20091346 Ver 5_Stormwater Approval_20140919

LETTER OF TRANSMITTAL
To: Ms. Annette Lucas
NCDENR - DWQ
Archdale Building 911 Floor
512 North Salisbury Street
Raleioh, North Carolina 27604
MCADAMS
Date:
Re: Holly Springs Town Center Phase 2 Job No
SIA & Final Stormwater Calcuations
I am sending you the following item(s):
l3`� (7/)
7 SEP 1 9 2014�D,
HAND DELIVER
KRG -11010
COPIES
DATE
NO.
DESCRIPTION
1
For review and comment
Revised SIA & Final Stormwater Calculations Approved
by Town of Holly Springs
1
Di ital CD of SIA
These are transmitted as checked below:
❑
As requested
®
For approval
❑
For review and comment
❑ For your use
n
❑
Remarks: As required per the updated 401 Permit Certification issued on December 13, 2013,
attached are the revised stormwater impart analysis and calculations for Holly Springs Town Center
Phase 2 Please don't hesitate to contact me if you have any questions or require additional information.
Draft copies of the O &M manuals for the applicable BMP's have been providA preyiousl
Copy to:
Signed:
Jay
r - Commercial
Raleigh- Durham Charlotte V
2905 Meridian Parkway 11301 Carmel Commons Blvd., Suite 111
Durham, North Carolina 27713 Charlotte, North Carolina
(919) 361 -5000 (704) 527 -0800
Designing Tomorrow's Infrastructure & Communities
McAdamsCo.com

STORMWATER IMPACT ANALYSIS AND FINAL DESIGN OF
STORMWATER MANAGEMENT FACILITIES
HOLLY SPRINGS TOWNE CENTER - PHASE 2
Raleigh /Durham
2905 Meridian Parkway
Durham, NC 27713
KRG -11010
HOLLY SPRINGS, NORTH CAROLINA
DATE: MARCH 2014
'J
McADAMS
Charlotte
11301 Carmel Commons Blvd
Suite 111
Charlotte, NC 28226
McAdamsCoxom
Designing Tomorrow's Infrastructure & Communities

THE TOWN OF
dally
Springs
NORTH CAROLINA
Stormwater Submittal Checklist
TOWN OF HOLLY SPRINGS ENGINEERING DEPARTMENT
Project Information
Project Name:
2,
Project Applicant:
FM
Property Owner:
❑
CD
m
U)
U _
ID
L Q
Z
0 Zu
a
¢ o
Submittal Items
(Detailed description of submittal items is available in section 8.04 of the Design Manual.)
❑
FM
Stormwater Infrastructure Plan(s): Applicable Sheet(s) in the Construction Drawing Set
❑
Stormwater Management Report (Submit 2 copies)
❑
Project Narrative
❑
EX
Existing & Proposed Drainage Area Maps
❑
Stormwater Design Executive Summary — Appendix C
❑
®
Sizing Calculations & Applicable DWQ excel sheets —
Document located at http://h2o.enr.state.nc.us/su/bmp_forms.htm
❑
First Flush Volume Calculations
❑
®
I Stormwater BMP Routing Calculations
❑
Anti - flotation Calculations
❑
R
I Nitrogen Export Calculations
❑
Wkik
TSS Removal Calculations
❑
Storm Drainage Design Calculations
❑
Erosion Control Calculations
❑
Soils Information
❑
Outlet Protection Calculations
❑
Erosion Control Calculations
❑
tll
Stormwater Fee -in -lieu request form /Total Nitrogen Fee -In -Lieu
❑
Flood Stud Submit 2 co ies of ALL items, includin di ital files)
❑
Flood Stud Narrative
❑
Flood Stud Schematic
❑
H drolo is calculations for sub - basins & h draulic anal sis
❑
Digital Model: (HEC -PAS or HEC -HMS)
❑
®
Drainage Basin Ma
❑
Approved Land Use Ma (8'/2" x 11 ")
❑
CAD file (dwg format): including flood lain, cross section, 100 year water surface elevation and adjacent FFE
❑
Wk
Existing Impoundments Documentation (on or offsite)
❑
401/404 Permits, Final PCN & Supporting Documentation
❑
®
Preliminary Operations & Maintenance Agreement — Appendix D
❑
p,
Preliminary Performance Surety PE Construction Estimates
❑
Preliminary Covenants
❑
ertifications
❑
Educational Si na e
UHomeowners
❑
Education Packet
* If items included on this submittal checklist have not been received with each submittal, plans
will be rejected and will not be able to return until the next review cycle when all submittal
requirements have been provided for review.
16003 SW Submittal Checklist Page 1

THE TOWN OF
Holly
Springs
NORTH CAROLINA
Stormwater Design Executive Summary
TOWN OF HOLLY SPRINGS ENGINEERING DEPARTMENT
Project Information
Sub -Shed
CN
Project Name:
�ko\\ -r
— Gti
2
Phase, if applicable:
Z
Previous Project Name
ifapplicable :
'"'4110 a°�
PIN:
ore t - 5Z - G1
Project Contact Person:
mss,,, p��or, 1?F
3.
Phone Number:
ct�Ct - 6 _ o0
Email:
�� rVNC_
s
Site Information / Overview
Total Site Acreage:
53
acres
Watershed Name:
❑
Neuse River Basin
® Cape Fear River Basin
Tributary Name:
Total:
(Creek Name(s))
Total Site Impervious Area (Existing):
1. S7
A, C_
Total Site Impervious Area (Proposed):
a. 3
AC
Site Percent Impervious Area (Existing):
o, g °/v
Site Percent Impervious Area (Proposed):
ql,q
Stormwater Summary Tables
Please note: That each drainage area must meet the quantity and quality requirements.
A. Peak Discharge Summary
-T1__ S; w.r-a S_ t a s-E - T evcA 44­41-0
Peak Discharge Rate Table
for Pre - Development Conditions
Sub -Shed
CN
C
Area
(acres)
t,
(min.)
Q1
(CFS)
Q100
(CFS)
1.
2.
3.
4.
5.
Total:
Peak Discharge Rate Table
for Post - Development Conditions
Sub -Shed
CN
C
Area
(acres)
t,
(min.)
Q1
(CFS)
Q100
(CFS)
1.
2.
3.
4.
5.
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 Page 1 of 6
9/19/12

TM TOWN Of
dolly Stormwater Design Executive Summary
Springs TOWN OF HOLLY SPRINGS ENGINEERING DEPARTMENT
NORTH CAROLINA
E. Total Nitrogen (TN) Export Summary
Method 1 (Residential Subdivisions with Unknown Building Footprints)
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
Type of Land
1.7
TN Export
Existing Pasture
TN
4.4
Existing Residential
7.5
TN
Existing Cropland
export
13.6
Existing
Commercial /Industrial
(Ibs /ac /yr)
13
from
Total:
Nitrogen Loading Rate Ibs /ac/ r
Rate
Graph 1: Total N7tr gen Egml fi-om Lots
12.00
10.00
8.00
6.00
Y
4.00
2.00
0.00
0 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32
Number of Lots per Asir
16005 SW Ex. Summary Page 2 of 6
9/19/12
Graph 2: Total Nitrogen Export from Right -of -Way
25.0
20.0
a
15.0
.f
10.0
5.0
0.0
0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 1001/o
Percentage of Right -of -Way that is Impervious
Post - Developed (after BMP reductions)
Nitrogen Export Summary Table
Type of Land
Area
TN Export
BMP
TN
TN
Cover
Coefficient
TN
Removal
export
(acres)
(Ibs /ac /yr)
Removal
from
from site
Rate
Use
(Total
( %)
(Ibs /yr)
TN -TN
Removal)
Permanently
0.6
Protected
Undisturbed
Open Space
Permanently
1.2
Protected
Managed
Open Space
Lots
(use Graph
1)
Right -of-
Way (use
Graph 2)
Total:
Nitrogen Loading Rate (Ibs /ac /yr)

THE TOWN OF
Molly
Springs
NORTH CAROLINA
Stormwater Design Executive Summary
TOWN OF HOLLY SPRINGS ENGINEERING DEPARTMENT
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
Ex &.rt fr
Us( Su
(Ibs /)r)
Existing Forestland
toq, 61
1.7
.n ) . e q
Existing Pasture
.—
4.4
_
Existing Residential
7 t
7.5
IS bo
Existing Cropland
_.
13.6
--
Existing
Commercial /Industrial
13
Total
t?_, iA
(Total
235,y q
Nitrogen Loading Rate Ibs /ac/ r )
cD
16005 SW Ex. Summary Page 3 of 6
9/19/12
% Total Suspended Solids (TSS) Removal
imary
Post - Developed (after BMP reductions)
Nitrogen Export Summary Table
Type of Land
Area
TN Export
BMP
TN
TN
Cover
Coefficient
TN
Removal
export
(acres)
(Ibs /ac /yr)
Removal
from
from site
Rate
Use
(Total
( %)
(Ibs /yr)
TN -TN
Removal)
Permanently
0.6
Protected
Undisturbed
63
Open Space
Permanently
1.2
Protected
Managed Open
W--?o
V5
q0q
Space
Impervious
�� 6(
21.2
25
Total:
Nitrogen Loading Rate Ibs /ac/ r
13.04
14e3

TIM Town OF
Molly Stormwater Design Executive Summary
Springs TOWN OF HOLLY SPRINGS ENGINEERING DEPARTMENT
NORTH CAROLINA
Provide brief description of how 85% TSS removal is being achieved:
A-v
16005 SW Ex. Summary Page 4 of 6
9/19/12

THE TOWN OF
NOiiy
Springs
NORTH CAROLINA
Stormwater Design Executive Summary
TOWN OF HOLLY SPRINGS ENGINEERING DEPARTMENT
D. Storm Drainage Conveyance Summary See W
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
'ifo'
(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)
D.S.
Inv.
(feet)
HcLvp
(feet)
HGL vp
(14
(feet)
Structure Summary (25 Year Event)
Structure
ID
Structure
Type
(Town
Standard #)
Rational
'C'
Rainfall
Intensity
125'
(in /hr)
Drainage
Area
(acres)
Surface
Flow
In
(cfs)
Total
Flow
Out
(cfs)
Inv.Out
(feet)
Rim
(feet)
HGL
(feet)
Freeboard
To Rim
(feet)
D.S.
Inv.
(feet)
HcLvp
(feet)
HGL vp
(14
(feet)
Storm Drainage Piping Summary
U.S.
Structure
ID
D.S.
Structure
ID
Pipe
Length
(feet)
Pipe
Diam.
(inches)
Slope
(ft/ft)
Vel
ocit
y
Q1
0
cfs)
Q
2
5
9
cf
s)
Qot
her
(cfs)
Pipe
Capa
city
Tc, I,
a
U.S.
Inv.
(fee)
D.S.
Inv.
(feet)
HcLvp
(feet)
HGL vp
(14
(feet)
16005 SW Ex. Summary Page 5 of 6
9/19/12

THE TO" OF
Holly Stormwater Design Executive Summary
jPN Springs TOWN OF HOLLY SPRINGS ENGINEERING DEPARTMENT
NORTH CAROLINA
E. Individual BMP Summary
Include additional BMP information if appropriate:
16005 SW Ex. Summary Page 6 of 6
9/19/12
Infiltration
O
T
a
O
C
m
C
N
N
>
>
O
U
C
N N
>
�N
U M -
N�
m
.Q
Q
O
H N
Q
a) OD
Z
Z
Z
O
O
p
(n
Na-
Q'
Z
)
wa
(acres)
(Y / N)
(Y / N)
(cubic ft)
(Y / N)
(Y / N)
Include additional BMP information if appropriate:
16005 SW Ex. Summary Page 6 of 6
9/19/12

Tff TOWN OF Town Of Holly Springs
H011y Engineering Department
Springs Stormwater Fee -In -Lieu Request Form
NORTH CAROLINA
If applicable, please print this form, fill in requested information, sign and date and submit it as a draft with your Preliminary
Stormwater Management Report. An updated version of the form will need to be submitted with the final stormwater management
report.
Contact Information
Applicant (FRP) Applicant Agent
Business Name:
K 0e , w,(l 1. c-
Ca%-"T c.
Contact Person:
,,;
,,.
Street Address:
9r
River Basin:
City, State, Zip:
; s
p,,� i
Tele hone Number:
3L 1- Saco
Fax number:
317 "7_ -lg
at. t— 2249
Email address:
rtol
Project Information
Project Name:
:,
TOHS Project Number:
_ C.-'fk
Project Location:
PC-
PIN Number:
_ _
River Basin:
X Cape Fear
Nutrient Removal Information
NOTE: lbs. nitrogen/acre/year — Total Nitrogen Q°" e
r p"►5e 1.
Neuse River Basin: Total fee -in -lieu = Number of pounds /acre /year to be offset x Acres in Development x 30 years x
23- 325 -53 $18.49 Der nound.
$ = lbs. nitrogen /acre /year x acres x 30 years x $18.49/lb.
Cape Fear River Basin: Total fee -in -lieu = Number of pounds /acre /year to be offset x Acres in Impervious Surface x 30 years
23- 325 -53 x $14.00 Der Dound.
$ no .250 q2 = LWylbs. nitrogen /acre /year x Ibg- 53acres x 30 years x $14.00 /lb.
Office Use Only ❑ Preliminary
Initials Date
16006 SW Fee -in -lieu Request
11/24/10
❑ Approved $ at Construction I-Date El Payment
n itials Initials Date
Page 1 of 1 \ a ,�r ' �` 1 ° 1%6 t 1• lQ, 2y
�erv,R. ng �,a.l�ah c Q
Total Site Area 10,E 2
Acres
Existing Impervious Area
Sq. ft.
Proposed Impervious Area { ab,�
-?j n
sq. ft.
Pre - Development Nitrogen Load
lbs. /ac /yr.
Post - Development Nitrogen Load
lbs. /ac /yr.
[nitrogen removed by BMP(s)
'q3
lbs. /ac /yr.
Total Nitrogen = Post - Development Nitrogen Load - Nitrogen removed by BMP(s)
--7. 2-
lbs. /ac /yr.
©
Fee Amount to be paid to the TOHS Note: Fee in -lieu must be paid prior to issuance of Env. Dev.
Permit from the Engineering Department
$
I p
Supporting calculations for determining fee amount
Maintenance Agreement ;s -Pre "n ', t
NOTE: lbs. nitrogen/acre/year — Total Nitrogen Q°" e
r p"►5e 1.
Neuse River Basin: Total fee -in -lieu = Number of pounds /acre /year to be offset x Acres in Development x 30 years x
23- 325 -53 $18.49 Der nound.
$ = lbs. nitrogen /acre /year x acres x 30 years x $18.49/lb.
Cape Fear River Basin: Total fee -in -lieu = Number of pounds /acre /year to be offset x Acres in Impervious Surface x 30 years
23- 325 -53 x $14.00 Der Dound.
$ no .250 q2 = LWylbs. nitrogen /acre /year x Ibg- 53acres x 30 years x $14.00 /lb.
Office Use Only ❑ Preliminary
Initials Date
16006 SW Fee -in -lieu Request
11/24/10
❑ Approved $ at Construction I-Date El Payment
n itials Initials Date
Page 1 of 1 \ a ,�r ' �` 1 ° 1%6 t 1• lQ, 2y
�erv,R. ng �,a.l�ah c Q

THE TOWN OF
dolly
Springs
NORTH CAROLINA
Stormwater BMP Summary
TOWN OF HOLLY SPRINGS ENGINEERING DEPARTMENT
Project Information
Project Name:
Location & Brief Description of
TORS Project Number:
3 _ - o
Project Location:
, j ;
PIN Number:
x`19 _ -) _ 417 B-R
Identify the types of Best Management Practices in the project, location and give a brief description of
their design, if you need additional space please attach separate sheet to this document. Please
attach an 8 Y2" x 11" site plan showing the general location of each BMP you identify in the table. This
summary & map shall be included with the O &M Agreement, Bonding Application and Annual O &M
Certifications.
BMP Type
Quantity
Location & Brief Description of
150% Total
35% Total
in Project
Each BMP
(Performance
(Maintenance
Surety
Surety)
Dry Extended
Detention Basins
Dry Extended
Detention Basin
with Infiltration
Level Spreaders
Wet Detention
Basin
Z
Infiltration Level
Spreaders
Infiltration Trench
Dry Wells
Bioretention Areas
Permeable
Pavement
Manufactured
Products
Grassed Swales
Stormwater
Wetlands
Vegetated Filter
Strip / Restored
Riparian Buffer
TOTALS
16012
4/24/12 Page 1 of 1

o�pF W A TLC9pG
A 4RA
gENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all the required information.
I. PROJECT INFORMATION
Project name AIQW # 44 4a ReAl., StA-45 "rO vw_ Cewktr- ` pv—*m 2
Contact name �i So�Afi -n , �E
Phone number 919 - 361 -5000
Date December 9, 2011
Drainage area number SWMF #4 (POA #2)
tl. DESIGN INFORMATION
Site Characteristics
Drainage area as'216-0 '' 3430,(077
Impervious area 2; 22 2A:001g7t, ,1,.+L
Percent impervious - nf. 4�•/0
Design rainfall depth 1.00 inch
Peak Flow Calculations
1 -yr, 24 -hr rainfall depth
1 -yr, 24 -hr intensity
Pr-- development 1 -yr, 24 -hr runoff
I velopment 1 -yr, 24 -hr runoff
Prb,. st 1 -yr, 24 -hr peak control
Storage Volume: Non -SA Waters
Minimum required volume
Volume provided (temporary pool volume)
Storage Volume: SA Waters Parameters
1.5" runoff volume
Pre - development 1 -yr, 24 -hr runoff volume
Post - development 1 -yr, 24 -hr runoff volume
Minimum volume required
Volume provided
Outlet Design
Depth of temporary pool /ponding depth (DPia,t,)
Drawdown time
Diameter of orifice
Coefficient of discharge (Co) used in orifice diameter
calculation
Driving head (Ho) used in the orifice diameter calculation
2.89 in
not applicable in /hr
ft3 /sec 7• t q e-F�
ft3 /sec 7.
�-�- ft3 /sec _
4�1 ft3 1t,1,,53) -+4.3
20,459.00 ft3 OK
W
ft3
W
ft3
W
CK
- 53 -days f.9S 014
2.50 in OK
0.60 (unitless)
ft v,M Provide calculations to support this driving head.
Form SW401- Wetland- Rev. 6- 11/16/09 Parts I and II. Project Design Summary, Page 1 of 3

