20061376 Ver 2_Stormwater Info_20101102

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Novartis Vaccines & Diagnostics
Stormwater Quality & Detention
Calculations
DENR - WATER QUALITY
BMP Wet Detention Poncr'IDsTORIti' ,,,RBRANCH
Project Expansion
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Prepared by:
Jacobs Engineering
September 2010
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SEAL
035399 Yd A y v
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Date: 10/12/10 APPROVED
Rev.: B
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DATE:
By.
USFCC Project
N0V 2 20;0
Holly Springs NC
JE Project Number:
22CO1113
FJE]
0 PROJECT USFCC
CALCULATION COVER SHEET
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JOB NO. 22MN9901 DEPARTMENT Civil
CLIENT Novartis Vaccines & Diagnostics CALC. NO. C-2
SUBJECT BMP Wet Detention Pond Project Expansion Stormwater Quality & Detention Calculations
ORIGINATOR Ed Kubrin DATE 9/20/06
CHECKER Vance Holt/Tim Horstman DATE 9/20/06
PURPOSE OF ISSUANCE
REV
NO. PAGES DESCRIPTION ORIG. DATE CHKD. DATE APRV. DATE
A 13 Issued for Permitting and EJK 9/20/06 TH 9/20/06 VH 9/20/06
Information
B 13 Revised Calculations EJK 3/07 WJO 3/07
C 110 Revised Calculations and CCV 9/10 EJK 9/10
added Detention

COMM ENTS:
Note that these calculations were prepared using Bentley Pondpack version V8i software.
CALC COVER SHEETS C-2.DOC
02/19/96

Calculation #C-2
Wet Detention Basin Expansion
Stormwater Quality and Detention
Table of Contents
Section Description

A Executive Summary
B Local Codes
C Quality Calculations
Pond Volumes
NCDENR Water Quality Reference
D Detention Calculations
Pre-Development Flows
Input Summary
PondPack Report
Hydrographs
Post-Development Flows
Input Summary
Pond Pack Report
Hydrographs
Pond Parameters
Outlet Structure Parameters
Routing Calculations
Summary
Appendix A Pre & Post Conditions Drainage Maps
Wet Detention Basin Plan
Appendix B Soils Map
Vegetative Analysis Map
Appendix C Pond Modifications
Appendix D Full Size Drawings
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Section A
0 Executive Summary

Project: Novartis USFCC
Location: Town of Holly Springs, NC
Date: September 15, 2010
Introduction
The purpose of this project is to construct new additions to an existing Pharmaceutical
manufacturing facility on a site located in Holly Springs, NC. Approximately 18.3 acres
of impervious area and 29.6 acres total is proposed to drain to an existing pond. The
previously submitted and approved site had 17.5 acres of impervious area and 26.2 acres
total for planned and future areas which drained into the wet pond. As a condition of
approval from DWQ a Best Management Practice (BMP) wet detention pond is proposed
to remove 85% of the TSS and to provide nitrogen reduction. This narrative and
calculation shows that water quality criteria based on the NCDENR regulations revised
on June 16, 2009 can be met at the existing storm pond. The pond does. have enough
storage to control the 1" runoff and drawdown in 2 to 3 days. Additional storage in the
pond closely matches the existing pre-development peak flow for the 1 year, 24-hour
storm. The existing pond can safely discharge the 10 year, 24-hour storm event through
the principal riser and the 100 year, 24-hour storm event through the emergency spillway.
Site Description
The site was originally a wooded area in a rolling terrain. Two perennial streams exist on
the site, one in the North and one in the South. The south stream drains into Thomas Mill
pond and the North proceeds off site eventually draining into Harris Reservoir. Drainage
. patterns at the site go to both of these streams. The existing developed site is being
modified with building additions and additional parking.
Wet Detention Basin Design Requirements
The following design requirements (taken from The Town of Holly Springs Engineering
Standards dated revised April 2008 and the NCDENR Manual of Stormwater Best
Management Practices, dated revised June 16, 2009) were used to calculate the validity
of the existing BMP pond:
• Permanent pool average depth of basin is calculated based on Calculations
presented in Figure 10-2b of the NCDENR Stormwater BMP Manual
• Use calculated average pool depth of 4.5 ft. and an impervious percentage of
61.8% for a full site build out to determine SA/DA (surface area/drainage area)
ratio
• Calculate required water quality surface area of permanent pool by multiplying
SA/DA ratio by the drainage area in acres.
• Forebay sized to 20% of the permanent pool volume.
• Temporary pool sized for the 1 inch of rainfall (61.8% impervious area).
• A 4 inch orifice with a attached trash rack was selected to detain temporary
volume for 2 to 3 days.
• A gabion rock berm will separate the forebay area.
E

. The pond will also be used to store peak attenuation storage for the 1 yr, 24-hr
storm event. Runoff is routed through the pond with use of PONDPACK
software and presented in this Report.
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Section B
Local Codes
11
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As a part of the development permit application process, conceptual methods,
calculations, and designs must be presented to the Engineering Department at the
concept plan, construction drawing review, and post construction review stages of the
permitting process for comprehensive review, evaluation, optimization and approval.
Revisions to the preliminary plan may be necessary to obtain Town Construction
Drawing and Environmental Plan approvals.
In addition to standard Holly Springs' submittal requirements, there are specific
development permit application requirements for stormwater features outlined in
Section 8.04 of this manual.
E. Structural & Non-structural Best Management Practices
1. Performance Standards
a. Peak Discharge: There shall be no increase in stormwater runoff peak
discharge rate leaving the project site between the pre- and post- development
conditions for, at a minimum, the 1-Year, 24-Hour Storm (2.83 inches).
Runoff volume drawdown time shall be a minimum of twenty-four (24) hours,
but not more than one hundred and twenty (120) hours.
b. Total Nitrogen: The total nitrogen (TN) export limitations, per the Neuse
Basin Rules, 15A NCAC 2B.0233, will be required throughout the Town and
• extra territorial jurisdiction. The Town Council shall establish Fee in Lieu
and may amend and update the fees and policies from time to time. Fee costs
and policies will be outlined in Section 8.03 of this Design Manual.
e. 85% Average Annual TSS: A minimum of 85% average annual removal for
Total Suspended Solids (note: for most BMPs this will be based on the I inch
run off volume, some specific BMPs may be based on alternative design
criteria)
d. General: General engineering design criteria for all projects shall be in
accordance with 15A NCAC 2H.1008c, as explained in the Design Manual;
e. Stream Setback: All Built-Upon Area shall be at a minimum of 30-feet
landward of all perennial and intermittent surface waters, as described in
Section 7.06 of the UDO. "Where applicable, stormwater management
facilities may be located within the outer 50' of the TOHS riparian buffer but
are not permitted within the Neuse Riparian Buffers unless specifically
approved in writing by the TOHS Director of Engineering or designee. BMP
outfalls are permitted in riparian buffers as consistent with NCDENR policies
and 401 approvals." Additionally, Section 8.03 of this manual outlines the
TOHS Restored Riparian Buffer requirements for removed ponds.
The above performance standards shall apply to all projects within the TOHS
jurisdiction. Note that the Town's Stormwater Ordinance is a performance based
ordinance and does not specifically limit the amount of impervious cover or
utilize high or low density development thresholds to control development
intensity. Instead, all pertinent development must meet the above standards as
FINAL April 2008 add 5 2008
8-11

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(ZC? : Town? Or Nvtc_Y SP2taCiS F?C?t?vFr'reiNC, SMs?A2?s
DA-IEC> 1ZE%J1S5 D AP2iz. 2ooe,
if the problem results from high flows from the drainage area or steep
slopes in the filter strip. If the flows are too high, but slopes within the
filter strip are within the allowable range, then a BMP that captures the
stormwater runoff and releases it to the level spreader at a slower rate
may be installed upslope.
4. Wet Detention Basin
A wet detention basin also know as a wet detention pond is a stormwater
management facility that includes a permanent pool of water for removing
pollutants and additional capacity above the permanent pool for detaining
stormwater runoff. Wet detention basin are designed to intercept a volume of
stormwater runoff and provide storage and treatment of this runoff volume.
Properly designed and maintained "wet ponds" can be extremely effective
BMPs, providing both water quality improvements and quantity control, in
addition to providing aesthetic value and aquatic and terrestrial habitat for a
variety of plants and animals. Example profile and plan views of a wet
detention basin are shown in Figures 8.03h and 8.03i below.
In general, basin designs are unique for each site and application. Criteria for
selecting the site for installation of the pond should include the site's ability to
support the pond environment, as well as the cost effectiveness of locating a
pond at that specific site.
•
6.UJh: Ptotlle View of a basic Wet.Detention Basin
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?yelrT-rash H-ngdj
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Sediment EorEbay
Rwited as Marsh
s. ? r , r?n?i-: •
Source: July 2007 NCDENIR BjWP Manual
Figure 8.031: Plan View of a Basic Wet Detention Basin
out The design for this BMP
may be supplemented with
the most current
NCDENB Stormwater
BMP manual. Typical
Section HS530 can he
found in the TOHS
En,gineering Design and
Construction Standards.
1]
Emergency spillway
Design shall meet current 1\TCDENR and TOHS requirements
8-26

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General design criteria for Wet Detention Basin.
• Vegetated slopes shall be no steeper than 3:1.
• BMP shall not be located to produce adverse impacts on water levels
in adjacent wetlands.
• Basin discharge shall be evenly distributed across a minimum 30 feet
long vegetative filter strip unless it is designed to remove 90% TSS.
(A 50-foot filter may be required in some locations).
• If any portion is used for sedimentation and erosion control during
construction, it must be cleaned out and returned to the design state.
• The design storage shall be above the permanent pool.
• Discharge rate following a 1" rainfall event shall be controlled to
completely draw down the temporary storage volume between 2 and 3
days. Although NCDENR typically allows up to 5 days, TORS limits
to 3 days as a mosquito reduction measure.
• The average depth of the permanent pool shall be a minimum of 3 feet.
• Permanent pool surface area shall be determined according to the most
recent NCDENR BMP Design Manual.
• The flow within the pond shall not short-circuit the pond.
• The BMP shall be designed with a forebay.
• Basin side slopes shall be stabilized with vegetation above the
permanent pool level.
• The basin shall be designed with sufficient sediment storage to allow
for proper operation between scheduled cleanouts.
• The forebay volume should be about 20% of the total permanent pool
volume, leaving about 80% of the design volume in the main pool.
• The BMP shall not be located to produce adverse impacts on water
levels in adjacent wetlands.
• Freeboard shall be a minimum of 1-foot above the maximum stage of
the basin.
• A minimum 10-foot wide vegetated safety ledge shall be installed
around the full perimeter. The inside edge of the shelf shall be 6"
below the permanent pool elevation; the outside edge of the shelf shall
be 6" above the permanent pool elevation.
• A minimum basin length to width ratio of 1.5 is required. A minimum
flow path ratio of 3:1 is recommended. In order to achieve required
flow path length, it may be necessary to construct baffles or berms in
the basin. Overall shape may vary for practical or aesthetic reasons.
• This BMP has no maximum drainage area requirement.
5. Infiltration Devices
Infiltration devices enhance percolation to groundwater by directing surface
runoff to locations where it can come into contact with pervious soils and then
detaining that runoff until it can soak into the soil. Infiltration devices may
FINAL April 2008 add 5 2008
8-27
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3. Orifice Equation
The basic equation for orifices is:
Q = Co A (2gHo)o.5
Where:
•
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Q = Discharge (cfs)
Co = Coefficient of discharge (dimensionless) - see below
A = Cross-sectional area of flow at the orifice entrance (sq ft)
g = Acceleration of gravity (32.2 ft/sect)
-D2l+.w00w r.]---? Ho = Driving head (ft), measured from the centroid of the orifice area to the
water surface - Note: Usually use Ho /3 to compute drawdown through
an orifice to reflect the fact that head is decreasing as the drawdown
occurs. Alternatively, designer may use a incremental falling head
calculation to better simulate actual performance.
FINAL April 2008 add 5 2008
Table 8.05i: Values of Coefficient of Discharge, Co (Malcom,
1 Wi!)
Entrance Condition CD
Typical default value 0.6
Square-edged entrance 0.59
Concrete pipe, grooved end 0.65
Corrugated metal pipe, mitred to slope 0.52
Corrugated metal pipe, projecting from fill 1
8-89
Figure 8.05d: Schematic section through an orifice
3
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NCDENR Stormwater BMP Manual
Revised 06-16-09
•
Mainr Desiun Elements*
Required by the NC Administrative Rules of the Environmental Management Commission.
Other specifications may be necessary to meetthe stated pollutant removal requirements.
1 Sizing shall take into account all runoff at ultimate build-out, including off-site drainage.
2 Vegetated slopes shall be no steeper than 3:1.
BMP shall be located in a recorded drainage easement with a recorded access easement to
3 a public ROW.
4 Basin discharge shall be evenly distributed across a minimum 30 feet long vegetative filter
strip unless it is designed to remove 90% TSS. (A 50-ft filter is required in some locations.)
If any portion is used for S&EC during construction must be cleaned out and returned to
5 design state.
6 The design storage shall be above the permanent pool.
Discharge rate of the treatment volume shall completely draw down between 2 and 5
7 days.

g Th?? ?s be aeplh of the_periiianerif go_o.Lahall.be`a waunium of 3 feet. The avera e

g
depth shall be ealculatecl as c e cried in Figure 10 ?b'.

