20061376 Ver 2_Stormwater Info_20101008

JACOBS
Transmittal Cover Sheet
Novartis Detailed Form
Novartis - USFCC Project Project # 22COl130 Jacobs Field Service North America Inc.
475 Green Oaks Pkwy. Holly Springs, NC 27540 Tel: [phone] Fax: [phone]
Date: 10/7/2010 Reference Number: 220,
Transmitted To Transmitted By
Suzanne Slotter Suzanne Slotter
Jacobs Field Service North America Inc. Jacobs Field Service North America Inc.
475 Green Oaks Parkway 475 Green Oaks Parkway
Holly Springs, NC 27540 Holly Springs, NC 27540
Tel: [phone] Tel: [phone]
Fax: [phone] Fax: [phone]
© Acknowledgement Required
Package Transmitted For
Novartis - Tract 2 Fitness Area Bulletin 2
Item # Qty Item Reference
0001 1.00 Track 2 Fitness Area
Bulletin 2
0002 1.00 Track 2 Fitness Area
Bulletin 2
Cc: Company Name
Contact Name
Status
Delivered Via
fedex
Description
Set Full size drawings in tube
Calculation Book in box
Copies Notes
Notes
For Record
For Record
Remarks
Transmittal created FOR OUR RECORDS. Company not listed in Prolog.
Novartis - Track 2 Fitness Area Bulletin 2
(1) set of drawings Full size and (1) Calculation book
Submitted "FOR RECORD"
Delivered fedex to:
N.C. Division of Water Quality
2321 Crabtree Blvd.
Raleigh, NC 27604
Attn: Ian McMillan
D LP -13?1O V2
RP=@RGWmP
nrT E 20.0
DENR - WATER QUAUTY
VVETUM AND STOR14WER MWO
Signature Signed Date
Tracking Number
Prolog Manager Printed on: 10/7/2010 Novartis Page 1
O LP - t 3? 6 v Q-
10 JACOBS
Novartis
Tract 2 Fitness Facility
Storm water Management
Report
0
JE Project Number:
22NM9901
Prepared by:
Jacobs Engineering
September 2010
Date:09/10/2010
Rev.:A
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• Stormwater Management Report
Table of Contents
Calculation Description
Project Narrative & Stormwater Design Executive Summary
C-20 Fitness Facility Bioretention Basins
C-21 Fitness Facility Parking & Courts Stormwater Detention
C-22 Fitness Facility Storm Sewer Calculations
C-23 Sediment Trap 11 Calculations
C-24 Fitness Facility Parking & Court Outlet Protection
C-25 Fitness Facility Nitrogen Export Calculations
•
0
• PROJECT NARRATIVE
This project will construct a fitness facility in tract 2 of the Novartis property. The
construction will consist of a grass volleyball court, a paved basketball court, and a
paved tennis court. A 52 car parking lot will serve the development. There will alsc
be hiking and walking trails and a grassed gathering area for the employees. The
facilities are sited to leave undisturbed open spaces between the parking lot and the
fitness courts.
Calculation C-20 addresses removal of pollutants from stormwater. Two bioretention
basins are used. Stormwater flows from the paved areas at the parking lot & fitness
courts are contained and directed into the bioretention basins using sheet flow.
Calculation C-21 addresses stormwater detention. Current Town of Holly Springs and
NCDENR regulations require that BMPs control pre and post development peak flow
for the 1 yr storm event. This report contains detention design for two separate
bioretention basins located in the Fitness Facility. The bioretention basins are located
at the courts and the parking lot.
Calculation C-22 addresses storm sewer flows. An overflow riser is used in each
bioretention basin. The stormwater flow from the 10 year and 25 year storm event
will be routed through these risers and discharged to grade.
• Calculation C-23 involves construction of a sediment trap. The sediment trap is a
temporary feature that will capture sediment during construction activities. After the
drainage area vegetation has been stabilized the sediment trap will be removed.
Calculation C-24 addresses outlet protection. Two outlets from the bioretention
basins require this rock protection to dissipate the stormwater velocity.
Calculation C-25 addresses nitrogen export. Reserved protected undisturbed open
spaces are used to keep the nitrogen loading rates to acceptable standards.
•
•
•
T"r Towri or
g011y Stormwater Design Executive Summary
Springs TOWN OF HOLLY SPRINGS ENGINEERING DEPARTMENT
nORTFt CAROLInR
Project Information
Project Name:
Phase, if applicable:
Previous Project Name
if applicable:
PIN: c"v-+ I-5 46 06-3 - - q2 - 2 2
Project Contact Person: Lae- W ; lr%i c,, - Novi
??-
+; S 14-56
Phone Number: 9 :- , -77 - 5_1 3 `'
Email: L. 15 F Wt'-.Hc, ,Aj ('-" N?,? S-0 -S , Cc, ',,A
Site Information / Overview
Total Site Acreage: acres
Watershed Name: ? Neuse River Basin Ca a Fear River Basin
Tributary Name: (Creek Name(s))
Total Site Impervious Area (Existing): 0
Total Site Impervious Area (Proposed): /ties
Site Percent Impervious Area (Existing):
Site Percent Impervious Area (Proposed): /

Stormwater Summa Tables
A. Peak Discharge Summary
Peak Discharge Rate Table
for Pre-Development Conditions
Sttb?31T2C1 CN C Area
(acres) t'
(min.) Q1
(CFS) Q100
(CFS)
1. t??tt'_ Cu U !. U(o 17 ©. 12 -
2.&,1-r5 CG Q. q Z ©. I Z -
3.
4.
5.
I- Total:
Peak Discharge Rate Table
for Post-Development Conditions
Stb-&k" CN C Area
(acres) t'
(min.) Q1
(CFS) Qioo
(CFS)
1.PA?.4 l - 1.. o(, I /
2.&_)e1b C), `'I I q
! ,3
3.
4.
5.
'I-Total:

Drawdown calculations for the First Flush Volume and the 1-year storm are not required for the
Preliminary Stormwater Report and Calculations. However, designer shall take note that these
requirements exist and should be factored into the overall stormwater+management design.
16005 SW Ex. Summary 4.1.08
Page 1 of 5

•
TM TOATI OF
Dolly Stormwater Design Executive Summary
Springs TOWN OF HOLLY SPRINGS ENGINEERING DEPARTMENT
f1OKTK CAROLInA
Method 2 (Sites with Known Impervious)
Pre-Developed
Nitrogen Export Summary Table
Type of Land Cover Area

(acres) TN Export
Coefficient
(Ibs/ac/yr) TN
Export from
Use
(Ibs/yr)
Existing Forestland 7, q 1.7 / 3 , 4
Existing Pasture 4.4
Existing Residential 7.5
Existing Cropland 13.6
Existing
Commercial/Industrial 13
Total: 7,1 3..
Nitro en Loading Rate Ibs/ac/ r
Post-Developed (after BMP reductions)
Nitrogen Export Summary Table
Type of Land Cover Area TN Export BMP TN
Coefficient TN Export
(acres) (Ibs/ac/yr) Removal from Use
Rate (Ibs/yr)

Permanently 0.6
Protected
G
Undisturbed Open
Space
Permanently 1.2
Protected 3 672
Managed Open
Space
Impervious f 5 21.2 2, 20, 7
Total: 7, c 27. 2
Nitro en Load ing Rate Ibs/ac/ r 3,-+-
C. 85% Total Suspended Solids (TSS) Removal Summary
Provide brief description of how 85% TSS removal is being achieved:
f1'1 ?4c,_ H -.A -
16005 SW Ex. Summary 4.1.08
Page 3 of 5
T= rotor or
Holly Stormwater Design Executive Summary
• Springs TOWN OF HOLLY SPRINGS ENGINEERING DEPARTMENT
NORTH CAROLINA
D. Storm Drainage Conveyance Summary
Design engineer shall complete the tables below (or attach tables containing the
identical information and layout) for each storm drainage system analyzed. If site
conditions require analysis beyond 25-year rainfall event (such as an arterial crossing),
then designer shall include additional tables as needed.
Structure Summary (10 Year Event)
Structure
ID Structure
Type
(Town
Standard Rational
'C' Rainfall
Intensity
110,
(in/hr) Drainage
Area

(acres) Surface
Flow
In
(cfs) Total
Flow
Out
(cfs) Inv.Out

(feet) Rim

(feet) HGL

(feet) HGL
In
Pipe?
(Yes/No)
C6 yov \) A 0-51. 6-%, %, i.0& 3 - v 3.0 U 3'ft
a GUi NA v, 71 4.9 q 0.<1C
5

-0-5
-W
X-
-41

SJ

? s

•
Structure Summary (25 Year Event)
Structure
ID Structure
Type
(Town
Standard #) Rational
'C' Rainfall
Intensity
125'
(in/h r) Drainage
Area

(acres) Surface
Flow
In
(cfs) Total
Flow
Out
(cfs) Inv.Out

(feet) Rim

(feet) HGL

(feet) Freeboard
To Rim

(feet)
- ?L Ntk 0 S`7 6.92 1.0& 4P35 3-31.0 3Z. 4e5
613 0'cj NA 0,71 S:&"' D. ` el 3. `I

Storm Drainage Piping Summary
U. S.
Structure
ID D. S.
Structure
ID Pipe
Length
(feet) Pipe
Diam.
(inches) Slope

(ft/ft) U.S.
Inv.
(feet) D.S.
Inv.
(feet) Qio

(cfs) Q25

(cfs) QOther

(cfs) HGL1 o

(feet) HGL25

(feet) Pipe
Capacity
Tc,1, a
CB 2W M14202 ?-,3 /S ,00?, IZ 325r 3,8 4.4 - 3z.o 3a,.1 S64
2f)Z 0 iv 030 i5' 0a)0 3Z4 1pf ..3. 4.4 304-. ; 3Z4 .3S
Z-0 i 0 11 9-0 12, U Wj 320. j 30. 3 4-o - 32- 2. 30--3 . v

E
16005 SW Ex. Summary 4.1.08 Page 4 of 5
-i= TowTi Or
Holly Stormwater Design Executive Summary
'' Springs TOWN OF HOLLY SPRINGS ENGINEERING DEPARTMENT
11ORTn CAROLINA
E. Individual BMP Summary
•
16005 SW Ex. Summary 4.1.08
Infiltration
C _
aS c
O T
•V 'O
N

? N. V
n
? C 0 E a)
°
a j
? ° O C
°D ? a) (E
U o E °
° a) a)
E? >
o
?
m- Ta
i
F-? n
n c
a< a
i
o o
h a) Q °
W-0 0CL ?Z 0) a)
c: EZ o n
o o` a?a z w°
)
0-
> ?- U ?•
IL O
(acres) (Y / N) (Y / N) (cubic ft) (Y / N) (Y / N)
65 3,5- Y N Y
It l rJ - erc-0 1 V % a i t?l ?/ • e?

ate:
Include additional BMP information if a
4
--Tb 4-5;

Page 5 of 5
•
•
•
R, 11140-61 :
PROJECT USFCC
CALCULATION COVER SHEET
JOB NO. 22MN9901
DEPARTMENT Civil
CLIENT Novartis Vaccines & Diagnostics CALC. NO. C-20
SUBJECT Fitness Facility Bioretention Basins
ORIGINATOR Ed Kubrin DATE 8/26/2010
CHECKER Chuck Van Arsdale DATE 8/26/2010
PURPOSE OF ISSUANCE

E
NO.
PAGES
DESCRIPTION
ORIG.
DATE
CDHK
.
DATE
APRV.
DATE
A 5 PRELIMINARY
CALCULATION Issued for
Information EJK 8/10/10
B 20 Issued for Permitting EJK 8/26/10 CVA 8/26/10

COMMENTS:
CALC COVER SHEETS C-20.DOC
02/19/96
?J
Calculation C-20
Bioretention Basins
Table of Contents
•
Section Description
A Courts Bioretention
B Parking Lot Bioretention
C Pre & Post Development Plans
D References
•
•
E
Section A
Courts Bioretention
0
BASIN Courts
•
BIORETENTION BASIN FOR FITNESS COURT AREA
1. PREDEVELOPMENT AND POST DEVELOPMENT CONDITION
Existing Condition
Land Cover Type Soil (HSG) CN Area (Ac) CN xArea % of site
Woods (good condition) B 60 0.99 59.40 100
Proposed Condition
Impervious Area
Woods (fair condition)
Grass
B 98 0.67 65.66 67.7
B 60 0 0 0
B 61 0.32 19.52 32.3
0.99 85.18
E
•
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= 0.676767677
Rv = 0.659090909
V= 3630 * Rp * Rv * A
RD= 1
A= 0.99 Acres
V = 2368.6 cuft
Ponding depth = 0.75 ft
Surface Area Required = 3,158 sgft
0.67 acres
0.99 acres
V = Volume of runoff that must be controlled
f or the design storm (ft)
RD = Design storm rainfall depth (in)
(Typically, 1.0" or 1.5")
A = Watershed area (ac)
per NCDENR Section 12.3.3
I:\CIVIL\FITNESS FACILITY\BIORETENTION BASINS\
Final BioRetention Sizing Worksheet.xis Courts - 1of2
BASIN Courts
•
Compare Surface Area with NRCS Curve Number Method Result:
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 = 0.67 Acres
Directly Linked Impervious CN = 98
P= 1 in
S= 0.20
Runoff Depth = 0.791 inch
CN for Remainder of Drainage Area < 64 therefore assume no additional runoff
Qjmp = 1923.562 cuft
Ponding depth = 0.75 ft
Surface Area Required = 2,565 sgft
Use 3,158 sqft 3,931 s ft provided

Use 2,369 cuft 2,477 cuft provided
•
is
I:\CIVIL\FITNESS FACILITY\BIORETENTION BASINS\
Final BioRetention Sizing Worksheet.xls Courts - 2of2
• Novartis
Holly Springs, N.C.
Bioretention Pond Calculations - Fitness Facility Courts
Total Impoundment Volume
PN 22MN9901
8/26/2010
END AREA MET HOD INCR
ELEVATION AREA(SF) DIST (FT) AVG. AREA (SF) VOLUME (CF) VOLUME (CF)
322.5 2683
0.5 3094 1547
323 3505 1547
0.25 3718 930
323.25 3931 2477
0.75 4654 3490
324 5376 5967
1 6582 6582
325 7787 12548

TOTALS 12548
0.29

•
•
I:\CIVIL\FITNESS FACILITY\BIORETENTION BASINS\bioretention volume.xls Page 1
•
Section B
• Parking Lot Bioretention

BASIN Parking
• BIORETENTION BASIN FORPARKING LOT AREA
1. PREDEVELOPMENT AND POST DEVELOPMENT CONDITION
Existing Condition
Land Cover Type Soil (HSG) CN Area (Ac) CN xArea % of site
Woods (good condition) B 60 1.06 63.60 100
Proposed Condition
Impervious Area
Woods (fair condition)
Grass
B 98 0.56 54.88 52.8
B 60 0 0 0
B 61 0.5 30.5 47.2
1.06
•
•
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= 0.528301887
Rv = 0.525471698
V= 3630 * Ro * Rv * A
RD= 1
A= 1.06 Acres
V= 2021.9 cuft
Ponding depth = 0.75 ft
Surface Area Required = 2,696 sgft
0.56 acres
1.06 acres
V = Volume of runoff that must be controlled
f or the design storm (ft)
RD = Design storm rainfall depth (in)
(Typically, 1.0" or 1.5")
A = Watershed area (ac)
I:\CIVIL\FITNESS FACILITY\BIORETENTION BASINS\
Final BioRetention Sizing Worksheet.xls Parking - 1of2
BASIN Parking
•
Compare Surface Area with NRCS Curve Number Method Result:
Apply SCS Curve Number Method per NCDENR-SBMP Table 3-6
Runoff depth in inches = (P - 0.2 S)2 /(P + 0.8S) P = Precipitation (typically use 1 inch)
S=1,000=CN-10
Directly Linked Impervious Area = 0.56 Acres
Directly Linked Impervious CN = 98
P= 1 in
S= 0.20
Runoff Depth = 0.791 inch
CN for Remainder of Drainage Area < 64 therefore assume no additional runoff
QiMP = 1607.753 cuft
Ponding depth = 0.75 ft
Surface Area Required = 2,144 sqft
Use 2,696 sgft 4,513 s ft provided
Use 2021.9 cuft 2,818 cuft provided
•
•
I:\CIVIL\FITNESS FACILITY\BIORETENTION BASINS\
Final BioRetention Sizing Worksheet.xls Parking - 2of2
• Novartis
Holly Springs, N.C.
Bioretention Pond Calculations - Fitness Facility Parking Lot
Total Impoundment Volume
PN 22MN9901

8/26/2010
END AREA MET HOD INCR
ELEVATION AREA(SF DIST (FT) AVG. AREA (SF VOLUME (CF) VOLUME (CF)
328.5 3004
0.5 3506 1753
329 4007 1753
0.25 4260 1065
329.25 4513 2818
0.75 5307 3980
330 6101 6798

TOTALS 6798
0.16

0
•
0
Section C
Pre & Post Development Plans
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Section D
References

NCDENR Stormwater BMP Manual Chapter Revised 07-24-09
Construction Sequencing
The drainage area to the cell should be stabilized before cell construction begins in order
to prevent clogging. For roadways draining to the cell, the subbase course (crusher run)
and the base course layer of asphalt need to be in place prior to cell construction. If fines
get washed into the excavated cell, they must be removed before building the cell in.
order to restore the in-situ soils permeability. It is recommended the cell media be
covered with impermeable plastic during construction.
12.3.2. Step 2: Determine the Volume of Water to Treat
Water Volume
An individual bioretention cell is intended to treat the first flush. Section 3, Stormwater
Calculations, details the volumetric calculation.
Siting Issues
Bioretention facilities shall not be used in areas with the following characteristics:
- The seasonal high water table is less than 2 feet below the bottom of the cell.
- Slopes are 20 percent or greater, unless bioretention terraces are planned.
- Further construction is planned on either the immediately surrounding site
or in outparcels that may drain to the bioretention site. (The upstream
contributing drainage area must be completely and permanently stabilized
(e.g. gravel base course driving surface (preferably paved), or a dense and
vigorous vegetative cover). The heavy sediment load from a bare earth
construction site will cause premature failure of a bioretention BMP.)
- The cell is inaccessible for maintenance.
- The cell will not comply with local landscape ordinances.
Contributing Drainage Basin
Consider the affect of large storms on potential erosion within the cell as well as potential
overflow and downhill erosion upon water leaving the cell. The contributing area to an
individual bioretention cell will typically be 5 acres or less because many large
watersheds will not have an area that is large enough to serve the treatment volume while
also being high enough above the water table.
12.3.3. Step 3: Determine the Surface Area and Depth Required