Surface Areas of Wetland Zones
Surface Area of Entire Wetland
)w Land
shallow land percentage is:
Shallow Water
The shallow water percentage is:
Deep Pool
Forebay portion of deep pool (pretreatment)
The forebay surface area percentage is:
Non - forebay portion of deep pool
The non - forebay deep pool surface area percentage is:
Total of wetland zone areas
Add or subtract the following area from the zones
Topographic Zone Elevations
Temporary Pool Elevation (TPE)
Shallow Land (top)
Permanent Pool Elevation (PPE)
Shallow Water /Deep Pool (top)
Shallow Water bottom
Most shallow point of deep pool's bottom
Deepest point of deep pool's bottom
Design must meet one of the following two options:
This design meets Option #1,
Top of PPE is within 6" of SHWT, If yes:
SHWT (Seasonally High Water Table)
This design meets Option #2,
`land has liner with permeability < 0.01 in /hr, If yes:
. pth of topsoil above impermeable liner
Topographic Zone Depths
Temporary Pool
Shallow Land
Permanent Pool
Shallow Water
Deep Pool (shallowest)
Deep Pool (deepest)
Planting Plan
Are cattails included in the planting plan?
Number of Plants recommended in Shallow Water Area:
Herbaceous Wcubic -inch container)
Number of Plants recommended in Shallow Land Area:
Herbaceous Wcubic -inch container), OR
Shrubs (1 gallon or larger), OR
Trees (3 gallon or larger) and Herbaceous (4+ cubic -inch)
Number of Plants provided in Shallow Water Area:
Herbaceous (4`cubic -inch container)
Number of Plants provided in Shallow Land Area:
Herbaceous (4'cubic -inch container)
Shrubs (1 gallon or larger)
Trees (3 gallon or larger) and
Grass -like Herbaceous (4+ cubic -inch)
20,459.00 ft2 OK
8,064.00 ft2 OK
39% %
8,393.00 ft2 OK
41%%
2,024.00 ft2 Insufficient forebay area.
10% %
1,978.00 ft2 OK
10% %
20,459.00 ft2 OK
0.00 ft2
361.00 ft amsl
360.00 ft amsl
359.50 ft amsl
358.50 ft amsl
357.00 ft amsl
N (Y or N)
ft amsl OK
N (Y or N)
in
12.00 in OK
6.00 in OK
18.00 in OK
36.00 in OK
N (Y or N) OK
2,100
2,050
328
41 and 1,640
2,098 Higher density is required.
1,994 More required if not planting shrubs or trees.
Form SW401- Wetland- Rev.6- 11/16/09 Parts I and II. Project Design Summary, Page 2 of 3

Additional Information
Can the design volume be contained?
Y
(Y or N)
OK
f , project drain to SA waters? If yes,
N
(Y or N)
Excess volume must pass through filter.
is the length of the vegetated filter?
0.00 ft
Are calculations for supporting the design volume provided in the
Y
(Y or N)
OK
application?
Is BMP sized to handle all runoff from ultimate build -out?
Y
(Y or N)
OK
Is the BMP located in a recorded drainage easement with a
Y
(Y or N)
OK
recorded access easement to a public Right of Way (ROW)?
The length to width ratio is:
2.52 :1
OK
Approximate wetland length
282.00 ft
Approximate wetland width
112.00 ft
Approximate surface area using length and width provided
31,584.00
ft 2
This approx. surface area is within this number of square feet
of the entire wetland surface area reported above:
Will the wetland be stabilized within 14 days of construction?
Y
(Y or N)
OK
Form SW401- Wetland- Rev.6- 11/16/09 Parts I and H. Project Design Summary, Page 3 of 3

A9THE TOWN OF
Molly
Springs
NORTH CAROLINA
ZO�N OF HOLLY Sp,, it
�s
Environmental
Services and
Stormwater
Management .r
ING DEPRSM��
P
TOWN OF HOLLY SPRINGS
OPERATIONS AND MAINTENANCE
AGREEMENT & MANUAL COVER SHEET
HOLLY SPRINGS TOWNE CENTER - PHASE 2
Holly Springs, North Carolina
Owner/Financially Responsible Party:
KRG New Hill Place, LLC
30 S. Meridian St., Suite 100
Indianapolis, IN 46204
Registered Agent:
Corporation Service Company
327 Hillsborough Street
Raleigh, NC 27603
(888) 690 -2882 - Phone
(302) 636 -5454 - Fax
Prepared By:
The John R. McAdams Co, Inc.
PO Box 14005
RTP, NC 27709
Contact Name:
David George
30 S. Meridian St., Suite 100
Indianapolis, IN 46204
(317) 713 -5646 - Office
(317) 577 -7879 - Fax
dg_eorg_egkiterealt
Design Engineer:
Josh Allen, PE
PO Box 14005
RTP, NC 27709
(919) 361 -5000 - Office
(919) 361 -2269 - Fax
ihnatolyagj ohnrmcadams.com
Date Submitted by Design Engineer:
Date of DRAFT Approval by Town of Holly Springs:
Date of Approval by Town of Holly Springs:
16024 O &M Document
9.25.09
Page 1 of 7

Structural Stormwater Best Management Practice (BMP) Maintenance Agreement
SWMF 44 ( Stormwater Wetland)
Note: Maintenance intervals of the various overall BMP components is listed below. See section
I and II of the attached Operations and Maintenance Manual for detailed maintenance procedures
associated with the items below.
I. Monthly or after every runoff producing rainfall, whichever come first:
a. Entire BMP
b. Perimeter of Wetland
c. Inlet & Outlet Device
d. Planted Forebay & Wetland Zones
e. Deep pool, shallow water, and shallow land areas
f. Vegetated Shelf
II. Quarterly
a. Drainage Area of the wetland
b. Receiving Water
III. Semi - Annually
a. Aquatic Environment
b. Micropool
IV. Annually
a. Annual Inspection & Certification by Registered Professional Engineer to TOHS
b. Quarterly Inspection Reports
c. Inspection of Dam Embankment by Dam Safety Expert
d. Sediment and Dredging
I, , hereby acknowledge that I represent the financially
responsible party for maintenance of the Structural Stormwater Best Management Practices for
this site. I will perform the maintenance as outlined above for this project. Operation and
maintenance responsibilities may be transferred to the HOA /OWNER upon completion,
contingent upon the Town of Holly Springs approving that all installation, performance measures
and documentation are in compliance with the approved stormwater management plan.
Signature:
I,
do hereby certify that _
day of, and acknowledge
and official seal,
Seal
16024 O &M Document
9.25.09
Date:
a Notary Public of the State of , County of _
personally appeared before me this
due execution of the foregoing instrument. Witness my hand
My Commission Expires:
Page 2 of 7

OPERATIONS & MAINTENANCE MANUAL
Project Name & Phase: Holly Springs Towne Center - Phase 2
Information: The stormwater wetland (SWMF #4) will be constructed and maintained by KRG New Hill
Place, LLC. Attn: David George. Phone [phone] Fax [phone] email dgeorge @kiterealty.com.
The BMP(s) is /are located on property owned by KRG New Hill Place, LLC. Deed Book XXXX Page
XXXX. A stormwater surety or another approved instrument will be provided in the amount equal to the
replacement cost of the pond plus 50 %.
Date Constructed:
Location: Holly prings Towne Center - Phase 2 (Adjacent to collector road)
Receiving Watercourse(s): Unnamed Tributary to Little Branch
Contractor:
(applicable structure) Example add impoundment & dam info.
(applicable structure) Example add spillway info.
(applicable structure) Example add spillway channel info.
Material Supplies:
Riser Structure 4'x 4' Square Concrete
Outlet Barrel 24 " O -ring RCP
Riprap Velocity Dissipator NCDOT Class `B' Riprap 121 x 14'W x 22 " Thick
16024 O &M Document Page 3 of 7
9.25.09

Project Name & Phase: Holly Springs Towne Center - Phase 2
Type of BMP: Stormwater Wetland (SWMF #4) Type of BMP:
This manual established procedures for maintenance and operation of the stormwater wetland (SWMF #4).
I. MAINTENANCE
Frequency:
Inspection Frequency
Inspection T e
Quarterly and within 24
Inspection must be conducted by a trained, qualified party. These
hours after every water
inspections are intended to identify obvious maintenance needs
quality storm (greater than
early in order to prevent more extensive corrective actions.
1.0 inch)
Annual Certification
Inspection must be conducted by a Professional Engineer. These
Perimeter of the wetland
inspections are intended to provide a more thorough assessment of
Regrade the soil if necessary to
the facility. Annual inspection reports (sealed by the PE) must be
gullies have formed
submitted to the TOHS Engineering Department. Field survey
calculations to confirm storage volume and embankment
ground cover and water until it is
stabilization, etc. may be required on a case b case basis.
Important Maintenance Procedures:
- Immediately following construction of the stormwater wetland, bi- weekly inspections will be conducted and
wetland plants will be watered bi- weekly until vegetation becomes established (commonly six weeks)
- No portion of the stormwater wetland will be fertilized after the first initial fertilization (if required) to establish
the wetland plants.
- Stable ground cover will be maintained in the drainage area to reduce the sediment load to the wetland.
- Once a year, a dam safety expert should inspect the embankment.
Detailed Maintenance Procedures:
BMP element
Potential problem
How to remedy the problem
Entire BMP
Trash /debris is present.
Remove the trash /debris.
Drainage area of the BMP
Ground cover is unstable, or loose
Stabilize groundcover or remove
soil or is available for erosion
loose soil or debris.
Perimeter of the wetland
Areas of bare soil and /or erosive
Regrade the soil if necessary to
gullies have formed
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a one-
time fertilizer application.
Vegetation is too short or too long.
Maintain vegetation at a height of
approximately six inches.
Inlet device: pipe or Swale
The pipe is clogged.
Unclog the pipe. Dispose of the
sediment properly.
The pipe is cracked or otherwise
Replace the pipe.
damaged.
16024 O &M Document Page 4 of 7
9.25.09

16024 O &M Document Page 5 of 7
9.25.09
Erosion is occurring in the swale.
Regrade the swale if necessary to
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid future
problems with erosion.
Forebay
Sediment has accumulated and
Search for the source of the sediment
reduced the design depth to 75% of
and remedy the problem if possible.
the original design depth
Remove the sediment and dispose of
it in a location where it will not
cause impacts to streams or the
BMP.
Erosion has occurred.
Provide additional erosion protection
such as reinforced turf matting or
riprap if needed to prevent future
erosion problems.
Planted Forebay and Wetland Zones
A minimum coverage of 70% is not
Supplemental planting should be
achieved in the planted zones after
completed. Coverage of 90% to 95%
the second growing season.
is desirable.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
Deep pool, shallow water and
Algal growth covers over 50% of the
Consult a professional to remove and
shallow land areas
deep pool and shallow water areas.
control the algal growth.
Cattails, phragmites or other invasive
Remove the plants by wiping them
plants cover 15% to 20% of the deep
with pesticide (do not spray) —
pool and shallow water areas.
consult a professional. Remove
cattail frons and dispose of offsite.
Removal of root structure may be
required.
Shallow land remains flooded more
Unclog the outlet device
than 5 days after a storm event.
immediately.
Plants are dead, diseased or dying.
Determine the source of the problem:
soils, hydrology, disease, etc.
Remedy the problem and replace
plants. Provide a one -time fertilizer
application to establish the ground
cover if a soil test indicates it is
necessary.
Best professional practices show that
Prune according to best professional
pruning is needed to maintain
practices.
optimal plant health.
Sediment has accumulated and
Search for the source of the sediment
reduced the depth to 75% of the
and remedy the problem if possible.
original design depth of the deep
Remove the sediment and dispose of
pools.
it in a location where it will not
cause impacts to streams or the
BMP. Sediment needs to be carefully
removed to minimize impacts to
existing vegetation and promote the
re- establishment of vegetation in
disturbed areas.
Embankment
Shrubs have started to grow on the
Remove shrubs immediately.
embankment.
16024 O &M Document Page 5 of 7
9.25.09

II. OPERATION
A. Record Keeping
The Town of Holly Springs shall be provided with written inspection reports as specified in this manual. These reports
shall be provided annually within 30 days of the anniversary of receipt of the "Stormwater BMP /O &M Responsibility
Transfer" letter (form #16037). A professional engineer shall certify the reports. The Town of Holly Springs
Engineering Department shall be notified as soon as any deficiencies in the detention structure are recorded. The Town
shall be notified of the proposed methods to bring the structure into conformance and furthermore, the Town shall
approve of any proposed work to be completed on any part of the structure prior to any work being started. After work
has been completed the Town shall inspect and approve of the work before it shall be considered complete. After the
Town approves the work an as -built drawing shall be completed and provided to the Town.
Note: Operation of a BMP should include the following:
• Annual & Quarterly Inspection Reports — a collection of a written inspection report should be kept on record,
Inspection should be conducted at minimum quarterly and certified by a professional engineer annually.
• Observations — all observations should be recorded. Where periodic inspections are performed following
significant rainfall events, these inspections should be logged on the log forms found in Appendix D of the Town's
Design Manual or created specifically for the project.
• Maintenance — written records of maintenance and /or repairs should be recorded on the Operation & Maintenance
Log Form found in Appendix D of the Town's Design Manual or created specifically for the project.
Other Operation Procedures — the owner should maintain a complete and up -to -date set of plans (as -built drawings)
and all changes made to the dam over time should be recorded on the as- builts. Mylar and digital as- builts shall be
provided to the Town each time they are updated.
16024 O &M Document Page 6 of 7
9.25.09
Evidence of muskrat or beaver
Use traps to remove muskrats and
activity is present.
consult a professional to remove
beavers.
Tree(s) have started to grow on the
Consult a dam safety specialist to
embankment.
remove the tree.
Annual inspection by appropriate
Make all needed repairs.
professional shows that the
embankment needs repair.
Micropool
Sediment has accumulated and
Search for the source of the sediment
reduced the depth to 75% of the
and remedy the problem if possible.
original design depth.
Remove the sediment and dispose of
it in a location where it will not
cause impacts to streams or the
BMP.
Plants are growing in the micropool.
Remove the plants, preferably by
hand. If a pesticide is used, wipe it
on the plants rather than spraying.
Outlet device
Clogging has occurred.
Clean out the outlet device and
properly dispose sediment.
The outlet device is damaged
Repair or replace the outlet device.
Receiving water
Erosion or other signs of damage
Contact the TOHS Engineering
have occurred at the outlet.
Department
II. OPERATION
A. Record Keeping
The Town of Holly Springs shall be provided with written inspection reports as specified in this manual. These reports
shall be provided annually within 30 days of the anniversary of receipt of the "Stormwater BMP /O &M Responsibility
Transfer" letter (form #16037). A professional engineer shall certify the reports. The Town of Holly Springs
Engineering Department shall be notified as soon as any deficiencies in the detention structure are recorded. The Town
shall be notified of the proposed methods to bring the structure into conformance and furthermore, the Town shall
approve of any proposed work to be completed on any part of the structure prior to any work being started. After work
has been completed the Town shall inspect and approve of the work before it shall be considered complete. After the
Town approves the work an as -built drawing shall be completed and provided to the Town.
Note: Operation of a BMP should include the following:
• Annual & Quarterly Inspection Reports — a collection of a written inspection report should be kept on record,
Inspection should be conducted at minimum quarterly and certified by a professional engineer annually.
• Observations — all observations should be recorded. Where periodic inspections are performed following
significant rainfall events, these inspections should be logged on the log forms found in Appendix D of the Town's
Design Manual or created specifically for the project.
• Maintenance — written records of maintenance and /or repairs should be recorded on the Operation & Maintenance
Log Form found in Appendix D of the Town's Design Manual or created specifically for the project.
Other Operation Procedures — the owner should maintain a complete and up -to -date set of plans (as -built drawings)
and all changes made to the dam over time should be recorded on the as- builts. Mylar and digital as- builts shall be
provided to the Town each time they are updated.
16024 O &M Document Page 6 of 7
9.25.09

Quarterly peration and Maintenance Logs - will be kept on file by the Owner or Responsible Party for each
Structural BMP. Forms to be used to create Inspection and Maintenance Logs for each BMP are provided in the
Appendix to this BMP Manual.
Annual inspection and maintenance certifications - must be filed with the TOHS. A digital photograph must be
taken at the time of inspection and after maintenance for each BMP. These must be kept on file, with a hard copy
filed in the Inspection and Maintenance Log. There are various training, qualification and certification programs for
available for BMP inspectors, it is recommended that all parties filling out quarterly operation and maintenance
logs to be trained appropriately for each BMP inspected.
B. Sedimentation & Dredging
Sedimentation from establishing areas tributary to the BMP may eventually result in the reduction of the storage
volume and eventually will have to be removed. The frequency of this sediment removal can be reduced by ensuring
that the site areas around the building be stabilized with a vegetative ground cover such that it restrains erosion. This
would include a periodic application of fertilizer and other treatments necessary to promote a stable groundcover and
minimize sedimentation to the BMP. The maintenance on this BMP requires that the micropool and forebay all be
cleaned out when the accumulated sediment depth equals 1 -foot (elevation 356.00 in forebay and elevation 357.00 in
micropool). Any sediment accumulation within the wetland interior should be promptly removed to restore design
depths. For aesthetic purposes it may be desirable to maintain it prior to this point. The removed material should be
hauled offsite to a suitable landfill site or mounded somewhere on site and stabilized with a groundcover sufficient to
restrain erosion.
III. INSPECTION, OPERATION & MAINTENANCE LOGS
(attach a blank copy of the applicable O &M log for each BMP)
(attach 8 '/_� x 11 Location Map)
(attach 8 'V x 11 copy of Recorded Plat(s))
(attach the Stormwater Management Plan, including form #16012 and As- builts)
(attach Engineer Certifications for construction of each BMP)
16024 O &M Document Page 7 of 7
9.25.09