9 Permanent pool surface area shall be determined using Tables 10-1, 10-2, 10-3, and 10-4.
10 The flow within the pond shall not short-circuit the pond.
11 BMP shall be designed with a forebay.
12 Basin side slopes shall be stabilized with vegetation above the permanent pool level.
The pond shall be designed with side slopes below the loft shelf stabilized per what the
13 soils will support and per the PE's judgment.
The basin shall be designed with sufficient sediment storage to allow for proper operation
14 between scheduled cleanouts.
Required: by DWQ policy. These are based on available research, and represent what DWQ
considers necessary to achieve the stated, removaFefficiencies.
15 BMP shall not be located to produce adverse impacts on water levels in adjacent wetlands.
A minimum 10-foot wide vegetated shelf shall be installed around the perimeter. The
16 inside edge of the shelf shall be 6" below the permanent pool elevation; the outside edge
of the shelf shall be 6" above the permanent pool elevation.
17 The forebay volume should be about 20% of the total permanent pool volume, leaving
about 80% of the design volume in the main pool.
18 Freeboard shall be a minimum of 1 foot above the maximum stage of the basin.
19 The permanent pool elevation-shall be within 6 inches (plus or minus) of the SHWT
elevation.
*For multiple pond permits, please specify the areas of the site (including the lot
numbers) draining to each pond.
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Wet Detention Basin 10-2 July 2007
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Percent Table 10-1: Piedmont/Mountains 85% Table 10-2: Coastal 85%
Impervious Cove Permanent Pool Average Depth (ft) Permanent Pool Average De pth (ft)
3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5 9.0 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5
0%
1%
2%
3%
4%
5%
6%
7%
8%
9%
10% 0.59 0.54 0.49 0.46 0.43 0.39 0.35 0.33 0.31 0.30 0.29 0.28 0.26 0.90 0.80 0.70 0.60 0.50 0.00 0.00 0.00 0.00 0.00
11% 0.63 0.57 0.52 0.49 0.46 0.42 0.37 0.35 0.33 0.32 0.31 0.29 0.28 0.98 0.85 0.75 0.65 0.55 0.09 0.08 0.07 0.06 0.05
12% 0.67 0.61 0.55 0.52 0.48 10.44 0.40 0.37 0.35 0.34 0.32 0.31 0.30 1.06 0.90 0.80 0.70 0.60 0.18 0.16 0.14 0.12 0.10
13% 0.70 0.64 0.58 0.55 0.51 0.47 0.42 0.40 0.37 10-36 10.34 0.33 10.31 1.14 M5 0.85 0.75 0.65 0.27 0.24 0.21 0.18 0.15
14% 0.74 0.68 0.61 0.57 _
0.54 0.49 0.45 0.42 0.39 0.37 0.36 0.35 0.33 1.22 1.00 0.90 0.80 0.70 0.36 0.32 0.28 0.24 0.20
15% 0.78 0.71 0.64 0.60 0.57 0.52 0.47 0.44 0.41 0.39 0.38 0.36 0.35 1.30 1.05 0.95 0.85 0.75 0.45 0.40 0.35 0.30 0.25
16% 0.82 0.74 0.67 0.63 0.59 0.54 0.49 0.46 0.43 0.41 0.39 0.38 0.37 1.38 1.10 1.00 0.90 0.80 0.54 0.48 0.42 0.36 0.30
17% 0.86 0.78 0.70 0.66 0.62 0.57 0.52 0.48 0.45 0.43 0.41 0.40 0.39 1.46 1.15 1.05 0.95 0.85 0.63 0.56 0.49 0.42 0.35
18% 0.89 0.81 0.73 0.69 0.65 0.59 0.54 0.51 0.47 0.45 0.43 0.42 0.40 1.54 1.20 1.10 1.00 0.90 0.72 0.64 0.56 0.48 0.40
19% 0.93 0.85 0.76 0.72 0.67 0.62 0.57 0.53 0.49 0.47 0.44 0.43 0.42 1.62 1.25 1.15 1.05 0.95 0.81 0.72 0.63 0.54 0.45
20% 0.97 0.88 0.79 0.75 0.70 0.65 0.59 0.55 0.51 0.49 0.46 0.45 0.44 1.70 1.30 1.20 1.10 1.00 0.90 0.80 0.70 0.60 0.50
21% 1.01 0.91 0.82 0.77 0.73 0.67 0.61 0.57 0.53 0.50 0.48 0.47 0.46 1.78 1.39 1.27 1.17 1.06 0.96 0.85 0.75 0.64 0.54
22% 1.04 0.95 0.85 0.80 0.75 0.70 0.64 0.59 0.55 0.52 0.50 0.49 0.48 1.86 1.48 1.34 1.24 1.12 1.02 0.90 0.80 0.68 0.58
23% 1.08 0.98 0.88 0.83 0.78 0.72 0.66 0.61 0.57 0.54 0.51 0.50 0.49 1.94 1.57 1.41 1.31 1.18 1.08 0.95 0.85 0.72 0.62
24% 1.12 1.01 0.91 0.86 0.81 0.75 0.69 0.64 0.59 0.56 0.53 0.52 0.51 2.02 1.66 1.48 1.38 1.24 1.14 1.00 0.90 0.76 0.66
25% 1.16 1.05 0.94 0.89 0.84 0.77 0.71 0.66 0.61 0.58 0.55 0.54 0.53 2.10 1.75 1.55 1.45 1.30 1.20 1.05 0.95 0.80 0.70
26% 1.19 1.08 0.96 0.91 0.86 0.80 0.73 0.68 0.62 0.60 0.57 0.56 0.55 2.18 1.84 1.62 1.52 1.36 1.26 1.10. 1.00 0.84 0.74
27% 1.23 1.11 0.99 0.94 0.89 0.82 0.76 0.70 0.64 0.61 0.59 0.58 0.57 2.26 1.93 1.69 1.59 1.42 1.32 1.15 1.05 0.88 0.78
28% 1.27 1.14 1.02 0.97 0.92 0.85 0.78 0.72 0.66 0.63 0.60 0.59 0.58 2.34 2.02 1.76 11 M 1.48 1.38 1.20 1.10 0.92 0.82
29% 1.30 1.18 1.05 1.00 0.94 0.87 0.81 0.74 0.68 0.65 0.62 0.61 0.60 2.42 2.11 1.83 1.73 1.54 1.44 1.25 1.15 0.96 0.86
30% 1.34 1.21 1.08 1.03 0.97 0.90 0.83 0.77 0.70 0.67 0.64 0.63 0.62 2.50 2.20 1.90 1.80 1.60 1.50 1.30 1.20 1.00 0.90
31% 1.38 1.25 1.12 1.06 1.00 0.93 0.85 0.79 0.72 0.69 0.66 0.65 0.64 2.59 2.28 1.97 1.86 1.65 1.54 1.33 1.22 1.01 0.91
32% 1.42 1.28 1-15 11.09 1.03 0.95 0.87 0.81 0.74 0.71 0.68 0.66 0.65 2.68 2.36 2.04 1.92 1.70 1.58 1.36 1.24 1.02 0.92
33% 1.46 1.32 1.19 1.12 1.05 0.98 0.90 0.83 0.76 0.73 0.69 0.68 0.67 2.77 2.44 2.11 1.98 1.75 1.62 1.39 1.26 1.03 0.93
34% 1.50 1.36 1.22 1.15 1.08 1.00 0.92 0.85 0.78 0.75 0.71 0.70 0.68 2.86 2.52 2.18 2.04 1.80 1.66 1.42 1.28 1.04 0.94
35% 1.54 1.40 1.26 1.18 1.11 1.03 0.94 0.87 0.80 0.77 0.73 0.71 0.70 2.95 2.60 2.25 2.10 1.85 1.70 1.45 1.30 1.05 0.95
36% 1.57 1.43 1.29 1.21 1.14 1.05 0.96 0.89 0.82 0.78 0.75 0.73 0.71 3.04 2.68 2.32 2.16 1.90 1.74 1.48 1.32 1.06 0.96
37% 1.61 1.47 1.33 1.25 1.17 1.08 0.98 0.91 0.84 0.80 0.77 0.75 0.73 3.13 2.76 2.39 2.22 1.95 1.78 1.51 1.34 1.07 0.97
38% 1.65 1.51 1.36 1.28 1.19 1.10 1.01 0.93 0.86 0.82 0.78 0.76 0.74 3.22 2.84 2.46 2.28 2.00 1.82 1.54 1.36 1.08 0.98
39% 1.69 1.54 1.40 1.31 1.22 1.13 1.03 0.95 0.88 0.84 0.80 0.78 0.76 3.31 2.92 2.53 2.34 2.05 1.86 1.57 1.38 1.09 0.99
40% 1.73 1.58 1.43 1.34 1.25 1.15 1.05 0.98 0.90 0.86 0.82 0.80 0.77 3.40 3.00 2.60 2.40 2.10 1.90 1.60 1.40 1.10 1.00
41% 1.76 1.61 1.46 1.37 1.28 1.18 1.08 1.00 0.92 0.88 0.84 0.81 0.79 3.48 3.07 2.67 2.46 2.16 1.95 1.65 1.44 1.14 1.03
42% 1.80 1.64 1.49 1.40 1.30 1.20 1.10 1.02 0.94 0.90 0.86 0.83 0.80 3.56 3.14 2.74 2.52 2.22 2.00 1.70 1.48 1.18 1.06
43% 1.83 1.67 1.52 1.42 1.33 1.23 1.13 1.04 0.96 0.92 0.87 0.84 0.82 3.64 3.21 2.81 2.58 2.28 2.05 1.75 1.52 1.22 1.09
44% 1.86 1.71 1.55 1.45 1.35 1.25 1.15 1.06 0.98 0.93 0.89 0.86 0.83 3.72 3.28 2.88 2.64 2.34 2.10 1.80 1.56 1.26 1.12
45% 1.90 1.74 1.58 1.48 1.38 1.28 1.18 1.09 1.00 0.95 0.91 0.88 0.85 3.80 3.35 2.95 2.70 2.40 2.15 1.85 1.60 1.30 1.15
46% 1.93 1.77 1.61 1.51 1.40 1.30 1.20 1.11 1.01 0.97 0.93 0.89 0.86 3.88 3.42 3.02 2.76 2.46 2.20 1.90 1.64 1.34 1.18
47% 1.96 1.80 1.64 1.53 1.43 1.33 1.23 1.13 1.03 0.99 0.95 0.91 0.88 3.96 3.49 3.09 2.82 2.52 2.25 1.95 1.68 1.38 1.21
48% 1.99 1.83 1.67 1.56 1.45 1.35 1.25 1.15 1.05 1.01 0.96 0.93 0.89 4.04 3.56 3.16 2.88 2.58 2.30 2.00 1.72 1.42 1.24
49% 2.03 1.86 1.70 1.59 1.48 1.38 1.28 1.17 1.07 1.03 0.98 0.94 0.91 4.12 3.63 3.23 2.94 2.64 2.35 2.05 1.76 1.46 1.27
50% 2.06 1.90 1.73 1.62 1.50 1.40 1.30 1.20 1.09 1.05 1.00 0.96 0.92 4.20 3.70 3.30 3.00 2.70 2.40 2.10 1.80 1.50 1.30
51% 2.09 1.93 1.76 1.64 1.52 1.42 1.32 1.22 1.11 1.06 1.02 0.98 0.94 428 3.78 3.35 3.05 2.75 2.45 2.15 1.85 1.55 1.33
52% 2.13 1.96 1.79 1.67 1.54 1.44 1.34 1.24 1.13 1.08 1.04 1.00 0.96 4.36 3.86 3.40 3.10 2.80 2.50 2.20 1.90 1.60 1.36
53% 2.16 1.99 1.82 1.69 1.56 1.46 1.36 1.26 1.15 1.10 1.05 1.01 0.97 4.44 3.94 3.45 3.15 2.85 2.55 2.25 1.95 1.65 1.39
54% 2.20 2.02 1.85 1.72 1.58 1.48 1.38 1.28 1.17 1.12 1.07 1.03 0.99 4.52 4.02 3.50 3.20 2.90 2.60 2.30 2.00 1.70 1.42
55% 2.23 2.06 1.88 1.74 1.61 1.51 1.41 1.30 1.19 1.14 1.09 1.05 1.01 4.60 4.10 155 3.25 2.95 2.65 2.35 2.05 1.75 1.45
56% 2.26 2.09 1.91 1.77 1.63 1.53 1.43 1.32 1.21 1.16 1.11 1.07 1.03 4.68 4.18 3.60 3.30 3.00 2.70 2.40 2.10 1.80 1.48
57% 2.30 2.12 1.94 1.79 1.65 1.55 1.45 1.34 1.23 1.18 1.13 1.09 1.05 4.76 4.26 3.65 3.35 3.05 2.75 2.45 2.15 1.85 1.51
58% 2.33 2.15 1.97 1.82 1.67 1.57 1.47 1.36 1.25 1.20 1.14 1.10 1.06 4.84 4.34 3.70 3.40 3.10 2.80 2.50 2.20 1.90 1.54
59% 2.37 2.18 2.00 1.84 1.69 1.59 1.49 1.38 1.27 1.22 1.16 1.12 1.08 4.92 4.42 3.75 3.45 3.15 2.85 2.55 2.25 1.95 1.57
60% 2.40 2.22 2.03 1.87 1.71 1.61 1.51 1.40 1.29 1.24 1.18 1.14 1.10 5.00 4.50 3.80 3.50 3.20 2.90 2.60 2.30 2.00 1.60
61% 2.45 2.26 2.07 1.91 1.75 1.64 1.5 1.43 1.32 1.26 1.20 1.16 1.12 5.10 4.57 3.87 3.56 3.25 2.94 2.63 2.32 2.01 1.62
62% 2.50 2.30 2.10 1.94 1.78 1.67 1.5 1.34 1.28 1.21 1.17 1.13 5.20 4.64 3.94 3.62 .30 2.98 2.66 2.34 2.02 1.64
63% 254 2.34 2.14 1.98 1.82 1.71 1.5 M 1.37 1.30 1.23 1.19 1.15 5.30 4.7 5 3.02 2.69 2.36 2.03 1.66
64% 2.59 2.39 2.18 2.02 1.85 1.74 1.6 1.39 1 .32 1 .25 1.21 1.16 5.40 4.78 4.08 3.74 )1 3.061 2-721 2.381 2.041 1.681
`2-
NCDENR Stormwater BMP Manual
Revised 06-16-09
allows the user to select from one of NOAA's numerous data stations throughout the
state. Then, the user can ask for precipitation intensity and view a table that displays
precipitation intensity estimates for various annual return intervals (ARIs) (1 year
through 1000 years) and various storm durations (5 minutes through 60 days).
The requirements of the applicable stormwater program will determine the appropriate
values for ARI and storm duration. If the design is for a level spreader that is receiving
runoff directly from the drainage area, then the value for I should simply be one inch
per hour (more information on level spreader design in Chapter 8).
3.3. Runoff Volume
Many stormwater programs have a volume control requirement; that is, capturing the
first 1 or 1.5 inches of stormwater and retaining it for 2 to 5 days. There are two primary
methods that can be used to determine the volume of runoff from a given design storm:
the Simple Method (Schueler,1987) and the discrete SCS Curve Number Method (NRCS,
1986). Both of these methods are intended for use at the scale of a single drainage area.
Stormwater BMPs shall be designed to treat a volume that is at least as large as the
volume calculated using the Simple Method. If the SCS Method yields a greater volume,
then it can also be used.
=> 3.3.1. Simple Method
The Simple Method uses a minimal amount of information such as,watershed drainage
area, impervious area, and design storm depth to estimate the volume of runoff. The
Simple Method was developed by measuring the runoff from many watersheds with
known impervious areas and cuive-fitting a relationship between percent
imperviousness and the fraction of rainfall converted to runoff (the runoff coefficient).
This relationship is presented below:
Rv = 0.05 +0.9 * IA
Where: Rv = Runoff coefficient [storm runoff (in)/storm rainfall (in)], unitless
IA = Impervious fraction [impervious portion of drainage area (ac)/
drainage area (ac)], unitless.
Once the runoff coefficient is determined, the volume of runoff that must be controlled is
given by the equation below:
V=3630*RD*Ra*A
Where: V = Volume of runoff that must be controlled for the design storm (ft3)
RD = Design storm rainfall depth (in) (Typically, 1.0" or 1.5")
A = Watershed area (ac)
•
Stormwater Management and Calculations 3-3 July 2007