The cell can be designed to hold the first inch of rainfall from the entire drainage area.
The required surface area of the bioretention cell is equal to the required treatment
volume (as calculated usinv the Simple Method) divided v the Son MR. N o
dimension (width, length, or radius) can be less than 10 feet. This is to provide sufficient
space for plants.
Bioretention 12-12 July 2007
NCDENR Stormwater BMP Manual Chapter Revised 06-16-09
•
allows the user to select from one of NOAA's numerous data stations throughout the
state. Then, the user can ask for precipitation intensity and view a table that displays
precipitation intensity estimates for various annual return intervals (ARIs) (1 year
through 1000 years) and various storm durations (5 minutes through 60 days).
The requirements of the applicable stormwater program will determine the appropriate
values for ARI and storm duration. If the design is for a level spreader that is receiving
runoff directly from the drainage area, then the value for I should simply be one inch
per hour (more information on level spreader design in Chapter 8).
3.3. Runoff Volume
Many stormwater programs have a volume control requirement; that is, capturing the
first 1 or 1.5 inches of stormwater and retaining it for 2 to 5 days. There are two primary
methods that can be used to determine the volume of runoff from a given design storm:
the Simple Method (Schueler,1987) and the discrete SCS Curve Number Method (NRCS,
1986). Both of these methods are intended for use at the scale of a single drainage area.
Stormwater BMPs shall be designed to treat a volume that is at least as large as the
volume calculated using the Simple Method. If the SCS Method yields a greater volume,
then it can also be used.
3.3.1. Simple Method
• The Simple Method uses a minimal amount of information such as watershed drainage
area, impervious area, and design storm depth to estimate the volume of runoff. The
Simple Method was developed by measuring the runoff from many watersheds with
known impervious areas and curve-fitting a relationship between percent
imperviousness and the fraction of rainfall converted to runoff (the runoff coefficient).
This relationship is presented below:
Rv = 0.05 +0.9 * IA
U
Where: Rv = Runoff coefficient [storm runoff (in)/storm rainfall (in)], unitless
1A = Impervious fraction [impervious portion of drainage area (ac)/
drainage area (ac)], rootless.
Once the runoff coefficient is determined, the volume of runoff that must be controlled is
given by the equation below:
V=3630*RD*Ra*A
Where: V = Volume of runoff that must be controlled for the design storm (ft3)
RD = Design storm rainfall depth (in) (Typically, 1.0" or 1.5")
A = Watershed area (ac)
Stormwater Management and Calculations 3-3 July 2007
NCDENR Stormwa ter BMP Manual Chapter Revised 06-16-09
•
areas has the potential to infiltrate into the soil (for example, where roof downspouts are
diffused over a lawn). Disconnected impervious areas produce less runoff than
impervious areas that are directly connected to a storm drainage system.
Table 3-6
How to apply the SCS Curve Number Method
Step 1. Divide the drainage area into land uses and assign an appropriate CN to
each one (see Table 3.5).
Step 2. Compute Q* for any impervious surfaces that are directly linked to surface
waters via a swale or pipe. Find the runoff volume from the directly
connected impervious surfaces by multiplying Q* times the area of the
directly corulected impervious surfaces.
Step 3. Composite a curve number for the remainder of the site by using a
weighted average. If the composite CN is equal to or below 64, assume
that there is no runoff resulting from either the 1 or 1'-/2 inch storm. If the
composite CN is above 64, compute Q* for this area. Find the runoff
volume from the remainder of the site by multiplying Q* times the area of
the remainder of the site.
Step 4. Find the runoff volume from the whole site by adding the results of Step 2
and Step 3.
• 3.4. Storage Volume
Volume control is typically provided through detention structures with volume above
the water operating level and below the required freeboard. Some BMPs do not have
the capability to provide this volume control due to their design, and others can include
storage volume within the media of the BMP. Each individual BMP chapter discusses
the specific calculations for meeting the volume control requirements. However, since
many of the BMPs use storage volume in a detention structure, this section will discuss
an acceptable method of calculating that volume.
Storage volume within a detention structure shall be calculated using a stage-storage
method. A table shall be provided showing incremental elevations of the BMP with
square footage values at the listed elevations. The elevation increments shall be no more
than 1 foot. Columns can then be produced showing the incremental volume and
cumulative volume of storage provided. See Table 3-7 below for an example of a storage
volume calculation. This. method can be used for basin shapes as simple as a rectangle
or as intricate as a curved, landscape designed wetland feature. It can also be used to
calculate sediment storage volume and operating volume within BMPs.
L_J
Stormwater Management and Calculations 3-10 July 2007
•
NCDENR Stormwater BMP Manual Chapter Revised 06-16-09
The type of ground cover at a given site greatly affects the volume of runoff.
Undisturbed natural areas, such as woods and brush, have high infiltration potentials
whereas impervious surfaces, such as parking lots and roofs, will not infiltrate runoff at
all. The ground surface can vary extensively, particularly in urban areas, and Table 3-5
lists appropriate curve numbers for most urban land use types according to hydrologic
soil group. Land use maps, site plans, and field reconnaissance are all effective methods
for determining the ground cover.
Table 3-5
Runoff curve numbers in urban areas for the SCS method (SCS, 1986)
Cover Description Curve Numbers for
Hydrologic Soil Group
Fully developed urban areas A B C D
Open Space (lawns, parks, golf courses, etc.)
Poor condition (< 50 % grass cover) 68 79 86 89
Fair condition (50% to 75% grass cover) 49 69 79 84
Good condition (> 75% grass cover) 39 61 74 80
Impervious areas:
Paved parking lots, roofs, driveways, etc. 98 98 98 98
Streets and roads:
Paved; curbs and storm sewers 98 98 98 98
Paved; open ditches 83 89 98 98
Gravel 76 85 89 91
Dirt 72 82 85 88
• Developing urban areas
Newly graded areas 77 86 91 94
Pasture (< 50% ground cover or heavily grazed) 68 79 86 89
Pasture (50% to 75% ground cover or not heavily grazed) 49 69 79 84
Pasture (>75% ground cover or lightly grazed) 39 61 74 80
Meadow - continuous grass, protected from grazing and 30 58 71 78
generally mowed for hay
Brush (< 50% ground cover) 48 67 77 83
Brush (50% to 75% ground cover) 35 56 70 77
Brush (>75% ground cover) 30 48 65 73
Woods (Forest litter, small trees,, and brush destroyed by 45 66 77 83
heavy grazing or regular burning)
Woods (Woods are grazed but not burned, and some forest 36 60 73 79
Etter covers the soil)
Woods (Woods are protected from grazing, and litter and 30 55 70 77
brush adequately cover the soil)
Most drainage areas include a combination of land uses. The SCS Curve Number Model
should be applied separately: once for areas where impervious cover is directly
connected to surface water via a swale or pipe and a second time for the remainder of
the site. The runoff volumes computed from each of these computations should be
added to determine the runoff volume for the entire site.
For the portion of the site that is NOT directly connected impervious surface, a
composite curve number can be determined to apply in the SCS Curve Number Model.
The composite curve number must be area-weighted based on the distribution of land
• uses at the site. Runoff from impervious areas that is allowed to flow over, pervious
Stormwater Management and Calculations 3-9 July 2007
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JACOBS CALCULATION COVER SHEET
•
•
•
PROJECT USFCC JOB NO. 22MN9901 DEPARTMENT Civil
CLIENT Novartis Vaccines & Diagnostics CALC. NO. C-21
SUBJECT Fitness Facility Parking & Courts Stormwater Detention
ORIGINATOR Ed Kubrin
DATE 8/2510
CHECKER Charles Van Arsdale DATE 8/25/10
PURPOSE OF ISSUANCE
REV
NO. PAGES DESCRIPTION ORIG. DATE CHKD. DATE APRV. DATE
A 117 Issued for Permitting
Information EJK 8/25/10 CCV 8/25/10

COMMENTS:
Calculations performed with PondPack software by Bentley.
CALC COVER SHEETS C-21.DOC
02/19/96
r
i
0
Novartis Vaccines & Diagnostics
USFCC Project
Fitness Facility
Courts and Parking Lot
Stormwater Quantity and Bioretention Plan
JE Project Number:
22NM9901
Prepared by:
Jacobs Engineering
August 2010
• Date:8-25-10
Rev.:A
JACOBS
is Calculation C-21
Parkins and Courts Stormwater Detention
Table of Contents
Section Description

A Executive Summary
B Local Codes
C Parking Lot Detention Calculations
Bioretention Peak Flow Summary
Pre and Post Parameters
Pre Development Storm Calculations
Post Development Storm Calculations
Biointrusion Parameters/Outlet Structures
•
Biointrusion Routing Calculations
D Courts Detention Calculations
Bioretention Peak Flow Summary
Pre and Post Parameters
Pre Development Storm Calculations
Post Development Storm Calculations
Biointrusion Parameters/Outlet Structures
Biointrusio.n Routing Calculations
0
Appendix A Pre & Post Conditions Drainage Maps
Bioretention Pond Plan
Appendix B Soils Map
Vegetative Analysis Map

•
Section A
• Executive Summary
0
• DETENTION CALCULATIONS
Current Town of Holly Springs and NCDENR regulations require that BMPs control
the pre and post development peak flows of a 1 year, 24-hr storm. The storm is based
on a 2.83 inch rainfall in a 24 hour period SCS Type II event as required by the Town
of Holly Springs. This report contains detention design for two separate bioretention
basins located in the Fitness Facility of the existing Novartis complex. The
bioretention basins are located at the courts and the parking lot
Using the Bentley software, PONDPACK, drainage parameters were entered into the
drainage system and routed through the bioretention basins. It was determined that
the new bioretention basins will be able to control the 1 year storm. The pre-
developed peak flow exceeds the post-developed peak flows in both basins after
routing.
Detention bioretention calculations, pre and post development parameters, pond
volume info, outlet structure design, and routing calculations are included in this
section.
The outlet structures in both basins contain a 4 inch diameter orifice to control the 1
year storm. Weirs at the top of the structure allow flow from larger storms to
discharge through to the proposed storm sewer.
•
0

•
C
Section B
Local Codes
0
°TowrJ aF t40LL-(s9eVNG,.s F_441A)E169t J(1 S7A/JflA21a1
•
DA7E e w . Af'2%L Zoo$.
As a part of the development permit application process, conceptual methods,
calculations, and designs must be presented to the Engineering Department at the
concept plan, construction drawing review, and post construction review stages of the
permitting process for comprehensive review, evaluation, optimization and approval.
Revisions to the preliminary plan may be necessary to obtain Town Construction
Drawing and Environmental Plan approvals.
In addition to standard Holly Springs' submittal requirements, there are specific
development permit application requirements for stormwater features outlined in
Section 8.04 of this manual.
E. Structural & Non-structural Best Management Practices
1. Performance Standards
a. Peak Discharge: There shall be no increase in stormwater runoff peak
discharge rate leaving the project site between the pre- and post- development
conditions for, at a minimum, the 17Year, 24-Hour Storm (2.83 inches).
Runoff volume drawdown time shall be a minimum of twenty-four (24) hours,
but not more than one hundred and twenty (120) hours.
b. Total Nitrogen: The total nitrogen (TN) export limitations, per the Neuse
• Basin Rules, 15A NCAC 2B.0233, will be required throughout the Town and
extra territorial jurisdiction. The Town Council shall establish Fee in Lieu
and may amend and update the fees and policies from time to time. Fee costs
and policies will be outlined in Section 8.03 of this Design Manual.
c. 85% Average Annual TSS: A minimum of 85% average annual removal for
Total Suspended Solids (note: for most BMPs this will be based on the 1 inch
run off volume, some speck BMPs may be based on alternative design
criteria)
d. General: General engineering design criteria for all projects shall be in
accordance with 15A NCAC 2H .1008c, as explained in the Design Manual;
e. Stream Setback: All Built-Upon Area shall be at a minimum of 30-feet
landward of all perennial and intermittent surface waters, as described in
Section 7.06 of the UDO. "Where applicable, stormwater management
facilities may be located within the outer 50' of the TOHS riparian buffer but
are not permitted within the Neuse Riparian Buffers unless specifically
approved in writing by the TOHS Director of Engineering or designee. BMP
outfalls are permitted in riparian buffers as consistent with NCDENR policies
and 401 approvals." Additionally, Section 8.03 of this manual outlines the
TOHS Restored Riparian Buffer requirements for removed ponds.
The above performance standards shall apply to all projects within the TOHS
jurisdiction. Note that the Town's Stormwater Ordinance is a performance based
ordinance and does not specifically limit the amount of impervious cover or
• utilize high or low density development thresholds to control development
intensity. Instead, all pertinent development must meet the above standards as
FINAL April 2008 add 5 2008
8-11

Section C
0
Parking Lot Detention Calculations
is

•
Bioretention Peak Flow Summary
0
0
•
Scenario: Pre-Development 1 year
JD0 --~i

O-1
is Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V8i
Fitness Facility Parking Lot.ppc Center [08.11.01.51]
8/25/2010 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]
•
Scenario: Post-Development 1 year
POE-1
C

• Bentley Systems, Inc. Haestad Methods Solution
Fitness Facility Parking Lot.ppc Center
8/25/2010 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
O-1
Bentley PondPack V8i
108.11.01.511
Page 1 of 1
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•
E
Subsection: Master Network Summary
Catchments Summary
Label Scenario
Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
n
-Development 1
CM-1 P 1 0.024 12.400 0.12
e
a
Post-Development 1
CM-1 1 0.102 12.150 1.12
year
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
0-1 yea Development 1 1 0.024 12.400 0.12

0-1 Post-Development 1 1 0.030 17.200 0.04
year
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum
Event Volume (hours) (ft3/s) Water Pond Storage
(years) (ac-ft) Surface (ac-ft)
Elevation
(ft)
Post-
PO-1 (IN) Development 1 0.102 12.150 1.12 (N/A) (N/A)
1 year
Post-
PO-1 (OUT) Development 1 0.030 17.200 0.04 329.36 0.076
1 year
• Bentley Systems, Inc. Haestad Methods Solution
Fitness Facility Parking Lot.ppc Center
8/26/2010 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Bentley PondPack V8i
[08.11.01.511
Page 1 of 1
•
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•
Pre and Post Parameters
0
0
• Project: Novartis USFCC
Location: Holly Springs, NC
Date: 8/27/2010
Subject: Site Land Use Fitness Facility Parking Lot
Predeveloped Land Use Type B Soil
Land Use Designation
Drainaae Area Total Area A B C
CM-1 1.06 1.06
Acres 1.06 0 0 1.06
Post Developed Land Use Type B Soil
Land Use Designation
nrainanP Ara;; TntA Area A B C
CM-1 1.06 0.5 0.56 0
Acres 1.06 0.5 0.56 0
Land Use Legend
A Grass "Good" CN= 61
B Pavement/Buildings CN= 98
C Woods "Fair" CN= 60
•
Avg. _CN F
60 1.06
0 1.06
Avg. CN
81 1.06
0 1.06
0
• Novartis
22MN9901 Fitness Parking Lot
August 2010
Pre Developed Dra inage Areas
2 yr P= 3.6 inches
Drainage Area Designation: CM-1
Total Length: 200 Feet
Drainage Area: 1.06 Acres
Travel Wetted
Distance Slope Perimeter Flow Area
Flow Type Manning's "n" (ft.) (ft/ft) (feet) (sq. ft.) Time (hr)
Sheet flow 0.4 165 0.08 0.29
Shallow flow 35 0.013 0.01
200 0.29
•
?_J
• Novartis
22MN9901 Fitness Parking Lot
Aug-10
Post Developed Drainage Areas
2 yr P= 3.6 inches
Drainage Area Designation: CM-1
Total Length: 139 Feet
Drainage Area: 1.06 Acres
Travel Wetted
Distance Slope Perimeter Flow Area
Flow Type Mannina's "n" (ft.) (ftift) (feet) (sq. ft.) Time (hr)
Sheet flow
Shallow flow
Shallow flow
Shallow flow
0.24 67 0.015 0.18
20 0.2 0.00
32 0.03 0.00
20 0.125 0.00
139
•
0.19
0
1 .1 AIKOJ
0
Pre Development Storm Calculations
0
0
• Fitness Facility Parking Lot - Pre-Development
Project Summary
Title Fitness Facility
Parking Lot
Engineer Ed Kubrin
Company Jacobs
Engineering
Date 8/17/2010
Notes
•
• Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
Fitness Facility Parking Lot.ppc Center [08.11.01.51]
8/25/2010 27 Siemon Company Drive Suite 200 W Page 1 of 7
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•
Table of Contents
Master Network Summary
•
CM-1 Time of Concentration
Calculations
CM-1 Unit Hydrograph
Summary
u
•

Scenario: Pre-Development 1 year
O-1
• Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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•
•
Fitness Facility Parking Lot - Pre-Development
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
CM-1 Pre-Development 1 1 0.024 12.400 0.12

Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
0-1
1 Pre-Development 1
? 1 0.024 12.400 0.12
year
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•
•
Fitness Facility Parking Lot - Pre-Development
Subsection: Time of Concentration Calculations Return Event: 1 years
Label: CM-1 Storm Event: 1 Year
Time of Concentration Results
Segment #1: TR-55 Sheet Flow
Hydraulic Length 165.00 ft
Manning's n (N/A)
Slope 0.080 ft/ft
2 Year 24 Hour Depth 3.6 in
Average Velocity 0.16 ft/s
Segment Time of
0.289 hours
Concentration

