20061376 Ver 1_Stormwater Info_20100322

a,o o L., - l ?) rl LP
Town of Holly Springs
Engineering Department
LETTER OF TRANSMITTAL
To: Ian McMillian Date: 3/19/10
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center
Raleigh, NC 27604
0 W A- bpj)?,
[JAR
J :J LV i1.?
Re: Stormwater Plan for Novartis
The following items are enclosed:
V ENR - WATER 01AU"
YETW-vs AND co (n*r pmt wwo
1. 1 copy of approved stormwater plan.
2.
3.
These are transmitted:
? as requested
? for review
? for approval
® for your use
Remarks:
Ian,
Heather said you did not have this. This is the stormwater management plan for the bioretention areas at
Novartis. Give me a call if you need any additional information at Tel.#[phone].
P"' Darin Eyster tormwater Administrator
Copies to:
P. O. Box 8 - Holly Springs - NC 27540 -919-557-3938 (phone) - 919-552-9881 (fax)
•
m JAC06S

E•IAR 20-10 .31 DCNR • WATER QUPL{TY
Vt?ET R!40S AND :ii'QR% i-.A'ER SfiMCH
Novartis Vaccines & Diagnostics
Town of Holly Springs, North Carolina
USFCC Project
Final Storm Sewer & Bioretention Basins
Civil Calculations
•
is
NC.i?d!=E= o E .,)p July 2008
it
Project No.
22-COl 15S
Prepared by:
Jacobs Engineering
1880 Waycross Rd
Cincinnati, OH 45240
RECEIVED
SEP 115 2008
Jacobs Field ervi' r" ..
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USFCC Project
Novartis Vaccines & Diagnostics
•
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Final Storm Sewer & Bioretention Basins
Civil Calculations
'T'able of Contents

Section Description Revision Pages
A Calc 9C-5A Stormwater Calculations- 1 1 to 65
Final Grading Storm Sewer Calculations
B Calc 9C-9 Bioretention Basin Sizing 0 1 to 54
C Calc #C-10 End of Curb & Gutter 0 1 to 5
East Ditch Outlet 0-6
20'J
'NR • YlATER QUALITY
M RANDS AN U'VURNW-.AT,ER 6WaNCH
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-P-ag-15-1 4 4-
•
IIJACOBS

Section A
Cale #C-5A Storrnwater Calculations
Final Grading Storm Sewer Calculations
•
•
---P?agc-2-af4-
0
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Section
VA- P\,TI_S
Cale #C-5A Stormwater Calculations
Final Grading Storm Sewer Calculations
•
•
Page 2 of 4

CALCULATION COMER SHEET
PROJECT USFCC JOB NO. 22CO117S DEPARTMENT Civil
CLIENT Novartis Vaccines & Diagnostics CALC. NO. C- #5A
SUBJECT Stormwater Calculations - Final Grading Storm Sewer Calculations
ORIGINATOR Charles VanArsdale DATE 4/08
CHECKER Bill Overholt DATE 4/08
%k CA Ro
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•
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PURPOSE OF ISSUANCE
REV
NO. PAGES DESCRIPTION ORIG. DATE CHKD. DATE APR DATE
0 62 ISSUED FOR APPROVAL CV 4/08 WJO 4/08 DB 4/08
1 65 ISSUED FOR APPROVAL CV 07/31/08 WJO 07/31/08

COMMENTS: These calculations are in support of a Land Disturbance Permit Application for the Town of Holly
Springs, N.C.
Bentley Storm CAD software was used to prepare calculations of the stormwater collection system.
See BMP Wet Detention Pond Design Calculations, dated revised 2/14/07 for pre and post drainage
area conditions.
3-31-08 CALC COVER SHEETS.DOC
02/19/96

` ;;
Nova.rtis
USFCC
Final Grading Storm Sewer
Calculations
0
Holly Springs NC
JE Project Number:
22CO117S
Prepared by:
Jacobs Engineering
June, 2008
Date: June 2008
Rev.: 1
2G- 1
• Storm Sewer Narrative
Project: Novartis USFCC
Location: Town of Holly Springs, N. C.
Date: June 2, 2005
Introduction
The purpose of this project is to construct a Pharmaceutical manufacturing facility on a
site located in Holly Springs, NC. The facility will produce a flu vaccine.
Approximately 26 acres will drain to the proposed storm sewer at the site. Most drainage
will outlet to a wet detention pond on the south side of the site. The wet detention pond
design was previously submitted on 9/22/06 in support of an application for a 401
Certification. A small portion of the drainage area will outlet to the stream to the north,
after filtering through bioretention basins.
Site Description
The site was a wooded area with a rolling terrain. Two perennial streams exist on the
site, one in the North and one in the South. The main portion of storm sewer drains
runoff to the south which drains into the Thomas Mill pond.
Storm Sewer Description
• The total storm sewer that will be constructed encompasses approximately 7200 LF of
pipe. Approximately 2900 LF of this storm sewer has been constructed as part of the
rough grading storm calculations previously submitted. The as-built invert elevations and
proposed grate elevations are noted in this report. The storm sewer sizes, excluding cast
iron roof leaders, range from 12 inch to 42 inch diameter. Catch basins & manholes are
designed per Town of Holly Springs standards, and headwalls are in accordance with
NCDOT standards. The storm sewer system, which outlets into the southern wet
detention pond, was previously submitted with the wet detention pond design. The storm
sewer system included in this installation will be pipe taking flow from the building roof
leaders and parking drainage.
The total final storm sewer system includes catch basins, curbs and gutters, and area
drains on the inside of the site. These will be installed around the buildings, parking lots
and utility yard areas in later construction phases.
Design Requirements
The following design requirements (taken from the Town of Holly Springs, NC,
Engineering Standards dated August 2005) are used to design the storm sewer system:
® 10 year design storm for pipe sizing
® Pipe materials: RCP, or N-12 HDPE (and Cast Iron from roof leaders)
® Use Rational Method for runoff: Q=CIA
® Use Manning Equation for pipe sizing
S ® Minimum velocity = 2fps
® Minimum pipe size: 12-inch
® Maximum inlet spacing: 400 feet

•
Calculation #5A
Final Grading Storm Sewer Calculations
Table of Contents
Section Description
Local Criteria
A Input Summary
B StormCAD Reports
C Layouts & Profiles
W, Grate & Lid Schedule

P'rl::a
•
Focal Criteria
0

2.2 Rational Method Aq-60A? N6
It is usually acceptable to design storm drainage facilities for street drainage and relatively small areas
(less than one hundred acres) using the rational method. Beyond this, the designer should employ
another model to perform his design, or at least validate the use of the rational equation. In general, for
larger areas the rational method will yield over-simplified results.
When using the rational method some precautions should be considered.
® in determining the C value (land use) for the drainage area, hydrologic analysis should take into
account any changes in land use.
Since the rational method uses a composite C value for the entire drainage area, if the
distribution of land uses within the drainage basin will affect the results of hydrologic
analysis, then the basin should be divided into two or more sub-drainage basins for analysis.
• The charts, graphs, and tables included In this section are given to assist the engineer in applying the
rational method. The engineer should use good engineering judgment in applying these design alds
and should make appropriate adjustments when specific site characteristics dictate that these
adjustments are appropriate.
2.2.1 Equations
The rational formula estimates the peak rate of runoff at any location in a watershed as a function of the
drainage area, runoff coefficient, and mean rainfall intensity for a duration equal to the time of
concentration (the time required for water to flow from the most remote point of the basin to the location
being analyzed). The rational formula is expressed as follows:
Q = G I A (2.1)
Where: Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
The rational equation is based on the assumption that rainfall is uniformly distributed over the entire
drainage area and at a steady rate, causing flow to reach a maximum at the outlet to the watershed at the
time to peak (Tp). The rational method also assumes that all land uses within a drainage area are
uniformly distributed throughout the area. If it is important to locate a specific land use within the
drainage area then another hydrologic method should be used where hydrographs can be generated and
routed through the drainage system.
2.2.2 Runoff Coefficient
The runoff coefficient (C) is the variable of the rational method least susceptible to precise determination
and requires judgment and understanding on the part of the design engineer. While engineering
judgment will always be required in the selection of runoff coefficients, typical coefficients represent the
integrated effects of many drainage basin parameters. Table 2.2 gives the recommended runoff
coefficients for the rational method.
Table 2.2 Recommended Runoff Coefficient Values
Description of Area Runoff Coefficients (C)

•
0
Woodlands 0.20-0.25
Parks, cemeteries 0.25
Playgrounds 0.35
Lawns:
Sandy soil, flat, 2% 0.10
Sandy soil, average, 2 - 7% 0.15
Sandy soil, steep, > 7% 0
20
Clay soil, flat, 2% .
0.17
Clay soil, average, 2 - 7%
Clay soil, steep, > 7% 0.35
Graded or no plant cover
Sandy soil, flat, 0 - 5% 0.30
Sandy soil, flat, 5 - 10% 0.40
Clayey soil, flat, 0 - 5% 0
50
Clayey soil, average, 5 - 10% .
0.60
Residential:
Single-family (R - 4) 0.50
Single-family (R - 6) 0
55
Multi-family (R-10) .
0
60
Multi-family (R-20) .
0.70
Multi-family (R - 30) 0.75
Business:
.0 & I (I, II, 111) 0
85
11 & 12
Shopping Centers .
0.85 - 0.95
0.85-0,95
Streets:
Gravel areas 0
50
Drives, walks, and roofs .
95
Asphalt and Concrete 0.95 - 1.00
;4?_

It Is often desirable to develop a composite runoff coefficient based on the percentage of different types of
surfaces in the drainage areas. Composites can be made with the values from Table 2.2 by using
percentages of different land uses, as illustrated in Equation 2.2. In addition, more detailed composites
can be made with coefficients for different surface types such as roofs, asphalt, and concrete streets,
drives and walks. The composite procedure can be applied to an entire drainage area or to typical
"sample" blocks as a guide to the selection of reasonable values of the coefficient for an entire area.
C1*A1 + C2*A2 + ... Cx*Ax
Composite C = ---------------------------------
Al + A2 + ... Ax
2.2.3 Rainfalllntensit
(2.2)
The rainfall intensity (1) is the average rainfall rate in in./hr for a duration equal to (lie time of concentration
for a selected return period. Once a particular return period has been selected for design and a time of
concentration calculated for the drainage area, the rainfall intensity can be determined from file intensity-
duration-frequency HDF) data for the City of Raleigh given in Table 2.23.
?i
I
I
Table 2.3. Intensity - Duration - Frequency Table
Cit of Raleigh North Carolina

Duration
5 min
2
5.76
5 Fre uenc
10
7.22 Yrs
25
8.19
50
8,96
- 10 4.76 575 6.13 7.01 7
71
15 4.04 4.74 5.25 6.03 .
6
64
20
30 3.47
2.70 4.12 i
3.28 4.64
3.71 5.42
4.32 .
5.93
4
80-
40 2.28 2.77 _ 3.15 _
3.70 ,
4.08
50 1.94 2.38 2
71 3
19 3
53
60 1.70 2.12 .
2
41 .
2
84 .
3
17
90
2 hr._ 1.22
0.95 _
1.52
1.20 .
1.74
1.37 .
2.06 _
1.62 .
2.29
1.81
3 0.71 0.89 _ 1.02 1.21 1.35
6 0.44 0.56 J 0.65 0.77 0.86
12
L 24 0.26
0.15 0.33
0.19 i 639
0.22 0.46
n 97 0.52
n 4n
100
9.72
3.88
3.50
2.53
2.00
1.50
(Developed by Dr. H.R. Malcom, North Carolina State University, Dept. of Civil Engineering, and the
authors based on NOAA HYDRO-35 and USWB TP-40)

2.2.4 Time Of Concentration
Use of the rational formula requires the time of concentration (tc) for each resign point within the
drainage basin. The duration of rainfall is then set equal to the time of concentration and is used to
estimate the design average rainfall intensity (1). The time of concentration consists of an overland flow
time to the point where the runoff enters a defined drainage feature (i.e., open channel) plus the time of
flow in a closed conduit or open channel to the design point.
There are several acceptable methods for calculating the time of concentration, including a simple
nomograph for use with the rational formula or the use of routing equations such as the kinematic wave or
Kirpich equations.
2.2.4.1 Simple Nomograph
Figure 2.1 is a simple nomograph that can be used to estimate overland flow time. For each drainage
area, the distance is determined from the inlet to the most remote point in the tributary area. From a
topographic map, the average slope is determined for the same distance. The runoff coefficient (C) is
determined by the procedure described in a subsequent section of this chapter.
To obtain the total time of concentration, the pipe or open channel flow time must be calculated and
added to the inlet time. After first determining the average flow velocity in the pipe or channel, the travel
time is obtained by dividing velocity into the pipe or channel length. Velocity can be estimated by using
the nomograph shown on Figure 2.2. Note: time of concentration cannot be less than 5 minutes.
•
2.2.4.2 Kinematic Wave
Another method that can be used to determine the overland flow portion of the time of concentration is
the "Kinematic Wave Nomograph - Figure 2,3," The kinematic wave method incorporates several
variables including rainfall intensity and Manning "n". In using the nomograph, the engineer has two
unknowns starting the computations, the time of.concentration and the rainfall intensity. The problem is
attempting to determine a rainfall intensity, which in turn actually determines the time of concentration.
Thus, the problem is one of iteration. A value of "I" must be assumed, compute a time of concentration
and then check back to see if the rainfall intensity that was assumed is consistent with the rainfall

•
I
t--
EL
Z
w
U
z
F4- '
Figure 2,1
Rational Formula - Overland Time of Flow Nomograph
Cr??
0
• September 2000 edilion V •1?? l''+ t ! d? .
i
2. See Sections 6.00 and 7.00 of these Standards for horizontal and vertical
separation requirements between storm drainage pipe, water lines, and
sanitary sewer lines.
3. The Town of Holly Springs shall maintain only the storm sewer systems
within Town-maintained rights of way and on Town-owned property.
Storm drainage systems-located on private-property shall be maintained by
the property owner(s). In the event that privately-owned stoi7n drainage
systems are not maintained by the property owner, and are causing an
emergency situation, the Town of Holly Springs shall take corrective
action and back-charge the property owner for all costs associated with the
corrective action.
4. Unless prevented by topographic constraints, storm sewer shall not
discharge into front yards of lots, but shall extend to within 20 feet of the
rear property line in lots up to 1/2 acre in size and shall extend a minimum
of 150 feet from right of way in lots larger than 1/2 acre.
B. Sizing and Design
1. Storm sewer systems shall be designed on the basis of the 2-year storm for
• inlet spacing, the 10-year storm for street drainage pipe sizing, the 25-year
i storm for cross-street drainage, and the 100-year storm for flood plain
areas. The Town Engineer may require that the 500 year storm event be
used in certain instances. Pipes shall be. designed to flow 7/8 full.
2. Runoff rates shall be calculated by the Rational Method, the SCS Method,
or other acceptable procedure. Runoff computations shall be based on
rainfall data published by the National Weather Service for this area.
3. For drainage areas less than 2 square miles, the Rational Method is
recommended to calculate runoff. For drainage areas greater than 2 square
miles, the SCS Method or other recognized method is recommended,
4. Time of concentration (tc) shall be appropriate for the drainage area in
question using Kirpich Equation (Bureau of Reclamation, 1974, p. 71).
5. Storm duration shall equal the time of concentration.
6. Storm sewer pipe shall be sized in accordance with the Manning Equation.
7. Storm sewers shall be designed to provide a velocity of at least 2 feet per
second at design flow.
r r
8-4
•

Section A
Final Grading
Cale #5A Input Summary

0

•
VIJV 30VNIVd(I
•
ONOd
41%,
.7
•
•
Rainfall Table
Return Periods
Durations 2 year 5 year 10 year 25 year 50 year
5 min 5.76 6.58 7.22 8.19 8.98
10 min 4.76 5.54 6.13 7.01 7.71
15 min 4.04 4.74 5.25 6.03 6.64
20 min 3.47 4.12 4.64 5.42 5.93
30 min 2.70 3.28 3.71 4.32 4.80
40 min 2.28 2.77 3.15 3.70 4.08
50 min 1.94 2.38 2.71 3.19 3.53
60 min 1.70 2.12 2.41 2.84 3.17
Rainfall Intensities are in (in/hr)

Title: USFCC Project Project Engineer: EJK
i:\...\stormcad\novartis final storm 051908.stm StormCAD v5.6 [05.06.012.00]
05/28/08 01:04:5-MPffitntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1

Scenario: Base
•
•

Inlet Report
INLET RIM
(ft) INV IN 1
(ft) INV IN 2
(ft) 1 IN 3
(ft) INV OUT
(ft) RATIONAL AREA
"A"
(acres) LOCAL
Tc
(min) INLET
INTENSITY
(in/hr) LOCAL
INLET
RATIONAL
FLOW
(cfs)
C13-1 329.60 318.52 318.60 N/A 318.52 0.30 0.51 22.00 4.45 0.69
CB-2 327.70 319.93 N/A N/A 319.90 0.30 1.23 24.00 4.27 1.59
C13-3 327.70 321.14 N/A N/A 321.01 0.30 1.42 20.00 4.64 1.99
CB-4 327.70 322.65 N/A N/A 322.65 0.43 0.31 17.00 5.01 0.67
C13-5 327.73 323.16 N/A N/A 323.15 0.46 0.45 16.00 5.13 1.07
C13-6 329.15 325.70 324.53 N/A 324.48 0.64 1.30 15.00 5.25 4.40
CB-7 332.70 327.20 325.66 N/A 325.60 0.34 0.43 20.00 4.64 0.68
CB-8 333.30 327.90 N/A N/A 327.80 0.33 0.33 20.00 4.64 0.51
CB-9 334.00 329.20 328.37 N/A 328.34 0.31 0.86 20.00 4.64 1.25
CB-10 335.70 330.50 330.17 N/A 330.04 0.67 0.20 10.00 6.13 0.83
CB-11 335.70 331.10 N/A N/A 330.65 0.41 0.88 25.00 4.17 1.52
CB-12 334.72 328.60 N/A N/A 326.00 0.50 1.51 25.00 4.17 3.18
CB-24 338.00 333.82 N/A N/A 333.72 0.26 0.33 15.00 5.25 0.45
CB-26 338.00 334.43 N/A N/A 334.26 0.32 0.28 10.00 6.13 0.55
CB-27 335.00 N/A N/A N/A 329.70 0.28 1.94 25.00 4.17 2.29
CB-29 344.35 N/A N/A N/A 342.00 0.75 0.77 12.00 5.78 3.36
CB-50 330.20 320.40 N/A N/A 320.35 0.36 0.40 18.00 4.88 0.71
CB-51 330.07 320.98 326.70 N/A 320.90 0.60 0.18 10.00 6.13 0.67
CB-52 333.90 322.02 N/A N/A 321.90 0.75 0.48 5.00 7.22 2.62
CB-53 335.20 323.67 324.96 N/A 323.46 0.60 0.58 10.00 6.13 2.15
CB-54 335.50 325.07 324.77 N/A 324.60 0.74 0.32 10.00 6.13 1.46
CB-55 337.00 325.59 329.00 327.60 325.54 0.78 0.43 7.00 6.78 2.29
CB-56 337.00 326.96 327.00 N/A 326.91 0.65 0.16 17.00 5.01 0.52
CB-58 334.08 326.90 N/A N/A 326.04 0.45 0.58 13.00 5.60 1.47
CB-59 332.04 N/A N/A N/A 329.02 0.65 0.43 5.00 7.22 2.03
CB-60 331.95 328.45 N/A N/A 326.77 0.78 0.56 7.00 6.78 2.99
CB-62 334.00 N/A N/A N/A 330.00 0.60 0.16 5.00 7.22 0.70
CB-63 335.00 328.60 N/A N/A 328.50 0.90 0.12 5.00 7.22 0.79
CB-64 336.00 328.20 N/A N/A 328.10 0.70 0.15 8.00 6.57 0.69
CB-65 334.00 328.30 N/A N/A 328.20 0.75 0.59 5.00 7.22 3.22
CB-66 334.00 N/A N/A N/A 330.70 0.59 0.76 20.00 4.64 2.10
CB-70 336.50 325.96 332.20 N/A 325.71 0.39 0.25 14.00 5.43 0.53
CB-71 338.00 327.10 N/A N/A 327.00 0.22 0.13 10.00 6.13 0.18
CB-72 337.00 N/A N/A N/A 334.40 0.33 0.40 16.00 5.13 0.68
CB-73 338.50 330.50 N/A N/A 330.40 0.95 0.10 5.00 7.22 0.69
CB-75 335.50 329.70 N/A N/A 329.60 0.55 0.27 10.00 6.13 0.92
CB-76 335.50 330.90 N/A N/A 330.80 0.85 0.12 5.00 7.22 0.74
CB-77 335.00 331.20 N/A N/A 331.10 0.85 0.11 5.00 7.22 0.68
CB-78 334.50 N/A N/A N/A 331.80 0.80 0.18 5.00 7.22 1.05
CB-79 336.00 327.80 N/A N/A 327.70 0.45 0.28 17.00 5.01 0.64
CB-82 336.50 330.10 329.10 N/A 329.00 0.60 0.30 17.00 5.01 0.91
CB-83 336.00 330.40 N/A N/A 330.30 0.85 0.12 5.00 7.22 0.74
CB-84 336.00 331.30 N/A N/A 331.20 0.85 0.10 5.00 7.22 0.62
CB-85 335.30 331.50 N/A N/A 331.40 0.85 0.12 5.00 7.22 0.74
CB-86 335.00 331.90 N/A N/A 331.80 0.65 0.20 5.00 7.22 0.95
CB-87 336.20 N/A N/A N/A 333.20 0.71 0.21 12.00 5.78 0.87
CB-88 336.00 331.90 N/A N/A 331.80 0.85 0.04 5.00 7.22 0.25
CB-89 335.20 N/A N/A N/A 332.00 0.75 0.21 7.00 6.78 1.08
CB-90 336.00 N/A N/A N/A 332.80 0.95 0.09 5.00 7.22 0.62
CB-91 336.00 331.40 332.90 N/A 331.30 0.70 0.07 5.00 7.22 0.36
Title: USFCC Project Project Engineer: EJK
I:\...\stormcad\novartis final storm 060908.stm StormCAD v5.6 [05.06.012.00]
06/10108 02:00:4 ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 2