•
•

Section C
Water Quality Calculations
0

0 WATER QUALITY
The wet detention basin was originally designed for the initial USFCC Novartis site
in the Town of Holly Springs. The wet basin was designed based on 2005 Division
of Water Quality NCDENR Stormwater Regulations. The existing pond was
constructed and is currently used as a construction sedimentation basin.
Novartis is planning an expansion to the current site and the following calculations
are based on increased runoff due to increased impervious area and the latest revised
Town of Holly Springs and NCDENR Stormwater BMP Manual Design requirements
as shown in Section B of this report. The existing pond will be modified as shown on
Drawing C-JSK-58 attached. The pond depth will be lowered 1 foot to Elevation
307. The vegetative shelf will be constructed between Elevations 314.5 and 315.5,
and the inside of the basin will be re-graded to allow more volume. The permanent
pool elevation will be set at Elevation 315. Previously, the permanent pool was set at
Elevation 314.
The temporary pool above Elevation 315 will allow for the water quality storage
requirement of the 1" rainfall event and will accommodate the difference between pre
and post peak flows of the 1 yr, 24-hr storm event. The storm water routing
calculations are presented in the Detention Calculation portion of this report.
The revised pond will accommodate enough volume to hold the 1" rainfall event
volume of 65,159 CF and a 4 inch diameter orifice will be able to discharge the 1"
rainfall event in 2 to 3 days as required by the Town of Holly Springs at the 1"
rainfall event elevation in the pond at 317.04.
Water quality pond calculations, pond volume charts, and required checklists are
presented in this section.
0
[ 5-/ ? i);'-
•
JACOBS
SUBJECT: BMP WET DETENTION POND
PROJECT: NOVARTIS
SHEET: OF
AUTH. BY: CCV DATE: 8/9/2010 CHK BY DATE:
BACKGROUND: A WET DETENTION BASIN IS PROPOSED TO OFFSET IMPACT TO:
- WETLANDS
- PERENNIAL STREAMS
TOTAL DRAINAGE AREA:
TOTAL IMPERVIOUS AREA:
% IMPERVIOUS:
29.6 Acres
18.3 Acres (at projected build out)
61.8 %
CALCULATE PERMANENT POOL AVERAGE DEPTH
Permanent Pool Average Depth required to be a minimum of 3 feet based on NCDENR 2009.
(per Figure 10-2b BMP Manual)
1st Option: da = VOLUMEpermpool / AREApermpool =
VOLUMEpermpool = Volume at Elev 315 - 1 foot of sediment storage
119891 - 4786 115105 CF
AREApermpool = surface areae at Elev 315 = 26795 SF
da = 115105 / 26795 = 4.30
2nd Option: da = [0.25 x(1 + Abotshelf/Apermpool)]+[[(A
Abotshelf = 23460 sf Area at Elev.
Abot pond= 4949 sf Area at Elev.
Main Pond only Area 5358 -
Depth= 6.5 ft
da= 0.47 +
botshelf +Abotpond)/2]x (Depth/Abotshelf)]
314.5
308 -
409 = 4949
3.94 = 4.40
Options 1 & 2 meet NCDENR requirement, Round Permanent Pool Avg. Depth to nearest 0.5 feet
Use da = 4.5
RATIO: SURFACE AREA = 1.93 %
DRAINAGE AREA
SURFACE AREA = 0.0193 X 29.6 Acres = 0.57 Acres = 24,885 SF
DETERMINE VOLUME (TEMP WATER QUALITY POOL) FROM 1ST INCH OF STORM
REF: TABLE 10.1 OF NCDENR STORMWATER BMP MANUAL, REV. 6-16-09
@ 61.8 %; PERMANENT DEPTH = 4.5 FEET
REF: SECTION 3.3 NCDENR STORMWATER BMP MANUAL, REV. 6-16-09
Rv=0.05+0.009x1
Rv = 0.05 + 0.009 x 61.8
Rv = 0.606

I:\CIVIL\BMP 2010\2010 Latest Storm Water Calculations\New revised 9-10-10 Wet Dentention Basin Quality Calcs
based on 2009 regs.xls
•
•
0
JACOBS
SUBJECT: BMP Wet Detention Pond
AUTH. BY: CCV DATE: 8/9/10
VOLUME THAT MUST BE CONTROLLED
1" storm
Volume = (1" Rainfall)(Rv)(Drainage Area) _
Volume = 1.496 Acre-Feet
Volume = 65,159 CF
1"x1 ft/12inch x 0.606 x 29.6
FOREBAY CALCULATION
Forebay Volume = 20% of Permanent Pool Volume @ Elev. 315
Forebay Volume = 115,105 CF x 0.2 = 23,021 CF
POND REQUIREMENTS
1 '7
PROJECT: NOVARTIS
SHEET: OF
CHK BY DATE:
Required Provided
Permanent Pool Surface Area 24,885 SF 26,795 SF
Permanent Pool Volume (To 315 Elev) 115,105 CF
Temporary Pool Volume (Elev. 315 to 320) 65,159 CF 186,826 CF
Forebay Volume 23,021 CF 25,886 CF
DRAWDOWN OF TEMPORARY POOL REQUIRED = 2 - 5 DAYS
Per NCDENR Stormwater BMP Manual Section 3.5.2 Orifice Equation
An Orifice at Elevation 315.0 will be checked for drawdown time.
Q= CA(SQRT) 2g(Ho/3) Q= 0.326505 cfs
1" rainfall volume above Elev. 315 equals 317.04
Orifice dia= 4 inches Head* = 1.87 ft
(* measured to centroid of orifice)
28210.06 CF/day
Drawdown Time = 65,159 I 28210 2.3
Drawdown will take 2.3 days
I:\CIVIL\BMP 2010\2010 Latest Storm Water Calculations\New revised 9-10-10 Wet Dentention Basin Quality
Calcs based on 2009 regs.xis

•
PA
•
Novartis
Holly Springs, N.C.
Wet Detention Pond Calculations
Total Impoundment Volume
PN 22COl113
9/17/2010
BOR ROW END AREA INCR.
ELEVATION AREA(SF) DIST (FT) AVG. AREA (SF) VOLUME (CF) VOLUME (CF)
307 4213
1 4786 4786
308 5358 4786
1 5971 5971
309 6583 10756
1 10541 10541
310 14499 21297
1 15568 15568
311 16637 36865
1 17706 17706
312 18775 54571
1 19705 19705
313 20634 74276
1 21564 21564
314 22493 95839
0.5 22977 11488
314.5 23460 107327
0.5 25128 12564
315 26795 119891
0.5 28547 14273
315.5 30298 134164
0.5 31280 15640
316 32262 149804
1 33871 33871
317 35481 183676
1 37090 37090
318 38699 220765
1 40838 40838
319 42976 261603
1 45115 45115
320 47253 306717
1 49196 49196
321 51139 355913
1 53081 53081
322 55024 408994

TOTALS 408994
9.39

I:\CIVIL\BMP 2010\2010 Latest Storm Water Calculations\New revised 9-10-10 pond volume based on 2009 regsFAge 1
s ,
Novartis
Holly Springs, N.C.
Wet Detention Pond Calculations
Minimum Temporary Storage
PN 22COl113
•
Peak Attenuation Storage
9/17/2010
BORROW END AREA INCR.
ELEVATION AREA(SF) DIST (FT) AVG. AREA (SF) VOLUME (CF) VOLUME (CF)
315 26795
0.5 28547 14273
315.5 30298 14273
0.5 31280 15640
316 32262 29913
1 33871 33871
317 35480.5 63785
1 37090 37090
318 38699 100874
1 40838 40838
319 42976 141712
1 45115 45115
320 47253 186826
1 49196 49196
321 51139 236022
1 53081 53081
322 55024 289103

Required Volume of 65,159 equals 317.04 ELEV

•
Novartis
Holly Springs, N.C.
Wet Detention Pond Calculations
Forebay Volume
is
PN 22COl113
area
9/17/2010
BOR ROW END A REA

NOTES
Forebay Volume with revised topo
INCR.
ELEVATION AREA DIST AVG. AREA (sf) VOLUME (cf) VOLUME (cf)
307 224 0
1 316.5 317
308 409 317
1 525.5 526
309 642 842
1 1576.5 1577
310 2511 2419
2 3493 6986
312 4475 9405
2 5102 10204
314 5729 19609
0.5 5904 2952
314.5 6079 22561
0.5 6650 3325
315 7221 25886

•
Permit No.
(to be provided by DWQ)
•
is
•
?F W A T?9
`? \1
P -c
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM ;g
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Novartis US CC
Contact person Ed Kubrin
Phone number 513-595-7791
Date 17-Sep-10
Drainage area number
II. DESIGN INFORMATION
Site Characteristics
Drainage area 1,289,376 ft2
Impervious area, post-development 796,921 ftz
% impervious 61.81 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5' runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the lyr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
Form SW401-Wet Detention Basin-Rev.8-9/17/09
65,159 ft3 OK
186,826 fta
OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
ft3
ft3
Y (Y or N)
2.8 in
SCS CN = 60 (unitless)
SCS CN = 83 (unitless)
in/hr
6.56 ft3/sec
7.48 ft3/sec
0.92 ft3/sec
320.00 fmsl
315.00 fmsl
fmsl
315.50 fmsl
314.50 fmsl Data not needed for calculation option #1, but OK if provided.
308.00 fmsl
307.00 fmsl Data not needed for calculation option #1, but OK if provided.
1.00 ft
(Y or N)
320.0 fmsl OK
Parts I. & II. Design Summary, Page 1 of 2
21/10`
Permit No.
(to be provided by DWQ)
II. DESIGN INFORMATION
Surface Areas
Area, temporary pool 47,253 fe
Area REQUIRED, permanent pool 24,885 ft
SAIDA ratio 1.93 (unitless)
Area PROVIDED, permanent pool, Aperm_poo, 26,795 ftz OK
Area, bottom of 1Oft vegetated shelf, Abot shelf 23,460 ff
Area, sediment cleanout, top elevation (bottom of pond), Abot?pond 4,949 ff
Volumes
Volume, temporary pool 186,826 ft3 OK
Volume, permanent pool, Vper,n-pW 115,105 ft3
Volume, forebay (sum of forebays if more than one forebay) 25,321 ft3
Forebay % of permanent pool volume 22.0% % OK
SAIDA Table Data
Design TSS removal 85 %
Coastal SAIDA Table Used? N (Y or N)
Mountain/Piedmont SAIDA Table Used? Y (Y or N)
SA/DA ratio 1.93 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b) Y (Y or N)
Volume, permanent pool, Vperm_pool 115,105 ft3
Area provided, permanent pool, Aperm-pool 26,795 ff
Average depth calculated 4.30 It OK
Average depth used in SAIDA, dav, (Round to nearest 0.5ft) 4.5 ft OK
Calculation option 2 used? (See Figure 10-2b) N (Y or N)
Area provided, permanent pool, Ape,m,oo 26,795 ff
Area, bottom of 1Oft vegetated shelf, Abot shelf 23,460 ff
Area, sediment cleanout, top elevation (bottom of pond), Abot_pond 4,949 ft2
"Depth" (distance b/w bottom of 10ft shelf and top of sediment) 6.50 ft
Average depth calculated 4.40 ft OK
Average depth used in SAIDA, dog, (Round to nearest 0.5ft) 4.5 ft OK
Drawdown Calculations
Drawdown through orifice? Y (Y or N)
Diameter of orifice (if circular) 4.00 in
Area of orifice (if-non-circular) in'
Coefficient of discharge (Cc) 0.59 (unitless)
Driving head (Ho) 1.87 ft
Drawdown through weir? N (Y or N)
Weir type (unitless)
Coefficient of discharge (Cj (unitless)
Length of weir (L) ft
Driving head (H) ft
Pre-development 1-yr, 24-hr peak flow 6.56 ft3/sec
Post-development 1-yr, 24-hr peak flow 7.48 ft3/sec
Storage volume discharge rate (through discharge orifice or weir) 0.33 ft3/sec
Storage volume drawdown time 2.30 days OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes 3 :1 OK
Vegetated shelf slope 10 :1 OK
Vegetated shelf width 10.0 ft OK
Length of flowpath to width ratio 3 :1 OK
Length to width ratio 3.0 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.0 ft OK
Vegetated filter provided? Y (Y or N) OK
Recorded drainage easement provided? (Y or N)
Capures all runoff at ultimate build-out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies is:
Form SW401-Wet Detention Basin-Rev.8-9/17109 Parts I. & H. Design Summary, Page 2 of 2
?P F 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
C
PA
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
® does ? does not incorporate a vegetated filter at the outlet.
This system (check one):
? does ? does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
•
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire BMP Trash/debris is resent. Remove the trash/debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4
Page 1 of 4

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
•
•
•
BMP element: Potential problem: How I will remediate the problem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the Swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the algal growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.4
Page 2 of 4

Permit Number:
(to be provided by DWQ)
Drainage Area Number:

BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
• that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 7.0 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 7.0 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 315.0
•
Sediment Removal El. 308.0 Pe anen Pool
----------------- Volume - - - - - - Sediment - Removal Elevation - 308.0 - - - - - - - - - - - -Vol-
-ume
---------------------------
-
Bottom E evatio 307.0 -ft Min.
Sediment Bottom Elevation 307.0 1-ft r
Storage Sedimei
Storage
FOREBAY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4
Page 3 of 4
n
?t
Pen-nit Number:
(to be provided by DYVQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Novartis USFCC
BMP drainage area number:-
Print name:
Title:
Address:
Phone:
Signature:-
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
a Notary Public for the State of
County of , do hereby certify that
personally appeared before me this
day of , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
SEAL
My commission expires
0
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
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Section D
Detention Calculations
0

0 DETENTION CALCULATIONS
The wet detention basin was originally designed for the initial USFCC Novartis site
in the Town of Holly Springs. The wet basin was designed based on 2005 Division
of Water Quality NCDENR Stormwater Regulations. The existing pond was
constructed and is currently used as a construction sedimentation basin. It was
designed to control peak flows for the 2 year and 10 year, 24-hr storms.
Drainage Areas 1,2,3b, DA-3a, and DA2a contribute to the flow at the collection
point shown in the Post Development Plan (C-JSK-61) in Appendix A of this report.
Drainage Areas DA-la and DA-4a are shown for reference. The latter drainage areas
do not contribute to the stormwater detention calculations for the revised wet
detention pond.
Current Town of Holly Springs and NCDENR regulations require that wet detention
basins to control the pre and post development peak flows of a 1 year, 24-hr storm.
The storm is based on a 2.83 inch rainfall in a 24 hour period SCS Type II event as
required by the Town of Holly Springs. Therefore, the drawdown 4" orifice was used
as a control structure. The existing structures have 3 weirs at Elevation 319.20
incorporated into the design. The top of berm is located at Elevation 322.0 with an
emergency spillway at Elevation 320.
• Using the Bentley software, PONDPACK, drainage parameters were entered into the
drainage system and routed through the revised pond. It was determined that the
existing revised pond will be able to control the 1 year storm. After routing, the pond
outlets 0.7 cfs after receiving over 30cfs. Since the outflow is measured at a point (0-
2) outside of the pond where two additional drainage areas (POST DA-3A & POST
DA2A) meet (see Scenario sketch), the actual calculated post developed peak flow
exceeds the pre-developed peak flow by less than Icfs. Drainage area POST DA-3A
does contains impervious pavement that is a part of Green Oaks Parkway which is
outside of Novartis property. However, due to the amount of flow detained at the
point of increased runoff, and that this pond will also control the 2 and 10 year storm
while keeping the I foot freeboard requirement, we feel that the peak flow
requirement is met.
Detention wet pond calculations, pre and post development parameters, pond volume
info, outlet structure design, and routing calculations are included in this section.
0
%'- /t ,:°

C
Detention Pond Peak Flow Summary
0
1?