Segment #2: TR-55 Shallow Concentrated Flow
Hydraulic Length 35.00 ft
Is Paved? False
Slope 0.013 ft/ft
Average Velocity 1.80 ft/s
Segment Time of
0.005 hours
Concentration

Time of Concentration (Composite)
Time of Concentration 0.295 hours
(Composite)
is Bentley Systems, Inc. Haestad Methods Solution
Fitness Facility Parking Lot.ppc Center
8/25/2010 27 Siemon Company Drive Suite 200 W
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Bentley PondPack V8i
[08.11.01.51]
Page 3 of 7

•
Fitness Facility Parking Lot - Pre-Development
Subsection: Time of Concentration Calculations Return Event: 1 years
Label: CM-1 Storm Event: 1 Year
SCS Channel Flow
R= Qa/Wp

V =
Tc =
(1.49 * (R**(2/3)) * (Sf**-0.5)) / n
(Lf / V) / 3600
R= Hydraulic radius
Aq= Flow area, square feet
Wp = Wetted perimeter, feet
Where: V= Velocity, ft/sec
Sf= Slope, ft/ft
n= Manning's n
Tc= Time of concentration, hours
Lf= Flow length, feet
SCS TR-55 Shallow Concentration Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Tc = Paved Surface:
V = 20.3282 * (Sf**0.5)
(Lf / V) / 3600
V= Velocity, ft/sec
Where: Sf= Slope, ft/ft
Tc= Time of concentration, hours
Lf= Flow length, feet
• Bentley Systems, Inc. Haestad Methods Solution
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8/25/2010 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Bentley PondPack V8i
[08.11.01.51]
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i Fitness Facility Parking Lot - Pre-Development
Subsection: Unit Hydrograph Summary Return Event: 1 years
Label: CM-1 Storm Event: 1 Year
Storm Event 1 Year
Return Event 1 years
Duration 24.000 hours
Depth 2.8 in
Time of Concentration 0
295 hours
(Composite) .
Area (User Defined) 46,174.0 ft2
Computational Time 0.039 hours
Increment
Time to Peak (Computed) 12.416 hours
Flow (Peak, Computed) 0.12 ft3/s
Output Increment 0.050 hours
Time to Flow (Peak 12
400 hours
Interpolated Output) .
Flow (Peak Interpolated 0.12 ft3/s
Output)
Drainage Area
SCS CN (Composite) 60.000
•
Area (User Defined) 46,174.0 ft2
Maximum Retention
6
7 in
(Pervious) .
Maximum Retention
1
3 in
(Pervious, 20 percent) .
Cumulative Runoff
Cumulative Runoff Depth 0.3 in
(Pervious)
Runoff Volume (Pervious) 0.024 ac-ft
Hydrograph Volume (Area under Hydrograph curve)
Volume 0.024 ac-ft
SCS Unit Hydrograph Parameters
Time of Concentration 0
295 hours
(Composite) .
Computational Time 0.039 hours
Increment
Unit Hydrograph Shape

Factor 483.432
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
•
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• Fitness Facility Parking Lot - Pre-Development
Subsection: Unit Hydrograph Summary
Label: CM-1
SCS Unit Hydrograph Parameters
Unit peak, qp 4.08 ft3/s
Unit peak time, Tp 0.196 hours
Unit receding limb, Tr 0.786 hours
Total unit time, Tb 0.982 hours
r
?J
Return Event: 1 years
Storm Event: 1 Year
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
Fitness Facility Parking Lot.ppc Center [08.11.01.51]
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•
•
0
U
Q
O
a?
L
a
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O
Ln
T?
VI
L
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M +-i O m CO l0 Ln d' M r--I O p
,-- ?--i •-I O O O O O O O O
O O O O O O O O O O O
(S/E44) (1240-0 MOIL
a-+
O
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LL
L
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N
c?
C
Q
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1
L
a
U
JACOBS
•
Post Development Storm Calculations
0
0
0 Fitness Facility Parking Lot - Post Developed
Project Summary
Title Fitness Facility
Parking Lot
Engineer Ed Kubrin
Company Jacobs
Engineering
Date 8/17/2010
Notes
•
• Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
Fitness Facility Parking Lot.ppc Center [08.11.01.51]
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Table of Contents
Master Network Summary
0
CM-1 Time of Concentration
Calculations
CM-1 Unit Hydrograph
Summary

Scenario: Post-Development 1 year
POE-1
0
O-1
• Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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Watertown, CT 06795 USA +1.203-755-1666
•
•
CM-1 Post-Development 1 1 0.102 12.150 1.12
year
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
0-1 Post-Development 1 1 0.030 17.200 0.04
year
Pond Summary
Label Scenario Return H ydrograph Time to Peak Peak Flow Maximum Maximum
Event Volume (hours) ( ft3/s) Water Pond Storage
(years) (ac-ft) Surface (ac-ft)
Elevation
(ft)
Fitness Facility Parking Lot - Post Developed
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
Post-
PO-1 (IN) Development 1 0.102 12.150 1.12 (N/A) (N/A)
1 year
Post-
PO-1 (OUT) Development 1 0.030 17.200 0.04 329.36 0.076
1 year
is Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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•
•
Fitness Facility Parking Lot - Post Developed
Subsection: Time of Concentration Calculations Return Event: 1 years
Label: CM-1 Storm Event: 1 Year
Time of Concentration Results
Segment #1: TR-55 Sheet Flow
Hydraulic Length 67.00 ft
Manning's n (N/A)
Slope 0.015 ft/ft
2 Year 24 Hour Depth 3.6 in
Average Velocity 0.10 ft/s
Segment Time of 0.183 hours
Concentration

Segment #2: TR-55 Shallow Concentrated Flow
Hydraulic Length 20.00 ft
Is Paved? False
Slope 0.200 ft/ft
Average Velocity 7.22 ft/s
Segment Time of 0.001 hours
Concentration

Segment #3: TR-55 Shallow Concentrated Flow
Hydraulic Length 32.00 ft
Is Paved? False
Slope 0.030 ft/ft
Average Velocity 2.79 ft/s
Segment Time of 0.003 hours
Concentration

Segment #4: TR-55 Shallow Concentrated Flow
Hydraulic Length 20.00 ft
Is Paved? False
Slope 0.125 ft/ft
Average Velocity 5.70 ft/s
Segment Time of 0.001 hours
Concentration

Time of Concentration (Composite)
Time of Concentration 0
188 hours
(Composite) .
Fitness Facility Parking Lot.ppc
8/25/2010
Bentley Systems, Inc. Haestad Methods Solution
Center
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Page 3 of 7
• Fitness Facility Parking Lot - Post Developed
Subsection: Time of Concentration Calculations Return Event: 1 years
Label: CM-1 Storm Event: 1 Year
SCS Channel Flow
R=Qa/Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
Tc =
(Lf / V) / 3600
R= Hydraulic radius
Aq= Flow area, square feet
Wp= Wetted perimeter, feet
V= Velocity, ft/sec
Where: Sf= Slope, ft/ft
n= Manning's n
Tc= Time of concentration, hours
Lf= Flow length, feet
==== SCS TR-55 Shallow Concentration Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Tc = Paved Surface:
V = 20.3282 * (Sf**0.5)
•
(Lf / / 3600
V=
V= Velocity, ft/sec
Where: Sf= Slope, ft/ft
Tc= Time of concentration, hours
Lf= Flow length, feet
• Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
Fitness Facility Parking Lot.ppc Center [08.11.01.511
8/25/2010 27 Siemon Company Drive Suite 200 W Page 4 of 7
Watertown, CT 06795 USA [phone]
• Fitness Facility Parking Lot - Post Developed
Subsection: Unit Hydrograph Summary Return Event: 1 years
Label: CM-1 Storm Event: 1 Year
Storm Event 1 Year
Return Event 1 years
Duration 24.000 hours
Depth 2.8 in
Time of Concentration 0.188 hours
(Composite)
Area (User Defined) 46,174.0 ft2
Computational Time 0.025 hours
Increment
Time to Peak (Computed) 12.153 hours
Flow (Peak, Computed) 1.12 ft3/s
Output Increment 0.050 hours
Time to Flow (Peak 12.150 hours
Interpolated Output)
Flow (Peak Interpolated 1.12 ft3/s
Output)
Drainage Area
SCS CN (Composite) 80.547
•
Area (User Defined) 46,174.0 ft2
Maximum Retention
2.4 in
(Pervious)
Maximum Retention 0.5 in
(Pervious, 20 percent)
Cumulative Runoff
Cumulative Runoff Depth 1.2 in
(Pervious)
Runoff Volume (Pervious) 0.102 ac-ft
Hydrograph Volume (Area under Hydrograph curve)
Volume 0.102 ac-ft
SCS Unit Hydrograph Parameters
Time of Concentration 0.188 hours
(Composite)
Computational Time 0.025 hours
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V8i
Fitness Facility Parking Lot.ppc Center [08.11.01.51]
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• Fitness Facility Parking Lot - Post Developed
Subsection: Unit Hydrograph Summary
Label: CM-1
SCS Unit Hydrograph Parameters
Unit peak, qp 6.40 ft3/s
Unit peak time, Tp 0.125 hours
Unit receding limb, Tr 0.500 hours
Total unit time, Tb 0.625 hours
C
• Bentley Systems, Inc. Haestad Methods Solution
Fitness Facility Parking Lot.ppc Center
8/25/2010 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Return Event: 1 years
Storm Event: 1 Year
Bentley PondPack V8i
[08.11.01.51]
Page 6 of 7
•
•
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Bioretention Parameters/Outlet Structure
C
0
•
Table of Contents
PO-1 1 Year
Elevation-Area Volume
Curve
Volume Equations
Composite Outlet 1 Year
Structure - 1
Outlet Input Data
Individual Outlet Curves
Composite Rating Curve 10
•
0
. Novartis
Holly Springs, N.C.
Bioretention Pond Calculations - Fitness Facility Parking Lot
Total Impoundment Volume
•
PN 22MN9901
8/26/2010
END AREA MET HOD INCR
ELEVATION AREA(SF) DIST (FT) AVG. AREA (SF) VOLUME (CF) VOLUME (CF)
328.5 3004
0.5 3506 1753
329 4007 1753
0.25 4260 1065
329.25 4513 2818
0.75 5307 3980
330 6101 6798

TOTALS 6798
0.16

0
•
Bioretention Parameters and Outlet Structure
Subsection: Elevation-Area Volume Curve Return Event: 1 years
Label: PO-1 Storm Event: 1 Year
Elevation Planimeter Area Al+A2+sqr Volume Volume (Total)
(ft) (ft2) (ft2) (Al*A2) (ac-ft) (ac-ft)
(ft2)
•
328.50 0.0 3,004.0 0.0 0.000 0.000
329.00 0.0 4,007.0 10,480.4 0.040 0.040
329.25 0.0 4,513.0 12,772.5 0.024 0.065
330.00 0.0 6,101.0 15,861.3 0.091 0.156
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•
Bioretention Parameters and Outlet Structure
Subsection: Volume Equations
Label: PO-1
Return Event: 1 years
Storm Event: 1 Year
Pond Volume Equations
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2 - Eli) * (Areal + Areal + sgr(Areal * Area2))
where: EL1, EL2 Lower and upper elevations of the increment
Areal, Areal Areas computed for ELI, EL2, respectively
Volume Incremental volume between ELl and EL2
E
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• q OF PIPE INTERSECTION I
CATCH BASIN COORD. LOCH
4
00-C-55-99-1
24" WEIR
I
1"0 ORIFICE
x24 WEIR
•
RISER DETAIL B
SCALE: 1/2" = l'-O" 00-C-20-99-22
CAST IN FRAME & GRATE
PER NCDOT STD. 840.16
I.E. 329.75
4,000 PSI PRECAST
CONCRETE PER ASTM
C913 AND NCDOT
STD. 840.14
CONCRETE FILL TO
FORM SMOOTH
FLOW LINE ----
QD
BASE CAST INTEGRAL
WITH SIDES
6"
BOOT CONNECTION (TYP.)
FOR HDPE PIPE, SEE DETAIL
"D" THIS DWC-
6" WASHED STONE BEDDING --/
PARKING LOT RISER GB
• 200
SECTION 4
SCALE: 1/2" = 1'-0" 00-C-55-99-12
NOTE:
1. CONCRETE TOP AND STRUCTURE SHALL BE DESIGNED
TO SUPPORT AN AASHTO HS-20-44.
5"x24" WEIR
T/GRATE EL. SEE TABLE
ON DWG. 00-C-20-99-25
4"0 HOLE
I.E. 329.25
PLASTIC CEMENT PUTTY
OR BUTYL RUBBER
JOINTS
V JR. INV. EL. SEE TABLE
ON DWG. 00-C-20-99-25
• Bioretention Parameters and Outlet Structure
Subsection: Outlet Input Data Return Event: 1 years
Label: Composite Outlet Structure - 1 Storm Event: 1 Year
Requested Pond Water Surface Elevations
Minimum (Headwater) 328.50 ft
Increment (Headwater) 0.50 ft
Maximum (Headwater) 330.00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall E1 E2
(ft) (ft)
Orifice-Circular Orifice - 1 Forward Culvert - 1 329.25 330.00
Rectangular Weir Riser - 2 Forward Culvert - 1 329.75 330.00
Rectangular Weir Riser - 1 Forward Culvert - 1 329.75 330.00
Culvert-Circular. Culvert - 1 Forward TW 325.50 330.00
Tailwater Settings Tailwater (N/A) (N/A)

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• Bioretention Parameters and Outlet Structure
Subsection: Outlet Input Data Return Event: 1 years
Label: Composite Outlet Structure - 1 Storm Event: 1 Year
Structure ID: Culvert - 1
Structure Type: Culvert-Circular
Number of Barrels 1
Diameter 12.0 in
Length 190.00 ft
Length (Computed Barrel) 190.01 ft
Slope (Computed) 0.009 ft/ft
Outlet Control Data
Manning's n 0.013
Ke 0.500
Kb 0.031
Kr 0.500
Convergence Tolerance 0.00 ft
Inlet Control Data
Equation Form Form 1
K 0.0018
• M
C 2.0000
0.0292
Y 0.7400
T1 ratio (HW/D) 1.058
T2 ratio (HW/D) 1.203
Slope Correction Factor -0.500
Use unsubmerged inlet control 0 equation below T1
elevation.
Use submerged inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
inlet control,
interpolate between flows at T1 & T2...
T1 Elevation 326.56 ft T1 Flow 2.75 ft3/s
T2 Elevation 326.70 ft T2 Flow 3.14 ft3/s
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•

Bioretention Parameters and Outlet Structure
Subsection: Outlet Input Data Return Event: 1 years
Label: Composite Outlet Structure - 1 Storm Event: 1 Year
Structure ID: Riser - 1
Structure Type: Rectangular Weir
Number of Openings 1
Elevation 329.75 ft
Weir Length 2.00 ft
Weir Coefficient 3.00 (ft^0.5)/s

Structure ID: Orifice - 1
Structure Type: Orifice-Circular
Number of Openings 1
Elevation 329.25 ft
Orifice Diameter 4.0 in
Orifice Coefficient 0.600

Structure ID: Riser - 2
Structure Type: Rectangular Weir
Number of Openings 1
Elevation 329.75 ft
Weir Length 2.00 ft
Weir Coefficient 3.00 (ft^0.5)/s

Structure ID: TW
Structure Type: TW Setup, DS Channel
Tailwater Type Free Outfall

Convergence Tolerances
Maximum Iterations 30
Tailwater Tolerance 0.01 ft
(Minimum)
Tailwater Tolerance 0.50 ft
(Maximum)
Headwater Tolerance 0.01 ft
(Minimum)
Headwater Tolerance 0.50 ft
(Maximum)
Flow Tolerance (Minimum) 0.001 ft3/s
Flow Tolerance (Maximum) 10.000 ft3/s
is Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
Fitness Facility Parking Lot.ppc Center [08.11.01.511
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•
Bioretention Parameters and Outlet Structure
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Composite Outlet Structure - 1 Storm Event: 1 Year
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Culvert - 1 (Culvert-Circular)
Mannings open channel maximum capacity: 3.54 ft3/s
Upstream ID = Orifice - 1, Riser - 2, Riser - 1
Downstream ID = Tailwater (Pond Outfall)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
328.50 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
329.00 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
329.25 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
329.50 0.10 325.70 Free Outfall Free Outfall 0.00 0.00 (N/A) 0.00
329.75 0.24 325.81 Free Outfall Free Outfall 0.00 0.00 (N/A) 0.00
330.00 1.82 326.43 Free Outfall Free Outfall 0.00 0.00 (N/A) 0.00
Message
•
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
CRIT.DEPTH CONTROL Vh= .045ft
Dcr= .130ft CRIT.DEPTH Hev= .00ft
CRIT.DEPTH CONTROL Vh= .071ft
Dcr= .202ft CRIT.DEPTH Hev= .00ft
CRIT.DEPTH CONTROL Vh= .236ft
Dcr= .575ft CRIT.DEPTH Hev= .00ft
• Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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•
Bioretention Parameters and Outlet Structure
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Composite Outlet Structure - 1 Storm Event: 1 Year
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Riser - 1 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID = Culvert - 1 (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
328.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
329.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
329.25 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
329.50 0.00 0.00 0.00 325.70 0.00 0.00 (N/A) 0.00
329.75 0.00 0.00 0.00 325.81 0.00 0.00 (N/A) 0.00
330.00 0.75 330.00 Free Cutfall 326.43 0.00 0.00 (N/A) 0.00
Message
•
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
H=.25; Htw=.00; Qfree=.75;
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•
Bioretention Parameters and Outlet Structure
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Composite Outlet Structure - 1 Storm Event: 1 Year
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Orifice - 1 (Orifice-Circular)
Upstream ID = (Pond Water Surface)
Downstream ID = Culvert -1 (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
328.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
329.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
329.25 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
329.50 0.10 329.50 Free Outfall 325.70 0.00 0.00 (N/A) 0.00
329.75 0.24 329.75 Free Outfall 325.81 0.00 0.00 (N/A) 0.00
330.00 0.32 330.00 Free Outfall 326.43 0.00 0.00 (N/A) 0.00
Message
•
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
CRIT.DEPTH CONTROL Vh= .071ft
Dcr= .178ft CRIT.DEPTH Hev= .00ft
H =.33
H =.58
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•
Bioretention Parameters and Outlet Structure
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Composite Outlet Structure - 1 Storm Event: 1 Year
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Riser - 2 (Rectangular Weir)
---------------------------------------
Upstream ID = (Pond Water Surface)
Downstream ID = Culvert - 1 (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
328.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
329.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
329.25 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
329.50 0.00 0.00 0.00 325.70 0.00 0.00 (N/A) 0.00
329.75 0.00 0.00 0.00 325.81 0.00 0.00 (N/A) 0.00
330.00 0.75 330.00 Free Clutfall 326.43 0.00 0.00 (N/A) 0.00
Message
•
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
H=.25; Htw=.00; Qfree=.75;
• Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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•
Bioretention Parameters and Outlet Structure
Subsection: Composite Rating Curve
Label: Composite Outlet Structure - 1
Composite Outflow Summary
Water Surface Flow
Elevation MIN
(ft)
Tailwater Elevation Convergence Error
(ft) (ft)
Return Event: 1 years
Storm Event: 1 Year
328.50 0.00 (N/A) 0.00
329.00 0.00 (N/A) 0.00
329.25 0.00 (N/A) 0.00
329.50 0.10 (N/A) 0.00
329.75 0.24 (N/A) 0.00
330.00 1.82 (N/A) 0.00
Contributing Structures