Scenario: Base
•
•
Inlet Report
INLET RIM
(ft) INV IN 1
(ft) INV IN 2
(ft) 1 IN 3
(ft) INV OUT
(ft) RATIONAL
"C" AREA
"A"
(acres) LOCAL
Tc
(min) INLET
INTENSITY
(in/hr) LOCAL
INLET
RATIONAL
FLOW
(cfs)
CB-92 335.90 330.20 332.10 NIA 329.95 0.60 0.47 16.00 5.13 1.46
CB-93 337.30 333.70 N/A N/A 333.60 0.38 0.76 22.00 4.45 1.30
CB-95 335.00 N/A N/A N/A 331.80 0.75 0.24 5.00 7.22 1.31
CB-96 335.00 331.20 N/A N/A 330.95 0.80 0.42 7.00 6.78 2.30
CB-109 338.50 334.90 333.78 N/A 329.00 0.39 0.27 10.00 6.13 0.65
CB-111 338.50 N/A N/A N/A 335.40 0.46 0.45 10.00 6.13 1.28
DET PIPE-68 336.45 N/A N/4 N/A 333.45 0.00 0.00 0.00 0.00 0.00
TD-20D 335.60 N/A N/A N/A 332.60 0.00 0.00 0.00 0.00 0.00
TD-67 336.90 N/A N/A N/A 333.90 0.95 0.04 5.00 7.22 0.28
TD-68 337.70 333.50 N/A N/A .333.50 0.95 0.07 5.00 7.22 0.48
TD-115 338.30 N/A N/A N/A 336.30 0.00 0.00 0.00 0.00 0.00
Tie 22A 338.80 N/A N/A N/A 332.00 0.95 0.80 5.00 7.22 5.53
Tie 25A 339.50 N/A N/A NIA 336.65 0.95 0.26 5.00 7.22 1.80
Tie 26A 340.00 N/A N/A N/A 335.00 0.95 0.50 5.00 7.22 3.46
Tie 28A 340.00 N/A N/A NIA 336.92 0.95 0.37 5.00 7.22 2.56
Tie 32A 339.50 NIA N/A N/A 332.00 0.95 0.33 5.00 7.22 2.28
Tie 80A 340.00 N/A N/A N/A 334.11 0.95 0.15 5.00 7.22 1.04
Tie 81A 340.00 N/A N/A N/A 333.49 0.95 0.58 5.00 7.22 4.01
Tie 94A 340.00 N/A N/A N/A 336.00 0.95 0.33 5.00 7.22 2.28
Tie 100A 340.00 N/A N/A N/A 336.33 0.95 0.31 5.00 7.22 2.14
Tie 102A 340.00 N/A N/A N/A 333.33 0.95 0.83 5.00 7.22 5.74
Tie 109A 340.00 N/A N/A NIA 336.92 0.95 0.16 5.00 7.22 1.11
Tie 110A 340.00 N/A N/A N/A 336.79 0.95 0.64 5.00 7.22 4.42
Title: USFCC Project Project Engineer: EJK
I:\...\stormcad\novartis final storm 060908.stm StormCAD v5.6 [05.06.012.00]
06110108 02:00:429Untley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 2 of 2
i
Scenario: Base
•

•
Pipe Report
PIPE UP.
NODE UP.
INVERT
(ft) DN.
NODE DN.
INVERT
(ft) L
(ft) S
(%) SIZE Mannings
n System
Rational
Q
(cfs) System
Tc
(min) Des.
Cap.
(cfs) Avg.
v
(fus)
P-1 CB-1 318.52 POND 317.45 103.50 1.03 42 inch 0.013 58.47 28.18 102.29 10.99
P-2 CB-2 319.90 CB-1 318.60 177.30 0.73 30 inch 0.010 20.91 27.85 45.66 9.10
P-3 CB-3 321.01 CB-2 319.93 122.70 0.88 30 inch 0.010 19.56 27.64 50.02 9.57
P-4 C13-4 322.65 CB-3 321.14 181.30 0.83 30 inch 0.010 18.01 27.31 48.66 9.18
P-5 CB-5 323.15 CB-4 322.65 59.20 0.84 30 inch 0.010 17.52 27.20 49.00 9.16
P-6 C13-6 324.48 CB-5 323.16 144.90 0.91 30 inch 0.010 16.79 26.94 50.89 9.31
P-7 CB-7 325.60 CB-6 324.53 309.90 0.35 30 inch 0.013 10.65 25.86 24.10 4.76
P-8 CB-8 327.80 CB-7 325.66 75.10 2.85 24 inch 0.013 8.77 25.73 38.19 9.87
P-9 CB-9 328.34 CB-8 327.90 61.90 0.71 24 inch 0.010 8.35 25.58 24.79 7.12
P-10 CB-10 330.04 CB-9 328.37 163.10 1.02 18 inch 0.010 5.47 25.22 13.82 7.36
P-11 CB-11 330.65 CB-10 330.17 73.60 0.65 18 inch 0.010 3.89 25.00 11.03 5.70
P-12 CB-12 326.00 0-3 324.73 140.50 0.90 15 inch 0.013 5.40 25.50 6.14 5.65
P-19 Tie 22A 332.00 MH-22 331.70 12.80 2.34 15 inch 0.013 5.53 5.00 9.89 8.28
P-20 MH-20 327.40 CB-6 325.70 83.50 2.04 15 inch 0.010 5.51 5.12 11.98 9.59
P-20A SC-20A 328.00 MH-20 327.70 10.00 3.00 12 inch 0.010 0.00 0.54 8.02 3.00
P-20B VALVE-20B 329.50 SC-20A 328.10 59.70 2.35 6 inch 0.013 0.00 0.14 0.86 2.52
P-20C MH-20C 332.00 VALVE-20B 331.50 11.00 4.55 12 inch 0.010 0.00 0.09 9.87 3.47
P-20D TD-20D 332.60 MH-20C 332.10 14.00 3.57 12 inch 0.013 0.00 0.00 6.73 2.66
P-22 MH-22 331.60 MH-20 330.40 57.40 2.09 15 inch 0.010 5.53 5.03 12.14 9.66
P-23 MH-23 329.60 CB-7 327.20 60.80 3.95 12 inch 0.010 2.26 5.29 9.20 9.69
P-24 CB-24 333.72 C13-9 329.20 221.80 2.04 12 inch 0.010 2.31 15.00 6.61 7.67
P-25 MH-25 333.98 CB-10 330.50 228.10 1.53 12 inch 0.010 1.80 5.02 5.72 6.45
P-26 CB-26 334.26 CB-11 331.10 155.10 2.04 12 inch 0.013 3.49 10.00 5.09 6.98
P-27 CB-27 329.70 CB-12 328.60 133.30 0.83 15 inch 0.013 2.29 25.00 5.87 4.48
P-28 MH-28 335.15 CB-24 333.82 129.30 1.03 12 inch 0.010 2.56 5.03 4.70 6.11
P-29 Tie 26A 335.00 CB-26 334.43 18.10 3.15 10 inch 0.013 3.46 5.00 3.89 6.34
P-30 Tie 25A• 336.65 MH-25 336.40 9.00 2.78 10 inch 0.013 1.80 5.00 3.65 6.67
P-31 Tie 28A 336.92 MH-28 336.70 12.40 1.77 10 inch 0.013 2.56 5.00 2.92 6.03
P-32 MH-32 331.50 MH-23 329.70 108.10 1.67 12 inch 0.010 2.28 5.04 5.98 7.10
P-33 Tie 32A 332.00 MH-32 331.60 15.80 2.53 10 inch 0.013 2.28 5.00 3.49 6.81
P-50 CB-50 320.35 CB-1 318.52 223.90 0.82 36 inch 0.010 40.37 24.53 78.39 11.18
P-51 CB-51 320.90 CB-50 320.40 61.60 0.81 36 inch 0.010 39.84 24.43 78.11 11.11
P-52 CB-52 321.90 CB-51 320.98 115.00 0.80 36 inch 0.010 35.72 24.26 77.55 10.75
P-53 CB-53 323.46 CB-52 322.02 199.20 0.72 36 inch 0.010 34.42 23.93 73.72 10.26
P-54 CB-54 324.60 CB-53 323.67 131.20 0.71 36 inch 0.010 27.32 23.70 73.00 9.59
P-55 CB-55 325.54 CB-54 324.77 102.20 0.75 30 inch 0.013 23.94 23.49 35.60 7.79
P-56 CB-56 326.91 CB-55 325.59 102.90 1.28 30 inch 0.013 21.08 23.30 46.45 9.23
P-57 MH-57 327.33 CB-56 326.96 56.80 0.65 15 inch 0.013 3.01 10.03 5.21 2.45
P-58 CB-58 326.04 CB-54 325.07 151.50 0.64 15 inch 0.013 3.22 13.00 5.17 4.44
P-59 CB-59 329.02 CB-60 328.45 83.80 0.68 12 inch 0.013 2.03 5.00 2.94 4.04
P-60 CB-60 326.77 MH-61 322.99 77.10 4.90 18 inch 0.013 4.90 7.00 23.26 10.43
P-61 MH-61 322.89 0-2 322.42 54.90 0.86 18 inch 0.013 4.88 7.12 9.72 5.51
P-62 CB-62 330.00 CB-63 328.60 76.40 1.83 12 inch 0.013 0.70 5.00 4.82 4.37
P-63 CB-63 328.50 CB-64 328.20 14.50 2.07 12 inch 0.010 1.47 5.29 6.66 6.81
P-64 CB-64 328.10 CB-58 326.90 60.20 1.99 12 inch 0.013 2.05 8.00 5.03 6.07
P-65 CB-65 328.20 CB-51 326.70 70.10 2.14 12 inch 0.010 4.13 20.49 6.77 9.05
P-66 CB-66 330.70 CB-65 328.30 161.00 1.49 12 inch 0.013 2.10 20.00 4.35 5.49
P-67 TD-67 333.90 J-67A 333.70 36.00 0.56 8 inch 0.013 0.28 5.00 0.90 2.50
P-67A J-67A 333.70 TD-68 333.50 29.00 0.69 12 inch 0.013 0.27 5.24 2.96 2.62
P-68 TD-68 333.50 MH-68A 333.45 5.50 0.91 12 inch 0.013 0.75 5.42 3.40 3.60
P-68A MH-68A 333.45 V-68B 333.40 10.50 0.48 12 inch 0.013 0.75 5.45 2.46 2.84
Title: USFCC Project Project Engineer: EJK
is\...\stormcad\novartis final storm 060908.stm StormCAD v5.6 [05.06.012.00]
06/10/08 02:01:4ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 2

Scenario: Base
•

•
Pipe Report
PIPE UP.
NODE UP.
INVERT
(ft) DN.
NODE DN.
INVERT
(ft) L
(ft) S
(%) SIZE Mannings
n System
Rational
Q
(cfs) System
Tc
(min) Des.
Cap.
(cfs) Avg.
v
(ftfs)
PI -68B V-68B 329.90 SC-68C 329.20 36.70 1.91 6 inch 0.013 0.75 5.51 0.77 4.32
P-68C SC-68C 329.10 CB-55 329.00 21.30 0.47 8 inch 0.013 0.75 5.65 0.83 2.70
P-68D DET PIPE-6 333.45 MH-68A 333.45 40.00 0.00 24 inch 0.010 0.00 0.00 0.00 0.00
P-70 CB-70 325.71 CB-53 324.96 98.00 0.77 18 inch 0.010 6.74 16.84 11.95 6.96
P-71 CB-71 327.00 CB-70 325.96 53.60 1.94 15 inch 0.013 6.65 10.78 9.00 8.02
P-72 CB-72 334.40 CB-70 332.20 214.00 1.03 12 inch 0.010 0.68 16.00 4.70 4.26
P-73 CB-73 330.40 MH-74 330.10 21.40 1.40 12 inch 0.013 1.71 5.34 4.22 5.09
P-74 MH-74 330.00 CB-55 327.60 124.90 1.92 12 inch 0.013 1.71 5.41 4.94 5.71
P-75 CB-75 329.60 MH-57 329.26 16.20 2.10 12 inch 0.010 3.02 10.00 6.71 8.31
P-76 CB-76 330.80 CB-75 329.70 56.70 1.94 12 inch 0.013 2.45 5.27 4.96 6.30
P-77 CB-77 331.10 CB-76 330.90 14.50 1.38 12 inch 0.010 1.72 5.23 5.44 6.14
P-78 CB-78 331.80 CB-77 331.20 56.20 1.07 12 inch 0.013 1.05 5.00 3.68 4.04
P-79 CB-79 327.70 CB-56 327.00 22.20 3.15 24 inch 0.013 18.51 23.27 40.17 12.52
P-80 MH-80 331.50 CB-73 330.50 78.20 1.28 12 inch 0.013 1.04 5.04 4.03 4.30
P-81 MH-81 328.50 CB-79 327.80 100.30 0.70 24 inch 0.010 18.03 23.08 24.57 8.55
P-82 CB-82 329.00 MH-81 328.60 72.70 0.55 18 inch 0.013 5.42 17.00 7.79 3.07
P-83 CB-83 330.30 CB-82 330.10 14.00 1.43 12 inch 0.010 3.61 5.60 5.54 7.51
P-84 CB-84 331.20 CB-83 330.40 56.70 1.41 12 inch 0.013 2.89 5.43 4.23 5.80
P-85 CB-85 331.40 CB-84 331.30 14.00 0.71 12 inch 0.010 2.28 5.39 3.91 5.17
P-86 CB-86 331.80 CB-85 331.50 57.90 0.52 12 inch 0.013 1.56 5.11 2.56 3.43
P-87 CB-91 331.30 CB-82 329.10 52.60 4.18 12 inch 0.013 2.26 12.12 7.29 8.18
P-88 CB-88 331.80 CB-91 331.40 56.60 0.71 12 inch 0.013 1.31 7.06 2.99 3.68
P-89 CB-89 332.00 CB-88 331.90 14.70 0.68 12 inch 0.010 1.08 7.00 3.82 4.18
P-90 Tie 81A 333.49 MH-81 331.50 94.70 2.10 12 inch 0.013 4.01 5.00 5.16 7.27
P-91 CB-87 333.20 CB-91 332.90 32.80 0.91 12 inch 0.010 0.87 12.00 4.43 4.38
P-92 CB-92 329.95 MH-98 329.30 108.40 0.60 18 inch 0.013 6.24 22.39 8.13 3.53
P-93 CB-93 333.60 CB-92 332.10 144.50 1.04 12 inch 0.010 2.70 22.00 4.72 6.21
P-94 MH-94 333.90 CB-93 333.70 14.10 1.42 12 inch 0.010 2.27 5.23 5.52 6.68
P-95 CB-96 330.95 CB-92 330.20 74.70 1.00 15 inch 0.013 3.53 7.00 6.47 2.88
P-96 CB-95 331.80 CB-96 331.20 61.20 0.98 12 inch 0.013 1.31 5.00 3.53 4.16
P-97 Tie 94A 336.00 MH-94 334.00 90.00 2.22 10 inch 0.013 2.28 5.00 3.27 6.48
P-98 MH-98 329.20 MH-81 328.60 65.20 0.92 18 inch 0.010 10.94 22.90 13.10 6.19
P-99 MH-99 332.40 MH-98 329.30 311.50 1.00 18 inch 0.010 7.80 5.35 13.62 7.97
P-100 MH-100 333.20 MH-99 332.80 77.70 0.51 12 inch 0.010 2.14 5.06 3.32 4.49
P-101 Tie 100A 336.33 MH-100 335.69 23.60 2.71 10 inch 0.013 2.14 5.00 3.61 6.90
P-102 MHA 02 333.00 MH-99 332.80 23.60 0.85 15 inch 0.010 5.73 5.04 7.73 6.90
P-103 Tie 102A 333.33 MH-102 333.10 16.90 1.36 15 inch 0.013 5.74 5.00 7.54 6.76
P-104 Tie 80A 334.11 MH-80 333.75 12.80 2.81 8 inch 0.013 1.04 5.00 2.03 5.84
P-105 CB-90 332.80 CB-86 331.90 36.50 2.47 12 inch 0.010 0.62 5.00 7.27 5.66
P-109 CB-109 329.00 CB-71 327.10 121.90 1.56 15 inch 0.013 6.53 10.50 8.06 7.32
P-110 MHA 10 336.00 MHA 14 335.60 34.70 1.15 15 inch 0.010 4.42 5.02 9.02 7.31
P-111 CB-111 335.40 CB-109 333.78 134.40 1.21 12 inch 0.013 1.28 10.00 3.91 4.46
P-112 Tie 109A 336.92 MHA 14 336.70 8.00 2.75 8 inch 0.013 1.11 5.00 2.00 5.88
P-113 Tie 110A 336.79 MH-110 336.60 8.00 2.37 15 inch 0.013 4.42 5.00 9.95 7.87
P-114 MH-114 335.50 CB-109 334.90 51.80 1.16 15 inch 0.010 5.52 5.10 9.04 7.73
P-115 TD-115 336.30 CO-116 336.25 8.00 0.63 12 inch 0.010 0.00 0.00 3.66 0.49
P-116 CO-116 334.40 MH-74 334.20 39.00 0.51 6 inch 0.013 0.00 0.27 0.40 0.43
P-120 CB-29 342.00 0-6 341.50 48.20 1.04 12 inch 0.010 3.36 12.00 4.72 6.52
Title: USFCC Project Project Engineer: EJK
is\...\stormcad\novartis final storm 060908.stm Storm CAD v5.6 (05.06.012.001
06/10/08 02:01:4,_ ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 2 of 2

0

Section B
Final Grading
Cale ##5A StormCAD Reports

Calculation Results Surnmarnj
Scenario: Base
»» Info: Subsurface Network Rooted by: 0-3
»» Info: Subsurface Analysis iterations: 2
»» Info: Convergence was achieved.
»» Info: Subsurface Network Rooted by: 0-6
»» Info: Subsurface Analysis iterations: 2
»» Info: Convergence was achieved.
»» Info: Subsurface Network Rooted by: 0-2
»» Info: Subsurface Analysis iterations: 2
»» Info: Convergence was achieved.
»» Info: Subsurface Network Rooted by: POND
»» Info: Subsurface Analysis iterations: 2
»» Info: Convergence was achieved.
CALCULATION SUMMARY FOR SURFACE NETWORKS
I Label I Inlet I Inlet 1 Total I Total I Capture I Gutter 1 Gut
I I Type I I Intercepted I Bypassed I Efficiency I Spread I Dex
I I I I Flow I Flow I (%) I (ft), I (f
• I I I I (cfs) I