NCDENR
Permit No
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Holly Springs Towne Center - Phase 2
Contact person J. Allen, PE
Phone number 919- 361 -5000
Date
Drainage area number
II. DESIGN INFORMATION
Site Characteristics
1/10/2014
3C -To SWMF 5
Drainage area
919,116 ft2
Impervious area, post - development
470,448 ft2
% impervious
51.18 %
Design rainfall depth
1.0 in
Storage Volume: Non -SA Waters
Minimum volume required
39,101 ft3
Volume provided
169,984 ft3
Storage Volume: SA Waters
1.5" runoff volume
ft3
Pre - development 1 -yr, 24 -hr runoff
ft3
Post - development 1 -yr, 24 -hr runoff
ft3
Minimum volume required
ft3
Volume provided ft3
Peak Flow Calculations
Is the pre /post control of the 1 yr 24hr storm peak flow required?
1 -yr, 24 -hr rainfall depth
Rational C, pre - development
Rational C, post - development
Rainfall intensity: 1 -yr, 24 -hr storm
Pre - development 1 -yr, 24 -hr peak flow
Post - development 1 -yr, 24 -hr peak flow
Pre /Post 1 -yr, 24 -hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state - required temp. pool?
Elevation of the top of the additional volume
(Y or N)
2.9 in
(to be provided by DWQ)
o�CF W ATF9QG
r
O -c
OK, volume provided is equal to or in excess of volume required.
(unitless)
_(unitless)
4.84 in /hr OK
7.23 ft3 /sec
6.90 ft3 /sec
0.33 ft3 /sec
328.80 fmsl
326.50 fmsl
fmsl
327.00 fmsl
326.00 fmsl Data not needed for calculation option #1, but OK if provided.
319.00 fmsl
318.00 fmsl Data not needed for calculation option #1, but OK if provided.
1.00 ft
(Y or N)
328.8 fmsl OK
Form SW401 -Wet Detention Basin- Rev.9- 4/18/12 Parts I. & II. Design Summary, Page 1 of 3

II. DESIGN INFORMATION
Surface Areas
Area, temporary pool
Area REQUIRED, permanent pool
SAIDA ratio
Area PROVIDED, permanent pool, Ap.,n_PooI
Area, bottom of 10ft vegetated shelf, Abo1 shelf
Area, sediment cleanout, top elevation (bottom of pond), Abound
Volumes
Volume, temporary pool
Volume, permanent pool, Vp n,-,d
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SA/DA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain /Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10 -2b)
Volume, permanent pool, V.,n_pw
Area provided, permanent pool, Aperm-pool
Average depth calculated
Average depth used in SAIDA, d., (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10 -2b)
Area provided, permanent pool, Ap, -P d
Area, bottom of 10ft vegetated shelf, Abet shelf
Area, sediment cleanout, top elevation (bottom of pond), Abot�end
"Depth" (distance b/w bottom of 10ft shelf and top of sediment)
Average depth calculated
Average depth used in SAIDA, day, (Round to down to nearest 0.5ft)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if- non - circular)
Coefficient of discharge (Co)
Driving head (He)
Drawdown through weir?
Weir type
Coefficient of discharge (CW)
Length of weir (L)
Driving head (H)
Pre - development 1 -yr, 24 -hr peak flow
Post - development 1 -yr, 24 -hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies is:
Permit
31,144 1112
21,783 112
2.37 (unitless)
23,244 ft2 OK
19,894 ft2
4,688 ft2
169,984 ft3 OK "
102,923 ft3
22,028 ft3
21.4% % OK
90 %
N (Y or N)
Y (Y or N)
2.37 (unitless)
Y (Y or N)
102,923 ft3
23,244 ft2
4.43 ft
4.5 ft
N (Y or N)
23,244 ft2
19,894 ft2
4,688 ft2
7.00 ft
ft
ft
Y (Y or N)
3.00 in
in
0.60 (unitless)
1.41 ft
N (Y or N)
(unitless)
(unitless)
ft
It
7.23 ft3
/sec
6.90 ft3
/sec
0.19 ft3 /sec
2.39 days
Y
3 :1
iABt
10.0 ft
3 :1
1.5 :1
_ (Y or N)
1.4 ft
N
Y
N
8" DIP w/ valve
(Y or N)
(Y or N)
(Y or N)
OK
OK
OK, draws down in 2 -5 days.
(to be provided by DWQ)
OK
OK
OK
OK
OK
OK
OK
OK
OK
Required to capture all runoff from the ultimate build -out
Form SW401 -Wet Detention Basin- Rev.9- 4/18/12 Parts I. & II. Design Summary, Page 2 of 3

Permit N
III. REQUIRED ITEMS CHECKLIST
(to be provided by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No.
1. Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build -out,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross - section,
Vegetation specification for planting shelf, and
Filter strip.
1:3 -A 3. Section view of the wet detention basin 0" = 20' or larger) showing:
Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
Inlet and outlet structures.
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
J 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calculations.
�C 8. A copy of the signed and notarized operation and maintenance (0 &M) agreement.
Jc% 9. A copy of the deed restrictions (if required).
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401 -Wet Detention Basin- Rev.9- 4/18/12 Part III. Required Items Checklist, Page 3 of 3

THE TO" OF
Molly
Springs
NORTH CAROLINA TOWN OF HOLLY SPRINGS
�O�NpE HOLLY gntal S OPERATIONS AND MAINTENANCE
Environmental
Stormwsand AGREEMENT & MANUAL COVER SHEET
Siormwater
Management t
�NG�NEERING DEPPIFo
HOLLY SPRINGS TOWNE CENTER - PHASE 2
Holly Springs, North Carolina
Owner /Financially Responsible Party: Contact Name:
KRG New Hill Place, LLC David George
30 S. Meridian St., Suite 100 30 S. Meridian St., Suite 100
Indianapolis, IN 46204 Indianapolis, IN 46204
(317) 713 -5646 - Office
(317) 577 -7879 - Fax
dgeorgekkiterealty.com
Registered Agent:
Corporation Service Company
327 Hillsborough Street
Raleigh, NC 27603
(888) 690 -2882 - Phone
(302) 636 -5454 - Fax
Prepared By:
Design Engineer:
The John R. McAdams Co, Inc.
Josh Allen, PE
PO Box 14005
PO Box 14005
RTP, NC 27709
RTP, NC 27709
(919) 361 -5000 - Office
(919) 361 -2269 - Fax
iallenkj ohnrmcadams.com
Date Submitted by Design Engineer:
Date of DRAFT Approval by Town of Holly Springs:
Date of Approval by Town of Holly Springs:
16024 O &M Document Page 1 of 7
9.25.09

Structural Stormwater Best Management Practice (BMP) Maintenance Agreement
SWMF #S (Wet Pond)
Note: Maintenance intervals of the various overall BMP components is listed below. See section
I and II of the attached Operations and Maintenance Manual for detailed maintenance procedures
associated with the items below.
I. Monthly or after every runoff producing rainfall, whichever come first:
a. Entire BMP
b. Perimeter of Wet Detention Basin
c. Inlet & Outlet Device
d. Forebay
e. Vegetated Shelf
II. Quarterly
a. Drainage Area of the Wet Detention Basin
b. Main Treatment Area
c. Receiving Water
III. Semi - Annually
a. Aquatic Environment
IV. Annually
a. Annual Inspection & Certification by Registered Professional Engineer to TOHS
b. Quarterly Inspection Reports
c. Inspection of Dam Embankment by Dam Safety Expert
d. Sediment and Dredging
hereby acknowledge that I represent the financially
responsible party for maintenance of the Structural Stormwater Best Management Practices for
this site. I will perform the maintenance as outlined above for this project. Operation and
maintenance responsibilities may be transferred to the HOA/OWNER upon completion,
contingent upon the Town of Holly Springs approving that all installation, performance measures
and documentation are in compliance with the approved stormwater management plan.
Signature:
Date:
I, , a Notary Public of the State of , County of _
do hereby certify that personally appeared before me this
day of, and acknowledge due execution of the foregoing instrument. Witness my hand
and official seal,
Seal
My Commission Expires:
16024 O &M Document Page 2 of 7
9.25.09

OPERATIONS & MAINTENANCE MANUAL
Project Name & Phase: Holly Springs Towne Center - Phase 2
Information: The wet pond (SWMF #5) will be constructed and maintained by KRG New Hill Place, LLC.
Attn: David George. Phone [phone] Fax [phone] email dgeorgenkiterealtYcom. The BMP(s)
is /are located on property owned by KRG New Hill Place, LLC. Deed Book XXXX Page XXXX. A
stormwater surety or another approved instrument will be provided in the amount equal to the replacement
cost of the pond plus 50 %.
Date Constructed:
Location: Holly Springs Towne Center - Phase 2
Receiving Watercourse(s): Unnamed Tributary to Little Branch
Contractor:
(applicable structure) Example add impoundment & dam info.
(applicable structure) Example add spillway info.
(applicable structure) Example add spillway channel info.
Material Supplies:
Riser Structure 4'x 4' Square Concrete
Outlet Barrel 24 " O -ring RCP
Riprap Velocity Dissipator NCDOT Class `B' Riprap 121 x 6'W x 22 " Thick
16024 O &M Document Page 3 of 7
9.25.09

Project Name & Phase: Holly Springs Towne Center - Phase 2
Type of BMP: Wet Pond (SWMF #5) Type of BMP:
This manual established procedures for maintenance and operation of the wet pond (SWMF #5).
I. MAINTENANCE
Frequency:
Inspection Frequency
Inspection Type
Quarterly and within 24
Inspection must be conducted by a trained, qualified party. These
hours after every water
inspections are intended to identify obvious maintenance needs
quality storm (greater than
early in order to prevent more extensive corrective actions.
1.0 inch)
Annual Certification
Inspection must be conducted by a Professional Engineer. These
Perimeter of the wet detention basin
inspections are intended to provide a more thorough assessment of
Regrade the soil if necessary to
the facility. Annual inspection reports (sealed by the PE) must be
gullies have formed
submitted to the TOHS Engineering Department. Field survey
calculations to confirm storage volume and embankment
ground cover and water until it is
stabilization, etc. may be required on a case by case basis.
Important Maintenance Procedures:
- Immediately after the wet detention basin is established, the plants on the vegetated shelf and perimeter of the
basin should be watered twice weekly if needed, until the plants become established (commonly six weeks)
- No portion of the wet detention pond should be fertilized after the first initial fertilization (if required) to
establish the plants on the vegetated shelf.
- Stable ground cover should be maintained in the drainage area to reduce the sediment load to the wet detention
basin.
- If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through the
emergency drain should be minimized to the maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment
Detailed Maintenance Procedures:
BMP element-
Potential problem
How to remedy the problem
Entire BMP
Trash /debris is present.
Remove the trash /debris.
Drainage area of the BMP
Ground cover is unstable, or loose
Stabilize groundcover or remove
soil or is available for erosion
loose soil or debris.
Perimeter of the wet detention basin
Areas of bare soil and /or erosive
Regrade the soil if necessary to
gullies have formed
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a one-
time fertilizer application.
Vegetation is too short or too long.
Maintain vegetation at a height of
approximately six inches.
Inlet device: pipe or swale
The pipe is clogged.
Unclog the pipe. Dispose of the
sediment properly.
The pipe is cracked or otherwise
Replace the pipe.
damaged.
16024 O &M Document Page 4 of 7
9.25.09

16024 O &M Document Page 5 of 7
9.25.09
Erosion is occurring in the swale.
Regrade the swale if necessary to
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid future
problems with erosion.
Forebay
Sediment has accumulated to a depth
Search for the source of the sediment
greater than the original design depth
and remedy the problem if possible.
for sediment storage.
Remove the sediment and dispose of
it in a location where it will not
cause impacts to streams or the
BMP.
Erosion has occurred.
Provide additional erosion protection
such as reinforced turf matting or
riprap if needed to prevent future
erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
Vegetated shelf
Refer to vegetation maintenance
table.
Aquatic environment
Water quality monitoring indicates
Identify the source of the problem
that parameters such as water clarity,
and correct it. Conduct follow -up
algal growth, and others are outside
monitoring to ensure that the
of acceptable levels.
parameters have resumed acceptable
levels.
Main treatment area
Sediment has accumulated to a depth
Search for the source of the sediment
greater than the original design
and remedy the problem if possible.
sediment storage depth.
Remove the sediment and dispose of
it in a location where it will not
cause impacts to streams or the
BMP.
Algal growth covers over 50% of the
Consult a professional to remove and
area.
control the algal growth.
Cattails, phragmites or other invasive
Remove the plants by wiping them
plants cover 50% of the basin
with pesticide (do not spray).
surface.
Embankment
Shrubs have started to grow on the
Remove shrubs immediately.
embankment.
Evidence of muskrat or beaver
Use traps to remove muskrats and
activity is present.
consult a professional to remove
beavers.
Tree(s) have started to grow on the
Consult a dam safety specialist to
embankment.
remove the tree.
Annual inspection by appropriate
Make all needed repairs.
professional shows that the
embankment needs repair.
Outlet device
Clogging has occurred.
Clean out the outlet device and
properly dispose sediment.
The outlet device is damaged
Repair or replace the outlet device.
Receiving water
Erosion or other signs of damage
Contact the TORS Engineering
have occurred at the outlet.
Department
16024 O &M Document Page 5 of 7
9.25.09

II. OPERATION
A. Record Keeping
The Town of Holly Springs shall be provided. with written inspection reports as specified in this manual. These reports
shall be provided annually within 30 days of the anniversary of receipt of the "Stormwater BMP /O &M Responsibility
Transfer" letter (form #16037). A professional engineer shall certify the reports. The Town of Holly Springs
Engineering Department shall be notified as soon as any deficiencies in the detention structure are recorded. The Town
shall be notified of the proposed methods to bring the structure into conformance and furthermore, the Town shall
approve of any proposed work to be completed on any part of the structure prior to any work being started. After work
has been completed the Town shall inspect and approve of the work before it shall be considered complete. After the
Town approves the work an as -built drawing shall be completed and provided to the Town.
Note: Operation of a BMP should include the following:
• Annual & Quarterly Inspection Reports — a collection of a written inspection report should be kept on record,
Inspection should be conducted at minimum quarterly and certified by a professional engineer annually.
• Observations — all observations should be recorded. Where periodic inspections are performed following
significant rainfall events, these inspections should be logged on the log forms found in Appendix D of the Town's
Design Manual or created specifically for the project.
• Maintenance — written records of maintenance and /or repairs should be recorded on the Operation & Maintenance
Log Form found in Appendix D of the Town's Design Manual or created specifically for the project.
• Other Operation Procedures — the owner should maintain a complete and up -to -date set of plans (as -built drawings)
and all changes made to the dam over time should be recorded on the as- builts. Mylar and digital as- builts shall be
provided to the Town each time they are updated.
• Quarterly Operation and Maintenance Logs - will be kept on file by the Owner or Responsible Party for each
Structural BMP. Forms to be used to create Inspection and Maintenance Logs for each BMP are provided in the
Appendix to this BMP Manual.
• Annual inspection and maintenance certifications - must be filed with the TOHS. A digital photograph must be
taken at the time of inspection and after maintenance for each BMP. These must be kept on file, with a hard copy
filed in the Inspection and Maintenance Log. There are various training, qualification and certification programs for
available for BMP inspectors, it is recommended that all parties filling out quarterly operation and maintenance
logs to be trained appropriately for each BMP inspected.
B. Sedimentation & Dredging
Sedimentation from establishing areas tributary to the BMP may eventually result in the reduction of the storage
volume and eventually will have to be removed. The frequency of this sediment removal can be reduced by ensuring
that the site areas around the building be stabilized with a vegetative ground cover such that it restrains erosion. This
would include a periodic application of fertilizer and other treatments necessary to promote a stable groundeover and
minimize sedimentation to the BMP. The maintenance on this BMP requires that the main pool and forebay both be
cleaned out when the accumulated sediment depth equals 1 -foot (elevation 321.00 in forebay and elevation 320.00 in
main pool). For aesthetic purposes it may be desirable to maintain it prior to this point. The removed material should
be hauled offsite to a suitable landfill site or mounded somewhere on site and stabilized with a groundeover sufficient
to restrain erosion.
16024 O &M Document Page 6 of 7
9.25.09

III. INSPECTION, OPERATION & MAINTENANCE LOGS
(attach a blank copy of the applicable O&M log for each BMP)
(attach 8 % x 11 Location Map)
(attach 8 '/_� x I1 copy of Recorded Plat(s))
(attach the Stormwater Management Plan, including form #16012 and As- builts)
(attach Engineer Certifications for construction of each BMP)
16024 O &M Document Page 7 of 7
9.25.09

