completion Date:
Additional
work proposed for
Inspection Frequency for
this area:
Stabilized Area:
SWPPP Soil Stabilization Loj_(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
Inspection Frequency for
this area:
Stabilized Area:
of Stabilization
DescriptionType
❑ Final ❑ Temporary
Initiate Date:
Completion Date:
Additional
work proposed for
Inspection Frequency for
this area:
Stabilized Area:
Type of Stabilization
Description of Stabilization
Location of Stabilization
❑ Final ❑ Temporary
Initiate Date:
Completion Date:
Additional
work proposed for
Inspection Frequency for
this area:
Stabilized Area:
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 200 of 202
REV. 003. 28 -Mar -16

Type of Stabilization
Description of Stabilization
Location of Stabilization
❑ Final ❑ Temporary
Initiate Date:
Completion Date:
Additional
Inspection Frequency for
work proposed for
Stabilized Area:
this area:
�ype of Stabilization
Description of Stabilization 4F. 41p,
Location of Stabilization
❑ Final ❑ Temporary
Initiate Date:
Completion Date:
Additional
Inspection Frequency for
work proposed for
Stabilized Area:
this area:
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-XX010-003 Page 201 of 202
REV. 003, 28 -Mar -16

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:
httn://portal. ncdenr. orzlwebflr/stormwater
Novo Nordisk DAPI -US DAPI-US-INFR-PLAN-)(X010-003 Page 202 of 202
REV. 003, 28 -Mar -16

EFDEE
EFDEE Engineering Professional Corporation
100 Fluor Daniel Drive
Greenville, South Carolina 29607
USA
[864-281-4400] tel
30, March 2016
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
Johnston County Land Disturbance Permit
Dear Mr. Bagley:
Per our conversation I am submitting a revised set of drawings and a revised C-SWPPP for the work
associated with the Land Disturbance Permit for the proposed Novo Nordisk facility in Clayton,
North Carolina.
The drawing set titled Early Works Package, consisting 43 sheets signed and sealed by Donovan
Norris, PE with the latest revision date of 28 MAR 2016 and two reference drawings of the entire site,
depicting the pre- and post- construction grading plan.
If there are any questions or comments please let me know.
Sincerely,
Jon an W. Heald, PE
enior Civil Engineer
JWH:jwh
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