- (cfs)
--- I
I
I
I CB-60 I Generic Inlet I Generic Default 100% 1 2.99 1 0.00 1 100.0 1 0.00 1 C
I CB-59 I Generic Inlet I Generic Default 100% 1 2.03 I 0.00 I 100.0 I 0.00 I C
I CB-12 I Generic Inlet I Generic Default 100% I 3.18 I 0.00 I 100.0 I 0.00 I C
I CB-27 I Generic Inlet I Generic Default 100°% I 2.29 I 0.00 I 100.0 I 0.00 I C
I CB-29 I Generic Inlet 1 Generic Default 100% 1 3.36 I 0.00 1 100.0 1 0.00 1 C
I CB-55 I Generic Inlet I Generic Default 100% I 2.29 I 0.00 I 100.0 I 0.00 I C
I CB-54 I Generic Inlet 1 Generic Default 100% I 1.46 1 0.00 I 100.0 I 0.00 1 C
CB-53 I Generic Inlet I Generic Default 100% I 2.15 I 0.00 I 100.0 I 0.00 I C
I CB-52 I Generic Inlet I Generic Default 100% I 2.62 I 0.00 I 100.0 1 0.00 I C
I CB-51 I Generic Inlet I Generic Default 100% 1 0.67 1 0.00 I 100.0 1 0.00 I C
I CB-50 1 Generic Inlet I Generic Default 100% I 0.71 I 0.00 I 100.0 1 0.00 1 C
CB-70 I Generic Inlet I Generic Default 100% I 0.53 1 0.00 I 100.0 1 0.00 1 C
I CB-71 1 Generic Inlet 1 Generic Default 100% I 0.18 I 0.00 I 100.0 I 0.00 I C
I CB-109 1 Generic Inlet I Generic Default 100% I 0.65 I 0.00 1 100.0 I 0.00 I C
I CB-72 1 Generic Inlet 1 Generic Default 100% I 0.68 I 0.00 1 100.0 I 0.00 1 C
I CB-56 I Generic Inlet 1 Generic Default 100% 1 0.52 I 0.00 I 100.0 I 0.00 I C
I CB-79 I Generic Inlet 1 Generic Default 100% 1 0.64 I 0.00 I 100.0 I 0.00 I C
I CB-6 I Generic Inlet I Generic Default 100% 1 4.40 I 0.00 I 100.0 I 0.00 I C
1 CB-5 I Generic Inlet I Generic Default 100% I 1.07 I 0.00 I 100.0 I 0.00 1 C
I CB-4 1 Generic Inlet I Generic Default 100% I 0.67 I 0.00 I 100.0 I 0.00 I C
I CB-3 1 Generic Inlet I Generic Default 100% 1 1.99 I 0.00 1 100.0 I 0.00 I C
I CB-2 I Generic Inlet 1 Generic Default 100°% 1 1.59 I 0.00 1 100.0 I 0.00 I C
I CB-1 I Generic Inlet I Generic Default 100% I 0.69 I 0.00 I 100.0 I 0.00 I C
I CB-7 I Generic Inlet I Generic Default 100% I 0.68 I 0.00 I 100.0 I 0.00 I C
1 CB-24 I Generic Inlet 1 Generic Default 100°% I 0.45 I 0.00 I 100.0 I 0.00 I C
I CB-26 I Generic Inlet I Generic Default 100% I 0.55 I 0.00 I 100.0 I 0.00 I C
I CB-11 I Generic Inlet I Generic Default 100% I 1.52 1 0.00 1 100.0 1 0.00 1 C
I CB-10 I Generic Inlet I Generic Default 100% I 0.83 I 0.00 I 100.0 I 0.00 1 C
I CB-9 I Generic Inlet I Generic Default 100% I 1.25 I 0.00 I 100.0 I 0.00 I C
CB-8 1 Generic Inlet 1. Generic Default 100% I 0.51 I 0.00 I 100.0 I 0.00 I C
CB-58 1 Generic Inlet I Generic Default 100% I 1.47 1 0.00 I 100.0 I 0.00 I C
I CB-92 1 Generic Inlet I Generic Default 100% I 1.46 I 0.00 1 100.0 I 0.00 1 C
I CB-93 1 Generic Inlet I Generic Default 100% I 1.30 I 0.00 1 100.0 I 0.00 I C
I CB-96 I Generic Inlet I Generic Default 100% 1 2.30 1 0.00 1 100.0 1 0.00 1 C
Title: USFCC Project Project Engineer: EJK
is\...\stormcad\novartis final storm 060908.stm StormCAD v5.6 [05.06.012.00]
06/10108 02:00:019'IFmntley Syste ms, Inc. Haestad Methods Solution Center Watertown, CT 0 6795 USA [phone] Page 1 of 6

Calculation Results Summary
•
•
CB-95 I Generic Inlet I Generic Default 100% 1 1.31 1 0.00 1 100.0 1 0.00
Tie 100A I Generic Inlet I Generic Default 100% 1 2.14 I 0.00 1 100.0 1 0.00
Tie 102A I Generic Inlet I Generic Default 100% I 5.74 I 0.00 I 100.0 1 0.00
Tie 81A I Generic Inlet I Generic Default 100% I 4.01 1 0.00 I 100.0 1 0.00
CB-82 I Generic Inlet I Generic Default 100% I 0.91 1 0.00 I 100.0 I 0.00
CB-83 I Generic Inlet I Generic Default 100% I 0.74 I 0.00 I 100.0 I 0.00
CB-84 I Generic Inlet I Generic Default 100% ( 0.62 I 0.00 I 100.0 I 0.00
CB-85 I Generic Inlet I Generic Default 100% I 0.74 1 0.00 I 100.0 I 0.00
CB-86 I Generic Inlet I Generic Default 100% I 0.95 I 0.00 1 100.0 I 0.00
CB-91 I Generic Inlet I Generic Default 100% I 0.36 1 0.00 1 100.0 I 0.00
CB-88 I Generic Inlet I Generic Default 100% I 0.25 I 0.00 I 100.0 I 0.00
CB-89 I Generic Inlet I Generic Default 100% I 1.08 I 0.00 I 100.0 1 0.00
CB-87 I Generic Inlet I Generic Default 100% I 0.87 I 0.00 I 100.0 1 0.00
Tie 94A I Generic Inlet I Generic Default 100% 1 2.28 I 0.00 I 100.0 1 0.00
Tie 26A I Generic Inlet I Generic Default 100% 1 3.46 I 0.00 I 100.0 1 0.00
Tie 109A I Generic Inlet I Generic Default 100% 1 1.11 1 0.00 1 100.0 I 0.00
CB-111 I Generic Inlet 1 Generic Default 100% 1 1.28 I 0.00 1 100.0 1 0.00
Tie 110A I Generic Inlet I Generic Default 100% 1 4.42 1 0.00 1 100.0 I 0.00
CB-73 I Generic Inlet I Generic Default 100% 1 0.69 I 0.00 1 100.0 I 0.00
Tie 80A I Generic Inlet I Generic Default 100% 1 1.04 1 0.00 I 100.0 I 0.00
Tie 25A 1 Generic Inlet I Generic Default 100% 1 1.80 I 0.00 I 100.0 I 0.00
Tie 28A I Generic Inlet I Generic Default 100% I 2.56 1 0.00 I 100.0 I 0.00
Tie 22A I Generic Inlet I Generic Default 100% I 5.53 I 0.00 I 100.0 I 0.00
Tie 32A I Generic Inlet I Generic Default 100% I 2.28 I 0.00 I 100.0 I 0.00
CB-64 I Generic Inlet I Generic Default 100% I 0.69 I 0.00 I 100.0 I 0.00
CB-63 I Generic Inlet I Generic Default 100% I 0.79 I 0.00 I 100.0 I 0.00
CB-65 I Generic Inlet I Generic Default 100% 1 3.22 I 0.00 I 100.0 1 0.00
CB-66 1 Generic Inlet 1 Generic Default 100% 1 2.10 I 0.00 1 100.0 I 0.00
CB-62 I Generic Inlet I Generic Default 100% 1 0.70 I 0.00 I 100.0 I 0.00
CB-76 I Generic Inlet 1 Generic Default 100% 1 0.74 I 0.00 I 100.0 I 0.00
CB-77 I Generic Inlet I Generic Default 100°% 1 0.68 I 0.00 I 100.0 I 0.00
CB-78 I Generic Inlet I Generic Default 100% I 1.05 1 0.00 I 100.0 I 0.00
CB-75 1 Generic Inlet I Generic Default 100% I 0.92 1 0.00 I 100.0 I 0.00
TD-20D I Generic Inlet I Generic Default 100% I 0.00 I 0.00 I 100.0 I 0.00
TD-68 I Generic Inlet (.Generic Default 100% I 0.48 I 0.00 I 100.0 I 0.00
TD-67 I Generic Inlet I Generic Default 100% I 0.28 I 0.00 I 100.0 1 0.00
DET PIPE-68 I Generic Inlet 1 Generic Default 100% 1 0.00 I 0.00 I 100.0 1 0.00
TD-115 I Generic Inlet I Generic Default 100% 1 0.00 I 0.00 I 100.0 I 0.00
CB-90 I Generic Inlet I Generic Default 100% 1 0.62 I 0.00 1 100.0 I 0.00
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-2
Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
I I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
I Sections I I I I Flow I (ft/s) j Upstream I Downstream I
I I I I I I (cfs)
- I I
---------- (ft) 1
I-----------I (ft) I
------------I
I-------
I P-61 1----------I---------I
I 1 118 inch I ----------
Circular I--------
1 54.90 I-------
I 4.88 I
I 5.51 I 323.74 1 323.17 I
i P-60 I 1 118 inch I Circular I 77.10 1 4.90 I 10.43 I 327.62 I 323.95 1
P-59
-------- I 1 112 inch I
---------------------- Circular
---------- I 83.80
--------- I 2.03
--------- 1 4.04
----------- I 329.63 I
------------- 329.06 1
-------------
I Label I Total I Ground I Hydraulic I Hydraulic I
I I System I Elevation I Grade I Grade I
1 I Flow I (ft) I Line In I Line Out I
1 I (cfs) I I (ft) I (ft) I
• I-------I
1 0-2 1 --------I
4.86 I ----------- I
326.00 I -----------
322.42 I-----------I
I 322.42 I
I MH-61 1 4.88 I 328.70 I 323.95 I 323.74 I
I CB-60 I 4.90 I 332.30 I 327.90 I 327.62 I
I CB-59
--------- I 2.03 I
--------- 332.30 I
------------ 329.63
----------- I 329.63 I
-------------
Title: USFCC Project Project Engineer: EJK
is\...\stormcad\novartis final storm 060908.stm StormCAD v5.6 [05.06.012.00]
06110108 02:00:01ZFMntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 2 of 6

Calculation Results Surnmi arry
r]
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-3
I Label I Number I Section I Section I Length I Total I Average I hyarauiac nyuiauiiu i
I of 1 Size I Shape 1 (ft) I System I Velocity I Grade I Grade 1
I I Sections I I I I Flow I (ft/s) I Upstream I Downstream 1
I I I I I I (cfs) I
---- I (ft) I
I-----------I (ft) I
------------I
1-------I----------I---------
P-12 1 1 1 15 inch I----------
1 Circular I--------
1 140.50 I--------
1 5.40 I------
1 5.65 1 326.94 1 325.64 1
I P-27 1 1 1 15 inch I Circular 1 133.30 1 2.29 1 4.48 1 330.30 1 329.14 1
Label 1 Total 1 Ground I Hydraulic I Hydraulic I
I I System I Elevation 1 Grade 1 Grade I
I Flow 1 (ft) 1 Line In I Line Out 1
I I (cfs) I I
----- (ft)
----------- I (ft) I
I-----------I
I-------I
1 0-3 1 --------
5.35 I------
1
I 328.50 1 324.73 I 324.73 1
1 CB-12 1 5.40 1 334.72 1 327.22 I 326.94 1
CB-27
-------- 1 2.29
--------- I 335.00
------------ I 330.30
------------ 1 330.30 1
-------------
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-6
I Label I Number I Section 1 Section I Length I Total I Average I Hydraulic 1 Hydraulic 1
I I of 1 Size I Shape I (ft) I System I Velocity I Grade 1 Grade 1
I I Sections I I I I Flow I (ft/s) I Upstream I Downstream 1
I I I I I I (cfs) I I
-------1 (ft) I
-----------1 (ft) I
------------I
1-------I----------I---------I----------I--------I--------
I P-120 1 1 1 12 inch I Circular 1 48.20 1 3.36
---------------------------------------------------------- I---
1 6.52
------------ 1 342.78
----------- 1 .342.14 1
--------------
Label I Total I Ground I Hydraulic 1 Hydraulic 1
I I System I Elevation I Grade I Grade 1
Flow I (ft) I Line In I Line Out I
I I (cfs) I I
----- (ft) I
----------- (ft) I
I-----------I
1-------I--------I
1 0-6 1 3.35 I I
------
344.00 1 341.50 1 341.50 1
1 CB-29 1 3.36 I
------------------ 344.35 1
------------ 342.78
----------- 1 342.78 1
-------------
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: POND
I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
I I of 1 Size 1 Shape 1 (ft) 1 System 1 Velocity I Grade I Grade I
I I Sections I I I I Flow I (ft/s) I Upstream I Downstream I
I I I I I I (cfs) I I
----------I (ft)
---------- I (ft) I
-I------------I
1-------I
P-1 1 ----------I
1 1 ---
42 ------I
inch I ----------I
Circular 1 --------
103.50 I--------I
1 58.63 I 10.99 I 320.92 1 319.41 1
P-2 1 1 1 30 inch I Circular 1 177.30 1 20.97 I 9.10 1 322.13 I 321.89 1
1 P-50 I 1 1 36 inch I Circular 1 223.90 1 40.47 1 11.18 I 322.42 I 321.89 1
1 P-3 I 1 1 30 inch I Circular 1 122.70 1 19.62 I 9.57 1 322.51 1 322.32 1
P-51 I 1 1 36 inch I Circular I 61.60 I 39.94 I 11.11 I 322.96 1 322.99 1
P-4 1 1 1 30 inch 1 Circular 1 181.30 I 18.07 I 9.18 1 324.09 1 322.89 1
1 P-52 I 1 1 36 inch I Circular 1 115.00 1 35.82 I 10.75 1 323.85 1 323.61 1
P-65 1 1 1 12 inch I Circular 1 70.10 I 4.13 I 9.05 1 329.06 1 327.28 1
P-5 I 1 1 30 inch I Circular I 59.20 I 17.58 1 9.16 1 324.57 1 324.45 1
1 P-53 I 1 1 36 inch I Circular 1 199.20 I 34.52 I 10.26 1 325.37 1 324.27 1
Title: USFCC Project Project Engineer: EJK
is\...\stormcad\novartis final storm 060908.stm Storm CAD v5.6 [05.06.012.00]
06/10/08 02:00:019FIR.tntley Systems, Inc. Haestad Meth ods Solution Center Watertown, CT 067 95 USA [phone] Page 3 of 6

Calculation Results Surelrnary
•
•
P-66 I 1 1 12 inch I Circular 1 161.00 1 2.10 1 5.49 1 331.32 1 329.37
P-6 I 1 1 30 inch I Circular 1 144.90 1 16.85 1 9.31 1 325.87 1 324.92
P-70 1 1 1 18 inch I Circular 1 98.00 1 6.74 1 6.96 1 326.71 1 325.77
P-54 1 1 1 36 inch 1 Circular 1 131.20 I 27.42 1 9.59 I 326.29 1 325.86
P-7 I 1 1 30 inch I Circular 1 309:90 1 10.65 1 4.76 1 326.76 1 326.26
P-20 1 1 1 15 inch I Circular 1 83.50 1 5.57 I 9.59 1 328.36 1 326.31
P-71 1 1 1 15 inch I Circular 1 53.60 1 6.65 1 8.02 1 328.04 1 327.07
P-72 1 1 1 12 inch I Circular 1 214.00 1 0.68 1 4.26 1 334.74 1 332.46
P-58 1 1 1 15 inch 1 Circular 1 151.50 1 3.22 1 4.44 1 327.13 1 326.78
P-55 I 1 1 30 inch 1 Circular 1 102.20 1 24.04 I 7.79 1 327.21 1 326.78
P-23 1 1 1 12 inch I Circular 1 60.80 1 2.26 1 9.69 1 330.24 1 327.54
P-8 1 1 1 24 inch I Circular 1 75.10 1 8.77 1 9.87 1 328.86 1 327.01
P-20A 1 1 1 12 inch 1 Circular 1 10.00 1 0.06 1 3.00 1 328.74 1 328.74
P-22 1 1 1 15 inch I Circular 1 57.40 1 5.53 1 9.66 1 332.55 1 331.03
P-109 1 1 1 15 inch I Circular 1 121.90 1 6.53 1 7.32 1 330.03 1 328.50
P-64 1 1 1 12 inch I Circular 1 60.20 1 2.05 1 6.07 1 328.71 1 327.34
P-68C 1 1 1 8 inch I Circular 1 21.30 1 0.85 1 2.70 1 329.62 1 329.44
P-56 1 1 1 30 inch I Circular 1 102.90 1 21.08 1 9.23 1 328.47 1 327.95
P-74 1 1 1 12 inch I Circular 1 124.90 1 1.71 1 5.71 1 330.56 1 328.01
P-32 1 1 1 12 inch I Circular 1 108.10 1 2.28 1 7.10 1 332.15 1 330.41
P-9 1 1 1 24 inch I Circular 1 61.90 1 8.35 1 7.12 1 329.37 1 329.07
P-20B 1 1 6 inch I Circular 1 59.70 1 0.06 1 2.52 1 329.62 1 328.74
P-19 I 1 1 15 inch I Circular 1 12.80 1 5.53 1 8.28 1 332.95 1 332.93
P-114 1 1 1 15 inch 1 Circular 1 51.80 1 5.52 1 7.73 1 336.45 1 335.63
P-111 1 1 1 12 inch I Circular 1 134.40 1 1.28 1 4.46 1 335.88 1 334.17
P-63 1 1 1 12 inch I Circular 1 14.50 1 1.47 1 6.81 1 329.01 1 328.92
P-68B 1 1 1 6 inch I Circular 1 36.70 1 0.85 1 4.32 1 330.54 1 329.70
P-79 1 1 1 24 inch I Circular 1 22.20 1 18.51 1 12.52 1 329.25 1 328.94
P-57 1 1 1 15 inch I Circular 1 56.80 1 3.01 1 2.45 1 329.06 1 328.94
P-116 1 1 1 6 inch I Circular 1 39.00 1 0.00 1 0.43 1 334.42 1 334.22
P-73 1 1 1 12 inch I Circular 1 21.40 1 1.71 1 5.09 1 330.96 1 330.69
P-33 1 1 1 10 inch I Circular I 15.80 1 2.28 1 6.81 1 332.67 1 332.31
P-10 I 1 1 18 inch I Circular 1 163.10 1 5.47 1 7.36 1 330.94 1 329.66
P-24 1 1 1 12 inch I Circular 1 221.80 1 2.31 1 7.67 1 334.37 1 329.61
P-20C 1 1 1 12 inch 1 Circular 1 11.00 1 0.06 1 3.47 1 332.10 1 331.56
P-112 1 1 1 8 inch 1 Circular 1 8.00 1 1.11 1 5.88 1 337.42 1 337.08
P-110 1 1 1 15 inch I Circular 1 34.70 1 4.42 1 7.31 1 336.85 1 336.83
P-62 1 1 1 12 inch 1 Circular 1 76.40 1 0.70 1 4.37 1 330.35 1 329.12
P-68A 1 1 1 12 inch 1 Circular 1 10.50 1 0.85 1 2.84 1 333.86 1 333.79
P-81 1 1 1 24 inch 1 Circular 1 100.30 1 18.03 1 8.55 1 330.03 1 329.72
P-75 1 1 1 12 inch I Circular 1 16.20 1 3.02 1 8.31 1 330.34 1 329.80
P-115 1 1 1 12 inch I Circular 1 8.00 1 0.00 1 0.49 1 336.31 1 336.26
P-80 1 1 1 12 inch I Circular 1 78.20 1 1.04 1 4.30 1 331.93 1 331.09
P-11 1 1 1 18 inch I Circular 1 73.60 1 3.89 I 5.70 I 331.40 1 331.17
P-25 1 1 1 12 inch I Circular 1 228.10 1 1.80 1 6.45 1 334.55 1 331.17
P-28 1 1 1 12 inch 1 Circular 1 129.30 1 2.56 1 6.11 I 335.84 1 334.60
P-20D 1 1 1 12 inch 1 Circular 1 14.00 1 0.06 1 2.66 I 332.70 1 332.17
P-113 1 1 1 15 inch 1 Circular I 8.00 1 4.42 1 7.87 1 337.64 1 337.28
P-68D 1 1 1 24 inch 1 Circular 1 40.00 1 0.00 1 0.00 1 333.93 1 333.93
P-68 1 1 1 12 inch I Circular 1 5.50 1 0.85 1 3.60 1 333.90 1 333.93
P-82 1 1 1 18 inch I Circular 1 72.70 1 5.42 1 3.07 1 330.98 1 330.79
P-90 1 1 1 12 inch 1 Circular 1 94.70 1 4.01 1 7.27 1 334.34 1 332.16
P-98 1 1 1 18 inch I Circular I 65.20 1 10.94 I 6.19 1 331.21 1 330.79
P-76 1 1 1 12 inch 1 Circular 1 56.70 1 2.45 1 6.30 1 331.47 1 330.56
P-104 1 1 1 8 inch 1 Circular 1 12.80 1 1.04 1 5.84 1 334.59 1 334.10
P-26 1 1 1 12 inch 1 Circular 1 155.10 1 3.49 1 6.98 1 335.06 1 331.71
P-30 1 1 1 10 inch 1 Circular 1 9.00 1 1.80 1 6.67 1 337.25 1 336.86
P-31 1 1 1 10 inch 1 Circular 1 12.40 1 2.56 1 6.03 1 337.63 1 337.32
P-67A 1 1 1 12 inch 1 Circular 1 29.00 1 0.39 1 2.62 1 333.99 1 334.00
P-87 1 1 1 12 inch I Circular 1 52.60 1 2.26 1 8.18 1 331.94 1 331.10
P-83 1 1 1 12 inch 1 Circular 1 14.00 1 3.61 1 7.51 1 331.11 1 331.10
2-92 1 1 1 18 inch 1 Circular 1 108.40 1 6.24 1 3.53 1 332.07 1 331.69
P-99 1 1 1 18 inch 1 Circular 1 311.50 1 7.80 1 7.97 1 333.48 1 331.69
P-77 1 1 1 12 inch I Circular 1 14.50 1 1.72 1 6.14 ( 331.66 1 331.62
P-29 1 1 1 10 inch 1 Circular 1 18.10 1 3.46 1 6.34 1 335.84 1 335.39
P-67 1 1 1 8 inch 1 Circular 1 36.00 1 0.40 1 2.50 334.21 1 334.05
Title: USFCC Project Project Engineer: EJK
i:\...\stormcad\novartis final storm 060908.stm StormCAD v5.6 [05.06.012.00]
06/10108 02:00:010:?Mntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 4 of 6
Calculation Results Summary
P :l.d
• I P-88 I 1 1 12 inch I Circular I 56.60 1 1.31 1 3.68 1 332.28 1 332.19 1
1 P-91 1 1 1 12 inch I Circular 1 32.80 1 0.87 1 4.38 1 333.59 1 333.20 1
P-84 1 1 1 12 inch I Circular 1 56.70 1 2.89 I 5.80 1 331.93 I 331.33 1
P-93 1 1 1 12 inch 1 Circular 1 144.50 1 2.70 I 6.21 1 334.30 1 332.64 1
I P-95 I 1 1 15 inch I Circular 1 74.70 1 3.53 1 2.88 1 332.46 1 332.24 1
P-102 1 1 1 15 inch I Circular 1 23.60 1 5.73 I 6.90 1 333.97 1 333.79 1
1 P-100 I 1 1 12 inch 1 Circular 1 77.70 I 2.14 1 4.49 1 333.82 1 333.79 1
P-78 1 1 1 12 inch I Circular 1 56.20 1 1.05 1 4.04 1 332.23 1 331.77 1
1 P-89 I 1 1 12 inch I Circular 1 14.70 1 1.08 I 4.18 1 332.44 1 332.40 1
P-85 1 1 1 12 inch 1 Circular 1 14.00 1 2.28 I 5.17 1 332.05 1 332.10 1
I P-94 1 1 1 12 inch I Circular 1 14.10 1 2.27 1 6.68 1 334.54 1 334.56 1
P-96 1 1 1 12 inch I Circular 1 61.20 1 1.31 1 4.16 1 332.61 1 332.54
1 P-103 1 1 1 15 inch 1 Circular 1 16.90 I 5.74 1 6.76 1 334.43 1 334.36 1
1 P-101 1 1 1 10 inch I Circular 1 23.60 1 2.14 1 6.90 1 336.99 1 336.17 1
P-86 1 1 1 12 inch 1 Circular 1 57.90 1 1.56 1 3.43 1 332.36 I 332.22 1
P-97 1 1 1 10 inch I Circular 1 90.00 1 2.28 1 6.48 1 336.67 1 334.77 1
P-105 1
-------------- 1 1 12
--------- inch I Circular
---------------- 1 36.50
---------- 1 0.62 1
------------ 5.66 1
---------- 333.13 1
------------ 332.36 1
------------