Permit
ATA
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Holly Springs Towne Center - Phase 2
Contact person J. Allen, PE
Phone number 919 - 361 -5000
Date
Drainage area number
1/10/2014
3D -To SWMF 6
II. DESIGN INFORMATION
Site Characteristics
Drainage area 788,000 ft2
Impervious area, post - development 481,774 ft2
% impervious 61.14 %
Design rainfall depth 1.0 in
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre - development 1 -yr, 24 -hr runoff
Post - development 1 -yr, 24 -hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre /post control of the lyr 24hr storm peak flow required?
1 -yr, 24 -hr rainfall depth
Rational C, pre - development
Rational C, post - development
Rainfall intensity: 1 -yr, 24 -hr storm
Pre - development 1 -yr, 24 -hr peak flow
Post - development 1 -yr, 24 -hr peak flow
Pre /Post 1 -yr, 24 -hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state - required temp. pool?
Elevation of the top of the additional volume
(to be provided by DWQ)
O�OF W ATF9QG
rid r
� y
O T
39,416 ft3
230,025 ft3
OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
ft3
ft3
(Y or N)
2.9 in
(unitless)
_(unitless)
4.84 in /hr OK
7.23 ft3 /sec
6.90 ft?/sec
-0.33 ft3 /sec
322.30 fmsl
320.00 fmsl
fmsl
320.50 fmsl
319.50 fmsl Data not needed for calculation option #1, but OK if provided.
314.00 fmsl
313.00 fmsl Data not needed for calculation option #1, but OK if provided.
1.00 ft
Y (Y or N)
322.3 fmsl OK
Form SW401 -Wet Detention Basin- Rev.9- 4/18/12 Parts I. & II. Design Summary, Page 1 of 2

II. DESIGN INFORMATION
Surface Areas
Area, temporary pool
Area REQUIRED, permanent pool
SA/DA ratio
Area PROVIDED, permanent pool, Apermpool
Area, bottom of 1Oft vegetated shelf, Abot a,ar
Area, sediment cleanout, top elevation (bottom of pond), Abol_pmd
Volumes
Volume, temporary pool
Volume, permanent pool, Vpefmyool
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SAIDA Table Data
Design TSS removal
Coastal SA/DA Table Used?
Mountain /Piedmont SA/DA Table Used?
SA/DA ratio
Average depth (used in SA/DA table):
Calculation option 1 used? (See Figure 10 -2b)
Volume, permanent pool, VWM_PWI
Area provided, permanent pool, Ate,,,, -P.I
Average depth calculated
Average depth used in SA/DA, da,,, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10 -2b)
Area provided, permanent pool, Apenpwl
Area, bottom of 10ft vegetated shelf, Abot a,ejr
Area, sediment cleanout, top elevation (bottom of pond), Abol_�rd
"Depth" (distance b/w bottom of 1Oft shelf and top of sediment)
Average depth calculated
Average depth used in SA/DA, da., (Round to down to nearest 0.5ft)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if- non - circular)
Coefficient of discharge (Co)
Driving head (Ho)
Drawdown through weir?
Weir type
Coefficient of discharge (CW)
Length of weir (L)
Driving head (H)
Pre - development 1 -yr, 24 -hr peak flow
Post - development 1 -yr, 24 -hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies is:
Permit
36,693 ft2
23,798 ft2
3.02 (unitless)
26,581 ft2 OK
21,999 ft2
6,589 ft2
230,025 ft3 OK
100,877 ft3
17,446 ft3
17.3% % Insufficient forebay volume.
90 %
N (Y or N)
Y (Y or N)
3.02 (unitless)
Y (Y or N)
100,677 ft3
26,581 ft2
3.80 ft OK
4.0 ft OK
N (Y or N)
26,581 ft
21,999 ft2
6,589 ft2
5.50 It
ft
ft
Y (Y or N)
3.00 in
in
0.60 (unitless)
1.24 ft
N (Y or N)
(unitless)
(unitless)
ft
ft
7.23 ft3/sec
6.90 ft3 /sec
0.18 ft3 /sec
2.58 days OK, draws down in 2 -5 days.
(to be provided by DWQ)
3 :1
OK
10 :1
OK
10.0 ft
OK
3 :1
OK
1.5 :1
OK
Y (Y or N)
OK
1.4 ft
OK
N (Y or N)
OK
Y (Y or N)
OK
N (Y or N)
Required to capture all runoff from the ultimate build -out
8" DIP w / valve
Form SW401 -Wet Detention Basin- Rev.9- 4/18/12 Parts I. & II. Design Summary, Page 2 of 2

Permit No
III. REQUIRED ITEMS CHECKLIST
(to be provided by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
1. Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build -out,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
, 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
Maintenance access,
Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross - section,
Vegetation specification for planting shelf, and
- Filter strip.
7LA, 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401 -Wet Detention Basin- Rev.9- 4/18/12 Part III. Required Items Checklist, Page 1 of 1
3. Section view of the wet detention basin (1" = 20' or larger) showing:
Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
Inlet and outlet structures.
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
5�
7. The supporting calculations.
1c&
8. A copy of the signed and notarized operation and maintenance (0 &M) agreement.
9. A copy of the deed restrictions (if required).
7LA, 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401 -Wet Detention Basin- Rev.9- 4/18/12 Part III. Required Items Checklist, Page 1 of 1

THE TOWN OF
OKMolly
Springs
NORTH CAROLINA
OE HOLLY gpR�ry
SO�� C�
Environmental
Services and
Stormwate,
Management t
'IV /VEERING DEPA?-' �
TOWN OF HOLLY SPRINGS
OPERATIONS AND MAINTENANCE
AGREEMENT & MANUAL COVER SHEET
HOLLY SPRINGS TOWNE CENTER - PHASE 2
Holly Springs, North Carolina
Owner/Financially Responsible Party:
KRG New Hill Place, LLC
30 S. Meridian St., Suite 100
Indianapolis, IN 46204
Registered Agent:
Corporation Service Company
327 Hillsborough Street
Raleigh, NC 27603
(888) 690 -2882 - Phone
(302) 636 -5454 - Fax
Prepared By:
The John R. McAdams Co, Inc.
PO Box 14005
RTP, NC 27709
Contact Name:
David George
30 S. Meridian St., Suite 100
Indianapolis, IN 46204
(317) 713 -5646 - Office
(317) 577 -7879 - Fax
dgeorge gkiterealty. com
Design Engineer:
Josh Allen, PE
PO Box 14005
RTP, NC 27709
(919) 361 -5000 - Office
(919) 361 -2269 - Fax
j allen(?j ohnrmcadams. com
Date Submitted by Design Engineer:
Date of DRAFT Approval by Town of Holly Springs:
Date of Approval by Town of Holly Springs:
16024 O &M Document
9.25.09
Page 1 of 7

Structural Stormwater Best Management Practice (BMP) Maintenance Agreement
SWMF #6 (Wet Pond)
Note: Maintenance intervals of the various overall BMP components is listed below. See section
I and II of the attached Operations and Maintenance Manual for detailed maintenance procedures
associated with the items below.
I. Monthly or after every runoff producing rainfall, whichever come first:
a. Entire BMP
b. Perimeter of Wet Detention Basin
c. Inlet & Outlet Device
d. Forebay
e. Vegetated Shelf
II. Quarterly
a. Drainage Area of the Wet Detention Basin
b. Main Treatment Area
c. Receiving Water
III. Semi - Annually
a. Aquatic Environment
IV. Annually
a. Annual Inspection & Certification by Registered Professional Engineer to TOILS
b. Quarterly Inspection Reports
c. Inspection of Dam Embankment by Dam Safety Expert
d. Sediment and Dredging
I, , hereby acknowledge that I represent the financially
responsible party for maintenance of the Structural Stormwater Best Management Practices for
this site. I will perform the maintenance as outlined above for this project. Operation and
maintenance responsibilities may be transferred to the HOA /OWNER upon completion,
contingent upon the Town of Holly Springs approving that all installation, performance measures
and documentation are in compliance with the approved stormwater management plan.
Signature:
Date:
I, , a Notary Public of the State of , County of _
do hereby certify that personally appeared before me this
day of, and acknowledge due execution of the foregoing instrument. Witness my hand
and official seal,
Seal
My Commission Expires:
16024 O &M Document Page 2 of 7
9.25.09

OPERATIONS & MAINTENANCE MANUAL
Project Name & Phase: Holly Springs Towne Center - Phase 2
Information: The wet pond (SWMF #6) will be constructed and maintained by KRG New Hill Place, LLC.
Attn: David George. Phone [phone] Fax [phone] email d e�orgekkiterealt co . The BMP(s)
is /are located on property owned by KRG New Hill Place, LLC. Deed Book XXXX Page XXXX. A
stormwater surety or another approved instrument will be provided in the amount equal to the replacement
cost of the pond plus 50 %.
Date Constructed:
Location: Holly Springs Towne Center - Phase 2
Receiving Watercourse(s): Unnamed Tributary to Little Branch
Contractor:
(applicable structure) Example add impoundment & dam info.
(applicable structure) Example add spillway info.
(applicable structure) Example add spillway channel info.
Material Supplies:
Riser Structure 4'x 4' Square Concrete
Outlet Barrel 24 " O -ring RCP
Riprap Velocity Dissipator NCDOT Class B' Riprap 121 x 6'W x 22" Thick
16024 O &M Document Page 3 of 7
9.25.09

Project Name & Phase: Holly Springs Towne Center - Phase 2
Type of BMP: Wet Pond (SWMF #6) Type of BMP:
This manual established procedures for maintenance and operation of the wet pond (SWMF #6).
I. MAINTENANCE
Frequency:
Inspection Frequency
Inspection Type
Quarterly and within 24
Inspection must be conducted by a trained, qualified parry. These
hours after every water
inspections are intended to identify obvious maintenance needs
quality storm (greater than
early in order to prevent more extensive corrective actions.
1.0 inch)
Annual Certification
Inspection must be conducted by a Professional Engineer. These
Perimeter of the wet detention basin
inspections are intended to provide a more thorough assessment of
Regrade the soil if necessary to
the facility. Annual inspection reports (sealed by the PE) must be
gullies have formed
submitted to the TOHS Engineering Department. Field survey
calculations to confirm storage volume and embankment
ground cover and water until it is
stabilization, etc. may be required on a case b case basis.
Important Maintenance Procedures:
- Immediately after the wet detention basin is established, the plants on the vegetated shelf and perimeter of the
basin should be watered twice weekly if needed, until the plants become established (commonly six weeks)
- No portion of the wet detention pond should be fertilized after the first initial fertilization (if required) to
establish the plants on the vegetated shelf.
- Stable ground cover should be maintained in the drainage area to reduce the sediment load to the wet detention
basin.
- If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through the
emergency drain should be minimized to the maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment
Detailed Maintenance Procedures:
BMP element
Potential problem
How to remedy the problem
Entire BMP
Trash /debris is present.
Remove the trash /debris.
Drainage area of the BMP
Ground cover is unstable, or loose
Stabilize groundcover or remove
soil or is available for erosion
loose soil or debris.
Perimeter of the wet detention basin
Areas of bare soil and /or erosive
Regrade the soil if necessary to
gullies have formed
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a one-
time fertilizer application.
Vegetation is too short or too long.
Maintain vegetation at a height of
approximately six inches.
Inlet device: pipe or Swale
The pipe is clogged.
Unclog the pipe. Dispose of the
sediment properly.
The pipe is cracked or otherwise
Replace the pipe.
damaged.
16024 O &M Document Page 4 of 7
9.25.09

16024 O &M Document Page 5 of 7
9.25.09
Erosion is occurring in the swale.
Regrade the swale if necessary to
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid future
problems with erosion.
Forebay
Sediment has accumulated to a depth
Search for the source of the sediment
greater than the original design depth
and remedy the problem if possible.
for sediment storage.
Remove the sediment and dispose of
it in a location where it will not
cause impacts to streams or the
BMP.
Erosion has occurred.
Provide additional erosion protection
such as reinforced turf matting or
riprap if needed to prevent future
erosion problems.
Weeds are present.
Remove the weeds, preferably `by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
Vegetated shelf
Refer to vegetation maintenance
table.
Aquatic environment
Water quality monitoring indicates
Identify the source of the problem
that parameters such as water clarity,
and correct it. Conduct follow -up
algal growth, and others are outside
monitoring to ensure that the
of acceptable levels.
parameters have resumed acceptable
levels.
Main treatment area
Sediment has accumulated to a depth
Search for the source of the sediment
greater than the original design
and remedy the problem if possible.
sediment storage depth.
Remove the sediment and dispose of
it in a location where it will not
cause impacts to streams or the
BMP.
Algal growth covers over 50% of the
Consult a professional to remove and
area.
control the algal growth.
Cattails, phragmites or other invasive
Remove the plants by wiping them
plants cover 50% of the basin
with pesticide (do not spray).
surface.
Embankment
Shrubs have started to grow on the
Remove shrubs immediately.
embankment.
Evidence of muskrat or beaver
Use traps to remove muskrats and
activity is present.
consult a professional to remove
beavers.
Tree(s) have started to grow on the
Consult a dam safety specialist to
embankment.
remove the tree.
Annual inspection by appropriate
Make all needed repairs.
professional shows that the
embankment needs repair.
Outlet device
Clogging has occurred.
Clean out the outlet device and
properly dispose sediment.
The outlet device is damaged
Repair or replace the outlet device.
Receiving water
Erosion or other signs of damage
Contact the TOHS Engineering
have occurred at the outlet.
Department
16024 O &M Document Page 5 of 7
9.25.09

II. OPERATION
A. Record Keeping
The Town of Holly Springs shall be provided with written inspection reports as specified in this manual. These reports
shall be provided annually within 30 days of the anniversary of receipt of the "Stormwater BMP /O &M Responsibility
Transfer" letter (form #16037). A professional engineer shall certify the reports. The Town of Holly Springs
Engineering Department shall be notified as soon as any deficiencies in the detention structure are recorded. The Town
shall be notified of the proposed methods to bring the structure into conformance and furthermore, the Town shall
approve of any proposed work to be completed on any part of the structure prior to any work being started. After work
has been completed the Town shall inspect and approve of the work before it shall be considered complete. After the
Town approves the work an as -built drawing shall be completed and provided to the Town.
Note: Operation of a BMP should include the following:
• Annual & Quarterly Inspection Reports — a collection of a written inspection report should be kept on record,
Inspection should be conducted at minimum quarterly and certified by a professional engineer annually.
• Observations — all observations should be recorded. Where periodic inspections are performed following
significant rainfall events, these inspections should be logged on the log forms found in Appendix D of the Town's
Design Manual or created specifically for the project.
• Maintenance — written records of maintenance and /or repairs should be recorded on the Operation & Maintenance
Log Form found in Appendix D of the Town's Design Manual or created specifically for the project.
• Other Operation Procedures — the owner should maintain a complete and up -to -date set of plans (as -built drawings)
and all changes made to the darn over time should be recorded on the as- builts. Mylar and digital as- builts shall be
provided to the Town each time they are updated.
• Quarterly Operation and Maintenance Logs - will be kept on file by the Owner or Responsible Party for each
Structural BMP. Forms to be used to create Inspection and Maintenance Logs for each BMP are provided in the
Appendix to this BMP Manual.
• Annual inspection and maintenance certifications - must be filed with the TORS. A digital photograph must be
taken at the time of inspection and after maintenance for each BMP. These must be kept on file, with a hard copy
filed in the Inspection and Maintenance Log. There are various training, qualification and certification programs for
available for BMP inspectors, it is recommended that all parties filling out quarterly operation and maintenance
logs to be trained appropriately for each BMP inspected.
B. Sedimentation & Dredging
Sedimentation from establishing areas tributary to the BMP may eventually result in the reduction of the storage
volume and eventually will have to be removed. The frequency of this sediment removal can be reduced by ensuring
that the site areas around the building be stabilized with a vegetative ground cover such that it restrains erosion. This
would include a periodic application of fertilizer and other treatments necessary to promote a stable groundcover and
minimize sedimentation to the BMP. The maintenance on this BMP requires that the main pool and forebay both be
cleaned out when the accumulated sediment depth equals 1 -foot (elevation 315.00 in forebay and elevation 314.00 in
main pool). For aesthetic purposes it may be desirable to maintain it prior to this point. The removed material should
be hauled offsite to a suitable landfill site or mounded somewhere on site and stabilized with a groundcover sufficient
to restrain erosion.
16024 O &M Document Page 6 of 7
9.25.09

III. INSPECTION, OPERATION & MAINTENANCE LOGS
(attach a blank copy of the applicable O &M log for each BMP)
(attach 8 Y2 x 11 Location Map)
(attach 8 % x 11 copy of Recorded Plat(s))
(attach the Stormwater Management Plan, including form #16012 and As- builts)
(attach Engineer Certifications for construction of each BMP)
16024 O &M Document Page 7 of 7
9.25.09

HOLLY SPRINGS TOWNE CENTER -
PHASE 2
HOLLY SPRINGS, NORTH CAROLINA
STORMWATER IMPACT ANALYSIS &
FINAL DESIGN OF STORMWATER MANAGEMENT
FACILITIES
PROJECT NUMBER:
DESIGNED BY:
DATE:
'
IKRG -11010
JOSH ALLEN, PE
.TON ALDRIDGE, PE ����.itt CARA
MARCH 2014
M cAF)A
2905 MERIDIAN PARKWAY
DURHAM, NORTH CAROLINA 27713
NC Lic. # C -0293
:a SEAL
40761
C.
�,I{111
,APPROVED
DATE: G
pp Y r
IJ� ��

HOLLY SPRINGS T
Stormwater Impact Analysis and Final Desi
General Site Description
ENE CENTER - PH
of Stormwater Management Facilities
Located adjacent to NC Highway 55, at its northwest intersection with New Hill Road (S.R.
1152) in Holly Springs, North Carolina, is the proposed commercial development currently
known as Holly Springs Towne Center. Proposed development on this approximately 168 -acre
site will ultimately consist of the construction of commercial /retail buildings and outparcels,
parking, sidewalks, streets, along with the associated infrastructure, utility, and stormwater
management improvements. Proposed for construction at this time is Phase 2 of the project along
with the stormwater management facilities associated with this area. The stormwater
management facilities designed for this submittal (SWMF #5 and 46) are designed for the
ultimate build out of the thoroughfare and the future phase of Holly Springs Towne Center. The
final design calculations for SWMF #1, #2, #3, #4, and #8 were previously submitted to and
approved by the Town under separate cover as part of Phase 1.
Holly Springs Towne Center is located within the Cape Fear River basin and will be subject to
the stormwater management requirements set forth in Section 8, Article 5 of the Town of Holly
Springs Code of Ordinances NPDES Phase II Post - Construction Stormwater Regulations
(Adopted November 6, 2007). This ordinance requires that development properly manage
stormwater runoff rate, volume, and pollutants as necessary to protect the environment, property,
health, safety, and welfare of the Town's citizens. This report contains the final design
calculations detailing the expected stormwater impacts as a result of the proposed development
of Phase 2, along with final designs of only the proposed stormwater management facilities that
are located in this area (SWMF #5 and #6) that will be used to mitigate the impacts. Please refer
to the previously approved Phase 1 plans /calculations for details associated with SWMF 91, #2,
43, #4, and #8.
Current Applicable Stormwater Manazement Regulations
More specifically, stormwater management for the proposed development shall be designed in
accordance with the following:
Town of Holly Springs Code of Ordinances — Section 8 -232 — NPDES Phase H Post -
Construction Stormwater Regulation Development Standards
All development for which a land disturbance permit is required (20, 000 sq.ft. or greater of
disturbed area) shall implement Structural and Non - Structural BMPs that comply with each
of the following performance standards. The Structural and Non - Structural BMPs shall
control and treat:
1. The difference in stormwater runoff peak discharge rate leaving the project site
between the pre- and post- Development conditions for, at a minimum, the 1 -Year,
24 -Hour Storm (2.83 inches). Runoff volume drawdown time shall be a minimum of
twenty-four (24) hours, but not more than one hundred and twenty (120) hours.
2. The total nitrogen (TN) export limitations, in a manner consistent with the Neuse
Basin Rules, 15A NCAC 2B.0233, will be required throughout the Town and extra
territorial jurisdiction. The Town Council may establish Fee in Lieu for nitrogen
export and may amend and update the fees and policies from time to time. Fee costs
and policies will be outlined in the Design Manual.