(no Q: Orifice - 1,Riser - 2,Riser -
1,Culvert - 1)
(no Q: Orifice - 1,Riser - 2,Riser -
1,Culvert - 1)
(no Q: Orifice - 1,Riser - 2,Riser -
1,Culvert - 1)
Orifice - 1,Culvert - 1 (no Q: Riser -
2,Riser - 1)
Orifice - 1,Culvert - 1 (no Q: Riser -
2,Riser - 1)
Orifice - 1,Riser - 2,Riser - 1,Culvert -
1
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JACOBS
•
Bioretention Routing Calculations
•
0
•
Table of Contents
PO-1 1 Year
Elevation-Volume-Flow
Table (Pond)
PO-1 (IN) 1 Year
Level Pool Pond Routing
Summary

PO-1 (OUT) 1 Year
Pond Routed Hydrograph
(total out)
?J
? J
•
•
Bioretention Routing Calculations - Fitness Facility Parking
Subsection: Elevation-Volume-Flow Table (Pond) Return Event: 1 years
Label: PO-1 Storm Event: 1 Year
Infiltration
Infiltration Method No Infiltration
(Computed)

Initial Conditions
Elevation (Water Surface, 328.50 ft
Initial)
Volume (Initial) 0.000 ac-ft
Flow (Initial Outlet) 0.00 ft3/s
Flow (Initial Infiltration) 0.00 ft3/s
Flow (Initial, Total) 0.00 ft3/s
Time Increment 0.050 hours
Elevation Outflow Storage Area Infiltration Flow (Total) 2S/t + 0
(ft) (ft3/s) (ac-ft) (ftz) (ft3/s) (ft3/s) (ft3/s)
328.50 0.00 0.000 3,004.0 0.00 0.00 0.00
329.00 0.00 0.040 4,007.0 0.00 0.00 19.41
329.25 0.00 0.065 4,513.0 0.00 0.00 31.23
329.50 0.10 0.092 5,015.8 0.00 0.10 44.56
329.75 0.24 0.122 5,545.1 0.00 0.24 59.37
330.00 1.82 0.156 6,101.0 0.00 1.82 77.12
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• Bioretention Routing Calculations - Fitness Facility Parking
Subsection: Level Pool Pond Routing Summary Return Event: 1 years
Label: PO-1 (IN) Storm Event: 1 Year
Infiltration
Infiltration Method
(Computed) No Infiltration
Initial Conditions
Elevation (Water Surface, 328.50 ft
Initial)
Volume (Initial) 0.000 ac-ft
Flow (Initial Outlet) 0.00 ft3/s
Flow (Initial Infiltration) 0.00 ft3/s
Flow (Initial, Total) 0.00 ft3/s
Time Increment 0.050 hours
Inflow/Outflow Hydrograph Summary
Flow (Peak In) 1.12 ft3/s Time to Peak (Flow, In) 12.150 hours
Flow (Peak Outlet) 0.04 ft3/s Time to Peak (Flow, Outlet) 17.200 hours

Elevation (Water Surface, 329.36 ft
Peak)
• Volume (Peak) 0.076 ac-ft
Mass Balance (ac-ft)
Volume (Initial) 0.000 ac-ft
Volume (Total Inflow) 0.102 ac-ft
Volume (Total Infiltration) 0.000 ac-ft
Volume (Total Outlet 0.030 ac-ft
Outflow)
Volume (Retained) 0.072 ac-ft
Volume (Unrouted) 0.000 ac-ft
Error (Mass Balance) 0.4 0/0
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• Bioretention Routing Calculations - Fitness Facility Parking
Subsection: Pond Routed Hydrograph (total out) Return Event: 1 years
Label: PO-1 (OUT) Storm Event: 1 Year
Peak Discharge 0.04 ft3/s
Time to Peak 17.200 hours
Hydrograph Volume 0.030 ac-ft

HYDROGRAPH ORDINATES (ft3/s)
Output Time Increment = 0.050 hours
Time on left represents time for first value in each row.
Time Flow Flow Flow Flow Flow
(hours) (ft3/s) (ft3/s) (ft3/s) (ft3/s) (ft3/s)
13.700 0.00 0.00 0.00 0.01 0.01
13.950 0.01 0.01 0.01 0.01 0.01
14.200 0.02 0.02 0.02 0.02 0.02
14.450 0.02 0.02 0.02 0.02 0.03
14.700 0.03 0.03 0.03 0.03 0.03
14.950 0.03 0.03 0.03 0.03 0.03
15.200 0.03 0.04 0.04 0.04 0.04
15.450 0.04 0.04 0.04 0.04 0.04
15.700 0.04 0.04 0.04 0.04 0.04
15.950 0.04 0.04 0.04 0.04 0.04
16.200 0.04 0.04 0.04 0.04 0,04
16.450 0.04 0.04 0.04 0.04 0.04
16.700 0.04 0.04 0.04 0.04 0.04
16.950 0.04 0.04 0.04 0.04 0.04
17.200 0.04 0.04 0.04 0.04 0.04
17.450 0.04 0.04 0.04 0.04 0.04
17.700 0.04 0.04 0.04 0.04 0.04
17.950 0.04 0.04 0.04 0.04 0.04
18.200 0.04 0.04 0.04 0.04 0.04
18.450 0.04 0.04 0.04 0.04 0.04
18.700 0.04 0.04 0.04 0.04 0.04
18.950 0.04 0.04 0.04 0.04 0.04
19.200 0.04 0.04 0.04 0.04 0.04
19.450 0.04 0.04 0.04 0.04 0.04
19.700 0.04 0.04 0.04 0.04 0.04
19.950 0.04 0.04 0.04 0.04 0.04
20.200 0.04 0.04 0.04 0.04 0.04
20.450 0.04 0.04 0.04 0.04 0.04
20.700 0.04 0.04 0.04 0.04 0.04
20.950 0.04 0.04 0.04 0.04 0.04
21.200 0.03 0.03 0.03 0.03 0.03
21.450 0.03 0.03 0.03 0.03 0.03
21.700 0.03 0.03 0.03 0.03 0.03
21.950 0.03 0.03 0.03 0.03 0.03
22.200 0.03 0.03 0.03 0.03 0.03
22.450 0.03 0.03 0.03 0.03 0.03
22.700 0.03 0.03 0.03 0.03 0.03
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•
•
Bioretention Routing Calculations - Fitness Facility Parking
Subsection: Pond Routed Hydrograph (total out) Return Event: 1 years
Label: PO-1 (OUT) Storm Event: 1 Year
HYDROGRAPH ORDINATES (ft3/s)
Output Time Increment = 0.050 hours
Time on left represents time for first value in each row.
Time Flow Flow Flow Flow Flow
(hours) (ft3/S) (ft3/S) (ft3/S) (ft3/S) (ft3/s)
22.950 0.03 0.03 0.03 0.03 0.03
23.200 0.03 0.03 0.03 0.03 0.03
23.450 0.03 0.03 0.03 0.03 0.03
23.700 0.03 0.03 0.03 0.03 0.03
23.950 0.03 0.03 (N/A) (N/A) (N/A)
• Bentley Systems, Inc. Haestad Methods Solution
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• PondMaker Worksheet Detailed Report: Worksheet (PO-1) - 1
•
Element Details
ID 32
Label Worksheet (PO-1) - 1
Select Pond to Design PO-1
Flow Allowed Below Target 25.0
Flow Allowed Above Target 10.0
Flow Allowed Below Target 50.0
Flow Allowed Above Target 10.0
Volume Allowed Below Target 25.0
Volume Allowed Above Target 300.0
Tolerance Display Display numerical values for tolerance fields

Notes

Volume
Pond Type Elevation- Use Void Space? False
Area
Elevation-Area
Pond Elevation Pond Area
(ft) (ftz)
328.50 3,004.0
329.00 4,007.0
329.25 4,513.0
330.00 6,101.0
Infiltration
Infiltration Method No Infiltration

Output
Detention Time None

Initial Conditions
Is Outflow Averaging On? False Define Starting Water Surface Pond Invert
Elevation
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•
•
PondMaker Worksheet Detailed Report: Worksheet (PO-1) - 1
330.00
329.88
329.75
329.63
329.50
L 329.38
C
329.25
ro
N
Fu 329.13
329.00
328.88
328.75
328.63
328.50
Elevation vs. Volume
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0.020 0.040 0.060 0.080 0.100 0.120 0.140
Volume (Total) (ac-ft)
•
E
Composite Outlet Structure - 1 ? Target Rating Curve
®Q- Post- Development 1year I
1.40 1.60 1.80
• Bentley Systems, Inc. Haestad Methods Solution
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PondMaker Worksheet Detailed Report: Worksheet (PO-1) - 1
PondMaker Worksheet (Routing Design)
Design Scenario Design Target Peak Computed Computed Target
Return Outflow Peak Outflow Peak Outflow Outflow
Event (ft3/s) (ft3/s) vs. Target Volume
(ft3/s) (ac-ft)
Post-Development 1 year 1 0.12 0.04 -0.08 0.024
Computed Computed Routing Outlet Computed Freeboard Maximum
Volume Outflow Structure Max Water Depth Storage
Outflow Volume vs. Elevation (ft) (ac-ft)
(ac-ft) Target (ft)
(ac-ft)
0.030 0.006 Composite Outlet 329.36 0.64 0.076
Structure - 1
D-HMaLor Dni H- r)-i-
330.00
329.88
329.75
0 329.63
329.50
m
v 329.38 ?.? .-,.-------m--------------
u
329.25
U) 329.13
L
0 329.00
328.88
o
° 328.75
328.63
328.50
0.00 0.20 0.40 0.60 0.80 1.00 1.20
Flow (ft3/s)
Bentley PondPack V8i
[08.11.01.511
Page 4 of 4
•
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•
Section D
• Courts Detention Calculations
0
e
•
Bioretention Peak Flow Summary
0
is
•
E
Scenario: Pre-Development 1 year
O-1
• Bentley Systems, Inc. Haestad Methods Solution
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Page 1 of 1

•
Scenario: Post-Development 1 year
O-1
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• Subsection: Master Network Summary
Catchments Summary
Label Scenario
•
Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
CM-1 PrreDevelopment 1 1 0.022 12.300 0.12
year
CM-1 Post-Development 1 1 0.125 12.100 1.63
year
Node Summary
Label
Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
0-1 Pre-Development 1 1 0.022 12.300 0.12
year
0-1 Post-Development 1 1 0.060 14.050 0.09
year
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum
Event Volume (hours) (ft3/s) Water Pond Storage
(years) (ac-ft) Surface (ac-ft)
Elevation
(ft)
Post-
PO-1 (IN) Development 1 0.125 12.100 1.63 (N/A) (N/A)
1 year
Post-
PO-1 (OUT) Development 1 0.060 14.050 0.09 323.47 0.078
1 year
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•
•
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•
Pre and Post Parameters

r?
U
•
0
Project: Novartis USFCC
Location: Holly Springs, NC
Date: 8/27/2010
Subject: Site Land Use Fitness Facility Courts
Predeveloped Land Use Type B Soil
Land Use Designation
Drainaae Area Total Area A B C
CM-1 0.99 0.99
Acres 0.99 0 0 0.99
Post Developed Land Use Type B Soil
Land Use Designation
Drainaae Area Total Area A B C
CM-1 0.99 0.32 0.67 0
Acres 0.99 0.32 0.67 0
Land Use Legend
A Grass "Good" CN= 61
B Pavement/Buildings CN= 98
C Woods "Fair" CN= 60
Avq. CN F
60 0.99
0 0.99
Avg. CN
86 0.99
0 0.99
0
• Novartis
22MN9901 Fitness Courts
August 2010
Pre Developed Drainage Areas
2 yr P= 3.6 inches
Drainage Area Designation: CM-1
Total Length: 132 Feet
Drainage Area: 0.99 Acres
Travel Wetted
Distance Slope Perimeter Flow Area
Flow Type
Sheet flow
Shallow flow
Manning's "n" (ft.) (ftift) (feet) (sq. ft.) Time (hr;
0.4 77 0.005 0.41
-r 55 0.073 0.0(
132
•
0.48
0
• Novartis
22MN9901 Fitness Courts
Aug-10
Post Developed Drainage Areas
2 yr P= 3.6 inches
Drainage Area Designation: CM-1
Total Length: 123 Feet
Drainage Area: 0.99 Acres
Travel Wetted
Distance Slope Perimeter Flow Area
Flow Type Mannin 's "n" (ft.) (ftift) (feet) (sq. ft.) Time (hr)
Sheet flow 0.24 108 0.01 0.31
Shallow flow 15 0.2 0.00
123 0.32
•
•

•
Pre Development Storm Calculations
E
is
•

Scenario: Pre-Development 1 year
O-1
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•
•
Fitness Facility Courts - Pre-Development
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
CM-1 Pre-Development 1 1 0.022 12.300 0.12
year
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
0-1 Pre-Development 1 1 0.022 12.300 0.12

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•
•
Fitness Facility Courts - Pre-Development
Subsection: Time of Concentration Calculations Return Event: 1 years
Label: CM-1 Storm Event: 1 Year Storm
Time of Concentration Results
Segment #1: TR-55 Sheet Flow
Hydraulic Length 77.00 ft
Manning's n (N/A)
Slope 0.005 ft/ft
2 Year 24 Hour Depth 3.6 in
Average Velocity 0.04 ft/s
Segment Time of 0.477 hours
Concentration

Segment #2: TR-55 Shallow Concentrated Flow
Hydraulic Length 55.00 ft
Is Paved? False
Slope 0.073 ft/ft
Average Velocity 4.36 ft/s
Segment Time of 0.004 hours
Concentration

Time of Concentration (Composite)
Time of Concentration 0.480 hours
(Composite)
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•
•
Fitness Facility Courts - Pre-Development
Subsection: Time of Concentration Calculations Return Event: 1 years
Label: CM-1 Storm Event: 1 Year Storm
SCS Channel Flow
`R=Qa/Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
Tc =
(Lf / V) / 3600
R= Hydraulic radius
Aq= Flow area, square feet
Wp= Wetted perimeter, feet
Where: V= Velocity, ft/sec
Sf= Slope, ft/ft
n= Manning's n
Tc= Time of concentration, hours
Lf= Flow length, feet
SCS TR-55 Shallow Concentration Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Tc = Paved Surface:
V = 20.3282 * (Sf**0.5)
(Lf / V) / 3600
V= Velocity, ft/sec
Where: Sf= Slope, ft/ft
Tc= Time of concentration, hours
Lf= Flow length, feet
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Fitness Facility Courts - Pre-Development
Subsection: Runoff CN-Area Return Event: 1 years
Label: CM-1 Storm Event: 1 Year Storm
Runoff Curve Number Data
Soil/Surface Description CN Area C UC Adjusted CN
(ftz) (%) (%)
•
Woods - fair - Soil B 60.000 43,124.400 0.0 0.0 60.000
COMPOSITE AREA & WEIGHTED CN ---> (N/A) 43,124.400 (N/A) (N/A) 60.000
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• Fitness Facility Courts - Pre-Development
Subsection: Unit Hydrograph Summary Return Event: 1 years
Label: CM-1 Storm Event: 1 Year Storm
Storm Event 1 Year Storm
Return Event 1 years
Duration 24.000 hours
Depth 2.8 in
Time of Concentration 0.480 hours
(Composite)
Area (User Defined) 43,124.400 ft2
Computational Time 0.064 hours
Increment
Time to Peak (Computed) 12.292 hours
Flow (Peak, Computed) 0.12 ft3/s
Output Increment 0.050 hours
Time to Flow (Peak 12.300 hours
Interpolated Output)
Flow (Peak Interpolated 0.12 ft3/s
Output)
Drainage Area
SCS CN (Composite) 60.000
•
Area (User Defined) 43,124.400 ft2
Maximum Retention
6
7 in
(Pervious) .
Maximum Retention
1.3 in
(Pervious, 20 percent)
Cumulative Runoff
Cumulative Runoff Depth
0
3 in
(Pervious) .
Runoff Volume (Pervious) 0.023 ac-ft
Hydrograph Volume (Area under Hydrograph curve)
Volume 0.022 ac-ft
SCS Unit Hydrograph Parameters
Time of Concentration 480 hours
0
(Composite) .
Computational Time 0.064 hours
Increment
Unit Hydrograph Shape