Label I Total 1 Ground I Hydraulic 1 Hydraulic 1
I 1 System 1 Elevation I Grade 1 Grade 1
I 1 Flow 1 (ft) ( L ine In I Line Out 1
1 (cfs) I I
---------
---
- (ft) 1
--------I (ft) I
-----------1
I------------
POND -I--------
1 58.41 I
1
-
1 323.00 1 317.45 1 317.45 1
1 CB-1 1 58.63 1 329.60 1 321.89 1 320.92 1
CB-2 1 20.97 1 327.70 1 322.32 1 322.13 1
1 CB-50 1 40.47 1 330.20 1 322.99 1 322.42 1
CB-3 1 19.62 1 327.70 1 322.89 1 322.51 1
• I CB-51 1 39.94 1 330.07 1 323.61 1 322.96 1
CB-4 1 18.07 1 327.70 1 324.45 1 324.09 1
1 CB-52 1 35.82 1 333.90 1 324.27 1 323.85 1
CB-65 1 4.13 1 334.00 1 329.37 1 329.06 1
CB-5 1 17.58 1 327.73 1 324.92 1 324.57 1
1 CB-53 1 34.52 1 335.20 1 325.86 1 325.37 1
1 CB-66 1 2.10 1 334.00 1 331.32 1 331.32 1
1 CB-6 1 16.85 1 329.15 1 326.26-1 325.87 1
1 CB-70 1 6.74 1 336.50 1 327.07 1 326.71 1
1 CB-54 1 27.42 1 335.50 1 326.78 326.29 1
1 CB-7 1 10.65 1 332.70 1 327.01 1 326.76 1
1 MH-20 I 5.57 1 334.60 1 328.74 1 328.36 1
1 CB-71 1 6.65 1 338.00 1 328.50 1 328.04 1
1 CB-72 1 0.68 1 337.00 1 334.81 1 334.74 I
1 CB-58 1 3.22 1 334.08 1 327.23 1 327.13 1
1 CB-55 1 24.04 1 337.00 1 327.95 1 327.21 1
MH-23 I 2.26 1 336.50 1 330.41 1 330.24 1
CB-8 1 8.77 1 333.30 1 329.07 1 328.86 1
I SC-20A 1 0.06 1 '336.00 1 328.74 1 328.74
I MH-22 1 5.53 1 338.40 1 332.93 1 332.55 1
CB-109 1 6.53 1 338.50 1 330.48 1 330.03 1
1 CB-64 1 2.05 1 336.00 1 328.92 1 328.71 1
1 SC-68C 1 0.85 1 337.00 1 329.70 1 329.62 1
1 CB-56 1 21.08 1 337.00 1 328.94 1 328.47 1
1 MH-74 1 1.71 1 338.85 1 330.69 1 330.56
1 MH-32 1 2.28 1 335.50 1 332.31 1 332.15 1
1 CB-9 1 8.35 1 334.00 1 329.66 1 329.37 1
1 VALVE-20B 1 0.06 1 335.25 1 329.64 1 329.62 1
Tie 22A 1 5.53 1 338.80 1 332.95 1 332.95 1
1 MH-114 1 5.52 1 339.30 1 336.83 1 336.45 1
1 CB-111 1 1.28 1 338.50 1 335.88 1 335.88 1
• 1 CB-63 1 1.47 1 335.00 1 329.12 1 329.01 1
I V-68B I 0.85 1 338.50 1 330.69 1 330.54 1
1 CB-79 1 18.51 1 336.00 1 329.72 1 329.25 1
1 MH-57 1 3.01 1 336.50 1 329.12 1 329.06 1
1 CO-116 1 0.00 1 338.20 1 334.42 I 334.42 1
Title: USFCC Project Project Engineer: EJK
i:\...\stormcad\novartis final storm 060908.stm StormCAD v5.6 [05.06.012.00]
06/10108 02:00:0'?Tbntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 5 of 6
Calculation Results Summary
•
11
CB-73 1 1.71 1 338.50 1 331.09 1 330.96
Tie 32A 1 2.28 1 339.50 1 332.67 1 332.67
CB-10 I 5.47 1 335.70 1 331.17 1 330.94
CB-24 1 2.31 1 338.00 1 334.60 1 334.37
MH-20C 1 0.06 1 335.20 1 332.13 1 332.10
Tie 109A 1 1.11 340.00 1 337.42 1 337.42
MH-110 1 4.42 1 339.30 1 337.16 1 336.85
CB-62 1 0.70 1 334.00 1 330.35 1 330.35
MH-68A 1 0.85 1 337.80 1 333.93 1 333.86
MH-81 1 18.03 1 338.20 1 330.79 1 330.03
CB-75 1 3.02 1 335.50 1 330.56 1 330.34
TD-115 1 0.00 1 338.30 1 336.31 1 336.31
MH-80 1 1.04 1 339.65 1 332.03 1 331.93
CB-11 1 3.89 1 335.70 1 331.64 1 331.40
MH-25 1 1.80 1 339.60 1 334.67 1 334.55
MH-28 1 2.56 1 339.50 1 336.08 1 335.84
TD-20D 1 0.06 1 335.60 1 332.70 1 332.70
Tie 110A 1 4.42 1 340.00 1 337.64 1 337.64
DET PIPE-68 1 0.00 1 336.45 1 333.93 1 333.93
TD-68 1 0.85 1 337.70 1 334.00 1 333.90
CB-82 1 5.42 1 336.50 1 331.10 1 330.98
Tie 81A 1 4.01 1 340.00 1 334.34 1 334.34
MH-98 1 10.94 1 337.90 1 331.69 1 331.21
CB-76 1 2.45 1 335.50 1 331.62 1 331.47
Tie 80A 1 1.04 1 340.00 1 334.59 1 334.59
CB-26 1 3.49 1 338.00 1 335.39 1 335.06
Tie 25A 1 1.80 1 339.50 1 337.25 1 337.25
Tie 28A 1 2.56 1 340.00 1 337.63 1 337.63
J-67A 1 0.39 1 337.70 1 334.05 1 333.99
CB-91 1 2.26 1 336.00 1 332.19 1 331.94
CB-83 1 3.61 1 336.00 1 331.33 1 331.11
CB-92 1 6.24 1 335.90 1 332.24 1 332.07
MH-99 1 7.80 1 339.00 1 333.79 1 333.48
CB-77 1 1.72 1 335.00 1 331.77 1 331.66
Tie 26A 1 3.46 1 340.00 1 335.84 1 335.84
TD-67 1 0.40 1 336.90 1 334.21 1 334.21
CB-88 1 1.31 1 336.00 1 332.40 1 332.28
CB-87 1 0.87 1 336.20 1 333.59 1 333.59
CB-84 1 2.89 1 336.00 1 332.10 1 331.93
CB-93 1 2.70 1 337.30 1 334.56 1 334.30
CB-96 1 3.53 1 335.00 1 332.54 1 332.46
MH-102 1 5.73 1 339.00 1 334.36 i 333.97
MH-100 1 2.14 1 339.80 1 334.04 1 333.82
CB-78 1 1.05 1 334.50 1 332.23 1 332.23
CB-89 1 1.08 1 335.20 1 332.44 1 332.44
CB-85 1 2.28 1 335.30 1 332.22 1 332.05
MH-94 1 2.27 1 338.10 1 334.77 1 334.54
CB-95 1 1.31 1 335.00 1 332.61 1 332.61
Tie 102A 1 5.74 1 340.00 1 334.43 1 334.43
Tie 100A 1 2.14 1 340.00 1 336.99 1 336.99
CB-86 1 1.56 1 335.00 1 332.36 1 332.36
Tie 94A 1 2.28 1 340.00 1 336.67 1 336.67
CB-90 1 0.62 1 336.00 1 333.13 1 333.13
-----------------------------------------------------------------
-----------------------------------------------------------------
Completed: 06/10/2008 01:59:40 PM
Title: USFCC Project Project Engineer: EJK
I:\...\stormcad\novartis final storm 060908.stm StormCAD v5.6 [05.06.012.00]
06/10/08 02:00:019FL'Jbntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 6 of 6

Scenario: Base

Combined Pipe\Node Report
Label Up. Node Up.
Invert
(ft) HGL
In
(ft) Dn.
Node Dn.
Invert
(ft) HGL
Out
(ft) L
(ft) Size Avg.
v
(fus) Q
Full
(cfs) System
Rational
Q
(cfs)
P-1 CB-1 318.52 320.92 POND 317.45 319.41 103.50 42 inch 10.99 102.29 58.47
P-2 CB-2 319.90 322.13 CB-1 318.60 321.89 177.30 30 inch 9.10 45.66 20.91
P-3 CB-3 321.01 322.51 CB-2 319.93 322.32 122.70 30 inch 9.57 50.02 19.56
P-4 CB-4 322.65 324.09 CB-3 321.14 322.89 181.30 30 inch 9.18 48.66 18.01
P-5 CB-5 323.15 324.57 CB-4 322.65 324.45 59.20 30 inch 9.16 49.00 17.52
P-6 CB-6 324.48 325.87 CB-5 323.16 324.92 144.90 30 inch 9.31 50.89 16.79
P-7 CB-7 325.60 326.76 CB-6 324.53 326.26 309.90 30 inch 4.76 24.10 10.65
P-8 CB-8 327.80 328.86 CB-7 325.66 327.01 75.10 24 inch 9.87 38.19 8.77
P-9 CB-9 328.34 329.37 CB-8 327.90 329.07 61.90 24 inch 7.12 24.79 8.35
P-10 CB-10 330.04 330.94 CB-9 328.37 329.66 .163.10 18 inch 7.36 13.82 5.47
P-11 CB-11 330.65 331.40 CB-10 330.17 331.17 73.60 18 inch 5.70 11.03 3.89
P-12 CB-12 326.00 326.94 0-3 324.73 325.64 140.50 15 inch 5.65 6.14 5.40
P-19 Tie 22A 332.00 332.95 MH-22 331.70 332.93 12.80 15 inch 8.28 9.89 5.53
P-20 MH-20 327.40 328.36 CB-6 325.70 326.31 83.50 15 inch 9.59 11.98 5.51
P-20A SC-20A 328.00 328.74 MH-20 327.70 328.74 10.00 12 inch 3.00 8.02 0.00
P-20B VALVE-20B 329.50 329.62 SC-20A 328.10 328.74 59.70 6 inch 2.52 0.86 0.00
P-20C MH-20C 332.00 332.10 VALVE-20B 331.50 331.56 11.00 12 inch 3.47 9.87 0.00
P-20D TD-20D 332.60 332.70 MH-20C 332.10 332.17 14.00 12 inch 2.66 6.73 0.00
P-22 MH-22 331.60 332.55 MH-20 330.40 331.03 57.40 15 inch 9.66 12.14 5.53
P-23 MH-23 329.60 330.24 CB-7 327.20 327.54 60.80 12 inch 9.69 9.20 2.26
P-24 CB-24 333.72 334.37 CB-9 329.20 329.61 221.80 12 inch 7.67 6.61 2.31
P-25 MH-25 333.98 334.55 CB-10 330.50 331.17 228.10 12 inch 6.45 5.72 1.80
P-26 CB-26 334.26 335.06 CB-11 331.10 331.71 155.10 12 inch 6.98 5.09 3.49
P-27 CB-27 329.70 330.30 CB-12 328.60 329.14 133.30 15 inch 4.48 5.87 2.29
P-28 MH-28 335.15 335.84 CB-24 333.82 334.60 129.30 12 inch 6.11 4.70 2.56
P-29 Tie 26A 335.00 335.84 CB-26 334.43 335.39 18.10 10 inch 6.34 3.89 3.46
P-30 Tie 25A 336.65 337.25 MH-25 336.40 336.86 9.00 10 inch 6.67 3.65 1.80
P-31 Tie 28A 336.92 337.63 MH-28 336.70 337.32 12.40 10 inch 6.03 2.92 2.56
P-32 MH-32 331.50 332.15 MH-23 329.70 330.41 108.10 12 inch 7.10 5.98 2.28
P-33 Tie 32A 332.00 332.67 MH-32 331.60 332.31 15.80 10 inch 6.81 3.49 2.28
P-50 CB-50 320.35 322.42 CB-1 318.52 321.89 223.90 36 inch 11.18 78.39 40.37
P-51 CB-51 320.90 322.96 CB-50 320.40 322.99 61.60 36 inch 11.11 78.11 39.84
P-52 CB-52 321.90 323.85 CB-51 320.98 323.61 115.00 36 inch 10.75 77.55 35.72
P-53 CB-53 323.46 325.37 CB-52 322.02 324.27 199.20 36 inch 10.26 73.72 34.42
P-54 CB-54 324.60 326.29 CB-53 323.67 325.86 131.20 36 inch 9.59 73.00 27.32
P-55 CB-55 325.54 327.21 CB-54 324.77 326.78 102.20 30 inch 7.79 35.60 23.94
P-56 CB-56 326.91 328.47 CB-55 325.59 327.95 102.90 30 inch 9.23 46.45 21.08
P-57 MH-57 327.33 329.06 CB-56 326.96 328.94 56.80 15 inch 2.45 5.21 3.01
P-58 CB-58 326.04 327.13 CB-54 325.07 326.78 151.50 15 inch 4.44 5.17 3.22
P-59 CB-59 329.02 329.63 CB-60 328.45 329.06 83.80 12 inch 4.04 2.94 2.03
P-60 CB-60 326.77 327.62 MH-61 322.99 323.95 77.10 18 inch 10.43 23.26 4.90
P-61 MH-61 322.89 323.74 0-2 322.42 323.17 54.90 18 inch 5.51 9.72 4.88
P-62 CB-62 330.00 330.35 CB-63 328.60 329.12 76.40 12 inch 4.37 4.82 0.70
P-63 CB-63 328.50 329.01 CB-64 328.20 328.92 14.50 12 inch 6.81 6.66 1.47
P-64 CB-64 328.10 328.71 CB-58 326.90 327.34 60.20 12 inch 6.07 5.03 2.05
P-65 CB-65 328.20 329.06 CB-51 326.70 327.28 70.10 12 inch 9.05 6.77 4.13
P-66 CB-66 330.70 331.32 CB-65 328.30 329.37 161.00 12 inch 5.49 4.35 2.10
P-67 TD-67 333.90 334.21 J-67A 333.70 334.05 36.00 8 inch 2.50 0.90 0.28
P-67A J-67A 333.70 333.99 TD-68 333.50 334.00 29.00 12 inch 2.62 2.96 0.27
P-68 TD-68 333.50 333.90 MH-68A 333.45 333.93 5.50 12 inch 3.60 3.40 0.75
P-68A MH-68A 333.45 333.86 V-68B 333.40 333.79 10.50 12 inch 2.84 2.46 0.75
Title: USFCC Project Project Engineer: EJK
is\...\stormcad\novartis final storm 060908.stm StormCAD v5.6 [05.06.012.00]
06110/08 02:01:14Mntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795. USA [phone] Page 1 of 2
? 1-1
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Scenario: Base
•
•
1?
Combined Pipe\Node Report
Label Up. Node Up.
Invert
(ft) HGL
In
(ft) Dn.
Node Dn.
Invert
(ft) HGL
Out
(ft) L
(ft) Size Avg.
v
(ft/s) Q
Full
(cfs) System
Rational
Q
(cfs)
P-68B V-68B 329.90 330.54 SC-68C 329.20 329.70 36.70 6 inch 4.32 0.77 0.75
P-68C SC-68C 329.10 329.62 CB-55 329.00 329.44 21.30 8 inch 2.70 0.83 0.75
P-68D DET PIPE-68 333.45 333.93 MH-68A 333.45 333.93 40.00 24 inch 0.00 0.00 0.00
P-70 CB-70 325.71 326.71 CB-53 324.96 325.77 98.00 18 inch 6.96 11.95 6.74
P-71 CB-71 327.00 328.04 CB-70 325.96 327.07 53.60 15 inch 8.02 9.00 6.65
P-72 CB-72 334.40 334.74 CB-70 332.20 332.46 214.00 12 inch 4.26 4.70 0.68
P-73 CB-73 330.40 330.96 MH-74 330.10 330.69 21.40 12 inch 5.09 4.22 1.71
P-74 MH-74 330.00 330.56 CB-55 327.60 328.01 124.90 12 inch 5.71 4.94 1.71
P-75 CB-75 329.60 330.34 MH-57 329.26 329.80 16.20 12 inch 8.31 6.71 3.02
P-76 CB-76 330.80 331.47 CB-75 329.70 330.56 56.70 12 inch 6.30 4.96 2.45
P-77 CB-77 331.10 331.66 CB-76 330.90 331.62 14.50 12 inch 6.14 5.44 1.72
P-78 CB-78 331.80 332.23 CB-77 331.20 331.77 56.20 12 inch 4.04 3.68 1.05
P-79 CB-79 327.70 329.25 CB-56 327.00 328.94 22.20 24 inch 12.52 40.17 18.51
P-80 MH-80 331.50 331.93 CB-73 330.50 331.09 78.20 12 inch 4.30 4.03 1.04
P-81 MH-81 328.50 330.03 CB-79 327.80 329.72 100.30 24 inch 8.55 24.57 18.03
P-82 CB-82 329.00 330.98 MH-81 328.60 330.79 72.70 18 inch 3.07 7.79 5.42
P-83 CB-83 330.30 331.11 CB-82 330.10 331.10 14.00 12 inch 7.51 5.54 3.61
P-84 CB-84 331.20 331.93 CB-83 330.40 331.33 56.70 12 inch 5.80 4.23 2.89
P-85 CB-85 331.40 332.05 CB-84 331.30 332.10 14.00 12 inch 5.17 3.91 2.28
P-86 CB-86 331.80 332.36 CB-85 331.50 332.22 57.90 12 inch 3.43 2.56 1.56
P-87 CB-91 331.30 331.94 CB-82 329.10 331.10 52.60 12 inch 8.18 7.29 2.26
P-88 CB-88 331.80 332.28 CB-91 331.40 332.19 56.60 12 inch 3.68 2.99 1.31
P-89 CB-89 332.00 332.44 CB-88 331.90 332.40 14.70 12 inch 4.18 3.82 1.08
P-90 Tie 81A 333.49 334.34 MH-81 331.50 332.16 94.70 12 inch 7.27 5.16 4.01
P-91 CB-87 333.20 333.59 CB-91 332.90 333.20 32.80 12 inch 4.38 4.43 0.87
P-92 CB-92 329.95 332.07 MH-98 329.30 331.69 108.40 18 inch 3.53 8.13 6.24
P-93 CB-93 333.60 334.30 CB-92 332.10 332.64 144.50 12 inch 6.21 4.72 2.70
P-94 MH-94 333.90 334.54 CB-93 333.70 334.56 14.10 12 inch 6.68 5.52 2.27
P-95 CB-96 330.95 332.46 CB-92 330.20 332.24 74.70 15 inch 2.88 6.47 3.53
P-96 CB-95 331.80 332.61 CB-96 331.20 332.54 61.20 12 inch 4.16 3.53 1.31
P-97 Tie 94A 336.00 336.67 MH-94 334.00 334.77 90.00 10 inch 6.48 3.27 2.28
P-98 MH-98 329.20 331.21 MH-81 328.60 330.79 65.20 18 inch 6.19 13.10 10.94
P-99 MH-99 332.40 333.48 MH-98 329.30 331.69 311.50 18 inch 7.97 13.62 7.80
P-100 MH-100 333.20 333.82 MH-99 332.80 333.79 77.70 12 inch 4.49 3.32 2.14
P-101 Tie 100A 336.33 336.99 MH-100 335.69 336.17 23.60 10 inch 6.90 3.61 2.14
P-102 MH-102 333.00 333.97 MH-99 332.80 333.79 23.60 15 inch 6.90 7.73 5.73
P-103 Tie 102A 333.33 334.43 MH-102 333.10 334.36 16.90 15 inch 6.76 7.54 5.74
P-104 Tie. 80A 334.11 334.59 MH-80 333.75 334.10 12.80 8 inch 5.84 2.03 1.04
P-105 CB-90 332.80 333.13 CB-86 331.90 332.36 36.50 12 inch 5.66 7.27 0.62
P-109 CB-109 329.00 330.03 CB-71 327.10 328.50 121.90 15 inch 7.32 8.06 6.53
P-110 MH-110 336.00 336.85 MHA 14 335.60 336.83 34.70 15 inch 7.31 9.02 4.42
P-111 CB-111 335.40 335.88 CB-109 333.78 334.17 134.40 12 inch 4.46 3.91 1.28
P-112 Tie 109A 336.92 337.42 MHA 14 336.70 337.08 8.00 8 inch 5.88 2.00 1.11
P-113 Tie 110A 336.79 337.64 MHA 10 336.60 337.28 8.00 15 inch 7.87 9.95 4.42
P-114 MHA 14 335.50 336.45 CB-109 334.90 335.63 51.80 15 inch 7.73 9.04 5.52
P-115 TD-115 336.30 336.31 CO-116 336.25 336.26 8.00 12 inch 0.49 3.66 0.00
P-116 CO-116 334.40 334.42 MH-74 334.20 334.22 39.00 6 inch 0.43 0.40 0.00
P-120 CB-29 342.00 342.781 0-6 341.50 342.14 48.20 12 inch 6.52 4.72 3.36
Title: USFCC Project Project Engineer: EJK
is\...\stormcad\novartis final storm 060908.stm StormCAD v5.6 [05.06.012.00]
06/10108 02:01:14FIRAntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 2 of 2
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Section C
Final Grading
Cale #5A Layout & Pipe Profiles
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Scenario: Base
Profile: Tie 26A TO CB-1 0
Scenario: Base
Label: Tie 26A
Rim: 340.00 ft
Sump: 335.00 ft
Label: CB-26
Rim: 338.00 ft
Sump: 334.26 ft Label: CB- 1 Label: CB-10
Rim: 335.7 ft Rim: 335.70 ft
Sump: 330.6 5 ft Sump: 330.04 ft
Label: P-29
Up. Invert: 335.00 ft
Dn. Invert: 334.43 ft
L. 1V. -4
0+00 Size: 10 inch
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Up. Invert: 334.26 ft
Dn. Invert: 331.10 ft
L: 155.10 ft Station (ft)
Size: 12 inch
S: 2.04 %
Pipe: Concrete