3. A minimum of 85% average annual removal for Total Suspended Solids (TSS);
4. General engineering design criteria for all projects shall be in accordance with 15A
NCAC 2H.1008©, as explained in the Design Manual;
5. All Built -Upon Area shall beat a minimum of 30 feet landward of all perennial and
intermittent surface waters, as described in Section 7.06 of the UDO.
Addressing Current Stormwater Management Regulations
The proposed stormwater management plan for Holly Springs Towne Center Phase 2 will be
designed to protect the downstream environment. The plan incorporates biologically based
stormwater management techniques to manage both water quantity and quality aspects of site
runoff. As can be seen in this report, stormwater management for Holly Springs Towne Center
Phase 2 will be accomplished by incorporating engineered stormwater best management practice
facilities throughout the phase to capture and treat the stormwater runoff from developed areas.
The stormwater treatment devices that will be used are wet detention basins which are designed
to remove a minimum of 90% average annual total suspended solids (TSS), provide slow release
(i.e. 2 to 5 days) of the difference in pre- to post - development peak runoff rate for the 1 -year, 24-
hour storm, and limit nitrogen export in a manner consistent with the Neuse Basin Rules 15A
NCAC 213.0233. These facilities will serve the dual purpose of water quality and water quantity
(ie. detention) control.
Discussion of Nitrogen Export Calculations
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. In
accordance with these rules, projects shall use a nitrogen export standard of 3.6 lbs /ac /yr.
However, before using offset payments, the development must achieve, 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.
For the purpose of nitrogen export computations, a 177.13 -acre total nitrogen analysis area was
created that encompasses all onsite construction, future outparcels, the thoroughfare road, and a
portion of the offsite roadway improvements (see nitrogen exhibit for a graphic representation of
the total nitrogen analysis area). Nitrogen export calculations for Phase 1 of the project only were
previously submitted to and approved by the Town of Holly Springs. At the current time, Phase 2
of the project is proposed, resulting in the need to modify the previously submitted nitrogen
calculations for Phase 1 to incorporate Phase 2. Phase 1 of the project comprised approximately
77.16 -acres of the 177.13 -acre total nitrogen analysis area. With Phase 2 incorporated, the
resulting nitrogen analysis area is now 112.29- acres. The remaining portions of the project (i.e.
future phases /outparcels) were not included in the nitrogen export calculations and will be
required, at the time of their development, to update these nitrogen export calculations once
again to incorporate their particular phases / outparcel into the nitrogen calculations. In the event
these phases /outparcels are never developed, the attached calculations show that Phases 1 and 2
together stand alone with respect to meeting the applicable nitrogen export regulations.
Discussion of Pre -Post Analysis
During preparation of the 2008 Development Plan, it was indicated by the Town of Holly Springs
that Holly Springs Towne Center will also be required to meet the requirement of no increase in
the 100 -year post- development peak water surface elevations in the receiving downstream Forest
Springs Subdivision tributaries. To accomplish this, it was agreed to that the stormwater
management plan design for Holly Springs Towne Center will be required to demonstrate that the

100 -year post - development peak flowrates exiting the property are less than or equal to the 100 -
year pre - development peak flowrates within the receiving downstream Forest Springs
Subdivision tributaries listed in the Forest Springs Subdivision flood study.
As you can see from the report, the post - development peak flow rates have been detained back to
pre - development peak flow rates in the 1 -year and 100 -year storm events for POA# 1, POA #2,
and POA #3. The post - development peak flow rates for the 1 -year storm at POA #5 are higher
than the pre- development peak flow rates, however there no there is no proposed impervious area
draining to this point. The increase in flow is a result in the reduction of the time of concentration
for the drainage area. It is the opinion of the design engineer that the minor increases in the 1-
year storm will not adversely impact the downstream receiving waters, as it is discharging into
the floodplain for Little Branch.
Calculation Methodolo
1) Rainfall data for the Holly Springs, NC region is from NOAA Atlas 14, with a partial
duration series assumption for the 1 -year and 10 -year storms and annual duration assumption
for the 100 -year storm. The 1- year /24 -hour rainfall depth is 2.89 inches and the 10- Year /24-
hour rainfall depth is 5.09 inches, and the 100- year /24 -hour rainfall depth is 7.60 inches.
These rainfall depths were input into the meteorological model within PondPack for peak
flow rate calculations. Please reference the rainfall data section within this report for
additional information.
2) The 1 -year / 24 -hour design storm is assumed to be a total rainfall depth of 2.89 inches,
assuming an SCS Type II rainfall distribution.
3) Existing topographic information is a combination of boundary surveys by Withers and
Ravenel Kenneth Close Surveying, LIDAR aerial topographic mapping from NC Floodmaps,
and site survey by The John R. McAdams Company, Inc.
4) Using maps contained within the Wake County Soil Survey, the on- and off -site soils were
determined to be from either hydrologic soil group (HSG) `B' soils or HSG `D' soils. Since
the method chosen to compute both pre- and post - development peak flow rates and runoff
volumes is dependent upon the soil type, care was taken when selecting the appropriate Soil
Conservation Service Curve Number (SCS CN).
a) Within each sub - basin, a proportion of each soil group was determined using NRCS
Soil Survey Maps. Once a proportion was determined, a composite SCS CN was
computed for each cover condition. For example, the pre - development condition of
Sub -basin #213 consists of approximately 77.5% HSG `B' soils and 22.5% HSG `D'
soils. Therefore, for the open area cover condition, the composite SCS CN is
computed as follows (assuming good condition):
Composite Open SCS CN= (0.775 *61) + (0.225 *80) = 65
b) This type of calculation was done for each of the studied sub - basins in the pre- and
post- development condition in an effort to accurately account for the difference in
runoff between HSG `B' soils and HSG `D' soils.
5) A composite SCS Curve Number was calculated for the post - development condition for each
subbasin using SCS curve numbers and land cover conditions. Land cover conditions for the
onsite post - development condition were taken from the proposed development plan.

6) In the pre- development condition, the times of concentration are calculated using SCS TR -55
(Segmental Approach, 1986). The Tc flow path was divided into three segments: overland
flow, concentrated flow, and channel flow. The travel time was then computed for each
segment, from which the overall time of concentration was determined by taking the sum of
each segmental time.
7) The post - development times of concentration to each stormwater facility are assumed to be 5
minutes in the post - development condition. This is a conservative assumption.
8) PondPack Version V8i was used in determining the pre- & post - development peak flow rates
for the 1 -, 10 -, and 100 -year storm events, as well as routing calculations for the proposed
stormwater management facilities.
9) The stage- storage functions for the proposed stormwater management facilities were all
generated outside of PondPack and then input into PondPack for final routing calculations.
10) Water quality sizing calculations for each facility were performed in accordance with the
N.C. Stormwater Best Management Practices manual (NCDENR July 2007). The normal
pool surface area for each wetland facility was sized using the runoff volume computed using
the Simple Method and a maximum ponding depth of 12- inches.
11) Velocity dissipaters will be provided at the stormwater management facility principal
spillway outlets to prevent erosion and scour in these areas. The dissipaters are constructed
using rip rap, underlain with a woven geotextile filter fabric. The filter fabric is used to
minimize the loss of soil particles beneath the rip rap apron. The dissipaters are sized for the
10 -year storm event using the NYDOT method. It is a permanent feature of the outlet
structures.
12) For 100 -year storm routing calculations, a "worst case condition" was modeled in order to
insure the proposed facilities would safely pass the 100 -year storm event. The assumptions
used in this scenario are as follows:
a) The starting water surface elevation in each facility, just prior to the 100 -year storm
event, is at the top of riser elevation. This scenario could occur as a result of a clogged
siphon or a rainfall event that lingers for several days. This could also occur as a result of
several rainfall events in a series, before the inverted siphon has an opportunity to draw
down the storage pool between NWSE and the riser crest elevation.
b) An attempt was made to achieve a minimum of approximately 1.0 -ft of freeboard
between the peak elevation during the "worst case" scenario and the top of the dam for
each facility.
13) Stormwater Management Facility #5 and #6 are proposed facilities that have not yet been
constructed. However, Stormwater Management Facility #4 was constructed as a part of
Phase 1 and is currently serving as an erosion control sediment basin. A portion of Phase 2
will drain to the Stormwater Management Facility #4, therefore the calculations have been
included in this report to show that the facility will still function properly with the proposed
post - development conditions.
Conclusion
If the development on this tract is built as proposed within this report, then the requirements set
forth in the applicable Town of Holly Springs regulations will be met with the proposed
stormwater management facilities. However, modifications to the proposed development may

require that this analysis be revised. Some modifications that would require this analysis to be
revised include:
1. The proposed site impervious surface exceeds the amount accounted for in this report.
2. The post - development watershed breaks change significantly from those used to prepare
this report.
The above modifications may result in the assumptions within this report becoming invalid. The
computations within this report will need to be revisited if any of the above conditions become
apparent as development of the proposed site moves forward.

1
SUMMARY OF RESULTS
2
MISCELLANEOUS SITE DATA
3
PRECIPITATION DATA
4
WATERSHED SOILS DATA
5
PRE - DEVELOPMENT HYDROLOGY
CALCULATIONS
6
POST - DEVELOPMENT HYDROLOGY
CALCULATIONS
STORMWATER MANAGEMENT
FACILITY #4 DESIGN
7
CALCULATIONS
STORMWATER MANAGEMENT
FACILITY #5 DESIGN
8
CALCULATIONS
STORMWATER MANAGEMENT
FACILITY #6 DESIGN
9
CALCULATIONS
10
NUTRIENT LOADING
CALCULATIONS

SUMMARY OF RESULTS
HOLLY SPRINGS TC
KRG -11010

HOLLY SPRINGS TC SUMMARY OF RESULTS J. ALLEN, PE
KRG -11010 3/12/2014
RELEASE RATE MANAGEMENT RESULTS
POINT OF ANALYSIS #1

Top of Dam =
365.00
ft
NWSE =
360.00
ft
Surface Area at NWSE =
20,459
sf
Water Quality Volume =
16,531
cf
Water Quality Volume Ponding Depth =
9.80
inches
Siphon Diameter =
2.500
inches
Siphon Elevation =
360.00
ft
Secondary Orifice Diameter =
(1) 1.2'x 0.25'
Secondary Orifice Elevation =
361.00
ft
Riser Size =
4'x 4'
Riser Crest =
363.00
ft
Barrel Diameter =
24
inches
# of Barrels =
1
Invert In =
357.00
feet
Invert Out =
356.00
feet
Length =
60
feet
Slope =
0.0167
ft/ft
STORMWATER MANAGEMENT FACILITY #4 ROUTING RESULTS
Return Period Inflow Outflow Max. WSE Freeboard
[cfs] [cfs] [ft] [ft]
1- Year 21.21 0.70 361.23 3.77
e._ 21.2 � ._ _ � _ - .. 3--. � . -_ . , .
10 -Year 42.52 1 84 3_62.73 2.27
10_0 -Year _ 60.10 _ 16 94 363.45 1_55_
100 -Year - Worst Case 60.10 29.33 _ 363.69 1.31

Top of Dam =
334.00
ft
NWSE =
326.50
ft
Average Depth =
4.43
ft
Surface Area at NWSE =
23,244
sf
Required Surface Area at NWSE =
21,819
sf
Siphon Diameter =
3.000
in
Siphon Elevation =
326.50
ft
Secondary Orifice Diameter =
(2) 2'x 0.5'
332.88
Secondary Orifice Elevation =
328.80
ft
Riser Size =
4'x 4'
Riser Crest =
332.30
ft
Barrel Diameter =
24
in
# of Barrels =
1
Inver In =
322.50
ft
Invert Out =
322.00
ft
Length =
57
ft
Slope =
0.0088
ft/ft
STORMWATER MANAGEMENT FACILITY ##5 ROUTING RESULTS
Return Period —����
Inflow
�
i
Out�o flow Max. WSE
.��
Freeboard
�1
1 -Year
[cfs]
43.35
[cfs]
0.61
[ft]
328.79
?
[ft]
5.21
_10- -Year
100 -Year
96.33M
1_42.58_
11.98_
28.39
330.40
332.63 �
-�
_3.60
1.37���
100 -Year - Worst Case
142.58
�����38.14
332.88
1
1.12

Top of Dam =
326.00
ft
NWSE =
320.00
ft
Average Depth =
3.80
ft
Surface Area at NWSE =
26,581
sf
Required Surface Area at NWSE =
23,805
sf
Siphon Diameter =
3.000
in
Siphon Elevation =
320.00
ft
Secondary Orifice Diameter =
(3) 2'x 0.5'
324.89 _..�_
Secondary Orifice Elevation =
322.30
ft
Riser Size =
4'x 4'
0.90
Riser Crest =
324.50
ft
Barrel Diameter =
24
in
# of Barrels =
1
Invert In =
316.50
ft
Invert Out =
316.00
ft
Length =
55
ft
Slope =
0.0091
ft/ft
STORMWATER MANAGEMENT FACILITY #6 ROUTING RESULTS
Return Period
Inflow
Outflow
Max. WSE
Freeboard
[cfs]
[cfs]
Ift]
[ft]
�- -�� 1- Year_
4_8.79
�_
0.61
����� 322.24
3.76
-�
10 -Year
..133.42
95.40��
14.36���
323.44_
2.56
100- Y ear
133.42
33.26
324.89 _..�_
1.11
100 -Year -Worst Case
�38.47��
325.10
0.90

HOLL'. ZINGS TC SITE COMPOSITE R--,,OVAL EFFICIENCY J.,.--EN,PE
KRG-11010 1/13/2014
SWMF 5 = 9.93 ac imp. at 90.0% TSS from Wet Pond = 90.0% TSS total
SWMF 6 = 9.53 ac imp. at 90.0% TSS from Wet Pond = 90.0% TSS total
Bypass Area = 0.57 ac imp. at 0.0% TSS = 0.0% TSS total
Total site impervious= 20.03 acres
Total site impervious area treated= 19.46 acres
Total site impervious area bypassed= 0.57 acres
Bypass impervious as%of total impervious= 2.93 %
Total weighted site TSS removal= 87.44 %

MISCELLANEOUS SITE DATA
HOLLY SPRINGS TC
KRG -11010

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Name of Stream Description
Cuff Class Date Basin Stream Index #
Tom Jack Creek
From source to Harris
C
09/01/74
Cape
Fear
18 -7 -10
Lake, Buckhorn Cr.
i Branch
From source to Harris
C
09/01/74
Cape
Fear
18 -7 -4
Lake, Buckhorn Cr.
Cary Branch
From source to Harris
C
09/01/74
Cape
Fear
18 -7 -5
Lake, Buckhorn Cr.
Norris Branch
From source to Cary
C
09/01/74
Cape
Fear
18 -7 -5 -1
Branch
Utley Creek
From source to Harris
C
04/01/59
Cape
Fear
18 -7 -5.5
Lake, Buckhorn Cr.
White Oak Creek
From source to Harris
C
04/01/59
Cape
Fear
18 -7 -6
Lake, Buckhorn Cr.
Big Branch
From source to White
C
09/01/74
Cape
Fear
18 -7 -6 -1
Oak Creek
Little Branch
From source to Big
C
09/01/74
Cape
Fear
18- 7 -6 -1 -1
Branch
Little White Oak
From source to Harris
C
09/01/74
Cape
Fear
18 -7 -7
Creek
Lake, Buckhorn Cr.
Big Branch
From source to Harris
C
04/01/59
Cape
Fear
18 -7 -8
Lake, Buckhorn Cr.
Thomas Creek
From source to Harris
C
09/01/74
Cape
Fear
18 -7 -9
Lake, Buckhorn Cr.
NEUSE RIVER
From dam at Falls Lake
WS- IV;NSW
07/01/04
Neuse
27- (20.7)
to a point 0.5 mile
upstream of Town of
Wake Forest proposed
water supply intake
(Former water supply
intake for Burlington
Mills Wake Finishing
Plant)
NEUSE RIVER From Town of Wake C;NSW 08/03/92 Neuse 27- (22.5)
Forest proposed water
supply intake to mouth
of Beddingfield Creek
NEUSE RIVER From a point 0.5 mile WS- IV;NSW,CA 07/01/04 Neuse 27 -(22)
upstream of Town of
Wake Forest proposed
water supply intake to
Town of Wake Forest
proposed water supply
intake
NEUSE RIVER From mouth of WS -V;NSW 08/03/92 Neuse 27 -(36)
Beddingfield Creek to
a point 0.2 mile
downstream of Johnston
County SR 1700 __
NEUSE RIVER From I -85 bridge to WS- IV,B;NSW,CA 08/03/92 Neuse 27 -(5.5)
(Falls Lake dam at Falls Lake
below normal
pool elevation)
Page 3 of 13 2010 -10 -09 07:08:27