•
•
Scenario: Pre-Development 1
0 v1'rA L_L
potm-r
• BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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•
Scenario: Post-Development 1
i

•
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• 1 Year, 24-Hour Storm
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
Post DA3A Post-Development 1 1 0.806 12.150 6.43
Post DA1,2,3b Post-Development 1 1 3.398 12.200 30.87
Post DA2a Post-Development 1 1 0.175 12.050 1.94
PreDA2a Pre-Development 1 1 0.533 12.250 2.85
PreDA3A Pre-Development 1 1 0.693 12.250 3.83
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
J-1 Post-Development 1 1 0.806 12.150 6.43
J-1 Pre-Development 1 1 0.693 12.250 3.83
0-2 Post-Development 1 1 2.484 12.250 7.48
0-2 Pre-Development 1 1 1.226 12.300 6.56
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum
Event Volume (hours) (ft3/s) Water Pond Storage
(years) (ac-ft) Surface (ac-ft)
Elevation
(ft)
Post-
PO-1 (IN) Development 1 3.398 12.200 30.87 (N/A) (N/A)
1
Post-
PO-1 (OUT) Development 1 1.502 24.100 0.74 318.38 2.662
1
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BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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2 Year, 24-Hour Storm
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
Post DA3A Post-Development 2 2 1.538 12.150 15.34
Post DA1,2,3b Post-Development 2 2 4.989 12.200 45.88
Post DA2a Post-Development 2 2 0.366 12.000 5.28
PreDA2a Pre-Development 2 2 1.117 12.200 8.66
PreDA3A Pre-Development 2 2 1.453 12.200 11.71
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
J-1 Post-Development 2 2 1.538 12.150 15.34
J-1 Pre-Development 2 2 1.453 12.200 11.71
0-2 Post-Development 2 2 4.304 12.250 17.23
0-2 Pre-Development 2 2 2.569 12.250 19.89
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum
Event Volume (hours) (ft3/s) Water Pond Storage
(years) (ac-ft) Surface (ac-ft)
Elevation
(ft)
Post-
PO-1 (IN) Development 2 4.989 12.200 45.88 (N/A) (N/A)
2
Post-
PO-1 (OUT) Development 2 2.400 15.600 2.60 319.28 3.534
2
2 YEarz PEA V_ 4::t_o w
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• Bottom.ppc Center [08.11.01.51]
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•
10 Year, 24-Hour Storm
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
Post DA3A Post-Development 10 10 3.589 12.150 40.59
Post DA1,2,3b Post-Development 10 10 8.702 12.200 80.16
Post DA2a Post-Development 10 10 0.935 12.000 15.46
PreDA2a Pre-Development 10 10 2.849 12.200 27.89
PreDA3A Pre-Development 10 10 3.708 12.150 37.86
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
J-1 Post-Development 10 10 3.589 12.150 40.59
J-1 Pre-Development 10 10 3.708 12.150 37.86
0-2 Post-Development 10 10 10.620 12.200 45.04
0-2 Pre-Development 10 10 6.557 12.250 64.20
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum
Event Volume (hours) (ft3/s) Water Pond Storage
(years) (ac-ft) Surface (ac-ft)
Elevation
(ft)
Post-
PO-1 (IN) Development 10 8.702 12.200 80.16 (N/A) (N/A)
10
Post-
PO-1 (OUT) Development 10 6.096 12.700 29.76 320.01 4.295
10
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. BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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100 Year, 24-Hour Storm
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
Post DA3A t-Development
Po
s 100 7.688 12.100 91.47
o
s
Post DA1,2,3b sst-Development
Po 100 15.036 12.200 136.71
o
Post DA2a Po
sst-Development 100 2.123 11.950 36.87
o
PreDA2a Pre-Development 100 100 6.472 12.150 68.99
PreDA3A Pre-Development 100 100 8.421 12.150 93.20
Node Summary
Label

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. BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution
Bottom.ppc Center
9/17/2010 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(vears) (ac-ft)
J-1 sst-Development
Po 100 7.688 12.100 91.47
o
J-1 Pre-Development 100 100 8.421 12.150 93.20
0-2 Po
sst-Development 100 22.225 12.300 176.54
o
0-2 Pre-Development 100 100 14.893 12.200 158.43
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum
Event Volume (hours) (ft3/s) Water Pond Storage
(years) (ac-ft) Surface (ac-ft)
Elevation
(ft)
Post-
PO-1 (IN) Development 100 15.036 12.200 136.71 (N/A) (N/A)
100
Post-
PO-1 (OUT) Development 100 12.414 12.450 101.75 320.92 5.323
100
Bentley PondPack V8i
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? ? lr r P'? s«
•
0
111 AK-• r
Pre and Post Parameters

3 e/I (-
• Project: Novartis USFCC
Location: Holly Springs, NC
Date: 9/2/2010
Subject: Site Land Use
Predeveloped Land Use Type B Soil
Land Use Designation
Drainaae Area Total Area A B C
DA-1 20.9 20.9
PreDA2a 23.3 23.3
PreDA3A 30.3 30.3
DA-4 3.02 3.02
Acres 77.52 0 0 77.52
Post Developed Land Use Type B Soil
Land Use Designation
Drainaae Area Total Area A R C
DA-la 13.98 6.9 2.97 4.11
Post DA1,2,3b 29.6 11.31 18.29 0
Post DA-3a 24.4 11.94 2.02 10.44
Post DA2a 7.64 2.24 0 5.4
DA-4a 1.43 1.12 0 0.31
Acres 77.05 33.51 23.28 20.26
Land Use Legend
A Grass "Good" CN= 61
• B Pavement/Buildings CN= 98
C Woods "Fair" CN= 60
Note: DA-1 and DA-4 do not drain into the wet detention pond.
Avg. CN F
60
60
60
60
0
4. !
69
84
64
60
61
0
% Imp
20.9 0.0%
23.3 0.0%
30.3 0.0%
3.02 0.0%
77.52 Acres
13.98 21.2%
29.6 61.8%
24.4 8.3%
7.64 0.0%
1.43 0.0%
77.05 Acres
?J
3-? / /0:?
•
Novartis
22MN9901
September-10
Post Developed Drainage Areas (Pavement /Building)
Use Land Use B
Drainage Area Designation: DA-1 a
Drainage Area (Acres): 2.97
Area Description Area (sf)
Road B & Road C 61444
Main Parking Lot 36348
Admin Lot & Front Entry 31391
Total 129183
Drainage Area Designation: Post DA-3a
Drainage Area (Acres): 2.02
0
Area Description Area (sf)
Road A 15211
Road C 14071
Great Oaks Parkway West Half 27103
Great Oaks Parkway East Half 26184
East Sidewalk 5503
Total 88072
Drainage Area Designation: Post DA-(1
Drainage Area: 18.29
Area Description ,2,3)b

Area (sf)
Main Buildings 230617
Bulk Addition 14328
Lab Addition 11081
Fill Finish Addition 42484
Warehouse Addition 20322
SW Future Bldgs 47103
N. Main Lot Pav't & Small Bldgs. 67297
S. Main Lot Pav't & Small Bldgs. 34470
Utility Yard 65847
Road D 21316
SW Lot Pav't 107796
Road A 28908
Access Drives 22025
Warehouse Dock 20953
Road B 35854
Walkways 26520
is
Total 796921
2.97 Acres
2.02 Acres
18.29 Acres

22MN IS
2MN9901
September 2010
Pre Developed Drainage Areas (Time of Concentration)
2 yr P= 3.6 inches
Drainage Area Designation: PreDA2a
Total Length: 1730 Feet
Drainage Area: 23.3 Acres
Travel Wetted
Distance Slope Perimeter Flow Area
Flow Type Mannino's "n" (ft.) (ftift) (feet) (so- ft.) Time (hr)
Sheet flow
Shallow flow
Shallow flow
Channel flow
0.4 200 0.08 0.34
330 0.055 0.02
350 0.011 0.06
0.06 850 0.052 80 180 0.02
1 [JU
0.44
Drainage Area Designation: PreDA3A
Total Length: 1665 Feet
Drainage Area: 30.3 Acres
Travel Wetted
Distance Slope Perimeter Flow Area
Flow Type Mannino's "n" (ft.) (ft/ft) (feet) (sn_ ft_1 Time /hr)
Sheet flow
Shallow flow
Channel flow
Channel flow
Channel flow
0.4 175 0.05 0.37
125 0.16 0.01
0.06 660 0.05 80 180 0.02
0.06 410 0.02 80 180 0.02
0.06 295 0.047 80 180 0.01
I bbb
0.42
is

•

22MN
Novartis
2MN9901
September 2010
Post Developed Drainage Areas (Time of Concentration)
2 yr P= 3.6 inches
Drainage Area Designation: Post DA1,2,3b
Total Length: 1438 Feet
Drainage Area: 29.6 Acres
Travel Wetted
Distance Slope Perimeter Flow Area
Flow Type Mannin 's "n" (ft.) (ft/ t) (feet) (sq. ft.) Time (hr)
Sheet flow 0.24 250 0.015 0.52
Channel flow 0.013 1188 0.005 7.85 4.9 0.06
1438 0.58
Drainage Area Designation: Post DAM
Total Length: 1745 Feet
Drainage Area: 7.64 Acres
Travel Wetted
Distance Slope Perimeter Flow Area
Flow Type Mannino's "n" (ft-) (ft/ftl ffPPtl kn ft 1 Times Ihrl
Sheet flow
Shallow flow
Channel flow
Channel flow
Channel flow
Channel flow
•
U.37
Timp Ihrl
0.24 50 0.045 0.09
200 0.1 0.01
0.06 600 0.052 80 180 0.02
dbU
0.4 150 0.06 0.30
130 0.14 0.01
0.06 660 0.05 80 180 0.02
0.06 100 0.008 9.5 7 0.02
0.06 410 0.02 80 180 0.02
0.06 295 0.047 80 180 0.01
"I /4b
Drainage Area Designation: Post DA2a
Total Length: 850 Feet
Drainage Area: 7.64 Acres
Travel Wetted
Distance Slope Perimeter Flow Area
Flow Type Mannin 's "n" (ft.) (ftift) (feet) (sq. ft.)
Sheet flow
Shallow flow
Channel flow
0.12

R I
•
Pre Development Storm Calculations
•

•

•
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1 Year Pre-development Calculations
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
PreDA2a Pre-Development 1 1 0.533 12.250 2.85
PreDA3A Pre-Development 1 1 0.693 12.250 3.83
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
J-1 Pre-Development 1 1 0.693 12.250 3.83
0-2 Pre-Development 1 1 1.226 12.300 6.56
•
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1 Year Pre-development Calculations
Subsection: Time of Concentratio n Calculations. Return Event: 1 years
Label: PreDA2a Storm Event: Novartis-Holly Springs 1 year
Time of Concentration Results
Segment #1: TR-55 Sheet Flow
Hydraulic Length 200.00 ft
Manning's n (N/A)
Slope 0.080 ft/ft
2 Year 24 Hour Depth 3.6 in
Average Velocity 0.16 ft/s
Segment Time of 0.337 hours
Concentration
Segment #2: TR-55 Shallow Concentrated Flow
Hydraulic Length 330.00 ft
Is Paved? False
Slope 0.055 ft/ft
Average Velocity 3.78 ft/s
Segment Time of 0.024 hours
Concentration
Segment #3: TR-55 Shallow Concentrated Flow
Hydraulic Length 350.00 ft
Is Paved? False
Slope 0.011 ft/ft
Average Velocity 1.69 ft/s
Segment Time of 0.057 hours
Concentration
Segment #4: TR-55 Channel Flow
Flow Area 180.0 ft2
Hydraulic Length 850.00 ft
Manning's n (N/A)
Slope 0.052 ft/ft
Wetted Perimeter 80.00 ft
Average Velocity 9.72 ft/s
Segment Time of 0.024 hours
Concentration
Time of Concentration (Composite)
Time of Concentration 0.443 hours
(Composite)
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14,
0 1 Year Pre-development Calculations
Subsection: Time of Concentration Calculations Return Event: 1 years
Label: PreDA2a Storm Event: Novartis-Holly Springs 1 year
SCS Channel Flow
R=Qa/Wp
Tc = V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
•
(Lf / V) / 3600
R= Hydraulic radius
Aq= Flow area, square feet
Wp= Wetted perimeter, feet
Where: V= Velocity, ft/sec
Sf= Slope, ft/ft
n= Manning's n
Tc= Time of concentration, hours
Lf= Flow length, feet
SCS TR-55 Shallow Concentration Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Tc = Paved Surface:
V = 20.3282 * (Sf**0.5)
(Lf / V) / 3600
V= Velocity, ft/sec
Where: Sf= Slope, ft/ft
Tc= Time of concentration, hours
Lf= Flow length, feet
___= SCS TR-55 Sheet Flow
Tc = (0.007 * ((n * Lf)**0.8)) / ((P**0.5) * (Sf**0.4))
Tc= Time of concentration, hours
n= Manning's n
Where: Lf= Flow length, feet
P= 2yr, 24hr Rain depth, inches
Sf= Slope, %
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, /1
1 Year Pre-development Calculations
Subsection: Time of Concentratio n Calculations Return Event: 1 years
Label: PreDA3A Storm Event: Novartis-Holly Springs 1 year
Time of Concentration Results
Segment #1: TR-55 Sheet Flow
Hydraulic Length 175.00 ft
Manning's n (N/A)
Slope 0.050 ft/ft
2 Year 24 Hour Depth 3.6 in
Average Velocity 0.13 ft/s
Segment Time of
0.366 hours
Concentration
Segment #2: TR-55 Shallow Concentrated Flow
Hydraulic Length 125.00 ft
Is Paved? False
Slope 0.160 ft/ft
Average Velocity 6.45 ft/s
Segment Time of
0.005 hours
Concentration
Segment #3: TR-55 Channel Flow
Flow Area 180.0 ft2
Hydraulic Length 660.00 ft
Manning's n (N/A)
Slope 0.050 ft/ft
Wetted Perimeter 80.00 ft
Average Velocity 9.53 ft/s
Segment Time of
0.019 hours
Concentration
Segment #4: TR-55 Channel Flow
Flow Area 180.0 ft2
Hydraulic Length 410.00 ft
Manning's n (N/A)
Slope 0.020 ft/ft
Wetted Perimeter 80.00 ft
Average Velocity 6.03 ft/s
Segment Time of
Concentration 0.019 hours