340.00
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330.00
2+00 3+00
Label: P-11
Up. Invert: 330.65 ft
Dn. Invert: 330.17 ft
L: 73.60 ft
Size: 18 inch
S: 0.65 %
Pipe: Corrugated HDPE (Smooth Interior)
L I
Title: USFCC Project Project Engineer: EJK
I:\...\stormcad\novartis final storm 051908.stm StormCAD v5.6 [05.06.012.00]
05/28/08 01:51:0 ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 2
Profile
Scenario: Base
Profile: Tie 25A TO CB®10
Scenario: Base
Label: Tie 25A
Rim: 339.50 ft
Sump: 336.65 ft
Label: MH-25
Rim: 339.60 ft
340.00
Label: CB-10
Rim: 335.70 ft
Sump: 330.04 ft
335.00
/ 330.00
L/ 0+00 1+00 2+00 3+00
Label. P-30
Up. Invert: 336.65 ft
Dn. Invert: 336.40 ft
L: 9.00 ft Station (ft)
Size: 10 inch
S: 2.78 %
Pipe: Steel Label: P-25
Up. Invert: 333.98 ft
Dn. Invert: 330.50 ft
L: 228.10 ft
Size: 12 inch
S: 1.53 %
Pipe: Corrugated HDPE (Smooth Interior)
•
L I
Title: USFCC Project Project Engineer. EJK
is\...\stormcad\novartis final storm 051908.stm StormCAD v5.6 [05.06.012.00]
05/28/08 01:55:02ffBbntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 2
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Scenario: Base
Profile: Tie 32ATO C13®7
Scenario: Base
0

Label: MH-32
Rim: 335.50 ft
ump: 331.50 ft Label: MH-23
Rim: 336.50 ft
Sump: 329.60 ft
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331.60 ft
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/ Size: 12 inch
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Up. Invert: 331.50 ft
Dn. Invert: 329.70 ft
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Station (ft)
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Label: Tie 32A
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Sump: 332.00 ft
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340.00
335.00
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r 325.60 ft
330.00 Elevation (ft)
325.00
tooth Interior)
320.00
2+00

Title: USFCC Project Project Engineer: EJK
is\...\stormcad\novartis final storm 060908.stm Storm CAD v5.6 [05.06.012.00]
06/10/08 01:57:539lMntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1
1 le
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Profile
Scenario: Base
Profile: Tie 22A TO C13-6
Scenario: Base
•
Label: MH-22
Rim: 338.40 ft
ump: 331.60 ft
Label: H-20
Rim: 33A .60 ft
Sump: 327 .40 ft
Label: CB-6
Rim: 329.15 ft
Sump: 324.48 ft

e: P-22
Invert: 331.60 ft
Invert: 330.40 ft
40 ft
15 inch
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Dn. Invert: 325.70 ft
0+00 1+00
Station (ft)
Label: Tie 22A
Rim: 338.80 ft
Sump: 332.00 ft
Label: P-19
Up. Invert: 332.00 ft
Dn. Invert: 331.70 ft
L: 12.80 ft
Size: 15 inch
S: 2.34 % /
Pipe: Steel
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340.00
335.00
330.00 Elevation (ft)
325.00
L: 83.50 ft 320.00
Size: 15 inch 2+00
S: 2.04 %
Pipe: Corrugated HDPE (Smooth Interior)
Title: USFCC Project Project Engineer EJK
is\...\stormcad\novartis final storm 060908.stm StormCAD v5.6 [05.06.012.00]
06/10/08 01:54:549RIEntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1
•F
•
Profile
Scenario: Base
Profile: T®-20® TO MH-20
Scenario: Base
340.00
Label: 0-20C Label: S -20A
Rim: 335.20 ft Rim: 336.00 ft
Sump: 3.00 ft Sump: 328.00 ft
Label: VALVE-20B
Label: TD-20D ft
335.00
Rim: 335.60 ft 01-11111 .0-29.50 ft Label: MH-20
Sump: 332.60 ft Rim: 334.60 ft
umD: 327.40 ft
•
•
Label: P-20D
Up. Invert: 332.60 ft
Dn. Invert: 332.10 ft
L: 14.00 ft
Size: 12 inch /
S: 3.57 7 %
Pipe: Concrete
Label: P-20B
Up. Invert: 329.50 ft
0+00 L: 59.70 ft
Size: 6 inch
Label: P-20C S: 2.35 %
Up. Invert: 332.00 ft Pipe: Steel
Dn. Invert: 331.50 ft
L: 11.00 ft Station (ft)
Size: 12 inch
S: 4.55 %
Pipe: Corrugated HDPE (Smooth Interior)
330.00
J 325.00
1+00
Elevation (ft)
Label: P-20A
Up. Invert: 328.00 ft
Dn. Invert: 327.70 ft
L: 10.00 ft
Size: 12 inch
S: 3.00 %
Pipe: Corrugated HDPE (Smooth Interior)
Title: USFCC Project Project Engineer: EJK
I:\...\stormcad\novartis final storm 060908.stm StormCAD v5.6 [05.06.012.00]
06/10/08 01:54:2-0Mkntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1
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Profile
Scenario: Base
Profile: Tie 110A TO CB-109
Scenario: Base
Label: Tie 110A Label: MH-110
Rim: 340.00 ft Rim: 339.30 ft
Sump: 336.79 ft Sump: 336.00 ft Label: MH-114
Rim: 339.30 ft
Sump: 335.50 ft
Label: P-113
Up. Invert: 336.79 ft
Dn. Invert: 336.60 ft
L: 8.00 ft
Size: 15 inch
S: 2.37 %
Pipe: Steel
Label: P-114
Up. Invert: 335.50
Dn. Invert: 334.90
L.
Size: 15 inch
S: 1.16 %
Pipe: Corrugated I
340.00
Label: CB-109
Rim: 338.50 ft
ump: 329.00 ft
335.00
Elevation (ft)
330.00
'E (Smooth Interior)
'- Label: P-110
Up. Invert: 336.00 ft 325.00
0+00 Dn. Invert: 335.60 ft 1+00
L: 34.70 ft
Size: 15 inch
S: 1.15 %
Pipe: Corrugated HDPE (Smooth Interior)
Station (ft)

Title: USFCC Project Project Engineer: EJK
is\...\stormcad\novartis final storm 051908.stm StormCAD v5.6 [05.06.012.00]
05/28/08 02:D7:3ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1
Profile
Scenario: Base
Profile: Tie 109A TO M H-114
Scenario: Base
Label: Tie 109A
Rim: 340.00 ft
Sump: 336.92 ft
Label: MH-114
Rim: 339.30 ft
Sump: 335.50 ft
0+00
Label: P-112
Up. Invert: 336.92 ft Station (ft)
Dn. Invert: 336.70 ft
L: 8.00 ft
Size: 8 inch
S: 2.75 %
•
•
Pipe: Steel
340.00
335.00
141-00
Elevation (ft)

Title: USFCC Project Project Engineer. EJK
i:\...\stormcad\novartis final storm 051908.stm StormCAD v5.6 [05.06.012.00]
05/28108 02:08:32ffM,kntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA 1 [phone] Page 1 of 1
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Profile
Scenario: Base
Profile: Tie 102A TO MH-99
Scenario: Base
Label: Tie 102A
Rim: 340.00 ft Label: MH-102
Sump: 333.33 ft Rim: 339.00 ft
Sump: 333.00 ft
Label: MH-99
Rim: 339.00 ft
ump: 332.40 ft
340.00
335.00 Elevation (ft)
Label: P-103
Up. Invert: 333.33 ft
Dn. Invert: 333.10 ft
L: 16.90 ft
Size: 15 inch
S: 1.36 %
Pipe: Steel
330.00
0+00 Label: P-102 1+00
Up. Invert: 333.00 ft
Dn. Invert: 332.80 ft
L: 23.60 ft
Size: 15 inch
S: 0.85 %
Pipe: Corrugated HDPE (Smooth Interior)
Station (ft)

_ s
Title: USFCC Project Project Engineer: EJK
is\...\stormcad\novartis final storm 051908.stm StormCAD v5.6 [05.06.012.00]
05/28/08 02:41:2ntley Systems, Inc- Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1
•
Profile
Scenario: Base
Profile: CB-95 To CB-92
Scenario: Base
Label: CB-96
Rim: 335.00 ft
Sump: 330.95 ft
Label: CB-92
Rim: 335.90 ft
Sumo: 329.95 ft
340.00
i 335.00
Label: CB-95
Rim: 335.00 ft
Sump: 331.80 ft

Elevation (ft)
0
Labe[: P-96 ?- Label: P-95 I
Up. Invert: 331.80 ft Up. Invert: 330. 95
Dn. Invert: 331.20 ft Dn. Invert: 330. 2C
L: 61.20 ft L: 74.70 ft
Size: 12 inch Size: 15 inch
S: 0.98 % S: 1.00 %
Pipe: Concrete Pipe: Concrete
0+00
1+00
Station (ft)

30.00
ft
ft
X25.00
2+00
Title: USFCC Project Project Engineer: EJK
I:\...\stormcad\novartis final storm 051908.stm StormCAD v5.6 [05.06.012.00]
05/28/08 02:42:0ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1
Profile
Scenario: Base
0 F
Profile: CB-59 TO 0-2
Scenario: Base
S
•
•
Label: CB-59 Labe l: CB-60
Rim: 332.04 ft Rim: 331.95 ft
ump: 329.02 ft sump: 326.77 ft
Label: MH-61

Rim: 328.99 ft
Sump: 322.89 ft
\
I
Label: 0-2
Rim: 326.00 ft
Su mp: 322.42 ft
Label: P-59 ?.._
Up. Invert: 329.02 ft
Dn. Invert: 328.45 ft
L: 83.80 ft j
Size: 12 inch La
Up bel: P-60
77
[ Invert: 326
S: 0.68 %
Pipe: Concrete Dn .
1 Invert: 322.99 ft
L: 77.10 ft
Sid e: 18 inch
S: 4.90 %
Pi e: Concrete
0+00 1+00 12+00
L Label: P-61
Up. Invert: 322.89 ft
Dn. Invert: 322.42 ft
Station (ft) L: 54.90 ft
Size: 18 inch
S: 0.86 %
Pipe: Concrete

335.00
330.00
325.00
320.00
3+00

Elevati
L I
Title: USFCC Project Project Engineer: EX
is\...\stormcad\novartis final storm 051908.stm StormCAD v5.6 [05.06.012.00]
05/28/08 02:42:31Q'Bkntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 2
•
Profile: CB-27 TO 0-3
Scenario: Base
is
Profile
Scenario: Base
Si
Label: CB-27 Label: CB-12
Rim: 335.00 ft 72 ft
Rim: 334
imp: 329.70 ft .
Sump: 326.00 ft
Label: O-3
Rim: 328.50 ft
` Sump: 324.73 ft

ZLabel:P-27
Up. Invert: 329.70 ft --Cabe[: P-12
Dn. Invert: 328.60 ft Up. Invert: 326.00 ft
L: 133.30 ft Dn. Invert: 324.73 ft
Size: 15 inch L: 140.50 ft
!
S: 0.83 % Size: 15 inch
Pipe: Concrete S: 0.90
Pipe: Concrete
0+00
1+00
Station (ft)
•
2+00
I ?, J
340.00
335.00

330.00 Elevati
325.00
320.00
3+00
L I
Title: USFCC Project Project Engineer: EJK
i:\...\stormcad\novartis final storm 051908.stm StormCAD v5.6 [05.06.012.00]
05/28/08 02:42:5G9FIRkntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 2
C7
Profile
Scenario: Base
Profile: CB-29 TO 0-6
Scenario: Base
Label: CB-29 Label: 0-6
Rim: 344.35 ft Rim: 344.00 ft
ci imn• 'IA9 nn ft Sump: 341.50 ft
345.00
Elevation (ft)
•
•
340.00
00

Title: USFCC Project Project Engineer: EJK
!:\...\stormcad\novartis final storm 051908.stm StormCAD v5.6 [05.06.012.00]
05/28/08 02:43:1ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1
Up. Invert: 342.00 ft
Dn. Invert: 341.50 ft
L: 48.20 ft
Size: 12 inch
S: 1.04 %
Pipe: Corrugated HDPE (Smooth Interior)
•
La
Rirr
SumF
Label: TD-67
Rim: 336.90 ft
Sump: 333.90 ft
• Label: P-67
Up. Invert: 333.901
Dn. Invert: 333.701
L: 36.00 ft
Size: 8 inch
S: 0.56
Pipe: Steel
Label: P-67A
Up. Invert: 3337O
Dn. Invert: 333:50
L: 29.00 ft
S' 12 ' h

Profile: T®®67 TO C®55
Scenario: Base
Label: MH-68A
Rim: 337.80 ft
Sump: 333.45,ft h??• ??_?szR
337.70 Label: TD-68 Rim:
333.70 _Rim- 337.70 ft Sump:
mp: 333.50 ft 38.50 ft
29.9QAbel: SC-68C
Rim: 337.00 ft
Sump: 329.10 ft
Label: CB-55
Rim: 337.00 ft
um : 325.54 ft

Label: P-68 Labe : P-68B
Up. Invert: 33 .50 ft Up. I vert: 329.
Dn. Invert: 33 .45 ft Dn. I vert: 329.
L: 5.50 ft L: 36 70 ft
Size: 12 inch Size: 6 inch
/ S: 1. 91 o
Pipe: Steel Pipe Steel
ft
ft
Ize. Inc
S: 0.69 % 0+00
Pipe: Concrete
Label: P-68A 1+00
Up. Invert: 333.45 ft
Dn. Invert: 333.40 ft
L: 10.50 ft
Size: 12 inch Station (ft)
S: 0.48 %
Pipe: Steel
340.00
335.00
330.00 Elevation (ft)
325.00
320.00
2+00
Label: P-68C
Up. Invert: 329.10 ft
Dn. Invert: 329.00 ft
L: 21.30 ft
Size: 8 inch
S: 0.47 %
Pipe: Ductile Iron
L I
Title: USFCC Project Project Engineer: EJK
is\...\stormcad\novartis final storm 051908.stm StormCAD v5.6 [05.06.012.00]
05/28/08 02:47:0 ntiey Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 2
Profile
Scenario: Base.
0
Profile
Scenario: Base
Profile: ®ET PIPE ® 68 TO MH-68A
Scenario: Base
Label: DET PIPE-68
Rim: 336.45 ft
Sump: 333.45 ft
340.00
335.00 Elevation (ft)
Label: P-68D
Up. Invert: 333.45 ft
Dn. Invert: 333.45 ft
•
•
0+00
Label: MH-68A
Rim: 337.80 ft
Sump: 333.45 ft
`' -- 11 330.00
Size: 24 inch
S: 0.00 % 1+00
Pipe: Corrugated HDPE (Smooth Interior)
Station (ft)