Print Page - NC Areas Subject to Phase II Post - Construction & Other Stormwater Progra... Page 1 of 1
NC Areas Subject to Phase II Post- Construction & Other Stormwater Program Requirements
Map Legend
Al Intarstakaa
Lae-at Roads
Secondary Roads
Primary Roads
The map representations are the best available
as of July 27, 2010. Please check with the local
government (city or county) in your location to
verify specific storrnwater requirements.
Areas subject to Stormwater Post- Construction
(Permitting) are based on existing programs an(
Session law 2006 -246. NC Division of Water
Quality, 10112/2010
Us diahar.v
Contact :
NC Highway
DENR
Region :
Cou n ties
County :
1:241( Hydrography (Arct)
H ydrograph y
Permitting :
1 :24K Polyati—
Municipal Boundaries
Basis :
Stormwater Jurisdiction
Type :
c—A.4 State SW Pr W.-
Notes :
L-1 P,vWr
.
State Stormwater Program
Jurisdiction:
Ma Stormwater P.9--
.
0— I.P0.9 Pr�Wamr
Ph.ee U Area
■
SA waters
The map representations are the best available
as of July 27, 2010. Please check with the local
government (city or county) in your location to
verify specific storrnwater requirements.
Areas subject to Stormwater Post- Construction
(Permitting) are based on existing programs an(
Session law 2006 -246. NC Division of Water
Quality, 10112/2010
http:// 149. 168. 87. 13/ stonnwater /print.aspx ?CMD= INIT &XMIN =- 78.91392639317891 &... 10/12/2010
�tiQt�
Contact :
Holly Springs
DENR
Region :
Raleigh
County :
`HAKE
Permitting :
ILocal
Basis :
In Permitted Phase 1I Jurisdiction
Type :
IPhase II Entity
Notes :
IInside Holly Springs
Phase 2 :
Local program satisfies Phase II rqmts
Jurisdiction:
Holly Springs
http:// 149. 168. 87. 13/ stonnwater /print.aspx ?CMD= INIT &XMIN =- 78.91392639317891 &... 10/12/2010

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To«n of MR.% Springs
2. Northeast Gateway Plan
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MILE minis

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STATE OF NORTH CAROLINA FIRM PANEL LOCATOR DIAGRAM
._ 3 •. �. - � iG Aii1%i.i.
E
PANEC. 4649.1 ...__
R
1
4
111
1
! FIRM
FLOOD INSURANCE RATE MAP
NORTH CAROLINA
PANEL #649
(SEE LOCATOR DIAGRAM OR MAP INDEX FOR FIRM
PANEL LAYOUT)
CONTAINS:
COMMUNITY CID No. PANEL SUFFIX
40L.y SPRI11GS,T0YV14 a= 370403 W49 ;
WAKE OOLNiY W0368 0649 J
Notice to Usor: The kelp Nurbor sr,own ndov slould be used
when plaoing map orders: the Caesltunity Nurlbsr shown
n i b u or in ei ice applications for the sub ect
atsova s au d e sect sus r )
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HARNETT
c
DATUM INFORMAMOt
The p"iftt -.on used in the preparation of this map was the North Carolina
State Plane (FIPSZONE 3200), The horizontal datum was the North American
Datum of 1983, GRS80 ellipsoid. Differences in datum, ellipsoid, projection, or
Universal Transverse Mercator zones used in the production of FIRMs for adjacent
jurisdictions may result in slight positional differences in map features across
jurisdictional boundaries. These differences do not affect the accuracy of this
FIRM, All coordinates on this map are in U.S, Survey Feet, where
1 U.S. Survey Foot - 1200/3937 Meters,
Flood elevations on this map are referenced to the North American Vertical
Datum of 1968 (NAVD 88). These flood elevations must be compared to structure
and ground elevations referenced to the same vertical datum. An average
offset between NAVD 88 and the National Geodetic Vertical Datum of 1929
(NGVD 29) has been computed for each North Carolina county. This offset was
them applied to the NGVD 29 flood elevations that were not revised during the
creation of this statewide format FIRM, The offsets for each county shown on
this FIRM panel are shown in the vertical datum offset table below, Where a
county boundary and a flooding source with unrevised NGVD 29 flood elevations
are coincident, an individual offset has been calculated and applied during the
creation of this statewide format FIRM. See Section 61 of the accompanying
F=lood Insurance Study report to obtain further information on the conversion
of elevations botween NAVD 88 and NGVD 29. To obtain current elevation,
description, and /or location information for bench marks shown on this map,
please contact the North Carolina Geodetic Survey at the address shown below.
You may also contact the information Services Branch of the National Geodetic
Survey at (301) 713 =342, or visit its website at www.ngs.noas.gov.
North Carolina Geode* Survey County Average Vertical Datum Offset Table
121 West Jones Street County vertical Datum Offset (ft)
Raleigh, NC 27601 wake -0.88
(919) 733 -,3836
w ww . n cgs. state. n c. u s
xampi, NAVD - NGVD 29 t (ZA
All streams listed in the Flood Hazard Data Table below were studied by
detailed methods using field survey, Other flood hazard data shown on this
map may have been derived using either a coastal analysis or limited detailed
riverine analysis. More information on the flooding sources studied by these
analyaes is contained in the Flood Insurance Study report.
i 3,;'.CaNb •`�°� 1'{.:::.��Ya!u'[.?,:i Mr. rR . .•r. Yes`. �ifY.•' XS%'• i4�..;%%:d'(�'{t§irNAi.A�lt?It R�'�
2 040 00t
700 000 FEET �
FLOODING EFFECTS FROM
LITTLE BRANCH
(BASIN 26, STREAM 3)
I EFFr< TS FROM
STREOW 3,'t
78 °5I� 30” fly X
654 rw Ili RUA" 78•SP ac JOINS PANEL 0740 , 7s•so` 30' 2047 500 FEEr
IMP I
.or r
• ZONE x
bTM`"•" 1•`:S putuKe, ZONE X
,ZONE X yy..Sr ZONL . h
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2 0413 t 78.51' 30" 2 042 60 FEET TB•$ r' JOINS PANEL 0648
TES USERS
This map is for use In administering the Natinnall Fkzod Insurance Program. It doss not Certain areas not in Special flood control This map reflects more detailed a,`:(l a "o --axe stream channel Coftfiprations than
necessarily Identify a!I a areas subject .c c�dln c � P art particularly local drainage sources structures. Refe r to Sec t k Flood Insurance t hose shown on t he p rs r• us �
M t r
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of areal' size. he +* for possible Stu report r • ,
ty.
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�'• ty +Epr � y h4ul t� consulted p Y p left that ware transferred frorrr eta pr( , ,., i"iRht� may „eve Fen adjusted to conform zo
1 c
updated or additional flood i Lazard informtatiori. these now stream channal Aa i Tsui', the Flood Profiles and F(oodway
FR e
.•;! , r "�•n �a$b ale infOrmatl0ri and C#G srit3z�i'�e.t:' e +,t(?t; �.:' "i:.�4 -iu! ; €`�. I M.�' Al7t,ained from a tables a t, • .
, p 9 �" r Date ,n the Flood Insurance �a:.�ra'#}= res�o ^f f,s�llke:il contains authoritative hydraulic
f,, To obtain mare dotal#od i�lftalwrtattol !� areas where Bass Flood I�luvri�rlons (c3FEs) � ,..=n ,� , , , 4 ,.. A .
and/or f oo n s Flood organization,, including tits a trt#difrtittl =.'t ^ F(�;�al c �. ..,rri:y#ies }, sly and federal data) may reflect stream ch(ar,rne# dis,sr.•.., , roar rfr-~ 1r�om what is shown on this map.
a 1 dways have been del ri1`linisd, users are encouraged to consult the Food
!. agencies, and /or other sources, Th*•. prlti'aly INA$ f +fir thi; fll'1,v• ss 10rWimages+ acquired by
- n � Prairies, Fioadway Data, i.irruted !� #ask Flood Hazard Data, 4n<i:'or Summary of Stillwater � � .. •,Y, .r .�_
Elevations tables contained within he Wake County. The time zatarieact .3f ui.rfoi;:ti+or, 1`ear t11e r.. aq y fa ?99 .9. Information and Please refer to the separately prirtoo ki p Index for overview map of the county
Ifih n t Flc�atf Insurance Study (F'iS) report that accompanies
geospatial data supplied by tho Ir 1I mmurti;ty'lie�s)%m net FE base reap specifications showing the layout of map Fads c �n• mss, , � ni +,, r'cvo ry addresses, and a List of
this FIRM. Users should ice aware thsa`rBFEs shown on the FIRM reroresentrounded . ..;_.. :w_ .. _�'.,_ �,_� .�__ r _ __ ..>,_ .. .._A•.__ „... A_..,_.... s_.. -_ .�_. ___,. _.._...._.,.
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MAP
Refer to listing of Map Repositoriaii an 610 0111111111 a *A v�1xy,rr�loprlrrq a•corrl.
EFFECTIVE DA'T'E OF FLOM 00PAIM *ft MAf► PANEL
WW
EFFECTIVE DAT I0i, AVAMMOV0 tea': PADS.
LEGEND
SPECIAL FLOOD HAZARD AREAS (SFHAs-) SUBJECT TO
INUNDATION BY i
Y T
HE 1 %
ANNUAL CHANCE FLO O la
The 11K amual chance flood (10(H ear flood), also known as the base flood, is the Mood
that has a I% chance of being equaled or exceeded in any given year. The Special
flood Hanrd Area is the area subject to flooding by the 1% annual chance flood. Areas
of Special Flood Hazard include 7-ones A, AE, AH, AO, AR, A99, V, and VE. The Base.
Flood Elevation Is the water- 6urface elevation of the 1% annual chance flood.
ZONE A No SaR: Flood Elevations determined.
XONE AE Base Flood Elevations determined.
ZONE AN Flood depths of 1 to 3 feet (usually areas of ponding); Base Flood
Elevations determined.
ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on slopping terrain);
average depths determined. For areas of alluvial fan flooding, velocities
also determined.
ZONE At S Decial Food Hazard Area formerly protected from the 1% annual
chance flood by a flood con rol system that was subseckuentl
decertified, Zane AR Indicates that the former flood control system 6
being restored to provide protection from the 1% annual chance or
greater flood.
ZONE A99 Area to be protected from 1 annual chance flood by a Federal
flood protection system under construction; no Base Flood Elevations
determined.
Zow VW Coastal flood zone with velocity hazard (wave action); Base Flood Elevations
determined.
FLOODWAY AREAS IN ZONE AE
The fkoodway is the c:hannei of a stream plus any adjacent floodplain areas that must be
kept free of encroachment so that the 1 % annual chance flood cat) be carried wlihout
substantial lncreaces In flood heights.
• OTfiER FLOOD AREAS
f X Areas of 0.2% annual chance flood; areas of future conditions 1% annual
chance flood; areas of 1% annual chance flood with average depths of less
than 1 foot or with drainage areas less than 1 square mile; and areas
protected by levees from 1% annual chance flood,
OTHER AREAS
zom X Areas determined to be outside the 0.296 annual chance and future
conditions I% annual chance floodptain.
ZCINI 0 Areas in which florid hazards are undetermined, but pussibfe.
COASTAL BARRIER RESOURCES SYSTEM (CBRS) AREAS
\ OTHERWISE PROTECTED AREAS (OPAs)
CSFIS areas and OPAs are normally located within or adjacent_ to Special Flood Hazard Areas.
1% annual chance floodplain boundary
0.2% annual chance floodpiain boundary and future
conditions 1% annual chance floodplain boundary
—' --� •---- Floudway boundary
"-^-" -- - Zone D Boundary
wr a►r<ws.wa•r.•. CORS and OPA boundary
Boundary dlvlding Special Flood Hazard Area Zones and
boundary dividing Special Flood Hazard Areas of different
aw Flood Elevations, flood depths or flood velocities.
^ "'+`•'$43^--��+�^- Rase Flood Elevation line and value; elevation in feet*
(EL 987) Base Flood Elevation value where uniform within zone;
elevation in feet*
*Referenced to the North American Vertical Datum (if 1988
�--- ----j Cross section line
- ••---- -».-j� Tranwct line
97'07' 3011, 32'22' 30" Geographic coordinates referenced to the North American
Datum of 1983 (NAD 83)
4278= IV 1000 -dieter Universal Transverse Mercator grid ticks, zone 17
t 477 500 FEET 2500 46ot grld values: North Carolina State Plane coordlnate
system (Fii'SZONE 3200, State Plane NAD 83 fleet)
BMS510 North Carolina Geodetic Survey bench mark (see explanation
X in the Datum information section of this FIRM pane().
BM5610 National Geodetic Survey bench mark (see explanation in
19 the Datum information section of this FIRM panel).
M1,5 River Mile
.,4&
GRID NORTH
MAP SCALE 1' = 5001 (1 6 , ou0 y
sea o Soo 1000
FEET
Y Yr
METERS
150 0 1$0 300
PANEC. 4649.1 ...__
R
1
4
111
1
! FIRM
FLOOD INSURANCE RATE MAP
NORTH CAROLINA
PANEL #649
(SEE LOCATOR DIAGRAM OR MAP INDEX FOR FIRM
PANEL LAYOUT)
CONTAINS:
COMMUNITY CID No. PANEL SUFFIX
40L.y SPRI11GS,T0YV14 a= 370403 W49 ;
WAKE OOLNiY W0368 0649 J
Notice to Usor: The kelp Nurbor sr,own ndov slould be used
when plaoing map orders: the Caesltunity Nurlbsr shown
n i b u or in ei ice applications for the sub ect
atsova s au d e sect sus r )
..
4 Ca
am
�aq!
MM
QD

PRECIPITATION DATA
HOLLY SPRINGS TC
KRG -11010

Precipitation Frequency Data Server Page 1 of 4
POINT PRECIPITATION A�,� �
FREQUENCY 170
FROM NOAA ATLAS 14
North Carolina 35.664722 N 78.849167 W 298 feet
from "Precipitation- Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Tue Oct 12 2010
Confidence Limit Seasonality Related Info GIS data Ma ps Docs Return to State Map
Precipitation Frequency Estimates (inches)
PA7
(YS) mia!
1� 0.41
10
0.66
0.82
1.13
min
1.41
60
day
R3hr
2.46
1r1 hr
�jd�;FZ][jdai
1.54
1.81
1.92
2.29
2.71 3.11 3.60
a
da0
12.50
14.61
nlin
1.64
1.74
Efl
2.89
3.35
3.73
4.30
4.92
6.57
8.17
10.43
0
0.48
0.77
0.97
1.34
1.68 1.97
2.09
2.50
2.95 3.48 4.03
4.47 5.13
5.86
7.77 9.62
12.24
0
0.55
0.89
1.12
1.59
2.04 2.42
2.58
3.10
3.67 4.38 5.03
5.53 6.27
7.05
9.20 11.20
14.04
16.56
10 0.61
25 0.68
0.98
1.24
1.80
2.35 2.81
3.02
3.62
4.31
5.09
5.82 6.36
7.16
7.99
10.33
11.85
12.43
14.04
15.42
17.21
18.06
19.99
1.08
1.37
2.03
2.70
3.29
3.56
4.30
5.16
6.06
6.89 7.51
8.39
9.25
50 0.73
100 0.77
1.16
1.47
2.21
2.99
3.68
4.03
4.88
5.90 6.84 7.74 8.41 9.37
6.65 7.63 8.61 9.35 10.37
10.24
11.24
13.05 15.29
14.25 16.52
18.56
19.88
21.43
22.82
1.22
1.54
2.37
3.26
4.06
4.49
5.47
200
500
0.81
0.85
1.28
1.61
2.51
3.52
4.45
4.97
6.08
7.45
8.55
8.44 9.50
10.30
11.60
11.40
12.80
12.26
13.63
15.47 17.75
17.13 19.39
21.18
22.89
24.18
25.94
1.34
1.69
2.69
3.86
4.95
5.62
6.91
9.57 10.73
1000
0.88
1.39
1.75
2.83
4.13
5.37
6.18
7.62
9.52 10.45 11.69
12.63
13.89
14.70
18.40 20.63
24.17 27.25
* These precipitation frequency estimates are based on a partial duration series ARI is the Average Recurrence Interval.
Ploxc rcfcr in Ynss ax: fe nry rit fnr mnra Infnrmntinn. NnTF• Fnrmattino forces estimates near zero to aooear as zero.
* Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI ** 5 10 11[ 30
t(yt ears)i m�°^ :n1n min
e [mXn
Fh 6 12 24 48
I I h: ii ' ii : r i
4 7 10
Via; day day
20 30 45
Oay day day
60
day
1�
0.45
0.72
0.90
1.23
1.54
1.81
1.92
2.29
2.71 3.11 3.60
4.00
4.60 5.25
7.01
8.69
11.03
13.18
15.38
17.43
19.02
0
0.53
0.84
1.06
1.46
1.84
2.17
2.31
2.75
3.25
3.76
4.34
4.79
5.49 6.24
8.28
10.22
12.93
14.82
16.27
0 0.60 0.97
10 0.67 1.07
1.23
1.74
2.23 2.67
2.85
3.40
4.03
4.73
5.42
5.92 6.70 7.51
6.82 7.65 8.51
9.80 11.91
1.36
1.97
2.56
3.10
3.32
3.97
4.73
5.49 6.27
10.99
13.21
25
0.74
1.18 1.50
2.22
2.95
3.62
3.92 4.71 5.64 6.54 7.42
4.43 5.33 6.43 7.37 8.34
8.04
8.97
9.86
12.62
14.94
18.17
21.07
50 0.79
1.26 1.60
2.41
3.26 4.05
9.01
10.01 10.92
13.90 16.26
15.19 17.59
19.60
21.02
22.61
24.09
25.54
100 0.84
1.33
1.69
2.58
3.56 4.47
4.94
5.96
7.24
8.22
9.28
10.02
11.09 11.99
200
0.88
1.40
1.76
2.74
3.85
4.89
5.46
6.62
8.10 9.11
10.26
11.05 12.20 13.09
16.51
18.93 22.42
500 0.93 1.47 1.84
1000 0.96 1.52 1.91
2.93
3.09
4.21 5.44
4.51 5.91
6.17 7.53 9.30 10.33 11.60
6.79 8.33 10.35 11.30 12.66
12.47 13.72 14.57
13.58 14.91 15.73
18.29
19.69.22.07
20.70 24.27
25.66
27.44
28.85
I ne upper Douro or me commence interval at aU %o commerce level is the vdluu wiuUi 0-/o ui lilt -11- to yumuut vow- iii a ywmi 114 -1n,l - yi
These precipitation frequency estimates are based on a partial duration series ARI is the Average Recurrence Interval.
Please refer to HDAA Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
http: / /hdsc.nws.no aa. gov /cgi- binlhdsclbuildout.perl ?type =pf &units =us &series =pd &state... 10/12/2010