Segment #5: TR-55 Channel Flow
Flow Area 180.0 ft2
Hydraulic Length 295.00 ft
Manning's n (N/A)
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,IF
•
•
1 Year Pre-development Calculations
Subsection: Time of Concentration Calculations
Label: PreDA3A
Return Event: 1 years
Storm Event: Novartis-Holly Springs 1 year
Segment #5: TR-55 Channel Flow
Slope 0.047 ft/ft
Wetted Perimeter 80.00 ft
Average Velocity 9.24 ft/s
Segment Time of 0.009 hours
Concentration
Time of Concentration (Composite)
Time of Concentration 0.418 hours
(Composite)
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1 Year Pre-development Calculations
Subsection: Time of Concentration Calculations Return Event: 1 years
Label: PreDA3A Storm Event: Novartis-Holly Springs 1 year
SCS Channel Flow
R=Qa/Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
Tc =
s
(Lf / V) / 3600
R= Hydraulic radius
Aq= Flow area, square feet
Wp= Wetted perimeter, feet
Where: V= Velocity, ft/sec
Sf= Slope, ft/ft
n= Manning's n
Tc= Time of concentration, hours
Lf= Flow length, feet
SCS TR-55 Shallow Concentration Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Tc = Paved Surface:
V = 20.3282 * (Sf**0,5)
(Lf / V) / 3600
V= Velocity, ft/sec
Where: Sf= Slope, ft/ft
Tc= Time of concentration, hours
Lf= Flow length, feet
___= SCS TR-55 Sheet Flow
Tc = (0.007 * ((n * Lf)**0.8)) / ((P**0.5) * (Sf**0.4))
Tc= Time of concentration, hours
n= Manning's n
Where: Lf= Flow length, feet
P= 2yr, 24hr Rain depth, inches
Sf= Slope, %
BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V8i
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1 Year Pre-development Calculations
Subsection: Unit Hydrograph Summary Return Event: 1 years
Label: PreDA2a Storm Event: Novartis-Holly Springs 1 year
Storm Event Novartis-Holly
Springs 1 year
Return Event 1 years
Duration 38.000 hours
Depth 2.8 in
Time of Concentration 0.443 hours
(Composite)
Area (User Defined) 23.300 acres
Computational Time 0.059 hours
Increment
Time to Peak (Computed) 12.238 hours
Flow (Peak, Computed) 2.86 ft3/s
Output Increment 0.050 hours
Time to Flow (Peak 12.250 hours
Interpolated Output)
Flow (Peak Interpolated 2.85 ft3/s
Output)
Drainage Area
SCS CN (Composite) 60.000
Area (User Defined) 23.300 acres
Maximum Retention
(Pervious) 6.7 in
Maximum Retention
(Pervious, 20 percent) 1.3 in
Cumulative Runoff
Cumulative Runoff Depth
(Pervious) 0.3 in
Runoff Volume (Pervious) 0.533 ac-ft
Hydrograph Volume (Area under Hydrograph curve)
Volume 0.533 ac-ft
SCS Unit Hydrograph Parameters
Time of Concentration
(Composite) 0.443 hours
Computational Time 0.059 hours
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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t
•
1 Year Pre-development Calculations
Subsection: Unit Hydrograph Summary
Label: PreDA2a
Return Event: 1 years
Storm Event: Novartis-Holly Springs 1 year
SCS Unit Hydrograph Parameters
Unit peak, qp 59.54 ft3/s
Unit peak time, Tp 0.296 hours
Unit receding limb, Tr 1.182 hours
Total unit time, Tb 1.478 hours
BMP NOVARTIS POND 2010@ 315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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1 Year Pre-development Calculations
Subsection: Unit Hydrograph Summary Return Event: 1 years
Label: PreDA3A Storm Event: Nova rtis-Holly Springs 1 year
Novartis-Holly
Storm Event
Springs 1 year
Return Event 1 years
Duration 38.000 hours
Depth 2.8 in
Time of Concentration 0.418 hours
(Composite)
Area (User Defined) 30.300 acres
Computational Time 0.056 hours
Increment
Time to Peak (Computed) 12.215 hours
Flow (Peak, Computed) 3.84 ft3/s
Output Increment 0.050 hours
Time to Flow (Peak 12.250 hours
Interpolated Output)
Flow (Peak Interpolated 3.83 ft3/s
Output)
Drainage Area
SCS CN (Composite) 60.000
Area (User Defined) 30.300 acres
Maximum Retention 6.7 in
(Pervious)
Maximum Retention
1.3 in
(Pervious, 20 percent)
Cumulative Runoff
Cumulative Runoff Depth 0.3 in
(Pervious)
Runoff Volume (Pervious) 0.693 ac-ft
Hydrograph Volume (Area under Hydrograph curve)
Volume 0.693 ac-ft
SCS Unit Hydrograph Parameters
Time of Concentration 0
418 hours
.
(Composite)
Computational Time 0.056 hours
Increment
Unit Hydrograph Shape
483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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11
1 Year Pre-development Calculations
Subsection: Unit Hydrograph Summary
Label: PreDA3A
Return Event: 1 years
Storm Event: Novartis-Holly Springs 1 year
SCS Unit Hydrograph Parameters
Unit peak, qp 82.07 ft3/s
Unit peak time, Tp 0.279 hours
Unit receding limb, Tr 1.116 hours
Total unit time, Tb 1.394 hours
•
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1 Year Pre-development Calculations
Subsection: Channel Routing Summary Return Event: 1 years
Label: REACH POST Storm Event: Novartis-Holly Springs 1 year
Infiltration
Infiltration Method No Infiltration
Translation Routing Summary
Flow (Base) 0.00 ft3/s
Translate 0.100 hours
Inflow Hydrograph Outflow Hydrograph
Time Start (hours)... 0.000 0.100
Time Step (hours)... 0.050 0.050
Time End (hours)... 38.000 38.100
Peak Time (hours)... 12.250 12.350
Peak Flow (ft3/s)... 3.83 3.83
Inflow/Outflow Volumes
Volume (Routing, Inflow) 0.693 ac-ft
Volume (Routing, Unrouted) 0.000 ac-ft
Volume (Routing, Base Flow) 0.000 ac-ft
Volume (Routing, Infiltration) 0.000 ac-ft
Volume (Routing, Outflow) 0.693 ac-ft
BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V81
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p s..?' r44f
1 Year Pre-development Calculations
Subsection: Addition Summary Return Event: 1 years
Label: J-1 Storm Event: Novartis-Holly Springs 1 year
Summary for Hydrograph Addition at'J-1'
Upstream Link Upstream Node
<Catchment to Outflow Node> PreDA3A
Node Inflows
Inflow Type Element Volume Time to Peak Flow (Peak)
(ac-ft) (hours) (ft3/s)
Flow (From) PreDA3A 0.693 12.250 3.83
Flow (In) 3-1 0.693 12.250 3.83
•
BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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I Year Pre-development Calculations
Subsection: Addition Summary Return Event: 1 years
Label: 0-2 Storm Event: Novartis-Holly Springs 1 year
Summary for Hydrograph Addition at'0-2'
Upstream Link Upstream Node
REACH POST J-1
<Catchment to Outflow Node> PreDA2a
Node Inflows
Inflow Type Element Volume
(ac-ft)
Flow (From) REACH POST 0.693
Flow (From) PreDA2a 0.533
Flow (In) 0-2 1.226
Time to Peak Flow (Peak)
(hours) (ft3/s)
12.350 3.83
12.250 2.85
12.300 6.56
•
• BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V8i
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• 1 Year Post-development Calculations
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
Post DA1,2,3b Post-Development 1 1 3.398 12.200 30.87
Post DA2a Post-Development 1 1 0.175 12.050 1.94
Post DA3A Post-Development 1 1 0.806 12.150 6.43
Node Summary
Label
Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
J-1 Post-Development 1 1 0.806 12.150 6.43
0-2 Post-Development 1 1 2.484 12.250 7.48
Pond Summary
•
Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum
Event Volume (hours) (ft3/s) Water Pond Storage
(years) (ac-ft) Surface (ac-ft)
Elevation
(ft)
Post-
PO-1 (IN) Development 1 3.398 12.200 30.87 (N/A) (N/A)
1
Post-
PO-1 (OUT) Development 1 1.502 24.100 0.74 318.38 2.662
1
BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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62-110
• 1 Year Post-development Calculations
Subsection: Time of Concentration Calculations Return Event: 1 years
Label: Post DA1,2,3b Storm Event: Novartis-Holly Springs 1 year
Time of Concentration Results
Segment #1: TR-55 Sheet Flow
Hydraulic Length 250.00 ft
Manning's n (N/A)
Slope 0.015 ft/ft
2 Year 24 Hour Depth 3.6 in
Average Velocity 0.13 ft/s
Segment Time of 0.524 hours
Concentration
Segment #2: TR-55 Channel Flow
Flow Area 4.9 ft2
Hydraulic Length 1,188.00 ft
Manning's n (N/A)
Slope 0.005 ft/ft
Wetted Perimeter 7.85 ft
Average Velocity 5.93 ft/s
Segment Time of 0.056 hours
Concentration
• Time of Concentration (Composite)
Time of Concentration
0.579 hours
(Composite)
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•
C,
1 Year Post-development Calculations
Subsection: Time of Concentration Calculations
Label: Post DA1,2,3b
Return Event: 1 years
Storm Event: Novartis-Holly Springs 1 year
SCS Channel Flow
R=Qa/Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
Tc =
(Lf / V) / 3600
R= Hydraulic radius
Aq= Flow area, square feet
Wp= Wetted perimeter, feet
Where: V= Velocity, ft/sec
Sf= Slope, ft/ft
n= Manning's n
Tc= Time of concentration, hours
Lf= Flow length, feet
___= SCS TR-55 Sheet Flow
Tc = (0.007 * ((n * Lf)**0.8)) / ((P**0.5) * (Sf**0.4))
Tc= Time of concentration, hours
n= Manning's n
Where: Lf= Flow length, feet
P= 2yr, 24hr Rain depth, inches
Sf= Slope, O/o
• BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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1 Year Post-development Calculations
Subsection: Time of Concentration Calculations Return Event: 1 years
Label: Post DA2a Storm Event: Novartis-Holly Springs 1 year
Time of Concentration Results
Segment #1: TR-55 Sheet Flow
Hydraulic Length 50.00 ft
Manning's n (N/A)
Slope 0.045 ft/ft
2 Year 24 Hour Depth 3.6 in
Average Velocity 0.15 ft/s
Segment Time of 0.093 hours
Concentration
Segment #2: TR-55 Shallow Concentrated Flow
Hydraulic Length 200.00 ft
Is Paved? False
Slope 0.100 ft/ft
Average Velocity 5.10 ft/s
Segment Time of 0.011 hours
Concentration
Segment #3: TR-55 Channel Flow
Flow Area 180.0 ft2
•
Hydraulic Length 600.00 ft
Manning's n (N/A)
Slope 0.052 ft/ft
Wetted Perimeter 80.00 ft
Average Velocity 9.72 ft/s
Segment Time of 0.017 hours
Concentration
Time of Concentration (Composite)
Time of Concentration 0.121 hours
(Composite)
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0 1 Year Post-development Calculations
Subsection: Time of Concentration Calculations Return Event: 1 years
Label: Post DA2a Storm Event: Novartis-Holly Springs 1 year
SCS Channel Flow
R=Qa/Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
Tc =
(Lf / V) / 3600
R= Hydraulic radius
Aq= Flow area, square feet
Wp = Wetted perimeter, feet
Where: V= Velocity, ft/sec
Sf= Slope, ft/ft
n= Manning's n
Tc= Time of concentration, hours
Lf= Flow length, feet
CI
SCS TR-55 Shallow Concentration Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Tc = Paved Surface:
V = 20.3282 * (Sf**0.5)
(Lf / V) / 3600
V= Velocity, ft/sec
Where: Sf= Slope, ft/ft
Tc= Time of concentration, hours
Lf= Flow length, feet
___= SCS TR-55 Sheet Flow
Tc = (0.007 * ((n * Lf)**0.8)) / ((P**0.5) * (Sf**0.4))
Tc= Time of concentration, hours
n= Manning's n
Where: Lf= Flow length, feet
P= 2yr, 24hr Rain depth, inches
Sf= Slope, 0/6
BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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.?
lo
• 1 Year Post-development Calculations
Subsection: Time of Concentration Calculations Return Event: 1 years
Label: Post DA3A Storm Event: Novartis-Holly Springs 1 year
Time of Concentration Results
Segment #1: TR-55 Sheet Flow
Hydraulic Length 150.00 ft
Manning's n (N/A)
Slope 0.060 ft/ft
2 Year 24 Hour Depth 3.6 in
Average Velocity 0.14 ft/s
Segment Time of 0.301 hours
Concentration
Segment #2: TR-55 Shallow Concentrated Flow
Hydraulic Length 130.00 ft
Is Paved? False
Slope 0.140 ft/ft
Average Velocity 6.04 ft/s
Segment Time of 0.006 hours
Concentration
Segment #3: TR-55 Channel Flow
Flow Area 180.0 ft2
•
Hydraulic Length 660.00 ft
Manning's n (N/A)
Slope 0.050 ft/ft
Wetted Perimeter 80.00 ft
Average Velocity 9.53 ft/s
Segment Time of 0.019 hours
Concentration
Segment #4: TR-55 Channel Flow
Flow Area 7.0 ft2
Hydraulic Length 100.00 ft
Manning's n (N/A)
Slope 0.008 ft/ft
Wetted Perimeter 9.50 ft
Average Velocity 1.75 ft/s
Segment Time of 0.016 hours
Concentration
Segment #5: TR-55 Channel Flow
Flow Area 180.0 ft2
Hydraulic Length 410.00 ft
Manning's n (N/A)
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• 1 Year Post-development Calculations
Subsection: Time of Concentratio n Calculations Return Event: 1 years
Label: Post DA3A Storm Event: Novartis-Holly Springs 1 year
Segment #5: TR-55 Channel Flow
Slope 0.020 ft/ft
Wetted Perimeter 80.00 ft
Average Velocity 6.03 ft/s
Segment Time of 0.019 hours
Concentration
Segment #6: TR-55 Channel Flow
Flow Area 180.0 ft2
Hydraulic Length 295.00 ft
Manning's n (N/A)
Slope 0.047 ft/ft
Wetted Perimeter 80.00 ft
Average Velocity 9.24 ft/s
Segment Time of 0.009 hours
Concentration
Time of Concentration (Composite)
Time of Concentration 0.370 hours
• (Composite)
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0 1 Year Post-development Calculations
Subsection: Time of Concentration Calculations Return Event: 1 years
Label: Post DA3A Storm Event: Novartis-Holly Springs 1 year
SCS Channel Flow
R=Qa/Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
Tc =
(Lf / V) / 3600
R= Hydraulic radius
Aq= Flow area, square feet
Wp= Wetted perimeter, feet
V= Velocity, ft/sec
Where: Sf= Slope, ft/ft
n= Manning's n
Tc= Time of concentration, hours
Lf= Flow length, feet
r ?
?.J
==== SCS TR-55 Shallow Concentration Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Tc = Paved Surface:
V = 20.3282 * (Sf**0.5)
(Lf / V) / 3600
V= Velocity, ft/sec
Where: Sf= Slope, ft/ft
Tc= Time of concentration, hours
Lf= Flow length, feet
==== SCS TR-55 Sheet Flow
Tc = (0.007 * ((n * Lf)**0.8)) / ((P**0.5) * (Sf**0.4))
Tc= Time of concentration, hours
n= Manning's n
Where: Lf= Flow length, feet
P= 2yr, 24hr Rain depth, inches
Sf= Slope, %
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1 Year Post-development Calculations
Subsection: Runoff CN-Area Return Event: 1 years
Label: Post DA1,2,3b Storm Event: Novartis-Holly Springs 1 year
Runoff Curve Number Data
Soil/Surface Description CN Area C UC Adjusted CN
(acres) (%) (%)
Open space (Lawns,parks etc.) - Good 61.000 11.310 0.0 0.0 61.000
condition; grass cover > 75% - Soil B
Impervious Areas - Paved parking lots,
roofs, driveways, Streets and roads - Soil 98.000 18.290 0.0 0.0 98.000
B
COMPOSITE AREA & WEIGHTED CN ---> (N/A) 29.600 (N/A) (N/A) 83.863
•
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. 1 Year Post-development Calculations
Subsection: Runoff CN-Area Return Event: 1 years
Label: Post DA2a Storm Event: Novartis-Holly Springs 1 year
Runoff Curve Number Data
Soil/Surface Description CN Area C UC Adjusted CN
(acres) (%) (%)
Open space (Lawns,parks etc.) - Good 61.000 2.240 0.0 0.0 61.000
condition; grass cover > 75% - Soil B
Woods - fair - Soil B 60.000 5.400 0.0 0.0 60.000
COMPOSITE AREA & WEIGHTED CN ---> (N/A) 7.640 (N/A) (N/A) 60.293
•
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1 Year Post-development Calculations
Subsection: Runoff CN-Area Return Event: 1 years
Label: Post DA3A Storm Event: Novartis-Holly Springs 1 year
Runoff Curve Number Data
Soil/Surface Description CN Area C UC Adjusted CN
(acres) (%) (%)
Open space (Lawns,parks etc.) - Good 61.000 11.940 0.0 0.0 61.000
condition; grass cover > 75% - Soil B
Impervious Areas - Paved parking lots,
roofs, driveways, Streets and roads - Soil 98.000 2.020 0.0 0.0 98.000
B
Woods - fair - Soil B 60.000 10.440 0.0 0.0 60.000
COMPOSITE AREA & WEIGHTED CN ---> (N/A) 24.400 (N/A) (N/A) 63.635
11
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o
0 1 Year Post-development Calculations
Subsection: Unit Hydrograph Summary Return Event: 1 years
Label: Post DA1,2,3b Storm Event: Novartis-Holly Springs 1 year
Storm Event Novartis-Holly
Springs 1 year
Return Event 1 years
Duration 38.000 hours
Depth 2.8 in
Time of Concentration 0.579 hours
(Composite)
Area (User Defined) 29.600 acres
Computational Time 0.077 hours
Increment
Time to Peak (Computed) 12.204 hours
Flow (Peak, Computed) 31.03 ft3/s
Output Increment 0.050 hours
Time to Flow (Peak 12.200 hours
Interpolated Output)
Flow (Peak Interpolated 30.87 ft3/s
Output)
Drainage Area
SCS CN (Composite) 84.000
Area (User Defined) 29.600 acres
Maximum Retention 1.9 in
(Pervious)
Maximum Retention
(Pervious, 20 percent) 0.4 in
Cumulative Runoff
Cumulative Runoff Depth 1.4 in
(Pervious)
Runoff Volume (Pervious) 3.398 ac-ft
Hydrograph Volume (Area under Hydrograph curve)
Volume 3.398 ac-ft
SCS Unit Hydrograph Parameters
Time of Concentration 0.579 hours
(Composite)
Computational Time 0.077 hours
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670.
. BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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•
1 Year Post-development Calculations
Subsection: Unit Hydrograph Summary
Label: Post DA1,2,3b
Return Event: 1 years
Storm Event: Novartis-Holly Springs 1 year
SCS Unit Hydrograph Parameters
Unit peak, qp 57.89 ft3/s
Unit peak time, Tp 0.386 hours
Unit receding limb, Tr 1.545 hours
Total unit time, Tb 1.931 hours

• BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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1 Year Post-development Calculations
Subsection: Unit Hydrograph Summary Return Event: 1 years
Label: Post DA2a Storm Event: Novar tis-Holly Springs 1 year
Novartis-Holly
Storm Event
Springs 1 year
Return Event 1 years
Duration 38.000 hours
Depth 2.8 in
Time of Concentration 0.121 hours
(Composite)
Area (User Defined) 7.640 acres
Computational Time 0.016 hours
Increment
Time to Peak (Computed) 12.033 hours
Flow (Peak, Computed) 1.99 ft3/s
Output Increment 0.050 hours
Time to Flow (Peak 12.050 hours
Interpolated Output)
Flow (Peak Interpolated 1.94 ft3/s
Output)
Drainage Area
SCS CN (Composite) 60.000
Area (User Defined) 7.640 acres
Maximum Retention 6.7 in
(Pervious)
Maximum Retention 1.3 in
(Pervious, 20 percent)
Cumulative Runoff
Cumulative Runoff Depth 0.3 in
(Pervious)
Runoff Volume (Pervious) 0.175 ac-ft
Hydrograph Volume (Area under Hydrograph curve)
Volume 0.175 ac-ft
SCS Unit Hydrograph Parameters
Time of Concentration 0.121 hours
(Composite)
Computational Time 0.016 hours
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
BMP NOVARTIS POND 1010@ 315 Pond Bentley Systems, Inc. Haestad Methods Solution
Bottom.ppc Center Bentley Pond Pack V8i
(08.11.01.51]
9/17/2010 27 Siemon Company Drive Suite 200 W Page 14 of 21
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77/103
•
1 Year Post-development Calculations
Subsection: Unit Hydrograph Summary
Label: Post DA2a
Return Event: 1 years
Storm Event: Novartis-Holly Springs 1 year
SCS Unit Hydrograph Parameters
Unit peak, qp 71.46 ft3/s
Unit peak time, Tp 0.081 hours
Unit receding limb, Tr 0.323 hours
Total unit time, Tb 0.404 hours
•
BMP NOVARTIS POND 2010@ 315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
Bottom. ppc Center [08.11.01.51]
9/17/2010 27 Siemon Company Drive Suite 200 W Page 15 of 21
Watertown, CT 06795 USA [phone]

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0 ' Year Post-development Calculations
Subsection: Unit Hydrograph Summary Return Event: 1 years
Label: Post DA3A Storm Event: Novartis-Holly Springs 1 year
Storm Event Novartis-Holly
Springs 1 year
Return Event 1 years
Duration 38.000 hours
Depth 2.8 in
Time of Concentration 0.370 hours
(Composite)
Area (User Defined) 24.400 acres
Computational Time 0,049 hours
Increment
Time to Peak (Computed) 12.170 hours
Flow (Peak, Computed) 6.57 ft3/s
Output Increment 0.050 hours
Time to Flow (Peak 12.150 hours
Interpolated Output)
Flow (Peak Interpolated 6.43 ft3/s
Output)
Drainage Area
0 SCS CN (Composite) 64.000
Area (User Defined) 24.400 acres
Maximum Retention
5.6 in
(Pervious)
Maximum Retention
1.1 in
(Pervious, 20 percent)
Cumulative Runoff
Cumulative Runoff Depth 0
4 in
(Pervious) .
Runoff Volume (Pervious) 0.806 ac-ft
Hydrograph Volume (Area under Hydrograph curve)
Volume 0.806 ac-ft
SCS Unit Hydrograph Parameters
Time of Concentration 0
370 hours
(Composite) .
Computational Time 0.049 hours
Increment
Unit Hydrograph Shape

Factor 483.432
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
BMP NOVARTIS POND 2010@' 315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V8i
Bottom.ppc Center [08.11.01.51]
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L-I
1 Year Post-development Calculations
Subsection: Unit Hydrograph Summary
Label: Post DA3A
Return Event: 1 years
Storm Event: Novartis-Holly Springs 1 year
SCS Unit Hydrograph Parameters
Unit peak, qp 74.81 ft3/s
Unit peak time, Tp 0.246 hours
Unit receding limb, Tr 0.985 hours
Total unit time, Tb 1.232 hours
•
BMP NOVARTIS POND 2010@ 315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
Bottom.ppc Center [08.11.01.51]
9/17/2010 27 Siemon Company Drive Suite 200 W Page 17 of 21
Watertown, CT 06795 USA [phone]

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1 Year Post-development Calculations
Subsection: Channel Routing Summary Return Event: 1 years
Label: REACH POST Storm Event: Novartis-Holly Springs 1 year
Infiltration
Infiltration Method No Infiltration
Translation Routing Summary
Flow (Base) 0.00 ft3/s
Translate 0.100 hours
Inflow Hydrograph Outflow Hydrograph
Time Start (hours)... 0.000 0.100
Time Step (hours)... 0.050 0.050
Time End (hours)... 38.000 38.100
Peak Time (hours)... 12.150 12.250
Peak Flow (ft3/s)... 6.43 6.43
Inflow/Outflow Volumes
Volume (Routing, Inflow) 0.806 ac-ft
Volume (Routing, Unrouted) 0.000 ac-ft
Volume (Routing, Base Flow) 0.000 ac-ft
Volume (Routing, Infiltration) 0.000 ac-ft
Volume (Routing, Outflow) 0.806 ac-ft
BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
Bottom.ppc Center [08.11.01.51]
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1 Year Post-development Calculations
Subsection: Addition Summary Return Event: 1 years
Label: J-1 Storm Event: Novartis-Holly Springs 1 year
Summary for Hydrograph Addition at'J-1'
Upstream Link Upstream Node
<Catchment to Outflow Node> Post DA3A
Node Inflows
Inflow Type Element Volume Time to Peak Flow (Peak)
(ac-ft) (hours) (ft3/s)
Flow (From) Post DA3A 0.806 12.150 6.43
Flow (In) J-1 0.806 12.150 6.43

BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
Bottom.ppc Center [08.11.01.51]
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9 Year Post-development Calculations
Subsection: Addition Summary Return Event: 1 years
Label: 0-2 Storm Event: Novartis-Holly Springs 1 year
Summary for Hydrograph Addition at'0-2'
Upstream Link Upstream Node
Outlet-1
REACH POST
<Catchment to Outflow Node>
Inflow Type
Flow (From)
Flow (From)
Flow (From)
Flow (In)
Element
Outlet-1
REACH POST
Post DA2a
0-2
PO-1
J-1
Post DA2a
Node Inflows
Volume Time to Peak Flow (Peak)
(ac-ft) (hours) (ft3/s)
1.502 24.100 0.74
0.806 12.250 6.43
0.175 12.050 1.94
2.484 12.250 7.48
BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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E
JACOtsv,q.lx
Pond Parameters/ Outlet Structure
C

0

Pond Parameters and Outlet Structures
Subsection: Elevation-Area Volume Curve Return Event: 1 years
Label: PO-1 Storm Event: Novartis-Holly Springs 1 year
Elevation Planimeter Area Al+A2+sqr Volume Volume (Total)
(ft) M) (acres) (A1*A2) (ac-ft) (ac-ft)
(acres)
315.00 0.0 0.615 0.000 0.000 0.000
315.50 0.0 0.696 1.965 0.328 0.328
316.00 0.0 0.741 2.155 0.359 0.687
317.00 0.0 0.815 2.333 0.778 1.464
318.00 0.0 0.888 2.554 0.851 2.316
319.00 0.0 0.987 2.811 0.937 3.253
320.00 0.0 1.085 3.107 1.036 4.288
321.00 0.0 1.174 3.388 1.129 5.418
322.00 0.0 1.263 3.655 1.218 6.636
C]
BMP NOVARTIS POND 2010 @1315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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Pond Parameters and Outlet Structures
Subsection: Volume Equations Return Event: 1 years
Label: PO-1 Storm Event: Novartis-Holly Springs 1 year
Pond Volume Equations
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2 - Eli) * (Areal + Area2 + sgr(Areal * Area2))
where: EL1, EL2 Lower and upper elevations of the increment
Areal, Area2 Areas computed for ELl, EL2, respectively
Volume Incremental volume between ELl and EL2
0
BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution
Bottom.ppc Center
9/1712010 27 Siemon Company Drive Suite 200 W
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Bentley PondPack V8i
[08.11.01.51]
Page 2 of 12