Title: USFCC Project Project Engineer: EX
I:\...\stormcad\novartis final storm 051908.stm StormCAD v5.6 [05.06.012.00]
05/28108 02:47:4ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1
Profile
Scenario: Base
,t
?? a fat ?
f

Profile: T®®115 TO MH®74
Scenario: Base
Label: CO-116
Rim: 338.20 ft
Label: TD-1158 30 ft i 340.00
Rim: 338.30 ft Label: MH-74
Sump: 336.30 ft Rim: 338.85 ft
n ump: 330.00 ft
•
/ 335.00
Label: P-115
Up. Invert: 36.30 ft
Dn. Invert: 36.25 ft Label: P-116 1
L: 8.00 ft Up. Invert: 33440 ft
Size: 12 inc Dn. Invert: 334.20 ft
S: 0.63 % L: 39.00 ft
00
30
Pipe: PVC .
Size: 6 inch
O+00 1+00
S: 0.51 /o
Pipe: Steel
Station (ft)

Elevation (ft)
L I
Title: USFCC Project Project Engineer: EX
i:\...?stormcad\novartis final storm 051908.stm StormCAD v5.6 [05.06.012.00]
05/28/08 02:48:43U:B t'ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 2
3
i
[a
C,

Section D
Final Grading
Calc #5A Grate & Lid Schedule
0
•
•
GRATE AND LID SCHEDULE
r
INLET CAPACITY FREE OPEN INLET CAPACITY
CATCH BASIN GRATE NEEDED GRATE AREA (sfl AVAILABLE HEAD REQUIRED
CB #1 TYPE E 0.69 3.2 5.7 0.3
CB #2 TYPE E 1.59 3.2 5.7 0.3
CB #3 TYPE E 1.99 3.2 5.7 0.3
CB #4 TYPE E 0.67 3.2 5.7 0.3
CB #5 TYPE E 1.07 3.2 5.7 0.3
CB #6 TYPE E 4.40 3.2 5.7 0.3
CB #7 TYPE E 0.68 3.2 5.7 0.3
CB #8 TYPE E 0.51 3.2 5.7 0.3
CB #9 TYPE E 1.25 3.2 5.7 0.3
CB #10 TYPE E 0.83 3.2 5.7 0.3
CB #11 TYPE E 1.52 3.2 5.7 0.3
CB #12 TYPE E 3.18 3.2 5.7 0.3
CB #24 TYPE E 0.45 3.2 5.7 0.3
CB #26 TYPE E 0.55 3.2 5.7 0.3
CB #27 TYPE E 2.29 3.2 5.7 0.3
CB #29 TYPE E 3.36 3.2 5.7 0.3
CB #50 TYPE E 0.71 3.2 5.7 0.3
CB #51 TYPE E 0.67 3.2 5.7 0.3
CB #52 TYPE E 2.62 3.2 5.7 0.3
CB #53 TYPE E 2.15 3.2 5.7 0.3
CB #54 TYPE E 1.46 3.2 5.7 0.3
CB #55 TYPE E 2.29 3.2 5.7 0.3
CB #56 TYPE E 0.52 3.2 5.7 0.3
CB #58 TYPE E 1.47 3.2 5.7 0.3
CB #59 TYPE E 2.03 3.2 5.7 0.3
CB #60 TYPE E 2.99 3.2 5.7 0.3
CB #62 TYPE E 0.70 3.2 5.7 0.3
CB #63 TYPE E 0.79 3.2 5.7 0.3
CB #64 TYPE E 0.69 3.2 5.7 0.3
CB #65 TYPE E 3.22 3.2 5.7 0.3
CB #66 TYPE E 2.10 3.2 5.7 0.3
CB #70 TYPE E 0.53 3.2 5.7 0.3
CB #71 TYPE E 0.18 3.2 5.7 0.3
CB #72 TYPE E 0.68 3.2 5.7 0.3
CB #73 TYPE E 0.69 3.2 5.7 0.3
CB #75 TYPE E 0.92 3.2 5.7 0.3
CB #76 TYPE E 0.74 3.2 5.7 0.3
CB #77 TYPE E 0.68 3.2 5.7 0.3
CB #78 TYPE E 1.05 3.2 5.7 0.3
CB #79 TYPE E 0.64 3.2 5.7 0.3
CB #82 TYPE E 0.91 3.2 5.7 0.3
CB #83 TYPE E 0.74 3.2 5.7 0.3
CB #84 TYPE E 0.62 3.2 5.7 0.3
CB #85 TYPE E 0.74 3.2 5.7 0.3
CB #86 TYPE E 0.95 3.2 5.7 0.3
CB #87 TYPE E 0.87 3.2 5.7 0.3
CB #88 TYPE E 0.25 3.2 5.7 0.3
CB #89 TYPE E 1.08 3.2 5.7 0.3
CB #90 TYPE E 0.62 3.2 5.7 0.3
I:\CIVIL\STORMWATER MANAGEMENT CALCS\4-04-08 Calculation #5A Storm Sewer\GRATE & LID SCHEDULE 052808182/20083:32 PM
GRATE AND LID SCHEDULE
(f ?
•
INLET CAPACITY FREE OPEN INLET CAPACITY
CATCH BASIN GRATE NEEDED GRATE AREA (sfl AVAILABLE HEAD REQUIRED
CB #91 TYPE E 0.36 3.2 5.7 0.3
CB #92 TYPE E 1.46 3.2 5.7 0.3
CB #93 TYPE E 1.30 3.2 5.7 0.3
CB #95 TYPE E 1.31 3.2 5.7 0.3
CB #96 TYPE E 2.30 3.2 5.7 0.3
CB #109 TYPE E 0.65 3.2 5.7 0.3
CB #111 TYPE E 1.28 3.2 5.7 0.3
•
•
I:\CIVIL\STORMWATER MANAGEMENT CALCS\4-04-08 Calculation #5A Storm Sewer\GRATE & LID SCHEDULE 052808189/20083:32 PM
•

Ponding - Weir Orifice Equation
Weir & Orifice FI®W Comparison
Q = 0.6A 2gh
(Orifice Flow Equation)
Q = Capacity in CFS
A = Free open area of grate in sq. ft.
g = 32.2 (feet per sectsec)
h = Head in feet
Orifice Information:
Instructions:
• Either Select catalog number (will
automatically fill in Open Area and
Perimeter) or enter your own values
• Enter head value
• Press CALCULATE
The results will determine
automatically if your situation falls into
a Weir, Transitional or Orifice flow.
Additionally, a pop-up window will
offer Neenah grates which fall within
the parameters chosen.
Catalog number and grate type:
R-3403-F A
Feet perimeter (P):
- - -- ---- --------------- -------------
10.6
Weir capacity in cfs:
=*_ L5.7
Calculate
Transitional flow in cfs:
Q = 3.3P(h)"
(Weir Equation)
Q = Capacity in CFS
P = Feet perimeter
h = Head in feet
Page 1 of 1 f
Weir Information
Head in feet (h):
0.3
Free open area in sq. ft. (A):
- --- - --- --- -- -
I3.2
Orifice capacity in cfs:
(Results assume no debris restriction.)
NOTE: The above results do not account for the dome height of Beehive-type
grates. Please take note of this when determining the Head (h) value.
For additional information regarding Neenah Inlet Grate Capacities, please contact
our Product Engineer, Steve Akkala, at 920-725-7000 or at sakkala aanfco.com.
• ?,rf
•
•
0
•
r
OBS
r
Section B

Cale #C-9 Bioretention Basin Sizing
•
•
Page 3 of 4
FJE CALCULATION COVER SHEET
•
PROJECT USFCC JOB NO. 22COl16S
CLIENT Novartis Vaccines & Diaqnostics
SUBJECT BioRetention Basin Sizing
ORIGINATOR Bill Overholt
CHECKER Ed Kubrin
r
i
CJ
?L
DEPARTMENT Civil
CALC. NO. C-9
DATE 6//08
DATE 6/08
,
0 SSSIp'••.-7
2 : or +-

PURPOSE OF ISSUANCE
E PAGES DESCRIPTION ORIG. DATE CDHK DATE APRV. DATE
0 54 Issued for Permitting and
Information WJO 7131/08 EK 7/31/08

COMMENTS:
These calculations were prepared with the use of Bentley Pondpack Software and the NCDENR
Bioretention Supplement Spreadsheet.
BioRetention CALC COVER SHEETS.DOC
7/31/2008
2-/ .3
•
BIO-RETENTION CALCULATIONS
Table of Contents
•
Cover Sheet
Purpose
Summary
References
NBiol Calculation
NBio2 Calculation
NBio3 Calculation
NBio4 Calculation
Underdrains
Drainage Areas 1
Appendix 1- Bioretention Cell Supplements
Appendix 2 - DA 1 - Pre and Post Development Peak Flow Calculations
I:\CIVIL\STORMWATER MANAGEMENT CALCS\Calculation #9 - BioRetention BasinsUoRetention
CaIcTitleSheet.doc

E
•

BIO-RETENTION CALCULATIONS
Purpose: The purpose of this calculation is to determine sizing of bioretention basins to
provide treatment of stormwater runoff. The bioretention basins will treat runoff from
impervious surface areas that drain to the north.
Summary: The calculations cover four sub drainage areas as delineated on the
attached drainage map. The four bioretention subdrainage areas are part of the "DA 1"
drainage area onsite. Sizing methodologies are derived from the references below.
References:
Stormwater Best Management Practices Manual
North Carolina Division of Water Quality, NCDENR
09-28-07
Designing Rain Gardens (Bio-Retention Areas) AG-588-3
North Carolina Cooperative Extension - Urban Waterways
NC STATE UNIVERSITY, NC A&T STATE UNIVERSITY
2001
The Bioretention Manual
Bioretention Siting and Design Criteria
Prince George's County, Maryland
(NCDENR-SBMP)
(NCCE-DRG)
(PGC-BRM)
IACIVILWORMWATER MANAGEMENT CALCSTalculation 99 - BioRetention BasinsUoRetention
Ca1CTitleSheet.doc

BASIN NBio1
•
1. PREDEVELOPMENT AND POST DEVELOPMENT CONDITION
Existing Condition
Land Cover Type Soil (HSG) CN Area (Ac) CN xArea % of site
Woods (good condition) B 55 0.42 23.10 100
Proposed Condition
Impervious Area
Woods (good condition)
Grass
0.42 35:61
•
C?
Tc = 10 minutes (both)
2. Volume/Surface Area Required
Simple Method Rv= 0.05 +0.9 * IA NCDENR - SBMP Section 3.3.1
RV = Runoff coefficient [storm runoff (in)/storm rainfall (in)], unitless
IA = Impervious fraction [impervious portion of drainage area (ac)/
drainage area (ac)], unitless.
Impervious Area = 0.27 acres
Total Area = 0.42 acres
IA= 0.642857143
Rv = 0.628571429
V= 3630 * Ro * Rv * A V = Volume of runoff that must be controlled
RD= 1
A= 0.42
V= 958.3 cuft
Ponding depth = 0.75 ft
Surface Area Required = 1,278 sgft
Bioretention Area Rule of Thumb
Drainage Area =
3% =
B 98 0.27 26.46 64.3
B 55 0 0 0
B 61 0.15 9.15 35.7
3 to 8 % of Contributing Area
0.42 Acres
0.0126 Acres
549 sqft
NCCE-DRG Table 3
Use 1,278 s ft
Compare Surface Area with MRCS Curve Number Method Result:
f or the design storm (W)
RD = Design storm rainfall depth (in)
(Typically, 1.0" or 1.5")
A = Watershed area (ac)
I:\CIVIL\Hydraulic Calcu's\Bioretention\
Final BioRetention Sizing Worksheet.xls NBio1 - 1of2

BASIN NBiol
r?
Apply SCS Curve Number Method per NCDENR-SBMP Table 3-6
Runoff depth in inches = (P - 0.2 S)z /(P +0.8S) P = Precipitation (typically use 1 inch)
S = 1,000 - CN - 10
Directly Linked Impervious Area = 0.27 Acres
Directly Linked Impervious CN = 98
P= 1 in
S= 0.20
Runoff Depth = 0.791 inch
CN for Remainder of Drainage Area < 64
QiMP = 775.167
Ponding depth = 0.75 ft
Surface Area Required = E-170-34-1 sqft
Use 1,278 sgft 2,660 s ft provided okay
•
I:\CIVIL\Hydraulic Calcu's\Bioretention\
Final BioRetention Sizing Worksheet.xls NBio1 - 2of2

BASIN NBio2
C7
•
1. PREDEVELOPMENT AND POST DEVELOPMENT CONDITION
Existing Condition
Land Cover Type Soil (HSG) CN Area (Ac) CN xArea % of site
Woods (good condition) B 55 0.51 28.05 100
Proposed Condition
Impervious Area
Woods (good condition)
Grass
Tc = 10 minutes (both)
2. Volume/Surface Area Required
0.51 42.4
Simple Method Rv= 0.05 +0.9 * IA NCDENR - SBMP Section 3.3.1
RV = Runoff coefficient [storm runoff (in)/storm rainfall (in)],
unitless
IA = Impervious fraction [impervious portion of drainage area
Impervious Area = 0.31 acres
Total Area = 0.51 acres
IA= 0.60784314
R = 0 59705882
B 98 0.31 30.2 60
B 55 0 0.0 0
B 61 0.20 12.2 39
v V = Volume of runoff that must be
V= 3630 * RD * Rv * A controlled
for the design storm (fe)
RD= 1 RD = Design storm rainfall depth (in)
(Typically, 1.0" or 1.5")
A= 0.51 A = Watershed area (ac)
V= 1105.3 cuft
Ponding depth = 0.75 ft
Surface Area Required = 1,474 sgft
Bioretention Area Rule of Thumb NCCE-DRG Table 3
3 to 8 % of Contributing Area
Drainage Area = 0.51 Acres
3% = 0.0153 Acres
666.5 sgft Use 1,474 s ft
Compare Surface Area with NRCS Curve Number Method Result:
I:\CIVIL\Hydraulic Calcu's\B io retention\
Final BioRetention Sizing Worksheet.xls NBio2 -1of2

BASIN NBio2
•
Apply SCS Curve Number Method per NCDENR-SBMP Table 3-6
Runoff depth in inches = (P - 0.2 S)2 /(P + 0.8 S) P = Precipitation (typically use 1 inch)
S=1,000=CN-10
Directly Linked Impervious Area = 0.31
Directly Linked Impervious CN = 98
P= 1 in
S= 0.20
Runoff Depth = 0.791 inch
CN for Remainer of Drainage Area < 64
QIMP = 890.006
Ponding depth = 0.75 ft
Surface Area Required = 1,187 sgft
Use 1,474 sgft 3,080 s ft provided okay.
•
I:\CIVIL\Hydraulic Calcu's\Bioretention\
Final BioRetention Sizing Worksheet.xls NBio2 - 2of2

BASIN NBio3
• 1. PREDEVELOPMENT AND POST DEVELOPMENT CONDITION
Existing Condition
Land Cover Type
Woods (good condition)
Proposed Condition
Impervious Area
Woods (good condition)
Grass
1.43 107.2
•
is
Tc = 10 minutes (both)
2. Volume/Surface Area Required
Simple Method Rv= 0.05 +0.9 * IA NCDENR - SBMP Section 3.3.1
RV = Runoff coefficient [storm runoff (in)/storm rainfall (in)], unitless
IA = Impervious fraction [impervious portion of drainage area (ac)/
drainage area (ac)], unitless.
Impervious Area =
Total Area =
IA= 0.371
Rv = 0.384
V= 3630*RD*Rv*A
Soil (HSG) CN Area (Ac) CN xArea % of site
B 55 1.43 78.65 100
B 98 0.53 52.3 37
B 55 0 0.0 0
B 61 0.90 54.9 63
RD= 1
A= 1.43
V = 1991.1 cuft
Ponding depth = 0.75 ft
Surface Area Required = 2,655 sqft
0.53 acres
1.43 acres
V = Volume of runoff that must be controlled
for the design storm (ft)
RD = Design storm rainfall depth (in)
(Typically, 1.0" or 1.5")
A = Watershed area (ac)
Bioretention Area Rule of Thumb NCCE-DRG Table 3
3 to 8 % of Contributing Area
Drainage Area = 1.43 Acres
3% = 0.043 Acres 1868.724 sqft
8% = 0.114 Acres 4983.264 sgft
Use 2,655 s ft
Compare Surface Area with MRCS Curve Number Method Result:
NBio3 - 1of2
9
BASIN NBio3
•
•
Apply SCS Curve Number Method per NCDENR-SBMP Table 3-6
Runoff depth in inches = (P - 0.2 S)2 /(P +0.8S)
Directly Linked Impervious Area = 0.53
Directly Linked Impervious CN = 98
P= 1 in
S= 0.20
Runoff Depth = 0.791 inch
CN for Remainer of Drainage Area < 64
QIMP = 1,522
Ponding depth = 0.75 ft
Surface Area Required = 2,029 sqft
P = Precipitation (typically use 1 inch)
S=1,000=CN-10
Use 2029 s ft 4,800 s ft provided
okay
NBio3 - 2of2
W,.-_
BASIN! NBio4
•
1. PREDEVELOPMENT AND POST DEVELOPMENT CONDITION
Existing Condition
Land Cover Type Soil (HSG) CN Area (Ac) CN xArea % of site
Woods (good condition) B 55 2.24 123.20 100
Proposed Condition
Impervious Area
Woods (good condition)
Grass
B 98 0.36 35.7 16
B 55 0 0.0 0
B 61 1.88 114.7 84
2.24 150.3
•
Tc = 10 minutes (both)
2. Volume OF Surface Area Required
Simple Method Rv= 0.05 +0.9 * IA NCDENR - SBMP Section 3.3.1
RV = Runoff coefficient [storm runoff (in)/storm rainfall (in)], unitless
IA = Impervious fraction [impervious portion of drainage area (ac)/
drainage area (ac)], unitless.
Impervious Area = 0.36 acres
Total Area = 2.24 acres
IA= 0.162
Rv = 0.196
V = 3630 * R° * Rv * A V = Volume of runoff that must be controlled
•
Surface Area Required = 2,128 sqft 4,720 s ft provided
Bioretention Area Rule of Thumb NCCE-DRG Table 3
3 to 8 % of Contributing Area
V = 1,59670cuft
Ponding.depth = 0.75 ft
for the design storm (ft)
_ RD = Design storm rainfall depth (in)
RD 1 (Typically, 1.0" or 1.5")
A= 2.2 A = Watershed area (ac)
Drainage Area = 2.24 Acres
3% = 0.06731598 Acres 2,932 sqft
8% = 0.17950927 Acres 7,819 sqft
Use 2,128 sqft
Compare Surface Area with NRCS Curve Number Method Result:
NBio4 - 1of2