Precipitation Frequency Data Server
Page 2 of 4
50
100
0.66
0.69
1.05 1.33
1.10 1.39
2.00
2.13
2.71 3.30
3.61 4.39 5.28 6.30 7.12 7.77
8.70
9.53
12.15 14.29
17.50
20.25
21.53
22.76
24.36
2.94 3.62
3.99 4.87 5.90 7.00 7.90 8.60
4.39 5.36 6.53 7.73 8.69 9.45
9.59
10.43
11.34
13.23
14.32
15.41
16.52
18.71
19.89
200
0.72
1.15 I.45
1.19 F1 -5 07
2. 55
3.16 3.94
10.50
5-0 07 F0 -7 57
F2 -3 97 3.43 4.34
4.91 6.01 7.38 8.72 9.77 10.59
11.73
12.56
15.79
17.97
21.41
1000 0.78
1.23 1.54
2.49 3.64 4.67
5.33 6.55 8.09 9.49 10.61 11.48
12.70
13.49
16.91
19.08
22.57
25.53
`The lower bound of the confidence interval at 90% confidence level is the value wmcn o, /n or me simwatea quanme vames rur a given uequency Bid less umu.
`" These precipitation frequency estimates are based on a partial duration maxima series. ARI is the Average Recurrence Interval.
Please refer to NOM Att a 14 Ibo ment for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
Text version of tables
� G
v 1
� 1
++ 1
a 1
0 1
a 1
a g
•� 1
1
v
L
d_
Partial duration based Point Precipitation Frequency Estimates - Version: 3
35.664722 N 78.849167 W 298 fit
1 2
Tue Oct 12 09:15:34 2010
5 10 25 50 100 200 500 1000
Average Recurrence Interval (years)
Duration
5 -min - 30 -min - 3 -hr --Q- 24 -hr 7 -day + 30 -day -E3--
10 -min -+- 60 -min -El- 6 -hr 48 -hr $ 10 -day 45 -day -61--
15 -min --)*- 120 -m --l*- 12 -hr ;- 4-day -f-- 20 -day - 60 -da --
http : / /hdsc.nws.noaa. gov /cgi- binlhdse/buildout.perl? type =pf &units =us &series =pd &state... 10 /12/2010

Precipitation Frequency Data Server
Partial duration based Print Precipitation Frequency Estimates - Version: 3
35.664722 N 78.849167 W 298 fit
28
27
26
25
24
23
22
21
20 -
19
i8
17
16
15
14
;; 13
u i2
ii
10
a 9
7
6
5
4
3
2
1
0
IG7 O It7 O
� 4-1 0l
Tue Oct 12 09:15:34 2010
s s s a rt35s M m M M
00 I 1 1 ! 1 I 1 I I1 l
O Ci O
`n 0' Duration rl rl N co sr cn
Average Recurrence Interval
(years)
1 -0- 2 + 5 -(- 10 25 -B- 50 -0- 100 — 200 500 -A- 1000
Related Information
Page 3 of 4
Maps & Aerials
Click here to see topographic maps and aerial photographs available for this location from Microsoft Research Maps
Watershed /Streamflow Information
Click here to see watershed and streamflow information available for this location from the U.S. Environmental Protection Agency's site
Climate Data Sources
National Climatic Data Center (NCDC) database
Locate NCDC climate stations within:
+/ -30 minutes or +/ -1 degree of this location. Digital ASCII data can be obtained directly from NCDC.
Note: Precipitation frequency results are based on analysis of precipitation data from om a variety of sources, but largely NCDC. The
following links provide general information about observing sites in the area, regardless of if their data was used in this study. For -
detailed information about the stations used in this study, please refer to the matching documentation available at the PF Document
page
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
Office of Hydrologic Development
1325 East West Highway
Silver Spring, MD 20810
Questions ?: HDSC Questions0noaa aov
http; / /hdsc.nws.noaa. gov /cgi- bin /hdsc/buildout. pert? type =pf &units =us &series =pd &state... 10/12/2010

Precipitation Frequency Data Server
Page 1 of 4
POINT PRECIPITATION
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
North Carolina 35.664722 N 78.849167 W 298 feet
from 'Precipitation- Frequency Atlas of the United States" NOAH Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Thu Sep 15 2011
Confidence f Seasonality7f Related Info 11 GIS data Maps j[ Docs f Return to State Map
Precipitation Frequency Estimates (inches)
AEP*
(1 -in-
Y)
0
5
min
10
min
15
min
30
min
60
min
120
min
3 hr
b hr
12
hr
24 hr
48 hr
4 day
7 day
10
dati
20
�.
30
d�
45
60
0.44
0.54
E1 j
8.33
10.69
12.77
0
0.50
0.79
1.00 1.43
0.71
0.87
0.89
1.09
1.23
1.54
1.81
1.92
2.31
2.72
3.21
3.71
4.12
4.73
5.39
7.15
8.85
11.27
13.45
1.56
1.99
2.37
2.52
3.03
3.58
4.29
4.92 5.41
6.13
6.89
8.99
10.95
13.72
16.19
10
25
0.61 0.97
0.68 1.08
1.23
1.78 2.32
2.02 2.69
2.78
2.99
3.59
4.27
5.04
5.76
6.30 ]EE
13.10
7.91
10.23 EE 15.27 17.88
11.81 13.99 17.14 19.91
13.00 15.23 18.49 21.35
1.37
3.27 3.55
4?8 5.14
6.04 6.86
7.48
8.36
9.21
50
100
0.72 1.15
0.77 1.22
1.46
2.20
2.98
3.67
4.02
4.86
5.87
6.81 7.71
8.38
9.34
10.20
1.54
2.36
3.25
4.05
1.18
5.14
6.62
7.60
8.57 9.31
10.33
11.20
14.19
16.15 19.80 22.73
200
0.80
1.27
1.61
2.50
3.51
4.43
4.96
6.05
7.42
8.41
9.46
10.26
11.35
12.21
15.41
17.68 21.10 24.08
500
0.84 1.34
0.88 1.38
1.68
2.68 3.84
2.81 4.11
4.93
5.60
6.88 8.52
7.59 9.48
9.53
10.68
11.56
12.74
13.58
17.06
19.31 22.79 25.84
1000
1.74
5.35 6.15
10.41 11.64
12.58
13.84
14.64
18.33 20.55 24.07.27.15
* These precipitation frequency estimates are based on an annual maxima series. AEP is the Annual Exceedance Probability.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting forces estimates near zero to appear as zero.
These precipitation frequency estimates are based on an annual maxima series. AEP is the Annual Exceedance Probability.
OI........... -I n n ., 1 A rl..... i.n f- m . infnr fin K r)TC- Cnrmokinn ­ fC oefi -t- ­r Torn fM1 - rl- - 70M
http: // dipper. nws. noaa .gov /cgi- binlhdse /buildout.perl ?type =pf &units =us &series =am &state... 9/15/2011
_Lower _b-ound_of - the -901/ o confidence- interval - __ -- _ - - -- - -- - --
Precipitation Frequency Estimates (inches)
4 7 0 45 60
n
day day day day
0
0.41
0.65
0.82 1.13
1.41
Efl
1.75
2.11
2.49 2.99
E4jj
3.84
4.42 1
F-0 5-1
E1 j
8.33
10.69
12.77
0
0.50
0.79
1.00 1.43
1.83
2.15
2.30
2.76
3.27 3.98
4.56
5.03
5.73
6.45
8.43
10.29
13.00
15.34
_157
14.45
16.94
0.89
1.12 I
1.63
2.12
2.52
2.71
3.26 3.88
4.67 5.33
5.85
6.62
7.39
9.57
11.55
25
0.61
0.98
1.24
1.84
2.45
2.95 3.20
3.87 4.64
5.58 6.33
6.92
7.78
F8 5-91
11.02
13.10
16.19
18.83
50
0.66 1.04
1.32 1.99
2.70
3.29 3.60
4.37 5.26 6.27
7.09
7.74
8.66 9.49
12.10
14.23 17.43
20.16
http: // dipper. nws. noaa .gov /cgi- binlhdse /buildout.perl ?type =pf &units =us &series =am &state... 9/15/2011

Precipitation Frequency Data Server
Page 2 of 4
100 0.69 11, .10 IL9JI2 .12 2.93 3.61 3.98 4.85 5.87 6.98 7.87 8.56 9.55 10.39 13.18 15.35 18.64 21.44
200
077 27 1.14 1.44 2.24 3.14 3.92 EE 5.34 6.50 7.70 8.66 9.41 10.46 11.29 14.26 16.45 = 22.67
500 0.75 1.19 1.49 2.38 3.41 4.33 4.89 5.99 7.35 8.69 9.73 10.55 11.69 12.51 15.73 17.90 21.33 24.26
1000 ==Ell 2.48 3.62 4.65 5.31 6.53 8.06 9.45 10.56 11.44 12.64 13.44 16.85 19.00 22.48 25.43
The lower bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are less than.
" These precipitation frequency estimates are based on an annual maxima series. AEP is the Annual Exceedance Probability.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
Text version of tables
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Annual Maxima based Point Precipitation Frequency Estimates - Version: 3
35.664722 N 78.849167 W 298 ft
2 5
Thu Sep 15 13:54:38 2011
10 25 50 100 200 500 1000
Annual Exceedance Probability (1 -in -Y)
Duration
5 -min - 30 -min + 3 -hr 24 -hr 7 -day -I- 30 -day -B-
10 -min + 60 -min 43- 6 -hr 48 -hr --,F 10 -day - 45 -day H-
15-min -K- 120 -m w 12 -hr 4-day -"s-- 20 -da 60-day -0-
http: / /dipper.nws.noaa. gov /cgi- binlhdsc /buildout.perl ?type =pf &units =us &series =am &state... 9/15/2011

Precipitation Frequency Data Server
Annual Maxima based Point Precipitation Frequency Estimates - Version: 3
35.654722 N 78.849167 W 298 4�t
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Thu Sep 15 13:54:38 2011
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Annual Exceedance Probability
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1 in 5 = — 1 to 25 -9- 1 in 100 — 1 in 500
Related Information
Maps & Aerials
Click here to see topographic maps and aerial photographs available for this location from Microsoft Research May
Watershed /Streamflow Information
Page 3 of 4
Click here to see watershed and streamflow information available for this location from the U.S. Environmental Protection Agency's
site
Climate Data Sources
National Climatic Data Center (NCDC) database
Locate NCDC climate stations within:
+/ -30 minutes or +/ -1 degree of this location. Digital ASCII data can be obtained directly from NCDC.
Note: Precipitation f•equency results ore based on analysis of precipitation data from a variety of sources, but largely NCDC. The
following links provide general information about observing sites in the area, regardless of if their data was used in this study. For
detailed information about the stations used in this study, please refer to the matching documentation available at the PF Document
page
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
Office of Hydrologic Development
1325 Fast West Highway
http: / /dipper.nws.noaa. gov /cgi- binlhdsc /buildout.perl ?type =pf &units =us &series =am &state... 9/15/2011

Precipitation Frequency Data Server Page 4 of 4
Silver Spring, MD 20910
Questions ?: HDSC.Questions(c)noaa.gov
Disclaimer
http: // dipper. nws. noaa. gov /cgi- binlhdsc /buildout.perl ?type =pf &units =us &series =am &state... 9/15/2011

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Output Data to Export to PondPack,5 minute intervals
Time Time I year 2 year 1,5 year 10 year 25 year 50 year 100 year 500 year
(min) (hours) (min) (min) (Min) (min) (min) (min) (min) (min)
130 2.167 0.078 0.096 0.128 0.141 0.163 0.170 0.177. 0.182
135 2.250 0.081 0.099 0.133 0.146
0.1692-176 0.184 0.189
140 2.333 0.084 0.103 0.138 0.152 0.175 0.183 0.191 0.196
145 2.417 0.087 0.107 0.143 0.157 0.181 0.189 0.197 0.203
150 2.500 0.090 0.110 0.148 0.162 0.188 OA96 _0,204 0.210
155 2.583 0.093 0.114 0 153 0.168 0.194 0.202 0.211 0,217
160 2.667 0.096 0.118 j 0.158 0.173 0.200 0.209 0.218 0.224
165 2.750 0.099 0.121 0.163 0.179 0.206 0.215 0.225 0.231
170 2,833 0.102 0.125 0.168 0.184 0.213 0.222 0.231 0.238
175 2.917 0.105 0.129 0.173 0.190 0,219. 0.228--- 0.238 -.--0.245
180 3.000 0.108 0.133 0.178 0.195 0.225 0.235 0.245 0.253
185 3.083 0.110 0.136 0.182 0.200 0.231 0.242 0.252 0.260
190 3.167 0.113 0.140 0.187__-0,.206----0.2,38-0.2-48-- 0.259 -..-0.267-
195 3.250 0.116 0.144 0.192 -0,21.1. _ 0.244_ 0,2550.265 0.214-
200 3.333 0.119 0.147 0.197 0.217 0.250 0.261 0.272 0.281
205 3.417 0.122_ 0.151 0.202 0.222 0.256 0.268 0.279__0.288
210 3.500 0.125 0.155 0.207 0.228 0.263 0.274 0.286 0.295
215 3.583 0.128 0.158 0.212 0,233 0.269___0.281 0.293 0.302
220 3.667 0.131 0.162 j 0.217 0.238 0.275 0.287 0.299 0.309
225 3.750 0.134 0.166 0.222 0.244 0.281 0.294 0,306 0.316
4
230 3.833 0.137 0.169 0.227 0.249 0.288 0.300 0.313 0.323
235 3.917 0.140 0.173 _0.232 0.255 0,294 0.307 0.320 0.330
240 4.000 0.143 0.177 0.237 0.260 0.300 0.313 0.327 0.337
245 4.083 0.146 0.180 0.242 0.265 0.306 0.320 0,333 0.344
250 4.167 0.149 0.184 0.247 0.271 0.313 0.326 0.340 0.351
255 4.250 0,152 0.188 0.251 0.276 0.319 0.333 0,347 0.358
260 4.333 0J55 0.191 0.256 0.282 0.325 0.339 0.354 0.365
265 4.417 0.158 0.195 0.261 0.287 0.331 0.346 0.361 0.372
270 4.500 0.161 0.199 0.266 0.292 0.338 i53 0.367 0.379
275 4,583 0.164 0.202 0.271 0.298 0.344 0.359 0,374 0.386
280 4.667 0.167 0.206 0.276 0.303 __.0.350 0.366 0.381 0.393
285 4.750 0.170 0.210 0.291 0.309 0.356 0.372 0.388 0.400
290 4.833 0.173 213 0,286
0.314 0.363 0.379 0.395 .467
295 4.917 0.176 0.217 0.291 0.320 0.369 0.385 0.402 0.414
300 5.000 0A79 0.221 0,296 0.325 0.375 0.392_ 0.408-^0.421
305 5.083 0.182 0.225 0.301 0.330 0.381 0.398 0.415 0.428
310 5.167 0.185 0.228 0.306 0,336 0.388 0.405 0.422 0.43,5
315 5.250 0.188 0.232 t 0.311 0.341 0.394 0.411 0.429 0.442
320 5.333 0.191 0.236 0.316 0.347 0.400 _0.418 0.436 0.449
325 5.417 0.194 0.239 _0.320__0.352 0.406 0.424 0.442 0.456
330 5.500 0.197 0.243 j 0.325 0.357 0.413 0.431 0,449 0.463
335 5.583 0.200 0.247 j 0.330 0.363 0.419 0.437 0.456 0.470
340 5.667 0.203 0.250 0.335 0.368 0.425 0.444 0.463 0.477
345 5.750 0.206 0.254 j 0.340 0.374 0.431 0.450 0.470 0.484
350 5.833 0.209 0.258 0.345 m 0.379 _.0.438 0.457 0476 0.491
355 5.917 0.212 0.261 0.350 0.385 0.444 0.463 0,483 0.498
360 6.000 0.215 0.265 0,355 0,390 0.450 0.410 0.490-.-0.505..
365 6.083 0.220 0.271 7 0.363 0.400 0,462 0.484 0.506 0.528
370 6.167 0.225 0.278 0.371 0.409 0.474 0.498 0.523_0.551