Pond Parameters and Outlet Structures
Subsection: Outlet Input Data Return Event: 1 years
Label: Composite Outlet Structure - 1 Storm Event: Novartis-Holly Springs 1 year
Requested Pond Water Surface Elevations
Minimum (Headwater) 315.00 ft
Increment (Headwater) 0.50 ft
Maximum (Headwater) 322.00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall E1 E2
(ft) (ft)
Inlet Box Riser - 2 Forward TW 319.20 322.00
Inlet Box Riser - 3 Forward TW 319.20 322.00
Inlet Box Riser - 1 Forward TW 319.20 322.00
Orifice-Circular Orifice - 1 Forward TW 315.00 322.00
Rectangular Weir Weir - 1 Forward TW 320.00 322.00
Tailwater Settings Tailwater (N/A) (N/A)
•
BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
0 Bottom.ppc Center [08.11.01.51]
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Watertown, CT 06795 USA [phone]
?r
Pond Parameters and Outlet Structures
Subsection: Outlet Input Data Return Event: 1 years
Label: Composite Outlet Structure - 1 Storm Event: Novartis-Holly Springs 1 year
Structure ID: Orifice - 1
Structure Type: Orifice-Circular
Number of Openings 1
Elevation 315.00 ft
Orifice Diameter 4.0 in
Orifice Coefficient 0.590
Structure ID: Weir - 1
Structure Type: Rectangular Weir E7H1506(FMCT ?P IU W AY
Number of Openings 1
Elevation 320.00 ft
Weir Length 15.00 ft
Weir Coefficient 3.00 (ft^0.5)/s
Structure ID: Riser - 1
Structure Type: Inlet Box
Number of Openings 1
Elevation 319.20 ft
Orifice Area 3.6 ft2
Orifice Coefficient
Weir Length 0.600
4.50 ft
Weir Coefficient 3.30 (ft^0.5)/s
K Reverse 1.000
Manning's n 0.000
Kev, Charged Riser 0.000
Weir Submergence False
Orifice H to crest True
Structure ID: Riser - 2
Structure Type: Inlet Box
Number of Openings 1
Elevation 319.20 ft
Orifice Area 2.4 ftz
Orifice Coefficient 0.600
Weir Length 3.00 ft
Weir Coefficient 3.30 (ft^0.5)/s
K Reverse 1.000
Manning's n 0.000
Kev, Charged Riser 0.000
Weir Submergence False
Orifice H to crest True

BMP NOVARTIS POND 2010@ 315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
Bottom. ppc Center [08.11.01.51]
9/17/2010 27 Siemon Company Drive Suite 200 W Page 4 of 12
Watertown, CT 06795 USA [phone]
Pond Parameters and Outlet Structures
Subsection: Outlet Input Data Return Event: 1 years
Label: Composite Outlet Structure - 1 Storm Event: Novartis-Holly Springs 1 year
Structure ID: Riser -3
Structure Type: Inlet Box
Number of Openings 1
Elevation 319.20 ft
Orifice Area 3.6 ft2
Orifice Coefficient 0.600
Weir Length 4.50 ft
Weir Coefficient 3.30 (ft^0.5)/s
K Reverse 1.000
Manning's n 0.000
Kev, Charged Riser 0.000
Weir Submergence False
Orifice H to crest True
Structure ID: TW
Structure Type: TW Setup, DS Channel
Tailwater Type Free Outfall
Convergence Tolerances
Maximum Iterations
Tailwater Tolerance 30.
0.01 ft
(Minimum)
Tailwater Tolerance 0.50 ft
(Maximum)
Headwater Tolerance 0.01 ft
(Minimum)
Headwater Tolerance 0.50 ft
(Maximum)
Flow Tolerance (Minimum) 0.001 ft3/s
Flow Tolerance (Maximum) 10.000 ft3/s
BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
Bottom.ppc Center [08.11.01.51]
9/1712010 27 Siemon Company Drive Suite 200 W Page 5 of 12
Watertown, CT 06795 USA [phone]
a ;
Pond Parameters and Outlet Structures
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Composite Outlet Structure - 1 Storm Event: Novartis-Holly Springs 1 year
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Orifice - 1 (Orifice-Circular)
---------------------------------------
Upstream ID = (Pond Water Surface)
Downstream ID = Tailwater (Pond Outfall)
•
Water Surface Flow Tailwater Elevation Convergence Error
Elevation (ft3/s) (ft) (ft)
(ft)
315.00 0.00 (N/A) 0.00
315,50 0.24 (N/A) 0.00
316.00 0.38 (N/A) 0.00
316.50 0.48 (N/A) 0.00
317.00 0.56 (N/A) 0.00
317.50 0.63 (N/A) 0.00
318.00 0.70 (N/A) 0.00
318.50 0.75 (N/A) 0.00
319.00 0.81 (N/A) 0.00
319.20 0.83 (N/A) 0.00
319.50 0.86 (N/A) 0.00
320.00 0.91 (N/A) 0.00
320.50 0.95 (N/A) 0.00
321.00 1.00 (N/A) 0.00
321.50 1.04 (N/A) 0.00
322.00 1.08 (N/A) 0.00
k-UMPuiauun Vlt=aUyca
Upstream HW & DNstream TW < Inv.El
H =.33
H =.83
H =1.33
H =1.83
H =2.33
H =2.83
H =3.33
H =3.83
H =4.03
H =4.33
H =4.83
H =5.33
H =5.83
H =6.33
H =6.83
BMP NOVARTIS POND 2010 @1115 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
Bottom.ppc Center [08.11.01.51]
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Pond Parameters and Outlet Structures
Subsection: Individual Outlet Curves. Return Event: 1 years
Label: Composite Outlet Structure - 1 Storm Event: Novartis-Holly Springs 1 year
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Weir - 1 (Rectangular Weir)
---------------------------------------
Upstream ID = (Pond Water Surface)
Downstream ID = Tailwater (Pond Outfall)
Water Surface Flow Tailwater Elevation Convergence Error
Elevation (ft3/s) (ft) (ft)
(ft)
315.00 0.00 (N/A) 0.00
315.50 0.00 (N/A) 0.00
316.00 0.00 (N/A) 0.00
316.50 0.00 (N/A) 0.00
317.00 0.00 (N/A) 0.00
317.50 0.00 (N/A) 0.00
318.00 0.00 (N/A) 0.00
318.50 0.00 (N/A) 0.00
319.00 0.00 (N/A) 0.00
319.20 0.00 (N/A) 0.00
319.50 0.00 (N/A) 0.00
320.00 0.00 (N/A) 0.00
320.50 15.91 (N/A) 0.00
321.00 45.00 (N/A) 0.00
321.50 82.67 (N/A) 0.00
322.00 127.28 (N/A) 0.00
Computation Messages
HW &TW below Inv.El.= 320.000
HW &TW below Inv.El.= 320.000
HW &TW below Inv.El.= 320.000
HW &TW below Inv.El.= 320.000
HW &TW below Inv.El.= 320.000
HW &TW below Inv.El.= 320.000
HW &TW below Inv.El.= 320.000
HW &TW below Inv.El.= 320.000
HW &TW below Inv.El.= 320.000
HW &TW below Inv.El.= 320.000
HW &TW below Inv.El.= 320.000
H=.00; Htw=.00; Qfree= .00;
H=.50; Htw=.00; Qfree= 15.91;
H=1.00; Htw=.00; Qfree =45.00;
H=1.50; Htw=.00; Qfree =82.67;
H=2.00; Htw=.00; Qfree =127.28;
BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V8i
Bottom.ppc Center [08.11.01.51]
9117/2010 27 Siemon Company Drive Suite 200 W Page 7 of 12
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sl
Pond Parameters and Outlet Structures
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Composite Outlet Structure - 1 Storm Event: Novartis-Holly Springs 1 year
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Riser - 1 (Inlet Box)
Upstream ID = (Pond Water Surface)
Downstream ID = Tailwater (Pond Outfall)
Water Surface Flow Tailwater Elevation Convergence Error
Elevation (ft3/s) (ft) (ft)
(ft)
C]
315.00 0.00 (N/A) 0.00
315.50 0.00 (N/A) 0.00
316.00 0.00 (N/A) 0.00
316.50 0.00 (N/A) 0.00
317.00 0.00 (N/A) 0.00
317.50 0.00 (N/A) 0.00
318.00 0.00 (N/A) 0.00
318.50 0.00 (N/A) 0.00
319.00 0.00 (N/A) 0.00
319.20 0.00 (N/A) 0.00
319.50 2.44 (N/A) 0.00
320,00 10.63 (N/A) 0.00
320.50 19.76 (N/A) 0.00
321.00 23.25 (N/A) 0.00
321.50 26.28 (N/A) 0.00
322.00 28.99 (N/A) 0.00
Computation Messages
HW &TW < Inv. El.=319.200
HW &TW < Inv. El.=319.200
HW &TW < Inv.El.=319.200
HW &TW < Inv. El.=319.200
HW &TW < Inv. El.=319.200
HW & TW < Inv.El.=319.200
HW &TW < Inv.El.=319.200
HW &TW < Inv. El.=319.200
HW &TW < Inv. El.=319.200
Weir: H =Oft
Weir: H =0.3ft
Weir: H =0.8ft
Orifice: H =1.30; Riser orifice equation
controlling.
Orifice: H =1.80; Riser orifice equation
controlling.
Orifice: H =2.30; Riser orifice equation
controlling.
Orifice: H =2.80; Riser orifice equation
BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution
Bottom.ppc Center
9/17/2010 27 Siemon Company Drive Suite 200 W
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Bentley Pond Pack V8i
[08.11 .01.51)
Page 8 of 12
Pond Parameters and Outlet Structures
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Composite Outlet Structure - 1 Storm Event: Novartis-Holly Springs 1 year
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Riser - 2 (Inlet Box)
---------------------------------------
Upstream ID = (Pond Water Surface)
Downstream ID = Tailwater (Pond Outfall)
Water Surface Flow Tailwater Elevation Convergence Error
Elevation (ft3/s) (ft) (ft)
(ft)
•
315.00 0.00 (N/A) 0.00
315.50 0.00 (N/A) 0.00
316.00 0.00 (N/A) 0.00
316.50 0.00 (N/A) 0.00
317.00 0.00 (N/A) 0.00
317.50 0.00 (N/A) 0.00
318.00 0.00 (N/A) 0.00
318.50 0.00 (N/A) 0.00
319.00 0.00 (N/A) 0.00
319.20 0.00 (N/A) 0.00
319.50 1.63 (N/A) 0.00
320.00 7.08 (N/A) 0.00
320.50 13.17 (N/A) 0.00
321.00 15.50 (N/A) 0.00
321.50 17.52 (N/A) 0.00
322.00 19.33 (N/A) 0.00
Computation Messages
HW &TW < Inv.El.=319.200
HW &TW < Inv.El.=319.200
HW &TW < Inv. El.=319.200
HW &TW < Inv. El.=319.200
HW &TW < Inv.El.=319.200
HW &TW < Inv.El.=319.200
HW &TW < Inv. El.=319.200
HW &TW < Inv. El.=319.200
HW &TW < Inv.El.=319.200
Weir: H =Oft
Weir: H =0.3ft
Weir: H =0.8ft
Orifice: H =1.30; Riser orifice equation
controlling.
Orifice: H =1.80; Riser orifice equation
controlling.
Orifice: H =2.30; Riser orifice equation
controlling.
Orifice: H =2.80; Riser orifice equation
controlling.
BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
Bottom.ppc Center [08.11.01.51]
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D
01 Pond Parameters and Outlet Structures
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Composite Outlet Structure - 1 Storm Event: Novartis-Holly Springs 1 year
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Riser - 3 (Inlet Box)
---------------------------------------
Upstream ID = (Pond Water Surface)
Downstream ID = Tailwater (Pond Outfall)

Water Surface Flow Tailwater Elevation Convergence Error
Elevation (ft3/s) (ft) (ft)
(ft)
315.00 0.00 (N/A) 0.00
315.50 0.00 (N/A) 0.00
316.00 0.00 (N/A) 0.00
316.50 0.00 (N/A) 0.00
317.00 0.00 (N/A) 0.00
317.50 0.00 (N/A) 0.00
318.00 0.00 (N/A) 0.00
318.50 0.00 (N/A) 0.00
319.00 0.00 (N/A) 0.00
319.20 0.00 (N/A) 0.00
319,50 2.44 (N/A) 0.00
320.00 10.63 (N/A) 0.00
320.50 19.76 (N/A) 0.00
321.00 23.25 (N/A) 0.00
321.50 26.28 (N/A) 0.00
322.00 28.99 (N/A) 0.00
Computation Messages
HW &TW < Inv. El.=319.200
HW &TW < Inv. El.=319.200
HW &TW < Inv. El.=319.200
HW &TW < Inv. El.=319.200
HW &TW < Inv. El.=319.200
HW &TW < Inv.El.=319.200
HW &TW < Inv. El.=319.200
HW &TW < Inv.El.=319.200
HW &TW < Inv. El.=319.200
Weir: H =Oft
Weir: H =0.3ft
Weir: H =0.8ft
Orifice: H =1.30; Riser orifice equation
controlling.
Orifice: H =1.80; Riser orifice equation
controlling.
Orifice: H =2.30; Riser orifice equation
controlling.
Orifice: H =2.80; Riser orifice equation
controlling.
BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
Bottom. ppc Center [08.11.01.511
9/1712010 27 Siemon Company Drive Suite 200 W Page 10 of 12
Watertown, CT 06795 USA [phone]

Pond Parameters and Outlet Structures
is
Subsection: Composite Rating Curve
Label: Composite Outlet Structure - 1
Composite Outflow Summary
Water Surface Flow
Elevation MIN
(ft)
Return Event: 1 years
Storm Event: Novartis-Holly Springs 1 year
Tailwater Elevation Convergence Error
(ft) (ft)
315.00 0.00 (N/A) 0.00
315.50 0.24 (N/A) 0.00
316.00 0.38 (N/A) 0.00
316.50 0.48 (N/A) 0.00
317.00 0.56 (N/A) 0.00
317.50 0.63 (N/A) 0.00
318.00 0.70 (N/A) 0.00
318.50 0.75 (N/A) 0.00
319.00 0.81 (N/A) 0.00
319.20 0.83 (N/A) 0.00
319.50 7.37 (N/A) 0.00
320.00 29.24 (N/A) 0.00
320.50 69.55 (N/A) 0.00
321,00 107.99 (N/A) 0.00
321.50 153.78 (N/A) 0.00
322.00 205.67 (N/A) 0.00
L-onrnouung ?,irMures
None Contributing
Orifice - 1
Orifice - 1
Orifice - 1
Orifice - 1
Orifice - 1
Orifice - 1
Orifice - 1
Orifice - 1
Riser - 2 + Riser - 3 + Riser - 1 +
Orifice - 1
Riser - 2 + Riser - 3 + Riser 1 +
Orifice - 1
Riser - 2 + Riser - 3 + Riser - 1 +
Orifice - 1 + Weir - 1
Riser - 2 + Riser - 3 + Riser - 1 +
Orifice - 1 + Weir - 1
Riser - 2 + Riser - 3 + Riser - 1 +
Orifice - 1 + Weir - 1
Riser - 2 + Riser - 3 + Riser - 1 +
Orifice - 1 + Weir - 1
Riser - 2 + Riser - 3 + Riser - 1 +
Orifice - 1 + Weir - 1
BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
Bottom.ppc Center [08.11.01.51]
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•
•
L?IeC??7?-9
Pond Routing Calculations
•