Factor 483.432
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
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• Fitness Facility Courts - Pre-Development
Subsection: Unit Hydrograph Summary
Label: CM-1
SCS Unit Hydrograph Parameters
Unit peak, qp 2.34 ft3/s
Unit peak time, Tp 0.320 hours
Unit receding limb, Tr 1.280 hours
Total unit time, Tb 1.601 hours
•
Return Event: 1 years
Storm Event: 1 Year Storm
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•
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•
Post Development Storm Calculations
0
n
LJ
•
•
Scenario: Post-Development 1 year
O-1
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C J
Fitness Facility Courts - Post Development
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
CM-1 Post-Development 1 1 0.125 12.100 1.63
year
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
1 ? 0-1 Post-Development 1 1 0.060 14.050 0.09
year
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum
Event Volume (hours) (ft3/s) Water Pond Storage
(years) (ac-ft) Surface (ac-ft)
Elevation
(ft)
Post-
PO-1 (IN) Development 1 0.125 12.100 1.63 (N/A) (N/A)
1 year
Post-
PO-1 (OUT) Development 1 0.060 14.050 0.09 323.47 0.078
1 year
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•
•
Fitness Facility Courts - Post-Development
Subsection: Time of Concentration Calculations Return Event: 1 years
Label: CM-1 Storm Event: 1 Year Storm
Time of Concentration Results
Segment #1: TR-55 Sheet Flow
Hydraulic Length 108.00 ft
Manning's n (N/A)
Slope 0.010 ft/ft
2 Year 24 Hour Depth 3.6 in
Average Velocity 0.10 ft/s
Segment Time of 0.315 hours
Concentration

Segment #2: TR-55 Shallow Concentrated Flow
Hydraulic Length 15.00 ft
Is Paved? False
Slope 0.200 ft/ft
Average Velocity 7.22 ft/s
Segment Time of 0.001 hours
Concentration

Time of Concentration (Composite)
Time of Concentration 0.315 hours
(Composite)
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•
Fitness Facility Courts - Post-Development
Subsection: Time of Concentration Calculations Return Event: 1 years
Label: CM-1 Storm Event: 1 Year Storm
SCS Channel Flow
R=Qa/Wp
Tc = V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
(Lf / V) / 3600
R= Hydraulic radius
Aq= Flow area, square feet
Wp = Wetted perimeter, feet
Where: V= Velocity, ft/sec
Sf= Slope, ft/ft
n= Manning's n
Tc= Time of concentration, hours
Lf= Flow length, feet
==== SCS TR-SS Shallow Concentration Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Tc = Paved Surface:
V = 20.3282 * (Sf**0.5)
(Lf / V) / 3600
V= Velocity, ft/sec
Where: Sf= Slope, ft/ft
Tc= Time of concentration, hours
Lf= Flow length, feet
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•
•
Fitness Facility Courts - Post-Development
Subsection: Runoff CN-Area Return Event: 1 years
Label: CM-1
Runoff Curve Number Data
Soil/Surface Description CN Area C
(ft2) (%)
Storm Event: 1 Year Storm
UC Adjusted CN
(%)
Impervious Areas - Paved parking lots,
roofs, driveways, Streets and roads - Soil 98.000 29,185.200 0.0 0.0 98.000
B
Open space (Lawns,parks etc.) - Good 61.000 13 939.200 0.0 0.0 61.000
condition; grass cover > 75% - Soil B
COMPOSITE AREA & WEIGHTED CN ---> (N/A) 43,124.400 (N/A) (N/A) 86.040
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. Fitness Facility Courts - Post-Development
Subsection: Unit Hydrograph Summary Return Event: 1 years
Label: CM-1 Storm Event: 1 Year Storm
Storm Event 1 Year Storm
Return Event 1 years
Duration 24.000 hours
Depth 2.8 in
Time of Concentration 0.315 hours
(Composite)
Area (User Defined) 43,124.400 ft2
Computational Time 0.042 hours
Increment
Time to Peak (Computed) 12.063 hours
Flow (Peak, Computed) 1.64 ft3/s
Output Increment 0.050 hours
Time to Flow (Peak 12.100 hours
Interpolated Output)
Flow (Peak Interpolated 1.63 ft3/s
Output)
Drainage Area
• SCS CN (Composite) 86.000
Area (User Defined) 43,124.400 ft2
Maximum Retention
1
6 in
(Pervious) .
Maximum Retention
0
3 in
(Pervious, 20 percent) .
Cumulative Runoff
Cumulative Runoff Depth
1
5 in
(Pervious) .
Runoff Volume (Pervious) 0.125 ac-ft
Hydrograph Volume (Area under Hydrograph curve)
Volume 0.125 ac-ft
SCS Unit Hydrograph Parameters
Time of Concentration
0
315 hours
(Composite) .
Computational Time
0.042 hours
Increment
Unit Hydrograph Shape

Factor 483.432
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
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• Fitness Facility Courts - Post-Development
Subsection: Unit Hydrograph Summary
Label: CM-1
SCS Unit Hydrograph Parameters
Unit peak, qp 3.56 ft3/s
Unit peak time, Tp 0.210 hours
Unit receding limb, Tr 0.841 hours
Total unit time, Tb 1.051 hours
•
Return Event: 1 years
Storm Event: 1 Year Storm
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•
Bioretention Parameters/Outlet Structure
0
0
• Novartis
Holly Springs, N.C.
Bioretention Pond Calculations - Fitness Facility Courts
Total Impoundment Volume
PN 22MN9901
8/26/2010
END AREA METHOD INCR
ELEVATION AREA(SF) DIST (FT) AVG. AREA (SF) VOLUME (CF) VOLUME (CF)
322.5 2683
0.5 3094 1547
323 3505 1547
0.25 3718 930
323.25 3931 2477
0.75 4654 3490
324 5376 5967
1 6582 6582
325 7787 12548

TOTALS 12548
0.29

•
•
I:\CIVIL\FITNESS FACILITY\BIORETENTION BASINS\bioretention volume.xls Page 1
•
•
Fitness Facility Courts - Bioretention Routing Calculations
Subsection: Elevation-Area Volume Curve Return Event: 1 years
Label: PO-1 Storm Event: 1 Year Storm
Elevation Planimeter Area Al+A2+sqr Volume Volume (Total)
(ft) (ft2) (ft2) (Ai*A2) (ac-ft) (ac-ft)
(ft2 )
322.50 0.0 2,683.000 0.000 0.000 0.000
323.00 0.0 3,505.000 9,254.580 0.035 0.035
323.25 0.0 3,931.000 11,147.894 0.021 0.057
324.00 0.0 5,376.000 13,904.070 0.080 0.137
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•
Fitness Facility Courts - Bioretention Routing Calculations
Subsection: Volume Equations
Label: PO-1
Return Event: 1 years
Storm Event: 1 Year Storm
Pond Volume Equations
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2 - Eli) * (Areal + Areal + sgr(Areal * Area2))
where: EL1, EL2 Lower and upper elevations of the increment
Areal, Area2 Areas computed for EL1, EL2, respectively
Volume Incremental volume between ELl and EL2

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7'-7»
• (? OF PIPE INTERSECTION I
CATCH BASIN COORD. LOCH
5
00-C-55-99-1
24" WEIR
J
4"0 ORIFICE
5%24" WEIR
PLAN VIEW
RISER DETAIL o
SCALE: 1/2" = 11-0" 11100-
• CAST IN FRAME & GRATE
PER NCDOT STD. 840.16
I.E. 323.75
4,000 PSI PRECAST
CONCRETE PER ASTM
C913 AND NCDOT 6
STD. 840.14 ---- TTW
CONCRETE FILL TO
FORM SMOOTH
FLOW LINE ---
co
BASE CAST INTEGRAL
WITH SIDES
BOOT CONNECTION (TYP.)
FOR HDPE PIPE, SEE DETAIL
"D" THIS DWG.
6" WASHED STONE BEDDING --/
FITNESS COURTS RISER GB
• 201
SECTION 5
SCALE: 1/2" = 1'-0" 00-C-55-99-12
NOTE:
1. CONCRETE TOP AND STRUCTURE SHALL BE DESIGNED
TO SUPPORT AN AASHTO HS-20-44.
5"x24" WEIR
T/GRATE EL. SEE TABLE
ON DWG. 00-C-20-99-25
4"0 HOLE
I.E. 323.25
PLASTIC CEMENT PUTTY
OR BUTYL RUBBER
JOINTS
INV. EL. SEE TABLE
ON DWG. 00-C-20-99-25
• Fitness Facility Courts - Bioretention Routing Calculations
Subsection: Outlet Input Data Return Event: 1 years
Label: Composite Outlet Structure - 1 Storm Event: 1 Year Storm
Requested Pond Water Surface Elevations
Minimum (Headwater) 322.50 ft
Increment (Headwater) 0.25 ft
Maximum (Headwater) 324.00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
Orifice-Circular Orifice - 1 Forward Culvert - 1 323.25 324.00
Rectangular Weir Riser - 2 Forward Culvert - 1 323.75 324.00
Rectangular Weir Riser - 1 Forward Culvert - 1 323.75 324.00
Culvert-Circular Culvert - 1 Forward TW 320.05 324.00
Tailwater Settings Tailwater (N/A) (N/A)
•
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• Fitness Facility Courts - Bioretention Routing Calculations
Subsection: Outlet Input Data Return Event: 1 years
Label: Composite Outlet Structure - 1 Storm Event: 1 Year Storm
Structure ID: Culvert - 1
Structure Type: Culvert-Circular
Number of Barrels 1
Diameter 12.0 in
Length 50.00 ft
Length (Computed Barrel) 50.00 ft
Slope (Computed) 0.009 ft/ft
Outlet Control Data
Manning's n 0.013
Ke 0.500
Kb 0.031
Kr 0.500
Convergence Tolerance 0.00 ft
Inlet Control Data
Equation Form Form 1
K 0.0018
• M
C 2.0000
0.0292
Y 0.7400
T1 ratio (HW/D) 1.058
T2 ratio (HW/D) 1.203
Slope Correction Factor -0.500
Use unsubmerged inlet control 0 equation below T1
elevation.
Use submerged inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
inlet control,
interpolate between flows at T1 & T2...
T1 Elevation 321.11 ft Ti Flow 2.75 ft3/s
T2 Elevation 321.25 ft T2 Flow 3.14 ft3/s
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• Fitness Facility Courts - Bioretention Routing Calculations
Subsection: Outlet Input Data Return Event: 1 years
Label: Composite Outlet Structure - 1 Storm Event: 1 Year Storm
Structure ID: Riser- 1
Structure Type: Rectangular Weir
Number of Openings 1
Elevation 323.75 ft
Weir Length 2.00 ft
Weir Coefficient 3.00 (ft^0.5)/s
Structure ID: Orifice - 1
Structure Type: Orifice-Circular
Number of Openings 1
Elevation 323.25 ft
Orifice Diameter 4.0 in
Orifice Coefficient 0.600
Structure ID: Riser - 2
Structure Type: Rectangular Weir
Number of Openings 1
Elevation 323.75 ft
Weir Length 2.00 ft
• Weir Coefficient 3.00 (ft^0.5)/s
Structure ID: TW
Structure Type: TW Setup, DS Channel
Tailwater Type Free Outfall
Convergence Tolerances
Maximum Iterations 30
Tailwater Tolerance 0.01 ft
(Minimum)
Tailwater Tolerance 0.50 ft
(Maximum)
Headwater Tolerance 0.01 ft
(Minimum)
Headwater Tolerance 0.50 ft
(Maximum)
Flow Tolerance (Minimum) 0.001 ft3/s
Flow Tolerance (Maximum) 10.000 ft3/s
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•
Fitness Facility Courts - Bioretention Routing Calculations
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Composite Outlet Structure - 1 Storm Event: 1 Year Storm
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Culvert - 1 (Culvert-Circular)
Mannings open channel maximum capacity: 3.64 ft3/s
Upstream ID = Orifice - 1, Riser - 2, Riser - 1
Downstream ID = Tailwater (Pond Outfall)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
322.50 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
322.75 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
323.00 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
323.25 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
323.50 0.10 320.25 Free Outfall Free Outfall 0.00 0.00 (N/A) 0.00
323.75 0.24 320.36 Free Outfall Free Outfall 0.00 0.00 (N/A) 0.00
324.00 1.82 320.98 Free Outfall Free Outfall 0.00 0.00 (N/A) 0.00
Message
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
CRIT.DEPTH CONTROL Vh= .045ft
Dcr= ,130ft CRIT.DEPTH Hev= .00ft
CRIT.DEPTH CONTROL Vh= .071ft
Dcr= .202ft CRIT.DEPTH Hev= .00ft
CRIT.DEPTH CONTROL Vh= .236ft
Dcr= .575ft CRIT.DEPTH Hev= .00ft
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C
•
Fitness Facility Courts - Bioretention Routing Calculations
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Composite Outlet Structure - 1 Storm Event: 1 Year Storm
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Riser - 1 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID = Culvert - 1 (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
322.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
322.75 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
323.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
323.25 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
323.50 0.00 0.00 0.00 320.25 0.00 0.00 (N/A) 0.00
323.75 0.00 0.00 0.00 320.36 0.00 0.00 (N/A) 0.00
324.00 0.75 324.00 Free Outfall 320.98 0.00 0.00 (N/A) 0.00
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
H=.25; Htw=.00; Qfree=.75;
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Fitness Facility Courts - Bioretention Routing Calculations
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Composite Outlet Structure - 1 Storm Event: 1 Year Storm
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Orifice - 1 (Orifice-Circular)
Upstream ID = (Pond Water Surface)
Downstream ID = Culvert - 1 (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
322.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
322.75 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
323.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
323.25 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
323.50 0.10 323.50 Free Outfall 320.25 0.00 0.00 (N/A) 0.00
323.75 0.24 323.75 Free Outfall 320.36 0.00 0.00 (N/A) 0.00
324.00 0.32 324.00 Free Outfall 320.98 0.00 0.00 (N/A) 0.00
Message
•
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
CRIT.DEPTH CONTROL Vh= .071ft
Dcr= .178ft CRIT.DEPTH Hev= .00ft
H =.33
H =.58
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•
Fitness Facility Courts - Bioretention Routing Calculations
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Composite Outlet Structure - 1 Storm Event: 1 Year Storm
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Riser - 2 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID = Culvert - 1 (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
322.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
322.75 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
323.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
323.25 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
323.50 0.00 0.00 0.00 320.25 0.00 0.00 (N/A) 0.00
323.75 0.00 0.00 0.00 320.36 0.00 0.00 (N/A) 0.00
324.00 0.75 324.00 Free Outfall 320.98 0.00 0.00 (N/A) 0.00
Message
•
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
H=.25; Htw=.00; Qfree=.75;
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•

Fitness Facility Courts - Bioretention Routing Calculations
Subsection: Composite Rating Curve
Label: Composite Outlet Structure - 1
Composite Outflow Summary
Return Event: 1 years
Storm Event: 1 Year Storm
Water Surface Flow Tailwater Elevation Convergence Error
Elevation MIN (ft) (ft)
(ft)
322.50 0.00 (N/A) 0.00
322.75 0.00 (N/A) 0.00
323.00 0.00 (N/A) 0.00
323.25 0.00 (N/A) 0.00
323.50 0.10 (N/A) 0.00
323.75 0.24 (N/A) 0.00
324.00 1.82 (N/A) 0.00
uontnDUUng --)truaure5
(no Q: Orifice - 1,Riser - 2,Riser -
1,Culvert - 1)
(no Q: Orifice - 1,Riser - 2,Riser -
1,Culvert - 1)
(no Q: Orifice - 1,Riser - 2,Riser -
1,Culvert - 1)
(no Q: Orifice - 1,Riser - 2,Riser -
1,Culvert - 1)
Orifice - 1,Culvert - 1 (no Q: Riser -
2,Riser - 1)
Orifice - 1,Culvert - 1 (no Q: Riser -
2,Riser - 1)
Orifice - 1,Riser - 2,Riser - 1,Culvert -
1
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L
Bioretention Routing Calculations
E
0
•
•
Fitness Facility Courts - Bioretention Routing Calculations
Subsection: Elevation-Volume-Flow Table (Pond)
Label: PO-1
Return Event: 1 years
Storm Event: 1 Year Storm
Infiltration
Infiltration Method No Infiltration
(Computed)

Initial Conditions
Elevation (Water Surface, 322.50 ft
Initial)
Volume (Initial) 0.000 ac-ft
Flow (Initial Outlet) 0.00 ft3/S
Flow (Initial Infiltration) 0.00 ft3/S
Flow (Initial, Total) 0.00 ft3/S
Time Increment 0.050 hours
Elevation Outflow Storage Area
(ft) (ft3/s) (ac-ft) (ft2)
Infiltration Flow (Total) 2S/t + 0
(ft3/S) (ft3/5) (ft3/S)
322.50 0.00 0.000 2,683.000 0.00 0.00 0.00
322.75 0.00 0.017 3,080.290 0.00 0.00 8.00
323.00 0.00 0.035 3,505.000 0.00 0.00 17.14
323.25 0.00 0.057 3,931.000 0.00 0.00 27.46
323.50 0.10 0.081 4,387.587 0.00 0.10 39.11
323.75 0.24 0.107 4,869.253 0.00 0.24 52.10
324.00 1.82 0.137 5,376.000 0.00 1.82 67.91
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• Fitness Facility Courts - Bioretention Routing Calculations
Subsection: Level Pool Pond Routing Summary Return Event: 1 years
Label: PO-1 (IN) Storm Event: 1 Year Storm
Infiltration
Infiltration Method
(Computed) No Infiltration
Initial Conditions
Elevation (Water Surface, 322
50 ft
Initial) .
Volume (Initial) 0.000 ac-ft
Flow (Initial Outlet) 0.00 ft3/s
Flow (Initial Infiltration) 0.00 ft3/s
Flow (Initial, Total) 0.00 ft3/s
Time Increment 0.050 hours