BASIN NBio4
.7
•
C,
Apply SCS Curve Number Method per NCDENR-SBMP Table 3-6
Runoff depth in inches = (P - 0.2 S)2 /(P + 0.8 S)
P = Precipitation (typically use 1 inch)
S = 1,000 =CN - 10
Directly Linked Impervious Area = 0.363866
Directly Linked Impervious C N = 98
P= 1 in
S= 0.20
Runoff Depth = 0.7909 inch
CN for Remainer of Drainage Area < 64
QIMP = I 1044.655
Ponding depth = 0.75 ft
Surface Area Required = 1393 sqft
Use 2128 s ft 4,720 s ft provided
okay
NBio4 - 2of2
C,
Underdrain Sizing
From NCDENR - SBMP Chapter. 5, Common BMP Design Elements, Section 5.7, Underdrain Systems
1. Determine flow rate through the soil media and apply a safety factor of 5
(this is now the underdrain design flow, Q).
Design duration of ponding = maximum of 12 hours.
Ponding depth = 6 Inches
Minimum Infiltration Rate = 6/12 = 0.5 Inches per hour
Design Media Infiltration Rate = 1.0 Inches per hour
Q= Inflow rate * Ponding Surface area
Basin Ponding
areas I
in/hr Safety
Factor Q
cf/hr Q (cfs)
NBio1 2660 1 5 1108.3 0.31
NBio2 3080 1 5 1283.3 0.36
NBio3 4800 1 5 2000.0 0.56
NBio4 4720 1 5 1966.7 0.55
•
2. Determine Diameter D using the following equation:
16*Q*n tsia>
D - So.5
D = Diameter of single pipe
n = roughness factor (recommended to be 0.011)
S = internal slope (recommended to be 0.5%)
Basin Q (cfs)
n
S
D
NBio1 0.31 0.011 0.005 4.74
NBio2 0.36 0.011 0.005 5.01
NBio3 0.56 0.011 0.005 5.91
NBio4 0.55 0.011 776.005 5.88
3. From Table 5-1
NBio1 Requires (2) 4" Diameter Pipes
NBio2 Requires (2) 4" Diameter Pipes
NBio3 Requires (3) 4" Diameter Pipes
NBio4 Requires (3) 4" Diameter Pipes or (2) 6" Diameter Pipes
• NB103 AND NB104 REQUIRE ADDITIONAL PIPES DUE TO MAXIMUM
PIPE SPACING REQUIREMENTS
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Final BioRetention Sizing Worksheet.xis
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APPENDIX 1
BIORETENTION CELL SUPPLEMENTS

n
I:\CIVIL\STORMWATER MANAGEMENT CALCS\Calculation #9 - BioRetention Basins\BioRetention
CalcTitleSheet.doc
Permit Number.
(to be provided by DWQ)
J
® o?ap W ATF?,OG r? '? f _7"
T?!7
4 y r
®. o -mac
CDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL 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.
Site Characteristics
Drainage area
Impervious area
Percent impervious
Design rainfall depth
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required?
24-hr runoff depth
24-hr intensity
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak control
Storage Volume: Non-SR Waters
Design volume
Storage Volume: SR Waters
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Cell Dimensions
Ponding depth of water
Ponding depth of water
Surface area of the top of the bioretention cell
Length:
Width:
-or- Radius
Soils Report Summary
Drawdown time, ponded volume
Drawdown time, to 24 inches below surface
Drawdown time, total:
In-situ soil.
oil permeability
"nting media soil:
Soil permeability
Soil composition
% Sand (by weight)
% Fines (by weight)
% Organic (by weight).
18,300 ftz
1.1;800` ftZ
64.5% %
1.0 inch
N' (Y or N)
960.0 ft3
ft 3
ft3
0 ft3
ft3
NBIO1 is part of DA 1 on this site. The Predevelopment
Area of DA 1 is 18.6 Ac. The Post development area of
DA 1 is 11.3 Ac. The smaller drainage area results in a
post development peak flow that is less than the pre
development flow. The remainder of the drainage area is
tributary to a detention basin in the south.
9 inches OK
0.75 ft
2,660:0. ft2
145 ft
13 ft
ft
9 hr
24 hr
33 hr
-0:50. in/hr
1.00 in/hr
85%
12%
.. 3%
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
o-+? 1-4 ? newt,.- c P- 1 f,;
Permit Number:
(to be provided by DWQ)
Phosphorus Index (P-Index)
n Elevations
Omporary pool elevation
Planting elevation (top of the mulch)
Bottom of the cell
Planting depth
Depth of mulch
SHWT elevation
Are underdrains being installed?
Total: 100%
(unitless)
333 fmsl
332.25 fmsl
328.5 fmsl
3.75 ft
3 inches
320 fmsl
How many clean out pipes are being installed? '
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6) _
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
Distance from bottom to SHWT
Type of bioretention cell (answer "Y" to only one of the two
following questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting Plan
Number of tree species
Number of shrub species
*-ditional mber of herbaceous groundcover species
Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP localed at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a recorded drainage easement with a
recorded access easement to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
40 Gravel and grass
inches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
Y (Y or N)
7
5
1ft
327.5 fmsl
7.5 ft
OK
OK
OK
OK
OK
OK
(Y or N)
Y (Y or N) OK media depth
3 OK
3 OK
3 OK
Y (Y or N) OK
.z
Y (Y or N) OK
50 ft
N (Y or N) Show how flow is evenly distributed.
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
N (Y or N) Insufficient ROW location.
1 fUsec OK
N (Y or N) OK
N (Y or N) OK
Y (Y or N) OK
X
OK

' 1 '?
®ENP..
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
EIORETENTION CELL SUPPLEMENT
Permit Number.
(to be provided by DWQ)
?pWAtFR
? r
o
t S
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 _MAO,1NFORMATION
Peals Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? N` .. (Y or N)
r, 24-hr runoff depth 0.79 in
r, 24-hr intensity 1.9 in/hr
Pre-development 1-yr, 24-hr peak flow 5 ft3/sec
Post-development 1-yr, 24-hr peak flow 3 ft3/sec NBIO1 is part of DA 1 on this site. The Predevelopment
Pre/Post 1-yr, 24-hr peak control -2 ft3/sec Area of DA 1 is 18.6 Ac. The Post development area of
Storage Volume: Non-SR Waters DA 1 is 11.3 Ac. The smaller drainage area results in a

Design volume 3
11100:0 ft post development peak flow that is less than the pre
development flow. The remainder of the drainage area is
Storage Volume: SR Waters tributary to a detention basin in the south.
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required 0 ft3
Volume provided - ft3
Cell Dimensions
Ponding depth of water :;.9 inches OK
Ponding depth of water 0.75 ft
Surface area of the top of the bioretention cell 3080:0 ft Z OK
Length: '135 ft
OK
Width: 25 ft
OK
-or- Radius " ft
Soils Report Summary
Drawdown time, ponded volume 9 hr OK
Drawdown time, to 24 inches below surface 24 hr. OK
Drawdown time, total: 33 hr
'adwit soil:
'I
anting media soil,
Soil permeability 1':00 in/hr OK
Soil composition.
% Sand (by weight) 85% OK
% Fines (by weight) 12% OK
% Organic (by weight) 3.°C OK
of permeability r 0:50 in/hr OK
sphorus Index (P-Index)
46hoin Elevations
emporary pool elevation
Planting elevation (top of the mulch)
Bottom of the cell
Planting depth
Depth of mulch
SHWT elevation
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
Distance from bottom to SHWT
Type of bioretention cell (answer "Y" to only one of the two
following questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting Plan
Number of tree species
Number of shrub species
umber of herbaceous groundcover species
. ,®ditional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP located at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a recorded drainage easement with a
recorded access easement to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
'inches gravel followed by 3-5 ft of grass)
irassed swale
Forebay
Permit Number:
(to be provided by DWQ)
100% t?
(unitless)
333 fmsl
332.25 fmsl OK
328.5 fmsl
3.75 ft
3 inches OK
320 fmsl OK
Total:
Y (Y or N)
4 OK
5 OK
1ft
327.5 fmsl
7.5 ft OK
(Y or N)
Y (Y or N) OK media depth
3 OK
3 OK
3 OK
Y (Y or N) OK
Y (Y or N) OK
50 ft
N (Y or N) Show how flow is evenly distributed.
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
N (Y or N) Insufficient ROW location.
1 ft/sec OK
N (Y or N) OK
N (Y or N) OK
Y (Y or N) OK
X
OK

Al
I *17A
GDE. t
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
EIORETENTION CELL SUPPLEMENT
Permit Number.
(to be provided by DWQ)
of warF9
O? ' QG
r
o
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, tilled out and submitted along with all of the required information.
Ii ,4ES.l.GN INFQRMATION_
Site Characteristics
Drainage area 62,300 ftz
Impervious area 23;.100 ft2
Percent impervious 37.1% %
Design rainfall depth =1.0 inch
Peale Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? N:(Y or N)
r, 24-hr runoff depth 0:79 in
qW, 24-hr intensity " 1.9 inmr
tire-development 1-yr, 24-hr peak flow 5 ft3/sec
Post-development 1-yr, 24-hr peak flow 3 ft3/sec NBI01 is part of DA 1 on this site. The Predevelopment
Pre/Post 1-yr, 24-hr peak control -2 ft3/sec Area of DA 1 is 18.6 Ac. The Post development area of
DA 1 is 11.3 Ac. The smaller drainage area results in a
Storage Volume: Non-SR Waters post development peak flow that is less than the pre
Design volume 2,000.0 ft3 development flow. The remainder of the drainage area is
Storage Volume: SR Waters tributary to a detention basin in the south.
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required 0 ft3
Volume provided ft3
Cell Dimensions
Ponding depth of water 9 inches OK
Ponding depth of water 0.75 ft
Surface area of the top of the bioretention cell 4,800.0. ft2 OK
Length: 100 ft OK
Width: 48 ft OK
-or- Radius ft
Soils Report Summary
Drawdown time, ponded volume 9 hr OK
Drawdown time, to 24 inches below surface 24 hr OK
Drawdown time, total: 33 hr
In-situ soil.•
0 oil permeability < 0.50. in/hr OK
iting media soil.
Soil permeability 1.00. in/hr OK
Soil composition
% Sand (by weight) 85% OK
% Fines (by weight) 12% OK
% Organic (by weight) .3% OK

Phosphorus Index (P-Index)
Rm in Elevations
porary pool elevation
Planting elevation (top of the mulch)
Bottom of the cell
Planting depth
Depth of mulch
SHWT elevation
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
Distance from bottom to SHWT
Type of bioretention cell (answer "Y" to only one of the two
following questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting Plan
Number of tree species
Number of shrub species
umber of herbaceous groundcover species
ditional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP localed at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a recorded drainage easement with a
recorded access easement to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
inches gravel followed by 3-5 ft of grass)
grassed Swale
Forebay
Permit Number.
(to be provided by DWQ)
100%
(unitless)
335 fmsl
334.25 fmsl OK
330.75 fmsl
3.5 ft
3 inches OK
320 fmsl OK
Total:
Y (Y or N)
6 OK
5 OK
1ft
329.75 fmsl
9.75 ft OK
(Y or N)
Y (Y or N) OK media depth
3 OK
3 OK
3 OK
Y (Y or N) OK
Y (Y or N) OK
50 ft
N (Y or N) Show how flow is evenly distributed.
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
N (Y or N) Insufficient ROW location.
1 ft/sec OK
N (Y or N) OK
N (Y or N) OK
Y (Y or N) OK
X
OK
"" ParFc 1 pnri II I)aeinn Summary. Pace 2 of 2
Permit Number.
(to be provided by DWQ)
of WAtFq
+i !7 C1 Oy
o
CQENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
EI®RETENTI®N CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
F.;,! P.ROJECT_INFRMAT.ION
Project name Novartis USFCC
Contact name
Phone number
Date
Drainage area number
NBio4 -
II DESIGN_INFORMATIt
Site Characteristics
Drainage area
Impervious area
Percent impervious
Design rainfall depth
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required?
24-hr runoff depth
24-hr intensity
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak control
Storage Volume: Non-SR Waters
Design volume
Storage Volume: SR Waters
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Cell Dimensions
Ponding depth of water
Ponding depth of water
Surface area of the top of the bioretention cell
Length:
Width:
-or- Radius
Soils Report Summary
Drawdown time, ponded volume
Drawdown time, to 24 inches below surface
Drawdown time, total:
sku soil.
oil permeability
.,iting media soil.,
Soil permeability
Soil composition
% Sand (by-weight)
% Fines (by weight)
% Organic (by weight)
97,600 ft2
15,700 ftz
16.1% %
1.0 inch
N' (Y or N)
1;600:0 ft3
ft3
ft3
0 ft3
ft3
NBI01 is part of DA '1 on this site. The Predevelopment
Area of DA 1 is 18.6 Ac. The Post development area of
DA 1 is 11.3 Ac. The smaller drainage area results in a
post development peak flow that is less than the pre
development flow. The remainder of the drainage area is
tributary to a detention basin in the south.
9 inches OK
0.75 ft
ft2 OK
85. ft OK
65 ft OK
.;ft
9 hr OK
24 hr OK
33 hr
<0.50 in/hr OK
1.00 in/hr OK
85% OK
12% OK
-3% OK
Permit Number.
(to be provided by DWQ)
Phosphorus Index (P-Index)
On Elevations
emporary pool elevation
Planting elevation (top of the mulch)
Bottom of the cell
Planting depth
Depth of mulch
SHWT elevation
Total:
A nnol
(unitless)

Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
Distance from bottom to SHWT
Type of bioretention cell (answer "Y" to only one of the two
following questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting Plan
Number of tree species
Number of shrub species
umber of herbaceous groundcover species
ditional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP located at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a recorded drainage easement with a
recorded access easement to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
inches gravel followed by 3-5 ft of grass)
grassed swale
Forebay
336 fmsl
335.25 fmsi OK
331.75 fmsl
3.5 ft
3 inches OK
320 fmsl - OK
Y (Y or N)
10 OK
5 OK
1ft
330.75 fmsl
10.75 ft OK
(Y or N)
Y (Y or N) OK media depth
3 OK
3 OK
3 OK
Y (Y or N) OK
Y (Y or N) OK
50 ft
N (Y or N) Show how flow is evenly distributed.
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
N (Y or N) Insufficient ROW location.
1 ft/sec OK
N (Y or N) OK
N (Y or N) OK
Y (Y or N) OK
X
OK

•
APPENDIX 2
A 1 ® PRE AN T DEVELOPMENT
FLOW CALCULATIONS
n
•
I:\CIVIL\STORMWATER MANAGEMENT CALCS\Calculation #9 - BioRetention Basins\BioRetention
CalcTitleSheet. doc
•
Job File: I:\CIVIL\PONDPACK\ REDEVELOPED PREDAI 1YR 080701.2PW
Rain Dir: I:\CIVIL\PONDPACK\PREDEVELOPED\
JOB TITLE
Project Date: 7/2/2008
Project Engineer: Ed Kubrin
Project Title: Novartis Holly Springs
Project Comments :
Predeveloped Conditions and Discharge from 1 yr storm events in
Drainage Area #1
•
•

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2.1.``?',` a

0

Out A 1
4l-,*?
N .a
0 1 • 1
. ®•• ?1 1 IAI
•9 •s00•1
Al
0

Job File: I:\CIVIL\PONDPACK\PREDEVELOPED\PREDA1 1YR 080701.PPW
Rain Dir: I:\CIVIL\PONDPACK\PREDEVELOPED\
•
**************r******* MASTER SUMMARY *r************r*******
Watershed....... Master Network Summary ............. 1.01
*************** NETWORK SUMMARIES (DETAILED) ***************
Watershed....... Pre 1
Executive Summary (Nodes) .......... 2.01
****************** DESIGN STORMS SUMMARY *******************
Holly Springs NC Design Storms ...................... 3.01
********************** TC CALCULATIONS *********************
• DA1 ............. Tc Calcs ........................... 4.01
********************** CN CALCULATIONS *********************
DA1 ............. Runoff CN-Area ..................... 5.01
******************** RUNOFF HYDROGRAPHS ********************
DAl ............. Pre 1
Unit Hyd. Summary .................. 6.01
11
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Table of Contents "
i
•
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Holly Springs NC
Total
Depth Rainfall
Return Event in Type RNF ID
------------ ------ ---------------- --------------
Pre 1 2.8000 Synthetic Curve TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)

ID
Node Return HYG Vol
Type Event
ac-ft Trun Qpeak
hrs Qpeak
cfs
-----
-
DA1 ----
---
AREA 1 .647 ---
12.2100 4.80
*OUT DA1 JCT 1 .647 12.2100 4.80
•
Max
Max WSEL Pond Storage
ft--- --_ac_ft
--------
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Type.... Master Network Summ ary Page 1.01
Name.... Watershed
File.... I:\CIVIL\PONDPACK\PREDEVELOPED\PREDAI lyr 080701.ppw
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = Holly Springs NC
Storm Tag Name = Pre 1
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 2.8000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Node ID
DA1
Outfall OUT DAl
is
0
HYG Vol Qpeak Qpeak Max WSEL
Type ac-ft Trun. hrs cfs ft
------ ---- ---------- -- --------- -------- ---------
AREA .647 12.2100 4.80
JCT .647 12.2100 4.80
? n
--d??
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Type.... Executive Summary (Nodes) Page 2.01
.Name.... Watershed Event: 1 yr
• File.... I:\CIVIL\PONDPACK\PREDEVELOPED\PREDAI lyr 080701.ppw
Storm... TypeII 24hr Tag: Pre 1
Title... Project Date: 7/2/2008
Project Engineer: Ed Kubrin
Project Title: Novartis Holly Springs
Project Comments:
Predeveloped Conditions and Discharge from 1 yr storm
events in Drainage Area #1
DESIGN STORMS SUMMARY
Design Storm File,ID =
Storm Tag Name ='Pre 1
Holly Springs NC
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 2.8000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
10
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Type.... Design Storms Page 3.01
Name.... Holly Springs NC
• File.... I:\CIVIL\PONDPACK\PREDEVELOPED\PREDAI lyr 080701.ppw

TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Sheet
Mannings n .4000
Hydraulic Length 200.00 ft
2yr, 24hr P 3.6000 in
Slope .070000 ft/ft
Avg.Velocity .16 ft/sec
---------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 240.00 ft
• Slope .120000 ft/ft
Unpaved
Avg.Velocity 5.59 ft/sec
--------------------------
Segment #3: Tc: TR-55 Ch,
Flow Area 180.0000
Wetted Perimeter 80.00
Hydraulic Radius 2.25
Slope .050000
Mannings n .0600
Hydraulic Length 630.00
innel
sq.ft
ft
ft
ft/ft
ft
Avg.Velocity 9.53 ft/sec
Segment #1 Time: .3559 hrs
------------------------------
Segment #2 Time: .0119 hrs
----------------------------------
Segment #3 Time: .0184 hrs
------------------------------------------------------------------
l/ 1J
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•
Type.... Tc Calcs
Name.... DA1
File.... I:\CIVIL\PONDPACK\PREDEVELOPED\PREDAI lyr 080701.ppw
Segment #4: Tc: TR-55 Channel
Flow Area 180.0000 sq.ft
Wetted Perimeter 80.00 ft
Hydraulic Radius 2.25 ft
Slope .014000 ft/ft
Mannings n .0600
Hydraulic Length 1140.00 ft
Avg.Velocity 5.05 ft/sec
Segment #4 Time: .0628 hrs
-----------------------------------------------------------------------
Page 4.01
Total Tc: .4490 hrs
-------------------------
-------------------------
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Type.... Tc Calcs
• Name.... DAl
File.... I:\CIVIL\PONDPACK\PREDEVELOPED\PREDAl lyr 080701.ppw
___= SCS TR-55 Shallow Concentrated Flow
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, o
•
C.
Page 4.02
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
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Type.... Tc Calcs
• Name.... DA1
File.... I:\CIVIL\PONDPACK\PREDEVELOPED\PREDAI lyr 080701.ppw
Page 4.03

___= SCS Channel Flow
R = Aq / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
Tc = (Lf / V) / (3600sec/hr)
Where: R = Hydraulic radius
Aq = Flow area, sq.ft.
Wp = Wetted perimeter, ft
V = Velocity, ft/sec
Sf = Slope, ft/ft
n .= Mannings n
Tc = Time of concentration, hrs
Lf = Flow length, ft
•
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72 Type.... Tc Calcs Page 4.04.
• Name.... DA1
File.... I:\CIVIL\PONDPACK\PREDEVELOPED\PREDAl lyr 080701.ppw
RUNOFF CURVE NUMBER DATA
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C oUC CN
-------------------------------- ---- --------- ----- ----- ------
Woods - grass combination - fair 65 18.600 65.00
COMPOSITE AREA & WEIGHTED CN ---> 18.600 65.00 (65)
0
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f r
Type.... Runoff CN-Area
• Name.... DA1
Page 5.01
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 1 year storm
Duration = 24.0000 hrs Rain Depth = 2.8000 in
Rain Dir = I:\CIVIL\PONDPACK\PREDEVELOPED\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = I:\CIVIL\PONDPACK\PREDEVELOPED\
HYG File - ID = - DAl Pre 1
Tc = .4490 hrs
Drainage Area = 18.600 acres Runoff CN= 65
Computational Time Increment = .05987 hrs
Computed Peak Time = 12.2125 hrs
Computed Peak Flow = 4.81 cfs
Time Increment for HYG File = .0100 hrs
Peak Time, Interpolated Output = 12.2102 hrs
Peak Flow, Interpolated Output = 4.80 cfs
DRAINAGE AREA
• -------------------
ID:DAl
CN = 65
Area = 18.600 acres
S = 5.3846 in
0.2S = 1.0769 in
Cumulative Runoff
----------
--
-
------
.4177 in
.647 ac-ft
HYG Volume... .647 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .44899 hrs (ID: DA1)
Computational Incr, Tm = .05987 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 46.94 cfs
Unit peak time Tp = .29933 hrs
Unit receding limb, Tr = 1.19730 hrs
Total unit time, Tb = 1.49663 hrs
•
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Type.... Unit Hyd. Summary Page 6.01
• Name.... DAl Tag: Pre 1 Event: 1 yr
File.... I:\CIVIL\PONDPACK\PREDEVELOPED\PREDAI lyr 080701.ppw
----- D -----
DAl... 4.01, 5.01, 6.01
----- H -----
Holly Springs NC... 3.01
----- W -----
Watershed... 1.01, 2.01
•
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•
Job File: I:\CIVIL\PONDPACK'POST DEVELOPED?\POSTDAI 1 YR 080702.PPW
Rain Dir: I:\CIVIL\PONDPACK\POST-DEVELOPED\
JOB TITLE
--------------------------
--------------------------
•
I I
Project Date: 7/2/2008
Project Engineer: Ed Kubrin
Project Title: Novartis Holly Springs
Project Comments:
Post developed conditions and discharge for 1 yr storm events in
Drainage Area #l. Post developed discharge volume is less than the
predeveloped discharge volume.
Post developed DA#1 is reduced in size. Impervious area added to
DA1,2,3b and routed through Pond DA 123.