0 Pond Routing Calculations
Subsection: Elevation-Volume-Flow Table (Pond) Return Event: 1 years
Label: PO-1 Storm Event: Novartis-Holly Springs 1 year
Infiltration
Infiltration Method
No Infiltration
(Computed)

Initial Conditions
Elevation (Water Surface, 315.00 ft
Initial)
Volume (Initial) 0.000 ac-ft
Flow (Initial Outlet) 0.00 ft3/s
Flow (Initial Infiltration) 0.00 ft3/s
Flow (Initial, Total) 0.00 ft3/s
Time Increment 0.050 hours
E
Elevation Outflow Storage Area Infiltration Flow (Total) 2S/t + 0
(ft) (ft3/s) (ac-ft) (acres) (ft3/s) (ft3/s) (ft3/s)
315.00 0.00 0.000 0.615 0.00 0.00 0.00
315.50 0.24 0.328 0.696 0.00 0.24 158.77
316.00 0.38 0.687 0.741 0.00 0.38 332.76
316.50 0.48 1,066 0.778 0.00 0.48 516.58
317.00 0.56 1.464 0.815 0.00 0.56 709.35
317.50 0.63 1.881 0.851 0.00 0.63 911.00
318.00 0.70 2.316 0.888 0.00 0.70 1,121.48
318.50 0.75 2.772 0.937 0.00 0.75 1,342.32
319.00 0.81 3.253 0.987 0.00 0.81 1,575.14
319.20 0.83 3.452 1.006 0.00 0.83 1,671.63
319.50 7.37 3.758 1.035 0.00 7.37 1,826.38
320.00 29.24 4.288 1.085 0.00 29.24 2,104.81
320.50 69.55 4.842 1.129 0.00 69.55 2,412.99
321.00 107.99 5.418 1.174 0.00 107.99 2,730.09
321.50 153.78 6.016 1.218 0.00 153.78 3,065.31
322.00 205.67 6.636 1.263 0.00 205.67 3,417.40
BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution
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Bentley PondPack V8i
[08.11.01.51]
Page.1 of 6

Pond Routing Calculations
Subsection: Level Pool Pond Routing Summary Return Event: 1 years
Label: PO-1 (IN) Storm Event: Novartis-Holly Springs 1 year
Infiltration
Infiltration Method
No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface, 315
00 ft
.
Initial)
Volume (Initial) 0.000 ac-ft
Flow (Initial Outlet) 0.00 ft3/s
Flow (Initial Infiltration) 0.00 ft3/s
Flow (Initial, Total) 0.00 ft3/s
Time Increment 0.050 hours
Inflow/Outflow Hydrograph Summary
Flow (Peak In) 30.87 ft3/s Time to Peak (Flow, In) 12.200 hours.
Flow (Peak Outlet) 0.74 ft3/s Time to Peak (Flow, Outlet) 24.100 hours
Elevation (Water Surface, 318
38 ft
.
Peak)
Volume (Peak) 2.662 ac-ft
M
B
l
ft
ass
a
ance (ac-
)
Volume (Initial) 0.000 ac-ft
Volume (Total Inflow) 3.398 ac-ft
Volume (Total Infiltration) 0.000 ac-ft
Volume (Total Outlet

Outflow) 1.502 ac-ft
Volume (Retained) 1.893 ac-ft
Volume (Unrouted) -0.003 ac-ft
Error (Mass Balance) 0.1 %
BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
Bottom.ppc Center [08.11.01.511
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Pond Routing Calculations
Subsection: Pond Routed Hydrograph (total out) Return Event: 1 years
Label: PO-1 (OUT) Storm Event: Novartis-Holly Springs 1 year
Peak Discharge 0.74 ft3/s
Time to Peak 24.100 hours
Hydrograph Volume 1.502 ac-ft
HYDROGRAPH ORDINATES (ft3/s)
Output Time Increment = 0.050 hours
Time on left represents time for first value in each row.
Time Flow Flow Flow Flow Flow
(hours) (ft3/S) (ft3/S) (ft3/5) (ft3/5) (ft3/S)
is
9.350 0.00 0.00 0.00 0.00 0.00
9.600 0.00 0.00 0.00 0.00 0.00
9.850 0.00 0.01 0.01 0.01 0.01
10.100 0.01 0.01 0.01 0.01 0.01
10.350 0.01 0.01 0.02 0.02 0.02
10.600 0.02 0.02 0.02 0.02 0.03
10.850 0.03 0.03 0.03 0.04 0.04
11.100 0.04 0.04 0.05 0.05 0.05
11.350 0.06 0.06 0.07 0.07 0.08
11.600 0.08 0.09 0.10 0.11 0.12
11.850 0.14 0.17 0.20 0.24 0.27
12.100 0.31 0.36 0.39 0.43 0.46
12.350 0.49 0.51 0.53 0.55 0.56
12.600 0.58 0.59 0.60 0.60 0.61
12.850 0.62 0.62 0.63 0.63 0.64
13.100 0.64 0.64 0.65 0.65 0.65
13.350 0.65 0.66 0.66 0.66 0.66
13.600 0.67 0.67 0.67 0.67 0.67
13.850 0.67 0.68 0.68 0.68 0.68
14.100 0.68 0.68 0.68 0.69 0.69
14.350 0.69 0.69 0.69 0.69 0.69
14.600 0.69 0.69 0.69 0.70 0.70
14.850 0.70 0.70 0.70 0.70 0.70
15,100 0.70 0.70 0.70 0.70 0.70
15.350 0.70 0.71 0.71 0.71 0.71
15.600 0.71 0.71 0.71 0.71 0.71
15.850 0.71 0.71 0.71 0.71 0.71
16.100 0.71 0.71 0.71 0.72 0.72
16.350 0.72 0.72 0.72 0.72 0.72
16.600 0.72 0.72 0.72 0.72 0.72
16.850 0.72 . 0.72 0.72 0.72 0.72
17.100 0.72 0.72 0.72 0.72 0.72
17.350 0.72 0.72 0.72 0.73 0.73
17.600 0.73 0.73 0.73 0.73 0.73
17.850 0.73 0.73 0.73 0.73 0.73
18.100 0.73 0.73 0.73 0.73 0.73
18.350 0.73 0.73 0.73 0.73 0.73
BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution
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Bentley PondPack V81
[08.11.01.51]
Page 3 of 6

•
Pond Routing Calculations
Subsection: Pond Routed Hydrograph (total out) Return Event: 1 years
Label: PO-1 (OUT) Storm Event: Novartis-Holly Springs 1 year
HYDROGRAPH ORDINATES (ft3/s)
Output Time Increment = 0.050 hours
Ti me on left re presents tim e for first val ue in each ro w.
Time Flow Flow Flow Flow Flow
(hours) (ft3/S) (ft3/S) (ft3/S) (ft3/5) (ft3/S)
18.600 0.73 0.73 0.73 0.73 0.73
18.850 0.73 0.73 0.73 0.73 0.73
19,100 0.73 0.73 0.73 0.73 0.73
19.350 0.73 0.73 0.73 0.73 0.73
19.600 0.74 0.74 0.74 0.74 0.74
19.850 0.74 0.74 0.74 0.74 0.74
20.100 0.74 0.74 0.74 0.74 0.74
20.350 0.74 0.74 0.74 0.74 0.74
20.600 0.74 0.74 0.74 0.74 0.74
20.850 0.74 0.74 0.74 0.74 0.74
21.100 0.74 0.74 0.74 0.74 0.74
21.350 0.74 0.74 0.74 0.74 0.74
21.600 0.74 0.74 0.74 0.74 0.74
21.850 0.74 0.74 0.74 0.74 0.74
22.100 0.74 0.74 0.74 0.74 0.74
22.350 0.74 0.74 0.74 0.74 0.74
22.600 0.74 0.74 0.74 0.74 0.74
22.850 0.74 0.74 0.74 0.74 0.74
23.100 0.74 0.74 0.74 0.74 0.74
23.350 0.74 0.74 0.74 0.74 0.74
23.600 0.74 0.74 0.74 0.74 0.74
23.850 0.74 0.74 0.74 0.74 0.74
24.100 0.74 0.74 0.74 0.74 0.74
24.350 0.74 0.74 0.74 0.74 0.74
24.600 0.74 0.74 0.74 0.74 0.74
24.850 0.74 0.74 0.74 0.74 0.74
25.100 0.74 0.73 0.73 0,73 0.73
25.350 0.73 0.73 0.73 0.73 0.73
25.600 0.73 0.73 0.73 0.73 0.73
25.850 0.73 0.73 0.73 0.73 0.73
26.100 0.73 0.73 0.73 0.73 0.73
26.350 0.73 0.73 0.72 0.72 0.72
26.600 0.72 0.72 0.72 0.72 0.72
26.850 0.72 0.72 0.72 0.72 0.72
27.100 0.72 0.72 0.72 0.72 0.72
27.350 0.72 0.72 0.72 0.72 0.72
27.600 0.72 0.72 0.72 0.71 0.71
27.850 0.71 0.71 0.71 0.71 0.71
28.100 0.71 0.71 0.71 0.71 0.71
28.350 0.71 0.71 0.71 0.71 0.71
28.600 0.71 0.71 0.71 0.71 0.71
28.850 0.71 0.71 0.71 0.71 0.70
BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V8i
Bottom.ppc Center [08.11.01.51]
9/17/2010 27 Siemon Company Drive Suite 200 W Page 4 of 6
Watertown, CT 06795 USA [phone]
yt
L7-1
Pond Routing Calculations
Subsection: Pond Routed Hydrograph (total out) Return Event: 1 years
Label: PO-1 (OUT) Storm Event: Novartis-Holly Springs 1 year
HYDROGRAPH ORDINATES (ft3/s)
Output Time Increment = 0.050 hours
Time on left represents time for first value in each row.
Time Flow Flow Flow Flow Flow
(hours) (ft3/S) (ft3/S) (ft3/S) (ft3/S) (ft3/S)
•
29.100 0.70 0.70 0.70 0.70 0.70
29.350 0.70 0.70 0.70 0.70 0.70
29.600 0.70 0.70 0.70 0.70 0.70
29.850 0.70 0.70 0.70 0.70 0.70
30.100 0.70 0.70 0.70 0.70 0.70
30.350 0.70 0.69 0.69 0.69 0.69
30.600 0.69 0.69 0.69 0.69 0.69
30.850 0.69 0.69 0.69 0.69 0.69
31.100 0.69 0.69 0.69 0.69 0.69
31.350 0.69 0.69 0.69 0.69 0.69
31.600 0.68 0.68 0.68 0.68 0.68
31.850 0.68 0.68 0.68 0.68 0.68
32.100 0.68 0.68 0.68 0.68 0.68
32.350 0.68 0.68 0.68 0.68 0.68
32.600 0.68 0.68 0.68 0.68 0.67
32.850 0.67 0.67 0.67 0.67 0.67
33.100 0.67 0.67 0.67 0.67 0.67
33.350 0.67 0.67 0.67 0.67 0.67
33.600 0.67 0.67 0.67 0.67 0.67
33.850 0.67 0.67 0.67 0.66 0.66
34.100 0.66 0.66 0.66 0.66 0.66
34.350 0.66 0.66 0.66 0.66 0.66
34.600 0.66 0.66 0.66 0.66 0.66
34.850 0.66 0.66 0.66 0.66 0.66
35.100 0.66 0.66 0.66 0.65 0.65
35.350 0.65 0.65 0.65 0.65 0.65
35.600 0.65 0.65 0.65 0.65 0.65
35.850 0.65 0.65 0.65 0.65 0.65
36.100 0.65 0.65 0.65 0.65 0.65
36.350 0.65 0.65 0.65 0.64 0.64
36.600 0.64 0.64 0.64 0.64 0.64
36.850 0.64 0.64 0.64 0.64 0.64
37.100 0.64 0.64 0.64 0.64 0.64
37.350 0.64 0.64 0.64 0.64 0.64
37.600 0.64 0.64 0.64 0.64 0.63
37.850 0.63 0.63 0.63 0.63 (N/A)
BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution
0 Bottom.ppc Center
9/17/2010 27 Siemon Company Drive Suite 200 W
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Bentley PondPack V8i
[08.11.01.51]
Page 5 of 6

•
PondMaker Worksheet Detailed Report: Worksheet (PO-1) - 1
PondMaker Worksheet (Routing Design)

?°.?+a??a.,p???
-- Composite Outlet Structure - 1 ? Target Rating Curve
®°® Post-Development 1 ®? Post-Development 2
Post-Development 10 --- Post-Development 100
BMP NOVARTIS POND 2010 @ 315 Pond Bentley Systems, Inc. Haestad Methods Solution
Bottom.ppc Center
9/17/2010 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Design Scenario Design Target Peak Computed Computed
Return Outflow Peak Outflow Peak Outflow
Event (ft3/s) (ft3/s) vs. Target
(ft3/5)
Post-Development 1 1 6.56 0.74 -5.82
Post-Development 2 2 19.89 2.60 -17.29
Post-Development 10 10 64.20 29.76 -34.44
Post-Development 100 100 158.43 101.75 -56.68
Computed Computed Routing Outlet Computed Freeboard Maximum
Volume Outflow Structure Max Water Depth Storage
Outflow Volume vs. Elevation (ft) (ac-ft)
(ac-ft) Target (ft)
(ac-ft)
1.502 0.277 Composite
Outlet 18.38 3
62 2
662
Structure
- 1 . .
2.400 -0.169 Composite Outlet 319.28 -2
72 3
534
Structure - 1 . .
6.096 -0.461 Composite Outlet 320.01 1
99 4
295
Structure - 1 . .
12.414 -2.479 Composite Outlet 320
92 1
08 5
323
Structure - 1 . . .

(ac-ft)
C
O
t6
N
W
u
L
v7
c
0
a
Target
Outflow
Volume
1.226
2.569
6.557
14.893
-,roo .?-.?- ,as°- ca.m-- m-?r m--
PondMaker Routing Design
321.00
°°---------°-°°--°--°--e°
°°°es°°°°-=--f}-°----°°-°-°
320.00 ?
?
319.00
318.00
317.00
316.00
315.00
0.00 21.00 42.00 63.00 84100 105.00 126.00 147.00 168.00 189.00
Flow (ft3/s)
322.00
Bentley PondPack V8i
[08.11.01.51]
Page 3 of 3

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