Inflow/Outflow Hydrograph Summary
Flow (Peak In) 1.63 ft3/s Time to Peak (Flow, In) 12.100 hours
Flow (Peak Outlet) 0.09 ft3/s Time to Peak (Flow, Outlet) 14.050 hours
Elevation (Water Surface, 323.47 ft
Peak)
• Volume (Peak) 0.078 ac-ft
Mass Balance (ac-ft)
Volume (Initial) 0.000 ac-ft
Volume (Total Inflow) 0.125•ac-ft
Volume (Total Infiltration) 0.000 ac-ft
Volume (Total Outlet 0
060 ac-ft
Outflow) .
Volume (Retained) 0.064 ac-ft
Volume (Unrouted) 0.000 ac-ft
Error (Mass Balance) 0.3 O/o
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i Fitness Facility Courts - Bioretention Routing Calculations
Subsection: Pond Routed Hydrograph (total out) Return Event: 1 years
Label: PO-1 (OUT) Storm Event: 1 Year Storm
Peak Discharge 0.09 ft3/5
Time to Peak 14.050 hours
Hydrograph Volume 0.060 ac-ft
HYDROGRAPH ORDINATES (ft3/s)
Output Time Increment = 0.050 hours
Time on left represents time for first value in each row.
Time Flow Flow Flow Flow Flow
(hours) (ft3/s) (ft3/s) (ft3/s) (ft3/s) (ft3/s)
•
12.250 0.00 0.01 0.02 0.03 0.04
12.500 0.05 0.05 0.06 0.06 0.07
12.750 0.07 0.07 0.07 0.08 0.08
13.000 0.08 0.08 0.08 0.08 0.08
13.250 0.08 0.09 0.09 0.09 0.09
13.500 0.09 0.09 0.09 0.09 0.09
13.750 0.09 0.09 0.09 0.09 0.09
14.000 0.09 0.09 0.09 0.09 0.09
14.250 0.09 0.09 0.09 0.09 0.09
14.500 0.09 0.09 0.09 0.09 0.09
14.750 0.09 0.09 0.09 0.09 0.09
15.000 0.09 0.09 0.09 0.09 0.09
15.250 0.09 0.09 0.09 0.09 0.09
15.500 0.08 0.08 0.08 0.08 0.08
15.750 0.08 0.08 0.08 0.08 0.08
16.000 0.08 0.08 0.08 0.08 0.08
16.250 0.08 0.08 0.08 0.08 0.08
16.500 0.08 0.08 0.08 0.08 0.07
16.750 0.07 0.07 0.07 0.07 0.07
17.000 0.07 0.07 0.07 0.07 0.07
17.250 0.07 0.07 0.07 0.07 0.07
17.500 0.07 0.07 0.07 0.07 0.07
17.750 0.07 0.07 0.07 0.07 0.06
18.000 0.06 0.06 0.06 0.06 0.06
18.250 0.06 0.06 0.06 0.06 0.06
18.500 0.06 0.06 0.06 0.06 0.06
18.750 0.06 0.06 0.06 0.06 0.06
19.000 0.06 0.06 0.06 0.06 0.06
19.250 0.06 0.06 0.06 0.05 0.05
19.500 0.05 0.05 0.05 0.05 0.05
19.750 0.05 0.05 0.05 0.05 0.05
20.000 0.05 0.05 0.05 0.05 0.05
20.250 0.05 0.05 0.05 0.05 0.05
20.500 0.05 0.05 0.05 0.05 0.05
20.750 0.05 0.05 0.05 0.05 0.04
21.000 0.04 0.04 0.04 0.04 0.04
21.250 0.04 0.04 0.04 0.04 0.04
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•
Fitness Facility Courts - Bioretention Routing Calculations
Subsection: Pond Routed Hydrograph (total out) Return Event: 1 years
Label: PO-1 (OUT) Storm Event: 1 Year Storm
HYDROGRAPH ORDINATES (ft3/s)
Output Time Increment = 0.050 hours
Time on left represents time for first value in each row.
•
21.500 0.04 0.04 0.04 0.04 0.04
21.750 0.04 0.04 0.04 0.04 0.04
22.000 0.04 0.04 0.04 0.04 0.04
22.250 0.04 0.04 0.04 0.04 0.04
22.500 0.04 0.04 0.04 0.04 0.04
22.750 0.04 0.04 0.04 0.04 0.04
23.000 0.04 0.04 0.04 0.04 0.04
23.250 0.04 0.04 0.04 0.04 0.04
23.500 0.04 0.03 0.03 0.03 0.03
23.750 0.03 0.03 0.03 0.03 0.03
24.000 0.03 (N/A) (N/A) (N/A) (N/A)
Time Flow Flow Flow Flow Flow
(hours) (ft3/S) (ft3/S) (ft3/S) (ft3/S) (ft3/S)
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•
•
PondMaker Worksheet Detailed Report: Worksheet (PO-1) - 1
Element Details
ID 33
Label Worksheet (PO-1) - 1
Select Pond to Design PO-1
Flow Allowed Below Target 75.0
Flow Allowed Above Target 10.0
Flow Allowed Below Target 50.0
Flow Allowed Above Target 10.0
Volume Allowed Below Target 25.0
Volume Allowed Above Target 300.0
Tolerance Display Display PASS for values within specified tolerance
Notes

Volume
Pond Type Elevation-
Area Use Void Space? False

Pond Elevation
(ft) Elevation-Area

322.50
323.00
323.25
324.00
Pond Area
(ft2)
2,683.000
3,505.000
3,931.000
5,376.000
Infiltration
Infiltration Method No Infiltration

Output
Detention Time None

Initial Conditions
Is Outflow Averaging On? False Define Starting Water Surface Pond Invert
Elevation
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C,
•
PondMaker Worksheet Detailed Report: Worksheet (PO-1) - 1
324.00
323.88
323.75
323.63
323.50
323.38
c
21 323.25
w 323.13
323.00
322.88
322.75
322.63
322.50
0.000
Elevation vs. Volume
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0.020 0.040 0.060 0.080 0.100 0.120
Volume (Total) (ac-ft)
C

PondMaker Worksheet Detailed Report: Worksheet (PO-1) - 1
PondMaker Worksheet (Routing Design)
Design Scenario Design Target Peak Computed Computed Target
Return Outflow Peak Outflow Peak Outflow Outflow
Event (ft3/S) (ft3/s) vs. Target Volume
(ac-ft)
Post-Development 1 year 1 0.12 0.09 Pass 0.022
Computed Computed Routing Outlet Computed Freeboard Maximum
Volume Outflow Structure Max Water Depth Storage
Outflow Volume vs. Elevation (ac-ft)
(ac-ft) Target (ft)
0.060 Pass Composite Outlet 323.47 Pass 0.078
Structure - 1
PondMaker Routing Design
0
323.50 -- _--_ ---------------------------------------------
324.00
323.88
323.75
w
? 323 63
u' 323.38
a)
U
w° 323.25
L
323.13
n 323.00
0 322.88
0
322.75
322.63
322.50 t'
0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40
Flow (ft3/S)
Post- Development 1year l.ov l.ou
Composite Outlet Structure - 1 ? Target Rating Curve ®®° I

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1 7-?
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•
Appendix A
• Pre & Post Conditions Drainage Maps
BioRetention Plan
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----------------------------------------------------------------------- 1

•
•
Appendix B
Soils Map
Vegetative Analysis Map

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IJf /,9 2002 G[ 92T; Z; aa9 and En P'C09009,\V2d ssauisn9 Sfiu,IdS Afloll 00-9E2\s70afoJd 092 - f02\'d
.JA OB CALCULATION COVER SHEET
•
•
Is
PROJECT USFCC JOB NO. 22MN9901
CLIENT Novartis Vaccines & Diagnostics
SUBJECT Fitness Facility Storm Sewer Calculations
ORIGINATOR Ed Kubrin
CHECKER Chuck Van Arsdale
PURPOSE OF ISSUANCE
REV
NO. PAGES DESCRIPTION ORIG. DATE CHKD DATE APRV DATE
A 24 Issued for Permitting and
Information EJK 8/31/10 CVA 8/31/10

COMMENTS:
1. Bentley Storm CAD V8i software was used to prepare calculations of the stormwater collection
system.
DEPARTMENT Civil
CALC. NO. C-22
DATE 8/23/2010
DATE 8/30/2010
•
Active Scenario: 10 YR STORM
?n,adG? N C7 L_o7'

1r?
u
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•
Scenario: Base
couvTS
O-1
•
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t 0 0

0
Section B
10 Yr Storm Results
0

Active Scenario: 10 YR STORM
Label Area Rational C Catchment CA Time of Outflow Node Catchment
(acres) (acres) Concentration Intensity
(min) (in/hr)
•
CM-200 1.06 0.596 0.63 11.0 CB-200 5.96
CM-201 0.99 0.708 0.70 18.5 CB201 4.89
Catchment
Rational Flow
(ft3/s)
3.80 06
3.45 4.
CO') fzlrS
• Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD V8i (SELECTseries 1)
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•
•
•
Active Scenario: 10 YR STORM
Label Elevation Elevation Inlet C Inlet Drainage Total Inlet Local Local Rational
(Rim) (Invert Out) Area Tc Intensity Flow
(ft) (ft) (acres) (min) (in/hr) (ft3/s)
CB-200 331.00 325.50 0.596 1.06 11.0 5.962 3.80
CB201 324.75 320.05 0.708 0.99 18.5 4.891 3.45
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•
E
I1
L I
Active Scenario: 10 YR STORM
Label Start Node Invert Stop Node Invert Length (Unified) Slope
(Upstream) (Downstream) (ft) (Calculated)
(ft) (ft) (ft/ft)
P1 CB-200 325.50 MH-202 325.02 63.0 0.008
P2 MH-202 324.92 0-10 323.88 130.0 0.008
P3 CB201 320.05 0-11 319.60 50.0 0.009
Diameter Manning's n System Rational System Flow Capacity Velocity
(in) Flow Time (Full Flow) (Average)
(ft3/s) (min) (ft3/s) (ft/s)
15.0 0.013 3.80 10.957 5.64 4.93
15.0 0.009 3.77 11.170 8.35 6.63
12.0 0.009 3.45 18.494 4.88 6.74
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Active Scenario: 10 YR STORM
'PA a \41 d C,
335.00
MH-202
Rim: 332.10 ft
CB-200 `Invert: 324.92 ft
Rim: 331.00 ft /
Invert: 325.50 ft
I
330.00
I 0-10
Rim: 326.50 ft

0 HYDRAULIC GRADE LINE Invert : 323.88 ft
w
• 325.00
- -- -
P1

-
630ft@0.008ft/ft
l
circular Pipe - 15.
0 in Concret
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ft @ 0
Ci
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in Corr
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HDPE (Smooth Interior)
i
INN „? = 3Z5•oZ
320.00
-0+50 0+00 0+50 1+00 1+50 2+00
Station (ft)
• Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD V8i (SELECTseries 1)
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•
Active Scenario: 10 YR STORM
CO?Q's
CB201
Rim: 324.75 ft
Invert: 320.05 ft
•
325.00
320.00
315.00 1
-0+50
Circular Pi "3* 50.0 ft a@ 0.009 fVft
pe - 12.0 in Corrugated HDPE
0+00
Station (ft)
Bentley Systems, Inc. Haestad Methods Solution
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z
C
0
cu
a?
Lu
0+50
0-11
Rim: 322.00 ft
Invert: 319.60 ft
HYDRAULIC GRADE
Interior)
1+00
Bentley Storm CAD V8i (SELECTseries 1)
[08.11.00.44]
Page 1 of 1
•

Section C
25 Yr Storm Results
0
•

•
Active Scenario: 25 YR STORM
Label Area Rational C Catchment CA Time of Outflow Node Catchment
(acres) (acres) Concentration Intensity
(min) (in/hr)
CM-200 1.06 0.596 0.63 11.0 CB-200 6.82
CM-201 0.99 0.708 0.70 18.5 CB201 5.63
Catchment
Rational Flow
(ft3/s)
4.35 0-15-^ ?A21G1N y
3.98 4r= - Co V2'15
Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD V8i (SELECTseries 1)
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•
•
•
Active Scenario: 25 YR STORM
Label Elevation Elevation Inlet C Inlet Drainage Total Inlet Local Local Rational
(Rim) (Invert Out) Area Tc Intensity Flow
(ft) (ft) (acres) (min) (in/hr) (ft3/s)
CB-200 331.00 325.50 0.596 1.06 11.0 6.822 4.35
CB201 324.75 320.05 0.708 0.99 18.5 5.632 3.98
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1?
•
•
Active Scenario: 25 YR STORM
Label Start Node Invert Stop Node Invert Length (Unified) Slope
(Upstream) (Downstream) (ft) (Calculated)
(ft) (ft) (ft/ft)
P1 CB-200 325.50 MH-202 325.02 63.0 0.008
P2 MH-202 324.92 0-10 323.88 130.0 0.008
P3 C6201 320.05 0-11 319.60 50.0 0.009
Diameter Manning's n System Rational System Flow Capacity Velocity
(in) Flow Time (Full Flow) (Average)
(ft3/s) (min) (ft3/s) (ft/s)
15.0 0.013 4.35 10.957 5.64 5.07
15.0 0.009 4.32 11.164 8.35 6.86
12.0 0.009 3.98 18.494 4.88 6.93
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C
0
325.00
320.00 '
-0+50
Active Scenario: 25 YR STORM
Pp, QV- 110 C'
P7: 63.0 ft ---
@ 0.008 ft/ft ---
Circular pipe 75.0 in Concrete P2 130.0 It CCircular Pipe - 0.008 fuft
16.0 in Corrugated HDPE (Smooth Interior)
lad 1N
3ZS°Z-
0+00 0+50 1+00 1+50 2+00
Station (ft)
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•
Active Scenario: 25 YR STORM
CaQv.-(S
C B201
Rim: 324.75 ft
Invert: 320.05 ft
•
325.00
0-11
Rim: 322.00 ft
Invert: 319.60 ft
HYDRAULIC GRADE
? I
c
320.00
c?
?1: 50.0 ft Lu Circular Pipe - 12.10 in C 0.009 ft Corrugated HppE
'
( mooth Interior)
i
I
315.00 ---
-0+50 0+00 0+50 1+00
Station (ft)
•
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•
•
Section D
References
0
NCDENR Stormwater BMP Manual Chapter Revised 06-16-09
•
3.2. Peak Flow Calculations
Some of the state's stormwater programs require providing attenuation of peak runoff;
for example, that the post-development flow rate far the one-year, 24-hour storm may
not exceed the pre-development flow rate (Neuse and Tar-Pamlico NSW Programs). In
addition, it is also important to compute flow rates from the watershed when designing
BMPs such as grassed swales, filter strips, and restored riparian buffers.
The primary method that is used to determine peak runoff rate for North Carolina's
stormwater programs is the Rational Method. The Rational equation is given as:
Q=C- I"A
Where: Q = Estimated design discharge (cfs)
C = Composite runoff coefficient (unitless) for the watershed
I = Rainfall intensity (in/hr) for the designated design storm in the
geographic region of interest
A = Watershed area (ac)
The composite runoff coefficient reflects the surface characteristics of the contributing
watershed. The range of runoff coefficient values varies from 0 -1.0, with higher values
• corresponding to greater runoff rate potential. The runoff coefficient is determined by
estimating the area of different land uses within each drainage area. Table 3-2 presents
values of runoff coefficients for various pervious and impervious surfaces. The
Division believes that the Rational Method is most applicable to drainage areas .
approximately 20 acres or less.
Table 3-2
Rational runoff coefficients (ASCE,1975; Viessman, et al., 1996; and Malcom, 1999)
Description of Surface Rational Runoff Coefficients, C
Unimproved Areas 0.35
Asphalt 95
Concrete 0.95
Brick 0.85
Roofs, inclined 1.00
Roofs, flat 0.90
Lawns, sandy soil, flat (<2%) 0.10
Lawns, sandy soil, average (2-7%) 0.15
Lawns, sandy soil, steep (>7%) 0.20
Lawns, heavy soil, flat (<2%) 0.15
Lawns, heavy soil, average (2-5%) 0.20
Lawns, heavy soil, steep (>7%) 0.30
Wooded areas 0.15
0 The appropriate value for I, precipitation intensity in inches per hour, can be obtained
from the NOAA web site at: htlp://hdsc.nws.noaa.gov/hdsc/pfds/. This web site
Stormwater Management and Calculations 3-2 July 2007
•
•
•
Active Scenario: 10 YR STORM
Element Details
ID 27 Notes
Label TOHS NC
Duration 2 Year 10 Year 25 Year
(min) (in/hr) (in/hr) (in/hr)
5.0 5.76 7.22 8.19
10.0 4.76 6.13 7.01
15.0 4.04 5.25 6.03
30.0 2.70 3.71 4.32
60.0 1.70 2.41 2.84
Library Status Summary
ID
Label
Modified Date
Library Source
Library Modified Date
Synchronization Status
Engineering Reference Guid
Synchronization Details
27
TOHS NC
8/30/2010 9:41:46 AM
Orphan (local)
Orphan (local)
Orphan (local)
Orphan (local)
8.50-
8.00
7.50
7.00 ,..
6.50
- 6.00
L
c 5.50
Z 5.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
6.0 12.0 18.0 24.0 30.0 36.0 42.0 48.0 54.0 60.0
Duration (min)
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•
I Peak Flow Calculations
a. Rational Method: The rational method provides a simple yet reliable way to
determine peak runoff rates for drainage areas that do not exceed 20 acres and
do not utilize any stormwater attenuation devices.
The Rational equation is given as:
Q=C*I*A
Where:
Q = Estimated design discharge (cfs)
C = Composite runoff coefficient (unitless) for the watershed. See Table 8.5d
for C values based upon soil type.
I = Rainfall intensity (in/hr) for the designated design storm. *Please refer to
the following Table 8.6b for rainfall intensity, I.
A = Watershed area (acres)
Although there is no conversion factor, the units are resolved because one
acre-inch per hour is about the same as one cubic foot per second.
Please note that the precipitation intensity can be calculated either by equation
• as shown below or by interpolating values from Table 8.6c:
I = g / (h+T)
Where:
I = Precipitation intensity (in/hr)
g and h = empirically derived constants (See Table 8.6b for values)
5 minutes min
Table 8.05b: Values for g and h
Return
Period
(years) g h
1 104 18
2 132 18
5 169 21
10 195 22
25 232 23
50 261 24
100 290 25
•
Table 8.05c: Intensity-Duration Frequency Table
Duration 1-Year
(in/hr) 2-Year
(in/hr) 5-Year
(in/hr) 10-Year
(in/hr) 25-Year
(in/hr) 50-Year
(in/hr) 100-Year
(in/hr)
5 minutes 4.52 5.76 6.58 7.22 8.19 8.96 9.72
10 minutes 3.71 4.76 5.54 6.13 7.01 7.71 8.40
15 minutes 3.15 4.04 4.74 5.25 6.03 6.64 7.24
30 minutes 2.17 2.70 3.28 3.71 4.32 4.80 5.28
60 minutes 1.33 1.70 2.12 2.41 2.84 3.17 3.50
2 hours 0.75 0.95 1.20 1.37 1.62 1.81 2.00
3 hours 0.53 0.71 0.89 1.02 1.21 1.35 1.50
6 hours 0.28 0.44 0.56 0.65 0.77 0.86 0.96
12 hours 0.14 0.26 0.33 0.39 0.46 0.52 0.57
24 hours 0.07 0.15 0.19 0.22 0.27 0.30 0.33
r11VAL April 2UUZ5 add J 2UUZ5
8-78
• P., s7 bV-VC,-o erf>
Subsection: Time of Concentration Calculations Return Event: 10 years
Label: CM-1 (2 OvvR7S Storm Event: 10 year