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•

OutDA 1 a
?j
DA1a

i
Job File: I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDAI 1 YR 080702.PPW
Rain Dir: I:\CIVIL\PONDPACK\POST DEVELOPED\
***********r********** MASTER SUMMARY **************r**r****
Watershed....... Master Network Summary ............. 1.01
*************** NETWORK SUMMARIES (DETAILED) ***************
Watershed....... Dev 1
Executive Summary (Nodes) .......... 2.01
Executive Summary (Links) .......... 2.02
****************** DESIGN STORMS SUMMARY *******************
Holly Springs NC Dev 1
Design Storms ...................... 3.01
0 ********************** TC CALCULATIONS *********************
DATA............ Tc Calcs ........................... 4.01
********************** CN CALCULATIONS *********************
DAlA............ Runoff CN-Area ..................... 5.01
******************** RUNOFF HYDROGRAPHS ********************
DATA............ Dev 1
Unit Hyd. Summary .................. 6.01
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Table of Contents
i
******************** POND ROUTING **********************
PONDDAlA IN Dev 1
Node: Pond Inflow Summary .......... 7.01
•
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Table of Contents
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Table of Contents (continued)
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Holly Springs NC
ii
Total
Depth Rainfall
Return Event in Type RNF ID
------------ ------ ---------------- ----------------
Dev 1 2.8000 Synthetic Curve TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
NodeID Type Event Trun
ac-ft
----
-DATA - -----
AREA 1 --
---
.496
*OUTDAlA JCT 1 .496
PONDDAlA IN POND 1 .496
PONDDAlA OUT POND 1 .496
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs cfs ft ac
_ft

12.4100 -
-------- -------- ---
2.91
12.4100 2.91
12.4100 2.91
12.4100 2.91
•
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Type.... Master Network Summary Page 1.01
• Name.... Watershed
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDAI 1 YR 080702.ppw
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = Holly Springs NC
Storm Tag Name = Dev 1
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 2.8000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol Qpeak Qpeak Max WSEL
Node ID Type ac-ft Trun. hrs
-
-- cfs ft
-------- ---------
------------
DAlA ----- ----
AREA ---------
.496 - -- -----
-
12.4100 2.91
Outfall OUTDAlA JCT .496 12.4100 2.91
PONDDAlA IN POND .496 12.4100 2.91
PONDDAlA OUT POND .496 12.4100 2.91
11
E

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Type.... Executive Summary (Nodes) Page 2.01
• Name.... Watershed Event: 1 yr
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDAI 1 YR 080702.ppw
Storm... TypeII 24hr Tag: Dev 1
r ?f f
NETWORK SUMMARY -- LINKS
(UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node)
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = Holly Springs NC
Storm Tag Name = Dev 1
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 2.8000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol Peak Time Peak Q
Link ID Type ac- ft Trun. hrs cfs
------ End Points
----------------
----------
LINKDAlA ------ ----
ADD -------
UN ---- ---
.496 ------- --
12.4100 2.91 DATA
DL .496 12.4100 2.91
DN .496 12.4100 2.91 PONDDAlA IN
PONDROUTE PONDrt UN .496 12.4100 2.91 PONDDAIA IN
• PONDROUTE .496 12.4100 2.91 PONDDAlA OUT
DL .496 12.4100 2.91
DN .496 12.4100 2.91 OUTDAlA
•
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Type.... Executive Summary (Links) Page 2.02
• Name.... Watershed Event: 1 yr
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDAI 1 YR 080702.ppw
Storm... TypeII 24hr Tag: Dev 1
DESIGN STORMS SUMMARY
Design Storm File,ID = Holly Springs NC
Storm Tag Name = Dev 1
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 2.8000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
E
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Type.... Design Storms Page 3.01
• Name....
File.... Holly Springs NC
I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDAI Event: 1 yr
1 YR 080702.ppw
Storm... TypeII 24hr Tag: Dev 1
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 250.00 ft
2yr, 24hr P 3.6000 in
Slope .008000 ft/ft
Avg.Velocity .10 ft/sec
•
I ?
J
-------------------------------------
Segment #2: Tc: TR-55 Channel
Flow Area 3.1400 sq.ft
Wetted Perimeter 6.28 ft
Hydraulic Radius .50 ft
Slope .028000 ft/ft
Mannings n .0130
Hydraulic Length 140.00 ft
Avg.Velocity 12.08 ft/sec
Segment #1 Time: .6733 hrs
-------------------------------
Segment #2 Time: .0032 hrs
------------------------------------------------------------------------
Segment 143: Tc: TR-55 Channel
Flow Area 180.0000 sq.ft
Wetted Perimeter 80.00 ft
Hydraulic Radius 2.25 ft
Slope .168000 ft/ft
Mannings n .0350
Hydraulic Length 110.00 ft
Avg.Velocity 29.96 ft/sec
Segment #3 Time: .0010 hrs
------------------------------------------------------------------------
S/N: 68YXYWGYMXBD
Bentley PondPack (10.00.023.00) 11:14 AM
Bentley Systems, Inc.
7/2/2008

Type.... Tc Calcs
• Name.... DAlA
Page 4.01
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDAI 1 YR 080702.ppw
Segment #4: Tc: TR-55 Channel
Flow Area 180.0000 sq.ft
Wetted Perimeter 80.00 ft
Hydraulic Radius 2.25 ft
Slope .040000 ft/ft
Mannings n .0600
Hydraulic Length 200.00 ft
Avg.Velocity 8.53 ft/sec
Segment #4 Time: .0065 hrs
-----------------------------------------------------------------------
Segment #5: Tc: TR-55 Channel
Flow Area 180.0000 sq.ft
Wetted Perimeter 80.00 ft
Hydraulic Radius 2.25 ft
Slope .013000 ft/ft
Mannings n .0600
Hydraulic Length 1270.00 ft
• Avg.Velocity 4.86 ft/sec
Segment #5 Time: .0726 hrs
------------------------------------------------------------------------
•
Total Tc: .7567 hrs
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 11:14 AM 7/2/2008
. ? st
Type.... Tc Calcs Page 4.02
• Name.... DAlA
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDAl 1 YR 080702.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
•
•
SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
SCS Channel Flow
R = Aq / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
Tc = (Lf / V) / (3600sec/hr)
Where: R = Hydraulic radius
Aq = Flow area, sq.ft.
Wp = Wetted perimeter, ft
V = Velocity, ft/sec
Sf = Slope, ft/ft
n = Mannings n
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: 68YXYWGYMXBD
Bentley PondPack (10.00.023.00)
11:14 AM
Bentley Systems, Inc.
7/2/2008
r
L, rf.
Type.... Tc Calcs
Name.... DATA
Page 4.03
is File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDAI 1 YR 080702.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
------------------------------------ ---- ---------- ------------
Impervious ------------
Area Adjustment Adjusted
Soil/Surface Description CN acres %C oUC CN
-------------------------------- -
Open space (Lawns,parks etc.) - Goo ---
61 ---------
4.800 ----- ----- ------
61.00
Impervious Areas - Paved parking to 98 2.400 98.00
Woods - grass combination - good 58 4.110 58.00
COMPOSITE AREA & WEIGHTED CN --->
....................................
...................................
....
..... 11.310
..........
..........
............
............ 67.76 (68)
.............
.............
•
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SIN: 68YXYWGYMXBD
Bentley PondPack (10.00.023.00)
11:14 AM
Bentley Systems, Inc.
7/2/2008
`-f/ / -
s J
Type.... Runoff CN-Area
Name.... DATA
Page 5.01
0 File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDAl 1 YR 080702.ppw
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 1 year storm
Duration = 24.0000 hrs Rain Depth = 2.8000 in
Rain Dir = I:\CIVIL\PONDPACK\POST DEVELOPED\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = I:\CIVIL\PONDPACK\POST DEVELOPED\
HYG File - ID = work_pad.hyg - DATA Dev 1
Tc = .7567 hrs
Drainage Area = 11.310 acres Runoff CN= 68
--------------------------------------------
--------------------------------------------
Computational Time Increment = .10089 hrs
Computed Peak Time = 12.4091 hrs
Computed Peak Flow = 2.91 cfs
Time Increment for HYG File = .0100 hrs
Peak Time, Interpolated Output = 12.4102 hrs
Peak Flow, Interpolated Output = 2.91 cfs
DRAINAGE AREA

• -------------------
ID:DAlA
CN 68
Area = 11.310 acres
S = 4.7059 in
0.2S = .9412 in
Cumulative Runoff
-------------------
.5263 in
.496 ac-ft
HYG Volume... .496 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .75665 hrs (ID: DATA)
Computational Incr, Tm = .10089 hrs = 0.20000 Tp
Unit Hyd. Shape Fact or = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/ Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 16.94 cfs
Unit peak time Tp = .50443 hrs
Unit receding limb, Tr = 2.01773 hrs
Total unit time, Tb = 2.52217 hrs
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 11:14 AM 7/2/2008
D/54
Type.... Unit Hyd. Summary Page 6.01
Name.... DATA Tag: Dev 1 Event: 1 yr
• File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDAI 1 YR 080702.ppw
SUMMARY FOR HYDROGRAPH ADDITION
at Node: PONDDAlA IN
HYG Directory: I:\CIVIL\PONDPACK\POST DEVELOPED\
Upstream Link ID Upstream Node ID HYG
----
----
- file HYG ID HYG tag
-
---
LINKDAlA -----------------
DATA ----------
----------
work pad.hyg -------------
DATA -----------
Dev 1
INFLOWS TO: PONDDAlA IN
------------ ----------------- ----------- Volume Peak Time Peak Flow
HYG file
------------ HYG ID
----------------- HYG tag
------ ac-ft hrs cfs

work pad.hyg
DATA -----
Dev 1 ----------
.496 -------------
12.4100 -----------
2.91
TOTAL FLOW INTO: PONDDAIA IN
------------ ----------------- ----------- Volume Peak Time Peak Flow
HYG file
----------- HYG ID HYG tag ac-ft hrs cfs
-
work
pad.hyg -----------------
PONDDAlA IN ------------
Dev 1 ---------
.496 -------------
12.4100 -----------
2.91
• _
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 11:14 AM 7/2/2008
I /?
PondMaker Design Wizard
•
Pre Dev Pre Dev Post Dev Post Total Estimated Interp. W.S. I Freeboard
Retum
Event Peak Volume Peak I Volume Storage Elev. Depth
(cfs) (ac ft) (cfs) (ac it) , (ac-ft) (ft) I (ft)
1 5.4602 0.70134 2.9123 0.49604 0.11280 0.0000 PASS
-,
= ? `per ?--_ . i
6 , ? ' . _
_;,_„ f ? 1 •
._
; , _,

•

0 Pre Development
Area (ac) % Peak Flow
DA1 18.6 100% 4.8 cfs
NBI01 0.42 2% 0.11 cfs
NBI02 0.51 3% 0.13 cfs
N13103 1.43 8% 0.37 cfs
NBI04 2.24 12% 0.58 cfs
Post Develoment
Area (ac) % Peak Flow
DA1 11.3 100% 4.8 cfs
NBI01 0.42 4% 0.18 cfs
N13102 0.51 5% 0.22 cfs
NBI03 1.43 13% 0.61 cfs
NBI04 2.24 20% 0.95 cfs
•
1]
•
11',JACn RS
r?
Section C
0 N/ -T
East Ditch Outlet 0-6
Calc #C-10 End of Curb & Gutter
•
•
Page 4 of 4
CALCULATION COVER SHEET
U
PROJECT USFCC JOB NO. 22CO117S
CLIENT Novartis Vaccines & Diagnostics
SUBJECT End Of Curb & Gutter East Ditch Outlet 0-6
ORIGINATOR: Ed Kubrin DATE 0612008
CHECKER: Mark Smith DATE 06/2008
DEPARTMENT Civil
CALC. NO. C-10
CAR04,, ?,•
'to,SSipN' •;
y;2p ?0
'aQ SEAS `:a
z 033329 ' z
qCq ?FNGIN?••?PV
•?.,?OORTH?
•
•
PURPOSE OF ISSUANCE
REV
NO
NO.
PAGES
DESCRIPTION
ORIG.
DATE
CHKD.
DATE
APRV.
DATE
0 5 Issued for Permitting
and Information WJO 07/31/08 EK 07/31/08

COMMENTS:
CALC COVER SHEET C#10.DOC
02/19/96
•
•
•
DESIGN OF - OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
)esigned By: EJK Date: 4/3012008
'pecked By: Date:
company: Jacobs
?roject Name: Novartls t1SFCC
'roject No.: 22CO117S
Site Location (City[rown) Raleigh
Culvert Id. 0-6
Total Drainage Area (acres) 0.77
Step 1. Determnie the taihvater depth fiom chaand characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
thanhalfthe outlet pipe diameter, it is classified minimum tailwater condition.
If it is greater,lian half the. pipe diameter, it is classifed namci mun condition.
Pipes that outlet onto -aide Sat areas with an donned channel are assumed
to have a mininiu n taiticater condition anless relinble flood stage elevations
show othemise.
Outlet pipe diameter, D. (in.) 12
Tailwater depth (in.) 3
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 3.35
Velocity (fL/s) 6.75
Step 2. Based ou the tailw2ier conditions determined in sfep 1, enter Figure
8.06a or Figise 3,06b. and determine (& aprap siza and minimum apron tcugth
(L,). T$e d, size is the. aiedianstone suer swell-graded tiprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape, and the
apron n-idth at ine outlet end fromihe same ftnre used in Step 2.
Minimum TW
Sgure 8.06a
Riprap den, (ft.) 0.33
Mlnlmum apron length, La (ft.) 6
Apron width at pipe outlet (ft.) 3
Apron shape Trapezoidal
Apron width at outlet end (ft.) 7
Step 4. Dctsnvne the maxiaaua staae diameter.
d,_ = 1.5 x d,,
Minimum TW
Max Stone Diameter, dmax (ft.) 0.495
Step $. Deteniune the apron thickness:
Apron thickness =1.5 x de„
Maximum TW
Figure 8.06h
3
1
Maximum TW
0
Minimum TW
Apron Thickness(ft.) 0.7425
Maximum T1N
0
Step 6. Fit the riprap apron to the site by ranking it level for the rrin+i+run
length, L, from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along charnel baui-s until stability is assured. Keep the
apron as straight as possible and aligttit with the flow of the receiving stretan-
Make nay necessary aligim mt bends near the pipe outlet so that the entrance
into the receiving streanris straight.
Some locations [anti require lining of the entire channel cross section to assure
snbiluy.
It nrav be necessary to increase the size of iiprap where protectioa of the
chairtel „de slopes is aecessary QLPL dir 8.05). Where averfalls emst at
pipe midets or9o?cs ma excel>iv a plume pool should be considered, see
page 8.06.8.

U
• f
Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
' 3.
1
} e outlet W = Do + La
i pip,
;rne4eit
_ SD dill I;1i .;},i I
?Tifilwater d.SQ? 11 I{ I{ I7" i
3`4 TA i:ii?'li •III ! , '.1 -?? J I _I
HII
3 t 5
5i1 100
Discharge (Oisee)
,
, a
?
. i111
i 11
v
„
{ ? 9
4

3
r a
? H
'.• ` : S
03

0
L

J
.
a
?
Curves May not be extra.polaled.,
Ng[..44 B,Oea C-cciprr of OutLt prgterfian protcafran Lord a rn nd lrx-, flowhij tuir, 1,1111 t urn taiNvall erwnrUon (Tw <O.s a:amater),
I
Her.1193
f-A III
U :41 It
8.Oo-3
0
n!`t
/ I!

LO
0

U
n
^LT-.:..

•
Detailed Report for Outlet: 0-6
Note:
The input data may have been modi fied since the last calculation was performed.
The calculated results may be outdated.
Scenario Summary
Scenario Base
Physical Properties Alternative Physical Properties-Altern ative 3
Catchments Altemative Base-Catchments
System Flows Alternative Base-System Flows
Structure Headlosses Alternative Base-Structure Headlosses
Boundary Conditions Alternative Base-Boundary Conditions
Design Constraints Alternative Base-Design Constraints
Capital CostAitemative Base-Capital Cost
User Data Alternative Base-User Data
Geometric Summary
x 13,059.62 ft Station 0+00 ft
Y 6,436.88 ft
Elevations
Ground Elevation 344,00 ft Sump Elevation 341.50 ft
Rim Elevation 344.00 ft
Tailwater Hydraulics
.
Tailwater Condition Free Outfall Hydraulic Grade Line Out 341.50 ft
System Flow Summary
Total System Flow 3.35 cis System Rational Flow 3.35 cfs
System Flow Time 12.12 min System Known Flow 0.00 cfs
System Intensity 5.76 in/hr System Additional Flow 0.00 cfs
System CA 0.58 acres Total Lost Surface Flow 0.00 cfs
Total Diverted Flow In 0.00 cfs
Incoming Diverted Flow
Local Diverted Flow In 0.00 cfs Global Diverted Flow In 0.00 cfs
Total Diverted Flow In 0.00 cfs
Design Constraints Summary
Pipe Matching Inverts Allow Drop Structure? true
Match line Offset 0.00 ft Local Pipe Matching Constraints? false
Design Structure Elevation? true Desired Sump Depth 0.00 ft
User Data
Date Installed
•
J %
Title: USFCC Project Project Engineer: EJK
I:\...\stormEad\novartis final storm 060908.stm StormCAD v5.6 (05.06.012.00]
06/11108 11:14:4ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1

•
Detailed Report for Pipe: P-'120
Note:
The input data may have been modifi ed since the last calculation was performed.
The calculated results may be outdated.
Scenario Summary
Scenario Base
Physical Properties Alternative Physical Properties-Alternative 3
Catchments Alternative Base-Catchments
System Flows Alternative Base-System Flows
Structure Headlosses Alternative Base-Structure Headlosses
Boundary Conditions Alternative Base-Boundary Conditions
Design Constraints Alternative Base-Design Constraints
Capital Cost Alternative Base-Capital Cost
User Data Alternative Base-User Data
Pipe Characteristics
Upstream Node CB-29 Number of Sections 1
Downstream Node 0-6 Section Shape Circular
Bend Angle 0.00 degrees Section Size 12 inch
Length 48.20 ft Material Corrugated HDPE (Smooth Interior)
Constructed Slope 1.04 % Mannings n 0.010
Hydraulic Summary
Total System Flow 3.36 cfs Full Capacity 4.72 cis
• Profile Description S2 Energy Slope 0.87 %
Gravity Element Headloss 0.65 ft Velocity In 5.09 ft/s
Average Velocity 6.52 fUs Velocity Out 6.39 ft/s
Constructed Slope 1.04 % Design Capacity 4.72 cfs
Excess Full Capacity 1.35 cfs Excess Design Capacity 1.35 cfs
Elevations/Depths
Invert Ground Crow n Cover Depth Hydraulic EGL
(ft) (ft) (ft) (ft) (ft) Grade (ft)
(ft)
Upstream 342.00 344.35 343.00 1.35 0.78 342.78 343.19
Downstrear 341.50 344.00 342.50 1.50 0.64 342.14 342.77
Pipe Design Options
Design Pipe? true Design Upstream Invert? true
Design Downstream Invert? true Specify Local Pipe Constraints? false
Part Full Design? false Design Percent Full N/A %
Allow Multiple Sections? false Maximum Number Sections NIA
Limit Section Size? false Maximum Section Rise NIA in
Pipe Design Constraints
Minimum Velocity 2.00 ft/s Maximum Velocity 15,00 ft/s
Minimum Cover 1.00 ft Maximum Cover 25.00 ft
Minimum Slope 0.50 % Maximum Slope 5.00 %
User Data

• Date Installed
Title: USFCC Project Project Engineer. EJK
i:1...lstormcad\novartis final storm 060908.stm StormCAD v5.6 [05.06.012.00]
06111/08 11:16:1 ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1