Time of Concentration Results
Segment #1: TR-55 Sheet Flow
Hydraulic Length 108.00 ft
Manning's n (N/A)
Slope 0.010 ft/ft
2 Year 24 Hour Depth 3.6 in
Average Velocity 0.10 ft/s
Segment Time of 0.315 hours
Concentration

Segment #2: TR-55 Shallow Concentrated Flow
Hydraulic Length 15.00 ft
Is Paved? False
Slope 0.200 ft/ft
Average Velocity 7.22 ft/s
Segment Time of 0.001 hours
Concentration

Time of Concentration (Composite)
Time of Concentration 0.315 hours
(Composite)
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• Subsection: Time of Concentration Calculations POS? 17i?vEil..o`pr9 Return Event: 10 years
Label: CM-1 ?A4v-I Storm Event: 10 year
7
Time of Concentration Results
Segment #1: TR-55 Sheet Flow
•
Hydraulic Length 67.00 ft
Manning's n (N/A)
Slope 0.015 ft/ft
2 Year 24 Hour Depth 3.6 in
Average Velocity 0.10 ft/s
Segment Time of

Concentration 0.183 hours

Segment #2: TR-55 Shallow Concentrated Flow
Hydraulic Length 20.00 ft
Is Paved? False
Slope 0.200 ft/ft
Average Velocity 7.22 ft/s
Segment Time of
Concentration 0.001 hours

Segment #3: TR-55 Shallow Concentrated Flow
Hydraulic Length 32.00 ft
Is Paved? False
Slope 0.030 ft/ft
Average Velocity 2.79 ft/s
Segment Time of
Concentration 0.003 hours

Segment #4: TR-55 Shallow Concentrated Flow
Hydraulic Length 20.00 ft
Is Paved? False
Slope 0.125 ft/ft
Average Velocity 5.70 ft/s
Segment Time of

Concentration 0.001 hours

Time of Concentration (Composite)
Time of Concentration

(Composite) 0.188 hours
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- - - - - - - - - -

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Elf
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0 0 go
•
•
lliffecol:
PROJECT USFCC
CALCULATION COVER SHEET
JOB NO. 22MN9901 DEPARTMENT Civil
CLIENT Novartis Vaccines & Diagnostics CALC. NO. C-23
SUBJECT Sediment Trap 11 Calculations
ORIGINATOR Ed Kubrin DATE 8/18/2010
CHECKER Chuck Van Arsdale DATE 8/30/2010
PURPOSE OF ISSUANCE
REV
NO. PAGES DESCRIPTION ORIG. DATE CHKD DATE APRV DATE
A 7 Issued for Permitting and
Information EJK 8/31/10 CVA 8/31/10

COMMENTS:
0
• Project: Novartis Vaccines & Diagnostics USFCC By: EJK
Location: Town of Holly Springs, North Carolina Ckd By:
Date: 8/29/2010 Rev.: A
Subject. Erosion Control Sediment Trap Calculations
SEDIMENT TRAP 11
The following calculations for Sediment Traps follow the "Town of Holly Springs Engineering Design
and Construction Standards", Section 4.03
1. Rational Method Discharge from a 10 year storm event
"C" and "I" values were determined from "Stormwater Design Manual" Wake County.
Sed. Trap Area Ac "Q" Discharge (cfs)
11 0.38 7.22 2.72 7.46
Note: "C" coefficient of land use use is based on "Graded Clayey Soil, 0-5%". C=0.50
and "Lawns Clay soil, 2-7%" C=0.22 (composite average see attached)
"I" determined from the 10 yr. storm event with assumed time duration of 5 minutes.
Q=CIA
•
2. Minimum Storage Capacity (3600 CF/Ac per TOHS)
Sed. Trap Drainage Area(AC) Min. Vol CF/Ac (CF) Volume Required (CF) Volume Available (CF)
11 2.72 3600 9792 10500
3. Minimum Surface Area (435 SF/cfs per TOHS)
Surface Area Regd
Sed. Trap "Q" Discharge (cfs) (435*Q10) (sf) Surface Area Available (sf)
11 7.46 3246 3309
4. Weir Length & Depth per TOHS Table 4.2 (see attached)
Min. Length = 8 feet
0
e-,

Woodlands 0.20-0.25
Parks, cemeteries 025
Playgrounds 0.35
Lawns:
Sandy soil, flat, 2% 0,10
Sandy soil, average, 2 - 7% 0,15
Sandy soil, steep, > 71S 0.20
Clay soil, flat, 2% 4,17
Clay soil, average, 2 - 7% 0.22-'
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 soli, average, 5- 10% 0.60
Residential:
Single-family (R - 4) 0.50
Single-family (R - 6) 0.55
Multi-famlly (R - W) 0.60
MuM-family (R - 20) 0.70
Multi-family (R-30) 0.75
Business:
.O&1(1,11,111) 0.85
11&12 0.85-0.95
Shopping Centers 0.85-0.95
Streets:
GraveJ areas 0.50
Drives, walks, and roofs 0.95
Asphalt and Concrete 0.95-1.00
It is often desirable to develop a composite runoff coefficlent based on the percentage of different types of
surfaces in the drainage areas. Composites can be made with th e values from Table 2.2 by using
percentages of different land uses, as illustrated in Equati6n22. 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 = -- - - - - --- (2.2)
Al+A2+...Ax
2.2.3 Rainfzll_Intensi
The rainfall intensity (1) is the average rainfall rate in in./hr for a duration equal to the 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 the Intensity-
durallon-frequency (IOF) data for the City of Raleigh given in Table 2.3.
- 1 ''
i
•
1 Peak Flow Calculations
a. Rational Method: The rational method provides a simple yet reliable way to
determine peak runoff rates for drainage areas that do not exceed 20 acres and
do not utilize any stormwater attenuation devices.
The Rational equation is given as:
Q=C*I*A
Where:
Q = Estimated design discharge (cfs)
C = Composite runoff coefficient (unitless) for the watershed. See Table 8.5d
for C values based upon soil type.
I = Rainfall intensity (in/hr) for the designated design storm. *Please refer to
the following Table 8.6b for rainfall intensity, I.
A = Watershed area (acres)
Although there is no conversion factor, the units are resolved because one
acre-inch per hour is about the same as one cubic foot per second.
Please note that the precipitation intensity can be calculated either by equation
• as shown below or by interpolating values from Table 8.6c:
I=g/(h+T)
Where:
I = Precipitation intensity (in/hr)
g and h = empirically derived constants (See Table 8.6b for values)
5
Table 8.05b: Values for g and h
Return
Period
ears g h
1 104 18
2 132 18
5 169 21
10 195 22
25 232 23
50 261 24
100 290 25
E
Table 8.05c: Intensity-Duration Frequency Table
Duration 1-Year
in/hr 2-Year
in/hr 5-Year
in/hr 10-Year
Ihr 25-Year
in/hr 50-Year
in/hr 100-Year
in/hr
5 minutes 4.52 5.76 6.58 7.22 8.19 8.96 9.72
10 minutes 3.71 4.76 5.54 6.13 7.01 7.71 8.40
15 minutes 3.15 4.04 4.74 5.25 6.03 6.64 7.24
30 minutes 2.17 2.70 3.28 3.71 4.32 4.80 5.28
60 minutes 1.33 1.70 2.12 2.41 2.84 3.17 3.50
2 hours 0.75 0.95 1.20 1.37 1.62 1.81 2.00
3 hours 0.53 0.71 0.89 1.02 1.21 1.35 1.50
6 hours 0.28 0.44 0.56 0.65 0.77 0.86 0.96
12 hours 0.14 0.26 0.33 0.39 0.46 0.52 0.57
24 hours 0.07 0.15 0.19 0.22 0.27 0.30 0.33
riiV!-1L Aprn t.uua aaa Luuu
8-78
installation of the silt fence. Silt fence outlets should NOT be located where the
outflow will erode the soil below. A location should be selected that is protected
with adequate vegetation, or protection should be provided via stone or layers of
filter fabric. Silt fence outlets have the same requirements for access as silt fence,
outlined above.
Installation: Refer to the approved erosion control plan for location, extent, and
specifications. If silt fence is not installed correctly the first time, it will have to
be reconstructed. Determine the exact location of the outlet before completing
installation of the silt fence, taking into consideration:
Installation at the lowest point(s) in the fence where water will pond.
2. Maximum allowable drainage area restriction for silt fence.
3. Installation where the outlet is accessible for installation, maintenance and
removal.
4. Placement of the outlet so that water flowing through it will not create an
erosion hazard below - avoid steep slopes below the outlet and areas
without protective vegetation. Use slope drains if necessary.
The silt fence outlet shall be installed in accordance with the standard detail, and
• the approved erosion control plan.
C. Gravel & Rip Rap Filter Basin (Sediment Trap)
A sediment trap is a small, temporary ponding area formed by an embankment or
excavation to detain sediment-laden runoff and trap the sediment. The erosion
control plan should show the sediment trap drawn to scale with adequate room
around it for machinery to construct and maintain it during all phases of
construction.
Use/Design: Use the following criteria to evaluate the location and to design all
types of sediment traps. Sediment traps may be used for maximum drainage
areas that are S acres or less and where access can be maintained for sediment
removal and proper disposal. Investigate and evaluate the specific conditions on
the site, determine if the location is. suitable, and design the trap to fit the
conditions.
1. Storage Capacity - The minimum volume of the sediment trap shall be
3600 ft3/acre based on area draining into the basin. Measure volume
below the crest elevation of the outlet
_---?; 2. Surface Area - The minimum surface area of the trap must be 435 square
feet per efs of Qio peak inflow.
•
FINAL May 2007 TOc
4-7
•
Weir Length and Depth - The spillway weir must be designed at least 4
feet long and sized to pass the peak discharge of the 10-yr storm or may be
selected from Table 4.2. A maximum flow depth of 0.5 feet, a minimum
freeboard of 1 foot, and maximum side slopes of 2:1 are recommended.
Weir length is to be designed based on the following criteria by using the
weir equation Q=CLH312 ; H, not to exceed .5' and C=3
iabie 4.L lvl1nimum weir Lengtn for aeaiment craps
Drainage Acres Minimum Length of Weir Feet
1 4.0
2 6.0
3 8.0
4 10.0
5 12.0
4. Total Depth - The minimum depth below the crest of the outlet is 3.5 feet.
The maximum depth is 6.5 feet. Depth may vary in different parts of a
trap due to topography. Excavate 1.5 feet of the depth of the basin below
grade, and provide minimum storage depth of 2 feet above grade.
• Installation:
1. Embankment - Ensure that embankments for temporary sediment traps
do not exceed 5 feet in height measured at the center line from the original
ground surface to the top of the embankment. Additional freeboard may
be added to the embankment height to allow flow through a designated
bypass location. Construct embankments with a minimum top width of 5
feet and side slopes of 2:1 or flatter. Machine compact embankments.
2. Diversions and Slope Drains - Runoff must be conveyed into the basin
through stable diversions or temporary slope drains per Town of Holly
Springs specifications. Locate sediment inflow to the basin away from the
dam to prevent short circuits from inlets to the outlet.
Outlet Section - The outlet area of a sediment trap. consists of an earthen
embankment with filter fabric separating the rip rap and wash stone weir.
Baffles to lengthen the distance water travels through the sediment trap
should be incorporated in the sediment basin. Installation of porous
baffles shall be as described in the silt fence specifications outlined in
Section 4.03C. Construct the sediment trap outlet with a minimum of 4
feet in length of the embankment made of stone (located at the low point).
The stone section serves two purposes: 1) the top section serves as a non-
erosive spillway outlet for flood flows, and 2) the bottom section provides
a means of dewatering the basin between runoff events.

FINAL May 2007 -'04-5
4-8
• Project: Novartis Vaccines & Diagnostics USFCC
Location: Town of Holly Springs, North Carolina
Date: 8/309/2010
Subject: Erosion Control Sediment Trap #11 Calculations
ELEV AREA (SF) DELTA VOLUME (CF)
317 1462
1 1641
318 1820
1 2012
319 2203
1 2407
320 2611
1.5 4440
321.5 3309
10,500
•
By: EJ K
Ckd By:
Rev.: A
INCR
VOLUME (CF)
1641
3653
6060
10500
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33c
%JACOBS' CALCULATION COVER SHEET
PROJECT USFCC JOB NO. 22MN9901 DEPARTMENT Civil
CLIENT Novartis Vaccines & Diagnostics CALC. NO. C-24
SUBJECT Fitness Facility Parking & Court Outlet Protection
ORIGINATOR Ed Kubrin DATE 8/23/10
CHECKER Chuck Van Arsdale DATE 8/30/10
•
•
PURPOSE OF ISSUANCE
REV
NO. PAGES DESCRIPTION ORIG. DATE CHKD. DATE APRV. DATE
A 17 Issued for Information EJK 8/31/10 CVA 8/31/10

COMMENTS:
CALC COVER SHEETS C-24.DOC
02/19/96
• Calculation C-24
Outlet Protection
Table of Contents
Section Description
A Outlet 0-10 - Parking Lot
B Outlet 0-11 - Courts
C References
is
?J
•
•
Section A
Parking Lot
Outlet 0-10
0
6M DESIGN OF RIPRAP OUTLET PROTECTION
•
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
User Input Data
Calculated Value
Reference Data
Riprap d50, (in.) 4
Minimum apron length, La (ft.) 8
• Apron width at pipe outlet (ft.) 3.75
Apron shape Trapezoidal
Apron width at outlet end (ft.) 9.25
Designed By: EJK Date: 8/25/2010
Checked By: Date:
Company: Jacobs Engineering
Project Name: Fitness Facility-Parking
Project No.: 22MN9901
Site Location (City/Town) TOHS
Culvert Id. 0-10
Total Drainage Area (acres) 1.06
Step 1. Determine the tail-water depth froni chiumel character stics below the
pipe outlet for the design capacity of the pipe. If the tailiva.ter depth is less
than half the outlet pipe diameter, it is classified niinina nY tailwater condition.
If it is Greater than, half the pipe diatateter, it is classified mauxinntnn condition.
Pipes that outlet onto WI& flat areas "kith no defined channel are assumed
to have a ininirninn tailwater condition unless reliable flood state ele-.rations
shm% otheniise.
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
15
7
Min TW (Fig. 8.06a)
4.32
6.86
Step 21. Based on the tailty ater conditions determi?Yed in step 1, enter Figure
8.066 or Figure 8.06b,, and determine d„ry riprap size and nunin um apron length
(L,,). The d,,, size is the median stone size iii a well-graded riprap apron-
Step 'i. Deterntine apron width at the pipe outlet, the apron :Shape, and the
apron width at the outlet end from the'same figure used in Step '?_
•
Step 4. Determine the ina-inium stone diameter:.
dma c - 'I .5 x C 5O
Minimum TW
Max Stone Diameter, dmax (in.) 6
Step 5. Determine the apron thicluiess:
Apron thickness = °i -> x d _a
ci.,
Apron Thickness(in.)
Maximum TW
0
Minimum TW Maximum TW
9 0
Step . Fit the riprap apron to the site by making it level for the minimum
length, L?, from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstreani and along channel banks until stability- is assured. Deep the
apron as straight as possible and align it vvith the low of the recei-wing strew.
NLike any necessary alignment bends near the pipe outlet so tL-It the entrance
into the recei uig :stream is straight-
Some locations nnay require lining of the entire. channel cross section to assure
stablit?•-
• it may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary (Apse.: c'ix 8.05). VVIlere overfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8.06.8, -
0
. Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
3 0
Outilet
wa00 3
Pipe T
dlameiei Po)
L--- S0 q
ilwaer? 0. 5R'0 70 I r r ; ?Ifl?'?l(i h
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it 141
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Vil
' I- I I I I I ?I ,I ,I , LIT J 11
3 5 10 20 511 100 20 500 ? 3064
4 Discharge (ft?;Isee)
Curves may not be extrapolated.
Figure 8.06a Drrsigl Of aunti?t p; Aprtion, prll hum a round pipe i1mvinb full, mi 7irr,urn tailwaiec rondii!Dn (Tr <0.5 cfameter).
x.0 ,3
Rev. 12f93
0
r?
u
•
Section B
Courts
Outlet 0-11
•
6UDESIGN OF RIPRAP OUTLET PROTECTION
r?
?J
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
User Input Data
Calculated Value
Reference Data
Riprap d50, (in.) 4
Minimum apron length, La (ft.) 8
Apron width at pipe outlet (ft.) 3
• Apron shape Trapezoidal
Apron width at outlet end (ft.) 9
Designed By: EJK Date: 8/25/2010
Checked By: Date:
Company: Jacobs Engineering
Project Name: Fitness Facility-Courts
Project No.: 22MN9901
Site Location (City/Town) TOHS
Culvert Id. 0-11
Total Drainage Area (acres) 0.99
Step 1. Determine the taih titer depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter, it is classified miiumum tailxv ater condition-
If it is greater tlhin half the pipe diameter, it is classified maxitxnuii condition.
Pipes that outlet onto wide flat areas vj th no defined channel are assi-Inled
to have a n1ininnrni tludwater condition miless reliable flood stxage elevations
shoe; other i ise.
Outlet pipe diameter, Do (in.)
Taiwwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
12
5
Min TW (Fig. 8.06a)
3.98
6.93
Step 2. Based on the tailwater conditions determined instep 1; enter Figuue
8.66 a or FiLpre 8_!06b, and determine dsn riprap size and mininnuii apron length
(L,,). The d,L, size is the median stone size isa a well-graded riprap apron-
Step 3. Determine apron width at the pipe outlet, the apron .shape, and the
apron width at the outlet end from the same figure used ut Step 2_
•
Step 4. Deternlille the maXinluln stone diameter:
dmax = 1.5 x d50
Minimum TW
Max Stone Diameter, dmax (in.) 6
Step 5. Deternune the apron thickness=
Apron thickness = °i -5 x cl,,,,,,
Apron Thickness(in.)
Maximum TW
0
Minimum TW Maximum TW
9 0
Step 6. Fit the riprap apron to the site by making it level for the nlinillitan2
length- L,, fro:ni Figure 3.06a. or Fipue 8.06b. Extend the apron farther
downstream and along channel batiks tuytil stability is assured_ Keep the
apron as straight as possible and align it With the f1o-r. of the receiving stream.
Make any necessary ali anent bends near, the pipe outlet so thlt the entrance
into the recely rill stream is straight.
Some locations niay rectulre lining of the entire chantiel crass section to assure
stabllirv.
It mity be necessary to increase the size: of riprap where protection of the
chalulel side slopes 1S iiecessar (*?_pe;;cLi 8.05)_ ''i'n'here overfalls exist at
pipe outlets or flows are excessiv , a plume pool should be considered, see
page &06.8.
?i?.J
• Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
'
r
I
?I
it
i
i
I
i
i
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3 0
outlet y = 00 + La
pipe
diameter (Do) 1
ilwater - 0.51)o

50 100
Discharge (fi3Jsec)
?{ II .

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u I
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4 I
a
I
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i
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a I
s
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300a
I
Curves may not be extrapolated,
Figure 0.06a Design at nu*nt pmLl; ian protcetian 1jom a rGund pipe tlrnving full, minjrtnum tallwaler corndiliDn (T,4 <0.5 d2meter),
Rev. 1193
60
JAL s , ? F I' I'I ?-= I ,
0
•
E
Section C
References
0
•
Active Scenario: 25 YR STORM
Label Start Node Invert Stop Node Invert Length (Unified) Slope
(Upstream) (Downstream) (ft) (Calculated)
(ft) (ft) (ft/ft)
P1 CB-200 325.50 MH-202 325.02 63.0 0.008
P2 MH-202 324.92 0-10 323.88 130.0 0.008
P3 CB201 320.05 0-11 319.60 50.0 0.009
Diameter Manning's n System Rational System Flow Capacity Velocity
(in) Flow Time (Full Flow) (Average)
(ft3/s) (min) (ft3/s) (ft/s)
15.0 0.013 4.35 10,957 5.64 5.07
15.0 0.009 4.32 11.164 8.35 6.86
12.0 0.009 3.98 18.494 4.88 6.93
? _... {'?AQtGWL
> -- Cvv?29S
!25 Y42 PEAV- FL.O J - Po?l2rGrNl?
2 S Ye PIFo,kL FL-0 K-) -- COO,2lrS
•
• Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD V8i (SELECTseries 1)
FIT FAC STORM 100820.stc . Center [08.11.00.44]
8/30/2010 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]
•
•
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•
Required Inlet Locations 2 At Every Sag Point (one on each side of road if road is crowned)
As Required For Accessibility
Where no overflow outlet is available, double inlets must be used (4 total if road is
crowned).
Allowable Spread:
Roads without Roadside Parking %2 Travel Lane Maximum
Roads With Roadside Parking
No Encroachment Into Travel Lanes
D Storm Drainage Piping
All storm drainage piping systems shall sized in accordance with Manning's equation
and shall be in compliance with the following unless otherwise approved by the
TOHS Engineering Department:
•
•
Table 8.06c Storm Drainage Piping Requirement
Materials (Town Right-of-Way or Property) Class III RCP or Greater (15" Min.) as Required by Depth or Loading.
Corrugated Steel Pipe or Pipe-Arch (with approval of TOHS Eng. Dept.)
Conform to AASHTO M36 with pipe ends having no less than two round
corrugations on each end. Bands for connecting pipes shall be corrugated with
a minimum of two corrugations for each pipe. Pipe shall be fully bituminous
coated with an asphalt paved invert in accordance with the requirements of
AASHTO M190 for Type C pipe.
Materials (Private Property) Designer's Discretion - specify rep, cmp, or hdpe. All pipe connections to the
public right-of-way must be RCP.
ADS N-12 High Density Polyethylene Corrugated Storm Sewer Pipe (with
approval from TOHS Eng. Dept.)
ADS pipe shall not be installed under any pavement or curb and gutter, and
shall not be installed with Class I or Class II bedding to the spring line for the
pipe. Pipe material shall meet the product specifications of ASTM F667 and
shall have a smooth interior.
Hydraulic Grade Line (HGL) Analysis HEC - 22 Energy Loss or Approved Alternative
- Based on Full Buildout Conditions 10-Year HGL Inside Pipe
25-Year HGL 1' Freeboard to Inlet Grate or Lid
Min. Sloe 0.5%
Max. Slope Concrete Pipes 10% Without Submittal of Structural Calculations and Supporting
Documentation
Max. Flow Velocity at Outfall 20 fps for the 25-year storm, unless otherwise approved by the TOHS
En ineerinQ De t.
Outfall Protection Outfalls shall be protected by riprap as needed to meet NCDENR-DLQ
standards (see also Section 4 of the TOHS Engineering Design and
Construction Standards).
Outlets Outlets less than 36" require Flared End Sections. Outlets 36" and Over
re uire Endwalls Endwalls must meet criteria specified in table 8.06e
Flared End Sections Used as Inlets Flared End Sections May Only Be Used as Inlets when:
a) Drainage area is less than or equal to 3 lots or equivalent
b) 3 CFS max.
Tailwater Use Known Tailwater Conditions Where Appropriate, use 7/8 pipe diameter
min. at outlet pipe
Analyze 100-Year Storm >20 AC Cumulative Drainage Area or as required by the TOHS Engineering
Department
Min. Cover (Town R/W or Property) 2' of cover to Sub grade
Min. Cover (Private/ non-load bearing) I' of cover to Sub grade
Bedding Class As Appropriate for Proposed Conditions
FINAL April 2008 add 5 2008
8-92

•
Sedimentation Control Planning and Design Manual, Design of Stable Channels
and Diversions, shall be used to design stormwater channels.
B. Storm Drain Outlet Protection
All stormwater release points (downstream of both stream crossing culverts and
storm drainage flaired end sections) shall be protected.by riprap dissipation pads
designed to reduce discharge velocities to non-erosive levels. Alternate measures
will be evaluated on a case by case basis by the Director of Engineering.
Dissipation pads shall be designed and constructed with either an engineering
fabric or washed stone barrier between the pad and the natural ground.
Calculations shall be provided to indicate the sufficiency of the dissipation pads
specified. Riprap pad design shall be in accordance with NYDOT or NRCS
methods. Storm drain outlet protection shall be installed in accordance with the
standard detail and the approved erosion control plan.
4.05 STABILIZATION MEASURES
A. Temporary Stabilization
Temporary seeding is the use of rapid growing annual grasses, small grains or
• legumes to provide initial, temporary cover for erosion control on disturbed areas
for less than 12 months. Mulch is used to provide an immediate ground cover to
protect disturbed soil from erosion during the completion of construction until the
disturbance is permanently stabilized. Seeding and mulching shall be done
immediately following construction. All disturbed areas shall be dressed to a
depth'of 8 inches (soil loosened using a ripper, harrow, or chisel plow). The top 3
inches shall be pulverized to provide a uniform seedbed.
Agricultural Lime - Shall be applied at the rate of 95-lbs/1000 ft2 or 2-tons/ ac.
immediately before plowing (soils with a pH of 7 or higher need not be limed).
Grass Seed -Shall be applied at the rates outlined in Table 4.3. 10-10-10 shall be
applied to all disturbed areas at a rate of 23-lbs./ 1000 ft2 or 1000-lbs./ac.
Surface Roughening - If recent tillage operations have resulted in a loose surface,
additional roughening may not be required except to break up large clods. If
rainfall causes the surface to be come sealed or crusted, loosen it just prior to
seeding by disking, raking, harrowing, or other suitable methods. Groove or
furrow slopes steeper than 3:1 on the contour before seeding.
Mulching - The use of appropriate mulch will help ensure establishment under
normal conditions and is essential to the success under harsh site conditions.
Mulching shall consist of small grain straw applied at a rate of 95-lbs. / 1000 ft2 or
U
FINAL May 2007
S9?-rioN 4 . oo -T* 14 S 4-26
Section 1042
• required size range. The size of an individual stone particle will be determined by
measuring its long dimension.
Stone or broken concrete for riprap shall meet the requirements of Table 1042-1 for the
class and size distribution.
TABLE 1042-1
ACCEPTANCE CRITERIA FOR RIPRAP
AND STONE FOR EROSION CONTROL
REQUIRED STONE SIZES - INCHES
CLASS MINIMUM MIDRANGE MAXIMUM
A 2 4
5 8 12
1 5 10 17
2 9 14 23r
No more than 5.0% of the material furnished can be less than the minimum size
specified nor no more than 10.0% of the material can exceed the maximum size specified.
1042-2 TESTING
Test riprap materials in accordance with the requirements of this section and
Sections 1005-4(E) Resistance to Abrasion, and 1005-4(F) Soundness. Satisfactory
• resistance to abrasion will be considered to be a percentage of wear of not greater than
55 percent. Satisfactory soundness will be considered to be a loss in weight of not greater
than 15 percent when subjected to 5 alterations of the soundness test.
SECTION 1044
SUBSURFACE DRAINAGE MATERIALS
1044-1 SUBDRAIN FINE AGGREGATE
The subdrain fine aggregate shall meet the gradation requirements for No. 2S or
No. 2MS sand as shown in Table 1005-2.
1044-2 PIPE AND FITTINGS--GENERAL
Pipe and fittings may be, at the option of the Contractor, either concrete, corrugated
steel, bituminized fiber, or corrugated plastic.
1044-3 CONCRETE PIPE AND FITTINGS
Non-perforated concrete pipe and pipe fittings shall meet the requirements of
AASHTO M86 for standard strength nonreinforced concrete pipe.
Perforated concrete pipe shall meet the requirements of AASHTO M175 for standard
strength perforated nonreinforced concrete underdrainage pipe.
is Joint materials shall meet the requirements of Section 1028.
10-84
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A"w" BS CALCULATION COVER SHEET
• PROJECT USFCC JOB NO. 22MN9901 DEPARTMENT Civil
CLIENT Novartis Vaccines & Diagnostics CALC. NO. C-25
SUBJECT Fitness Facility Nitrogen Export Calculations
ORIGINATOR Ed Kubrin DATE 8/25/2010
CHECKER Chuck Van Arsdale DATE 8/31/10
E NO.
PURPOSE OF ISSUANCE
REV PAGES DESCRIPTION ORIG. DATE CHKD DATE APRV DATE
A 4 Issued for Permitting and
Information EX 8/31/10 CVA 8/31/10

COMMENTS:
L J

771E Toimor
Hony Stormwater Design Executive Summary
4KSprings TOWN OF HOLLY SPRINGS ENGINEERING DEPARTMENT
NORTt[ CAROLINA
Method 2 (Sites with Known Impervious)
Pre-Developed
Nitrogen Export Summary Table
Type of Land Cover Area

(acres) TN Export
Coefficient
(Ibs/ac/yr) TN
Export from
Use
(Ibs/yr)
Existing Forestland -7• 1.7 ,
Existing Pasture 4.4
Existing Residential 7.5
Existing Cropland 13.6
Existing
Commercial/Industrial 13
Total: -7
Nitrogen Loading Rate Ibs/ac/ r , 7
.Post-Developed (after BMP reductions)
Nitrogen Export Summary Table
Type of Land Cover Area TN Export BMP TN
Coefficient TN Export
(acres) (Ibs/ac/yr) Removal from Use
Rate (Ibs/yr)

Permanently 0.6
Protected
Undisturbed Open I
. !
),3
Space
Permanently 1.2
Protected
Managed Open • L-
Space
Impervious 5 21.2 20,7
Total: 7. q 2
Nitrogen Load ing Rate Ibs/ac/ r -

•
C. 85% Total. Suspended Solids (TSS) Removal Summary
Provide brief description of how 85% TSS removal is being achieved:
16005 SW Ex. Summary 4.1.08
Page 3 of 5
•
Table 8.03b Pollutant Removal and Water Quantity Control for BMP Types
•

BMP Type Pollutant Removal Water Quantity
TSS T TP Peak Attenuation Volume Capture
Dry Extended Detention
Basin 50% 110% Yes Yes
* Dry Extended Detention
Basin with Infiltration 50% 10/10% Yes Yes
Level Spreaders 0% 0% No No
Wet Detention 85% 25/40% Yes Yes
* Infiltration Level
Spreaders 0% 0% Possible Possible
* Infiltration Trenches 85% 30/35% Possible Possible
Dry Wells 85% 30/35% Yes Yes
Bioretention Areas 85% 35/45% Possible Yes
Permeable Pavement 0% 0% Possible Possible
Proprietary Systems Varies Varies Varies Varies
Grassed Swales 35% 20/20% No No
Stormwater Wetlands 85% 40/35% Yes Yes
Vegetated Filter Strip 25% 20/35% No No
Restored Riparian Buffer 60% 30/35% No No
* Dry extended detention basin with infiltration and infiltration level spreaders are T01 'S
BMPs. Use of these devices in the Neuse River Basin may be subject to NCDENR review and
approvals in addition to approval by the TOHS.
c. Other Factors: Lastly, selection of Structural BMPs must also address a
variety of physical and social factors. These include factors such as:
• Land requirements,
• Aesthetics,
• Cost of construction,
• Cost and complexity of maintenance,
• Treatable basin size,
• Site constraints
• Owner and community acceptance, and
• Safety.
d. General Design, Operations, and Maintenance Requirements: Certain
general design, operation, and maintenance requirements apply to all
structural BMPs in the TOHS:
•
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8-15
•
developer and verified by the Town's stormwater staff. The calculated
amount of nutrient reduction must then be offset by the developer. If the
developer chooses to pay a fee to the Town, the developer makes the
payment, and it is then issued a receipt by the Town which allows the
developer to receive final Stormwater Management Plan approval from
the Town. Upon receiving the payment the Town assumes the
responsibility for the mitigation requirement including mitigation site
construction and monitoring for success.
d. Design Criteria: Projects shall use a nitrogen export standard of 3.6
lbs/ac/yr. However, before using offset payments, the development must
attain, at a minimum, a nitrogen export that does not exceed 6.0 lbs/ac/yr for
residential development and 10.0 lbs/ac/yr for multi-family, commercial or
industrial development. The -total nitrogen (TN) export limitations, in a
manner consistent with the Neuse Basin Rules, 15A NCAC 213.0233, will be
required throughout the Town and extra territorial jurisdiction.
e. Fees
• Neuse River Basin In-Lieu fee for projects will be $28.35 / lbs of nitrogen.
The per pound rate listed above is then multiplied by the total number of
pounds of offset required for the total area of the development for a 30-year
• period this amount is consistent with the current Ecosystem Enhancement
Program Fee at the time of development of the Town's Stormwater In-Lieu
fee program.
Cape Fear River Basin In-Lieu fee for projects will be $14.00 / lbs of
nitrogen. The per pound rate listed above is then multiplied by the total
number of pounds of offset required for the total impervious area of the
development for a 30-year period. This amount was determined at a lower rate
than the Neuse River Basin since NCDENR does not have mandatory nutrient
sensitive waters management regulations in the Town's sub-basin of the Cape
Fear River Basin. In the future, if Nutrient Sensitive Water Management is
required by NCDENR in the Cape Fear River Basin the Town will update
their fees for the Cape Fear River Basin to be consistent with House Bill 859
and rules adopted by the Environmental Management Commission (EMC).
f. Required Information: The project developer or their agent (design
consultant) will calculate the amount of the payment to be made by the
development. For each submittal the development will provide the following
information on the TOHS Stormwater Fee-In-Lieu Request Form during the
Stormwater Management Review Process. Once reviewed and approved the
TOHS can accept the payment and issue a receipt (payments based on letters
not including this information will not be accepted). The Stormwater Fee-In-
Lieu Request Form requires general contact and project information as well as
• the Total Site Area, Existing Impervious Area, Proposed Impervious Area,
Pre-Development Nitrogen Load, Post-Development Nitrogen Load, Nitrogen
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