it
Output Data to Export to FondFack,5 minute intervals
Time Time 1 year 2 year 5 year 10 year 25 year 50 year 100 year 500 year
(min) (hours) (min) (min) 1(min) (min) (min) (min) (min) (min)
375 6.250 0.230 0.284 0.379 0.419 0,486 0.512 0,539 0.573
- 380 6.333 0.236 0.290 0387 0.428 0.498 0,526 _0.556 0.596
- 385 6.417 0.241 0.296 0.395 0.438 _0.510 0.540 0.572 0.619
- 390 6.500 0.246 0.303 0.403 ^0.448 0.522 0.554 _0.588 0.642
395 6.583 0.251 0.309 0.410 0.457 0.534 0.568 6.605 0,664
400 6.667 0.256 0.315 0.418 0.467 0.546 0.582 0.621 0.687
405 6.750 0.261 0.321 0.426 0.476 0.558 0.596 _.0.637 0.71.0
_410_6.833 0.266 0.328 0.434 0.486 0.569 0.610 0.654 A 0.733
415 6.917 0.272 0.334 0.442 0.495 0,581 0.624 0.670 0.756
420 7.000 0.277 0.340
0.450 0.505 0.593 0.638 0.687 0.778
425 7.083 0.282 0.346 0.458 0.515 _0.605__ 0.652 0,703 0.801
430 7.167 0.287 0353 0.466 0.524 0.617 0.666 0.719 0.824
435 7.250 0.292 0.359 0.474 _0.5_34_0.629 0.68_0 0.736 - 0.847
440 7.333 0.297 0.365 0.482 0.543 0.641 0.694 0.752_ 0.869
445 7.417 0.302 0.371 0.490 0.553 0.653 0.708 0.769 0.892
450 7.500 0.308 0.378 0.498 0.563 0.665 0.723 0.785_ 0.91.5
455 7.583 0.313 0.384 0.505 0.572 _0,677 0.737 0.801 0.938
460 7.667 0.318 0.390 j 0.513 0.582 0.689 0.751 0.818 0.961
465 7,750 0,323 0396 1 0.521 0.591 0.701 0.765 0.834 0.983
470 7,833 ...0.328 0.403_j_0.529 0.601 0.713 0.779 0.851 1.006
475 7,917 0.333 0.409 0.537 0.610 0.725 0.793 0.867 1.029
480 8,000 0.338 0.415 0.545 0.620 0.737 0.807 0.883 1.052
485 8.083 0.343 0.421 0.553 0.630 0.749 0.821 0.900 1.074
490 8.167 0.349 0.428 0.561 0.639 0.761 0.835 0.916 1.097
495 8.250 0.354 0.434 0,569 0.649 0.772 0.849 0.932 1.120
500 8.333 0.359 0.440 0.577 0.658 0.784 0.863 0.949 1.143
505 8.417 0.364 0.446 0.585 0.668 0.796 0.877 0.965 1.166
510 8.500 0.369 0.453 0.593 0.678 0.808 0.891 0.982 1.188
515 8.583 0.374 0.459 OMO 0.687 0.820 0,905 0.998 1.211
520 8.667 0.379 0.465 0.608 0.697 0.832 0,919 1.014 1.234
525 8.750 0.385 0.471 0.616 0.706 0.844 0,933 1.031 1.257
530 8.833 0.390 0.478 0.624 0.716 0.856 0.947 1.047 1.279
535 8.917 0.395 0.484 0.632 0.725 0.868 0.961 LL 1.064 1.302
540 9.000 0.400 0.490 0.640 0.735 0.880 0.975 1.080 1.325
545 9.083 0.410 0.501 t 0.654 0,752 0,900 0.998. 1.1071,361
550 9.167 0.419 0J13 0.669 0368 0.921 1.022 L133 1-396
555 9.250 0.429 0.524 0,683 0,785 0.941 1.045 1.160 1.432
560 9.333 0.439 0.536 0.698 0.802 0.961 1.068 1.187 1.467
565 9.417 0,449 0.547 0.712 0.818 0.981 1.092 1.213 1.503
570 9.500 0.458 0.558 1_0.727 0.835 1.002 1.115 1.240 1538
575 9.583 0.468 00.570 1 0.741 0.852 1.022 1.138 1.267 1.574
T-
580 9.667 0.478 0.581 0.756 0.868 1.042 1.162 1293 1.609
585 9.750 0.487 0.593 1 0.770 0.885 1.063 1.185 1.320 1.645
590 9.833 0.497 0.604 0.784 0.902 1.083 1.208 1.347 v1.681
595 9.917 0.507 0.615 0.799 0.918 1.103 1.232 1.373 1.716
600 10.000 0.517 0.627 0.813 0.935 1.123 1.255 1.400 1.752
605 10.083 0.526 0.638 0.828 0.952 1.144 1.278 1.427 1.787
610 10.167 0.536 0.649 0,842 0.968 1.164 1.302 1.45.3 1.823
615 10.250 0.546 0.661 0.857 0.985 1.184 1.325 1.480 1.858

i
i
li
Output Data to Export to PondPack,5 minute intervals
i
Time Time I year 2 year j 5 year 10 year 25 year 50 year 100 year 500 year
(min) (hours) (min) (min) j(min) (min) (min) (min) (min) (min)
620 10.333 0.556 0.672 0.871 1.002 1.204 1.348 1.507 1.894
625 10.417 0.565_ 0.684 0.886 1.018 1.225_ 1.372- 1.533___1.9_29
7630_10.500 0.575 0.695 0.900 1.035 1,24_5 1.39_5 1.56_0_ 1.965
635 10.583 0.583 0.70 0.913 1.053 - 1.268- 1.424 1.596-_2.021
5
_ 640 10._667 0.592 0.715 _ 0.927 1.070 1.292 -1.453 _1.632_ 2.077
645 10.750_-0.600_ 0.725 r 0.940- 1.08 5
_8 1.311.483 1.668 2.133
650 10.833 -0.608 0.735 0.953 1.105 i 1.338_ 1.512 1.703- 2.188
655 0.617 _0.745 0.967 _ 1.123 1.362_- 1.541 --1.739 2.244
660 11.000 0.625 _0.755 0.980_1.140 _1.3_85 1.5_70_1.775__2.300
665 11.083 0.644 0.779 1.012_ 1,178 1.433_ 1.628_ 1.842 _2.391
670 11.167-0.663_0.803 1.0_43_ 1.217 1.482_ 1.685 2.4_82_
675 11.250 0.682 0.828 1.075 - 1.255____1.530_ 1.7_43 _1,975
680 11.333 0.702 0.852 1.107 1.293_1.578 -1.800_ 2.042 2.66_3
-- 685 11.417 0.721 0.876 1.138 1.627 -41.858 2.108 2.754
690_ 11.500 0.740 - 0.90_0 1.170 1.370 1.675 _1.915 2.175
~695 11.583 0.806 0.979 1.272- 1.493 1.822 2.084 2.365 3.085
700 11.667 0.871 1.058 1.374 1.617 1,968 2.253 2.555 3.325
705 11.750 0.937 1.137 1.477 1.740 2.115- 2.422_ 2.745 3.565
710 11.833 1.002 -1.216 1.579 1.863 2.591 -2.935- 3.80_5
715 11.917_ 1.207 1.461 LS 4-2178 2.607--2.961 3.320 4.225
720 12.000 1.617 1.941 r 2.414 2.788 3.287 3_.681 4.090 75.065
725 12.083 1.822 2.186 2.699 3.103 3.632 4.051 -4.475_ -5.485
730 12.167 _ 1.888 2.801____1.227 -4.219_-4.665_- 5.725
735 12.250 1.953 2.343 2.903 3.350 3,925 4388 4.855 -5.965_
740 12.333 2.019 2.422 3.006 3.473_4.0_72 4.557 6.205
745 12.417 2.084 _2.501 3.108 3.597 4.218_ 4.726 _5.235_ 6.445
- 750 12.500 2.150_ 2.580 3.2_10 3.720_ 4.365_ 4.8_95_ _5.425
755 12.583 2.169 2.604 3.242 3.75_8_ 4.413 4.953 5.492__6.776
760 12.667_ 2.188 2.628 73 3.2 3.797- 4.462 -5.010 5.558 6.867
765 12.750 2.208 3.305- 3.835 -_4.510 5.068_-~5.625- 6.958
770 12.833 2.227 2.677 3.337 3.873 4.558 5.125 5.692 7.048
_ 775 12.917 2.246 3.368 3.912 _4.607- 5.183 5.758_ 7_.139
780 13.000 2.265 2.725 3.400 3.950 _4.655 5.240 -7.230
_ 785 13.083 2.273 2.735 3.413 3.968 4.678 _5.269 5.861 7.286
_ 790 13.167 2.282 2.745 3.427 3.9_85 4.702 5.298 5.897_ 7.34_2
795 13.250 2.290 2.755 3.440-4.0_03 -4.725_ 5.328 -7.398
800 13.333 2.298 2.765 3.453 4.020 4.748_ 5.35_7_ 5.968_ 7.453
805 13.417 2.307 2.775 3.467 4.038-4.772_ -5.386 -6.004 _ 7.509
810 13.500 2.315 2.785 3^480 4.055 4.795 5.415 6.0407.56_5
815 13.583 2.325 2.796 3.494 4.072 4.815 5.438 6.067 7.601
_820 13.667 2.334 2.808 3.509 4.088 _4.836_ 5.462 _6.093___7.636-
825 13.750 2.344- 2.819_ 3.523 4.105 _4.856 5.485 6.120 -7.672
830 13.833 2.354 2.831 3.538 -4.122_ 4.876_ 5,508 -6.147- 7.707
835 13.917 2.364 2.842 3.552 4.138 4.896 5.532 --6.173_7.743
840 14.000 _ 2.373 2.853 3.567 4.155 4.917 5.555__6.2_00_ 7.778
845 14.083 2.383 2.865 3.581 4.172 4,937 5.578 6.227 7.814
850 14.167 2.393 2.876 3.5964.188_ 4.957- 5.602 6.2_53 - 7.849
855 14.250 2.403 2.888 3.610 4.205 4.978--5.625_ 6.280_7.885
860 14.333 2.412 2.899__624 4.222 4,998 5.648 _ 6.307 7.921
i

~~r~ ~^~~~^p'`~^~~^~~~
Time Time 1 year 2 year year 10 year 25 year 50 year 100year 500year
(min) (hours) (min) (min) (min) (min) (min) (min) (min) (min)
865 14.417 2422 2.910 3.639 4.238 5.018 5,672 6.333 7.956
875 14.583 2.441 2.933 3.668 4.272 5.059 5.718 6.387 8.027
880 14.667 2.451 2.944 3.682 4.288 5.079 5.742 6.413 8.063
890 14,833 2.471 2.96773.711 ..4.322 5,119 5.788 6.467 8.134
895 14,917 2.480 2.979 .3.726 4.338 5.140 5.812 6.493, 8.169
900 15.000 __2.490 2.990 3.740 4.355 5.160 5.835 6.520 8.205
910 15.167 2.500 3.003 3.756 4.374 5.184 5.863 6.553 8,251
915 15.250 1505 3.009 3.764 4.384 5.196 5.877 6.569 8.273
920 15.333 2.511 3,015 3,772 4.393 5.208 5.891 6.586 8.296
930 15.500 2.521 3.028 3.788 4.413 5.232 5.919 6.618 8.342
935 15.583 2.526 3.034 3.795 4.422 5.244 5.933 6.63 5 8364
940 15.667 2.531 3.040 3.803 4.432 5.256 5.947 6.651 8.387
950 15.833 2.541 3.053 1 3.819 4.451 5.279 5.975 6.684 8.433
955 15.917 1547 3.059 3.827 4.460 5.291 5.989 6.700 8.456
960 16.000 2552 3.065 3.835 4.470 5.303 6.003 6.717 8.478
965 16.083 2.557 3.071 3.843 4.480 5.315 6.017 6 733 C50 I
970 16.167 2.562 3.078 3.851 4.489 5.327 6.031 6.749 8.524
980 16.333 2.572 1090 kj.L6L �08 5,351 6059 6.782 8.569
995 16.583 2.588 3.109 3.890 4.537 5.387 6,102 6.931 8.638
1005 16.750 2.598 3.121 3.906 4.556 5.411 6.130 6.864 8.683
1010 16.833 2,603 3 IL 4.566 5.423 6.144 6.881 8.706
1015 16.917 2.608 3.134 3.922 4.575 5.435 6.158 6.897 8.729
1020 17.000 2.613 3.140 3.930 4.585 5.447 6.172 6.913 8.752
1025 17.083 2.618 3.146 3.938 4.595 5.459 6.186 6.930 8.774
1030 17.167 2.624 3.153 3.946 4.604 5.471 6.200 6.946 8.797
1035 17.250 2.629 3.159 3.954 4.614 5.483 6.214 _6.962 8.820
1045 17,417 2.639 3.171 4.633 5.506 6,242 6.995 8.866
1050 17.500 2.644 3.178 3. 78 4.643 5.518 6.256 7.012 8.888
1055 17.583 2.649 3.184 3.985 4.652 5.530 6.270 7.028 8.911
1065 17.750 2.660 3.196 4.001 4.671 5.554 6.298 7.061 8.957
1075 17.917 2.670 3.209 4.017 4,690 5.578 6.326 7.094 9.002
1080 18.000 2.675 3.215
1085 18.083 2.678 3.219 4,030 4.705 5.596 6.347 7.117 9.032
1090 18.167 2.681 3.222 �.03 4.711 5M3 6,353 7.124 9.039
1095 18.250 2.68j__3.226 4.040 4.716 5.609 6.360 7.130 9.046
1100 18.333 2.687 3.230 4.045 4.722 5.615 -�366 7.137 9.053
1105 18.417 2.690 3.233 4.050 4.727 5.621 6.373 7.144 9.060
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Output Data to Export to PondPack,5 minute intervals
Time Time I year 2 year 5 year 10 year 25 year 50 year 100 year 500 year
(min) (hours) (min) (min) (min) (min) (min) (min) (min) (min)
1110 18.500 2.693 3.237 4.055 4.733 5.628 6.379 7.151 9.067
1115 18.583 2.696 3.241 4.060 4,738 5.634____6.386 7.158_ 9.074
1120 18.667 2-699 3.244 4.064 4.743 5.640 6.392 i 7.164 9.081
1125 18.750 2.702 3.248 4.069 4.749 5,646 6,399 7.171 9.088
1130 18.833 2.705 . 3.252 4.074 4.754 5.653 __6.405 7.178-.10.91
1135 18.917 2.708 3.255 4.079 4.760 5.659 6.412 7.185-,--9.102
1140 19.000 2.711 1259 !__4.084 4.765 5.665 6.418 7.192 9.109
1145 19.083 2.714 3.263 4.089 4.770 5.671 6.425 7.198 9.116 5555
1150 19.167 2.717 3.267 4.094 4.776 5.678 _6.431 7.205 9.123.
1155 19.250 2.720 3.270 4.099 4.781 5.684 6.438 7.212 9.130
1160 19.333 2,723 3.274 4.104 4.787 5.690 6.444 7.219 9.137
1165 19.417 2.726 3.278 4.109 4.792 ___5.696 6,451 7.226 9.144
1170 19.500 2.729 3.281 4.114 4.798 5.703 6.458 7.233 9.151
1175 19.583 2.732 3.285 4.119 4.803 5.709_ 6.464 T^ 7.239 9.158
1180 19.667 2.735 3.289 14.124 4.808 5.715 6.471 7.246 9.165
1185 19.750 2.738 3,292 4.129 4.814 5.721 6.477 7.253 9.172
1190 19.833 2.741 3.296 4.133 4.819 5.728 6.484 7.260 9.179
1195 19.917 2.744 3.300 4.138 4.825 5.734 6,490 7,267 9.186
1200 20.000 2.747 3.303 4,143 4.830 5.740 6.497 7.273 9.193
1205 20.083 2.750 3.307 4.148 4.835 5.746 6.503 7.280 9.200
1210 20.167 2.753 3.311 4.153 4.841 5.753 6,510 7.287_A9.207
1215 20.250 2.756 3.314 4.158 4.846 5.759 6.516 7.294 9.214
1220 20.333 2.759 3.318 4.163 4.852 5.765 6.523 7.301 9.221
1225 20.417 2.762 3.322 4.168 4.857 5,771 6.529 7.307 9.228
1230 20.500 2.765 3-325 4.173 4.863^ 5.778 6.536 7.314 9,235
1235 20.583 2.768 3.329 4.178 4,868 5.784 6.542 7.321 9.2.4.2.
1240 20.667 2.771 3.333 4.183 4.873 5.790 6.549 7.328 9,249
1245 20.750 2.774 3.336 4.188 4.879 5.796 6.555 7.335 9.256
1250 20.833 2.777 3.340 4.884 5.803 6..562 7.341 9.263
1255 20.917 2.780 3.344 1 4.198 4,890 5.809 6.568 7.348 9.270
1260 21.000 2.783 3.348 4.202 4.895 5.815 6,575 7.355 9.278
1265 21,083 2.785 3.351 4.207 4.900 5.821 6.582 7.362 9.285
1270 21167 2.788 3.355 4.212 4.906 5.828 6.588 7.369 9292
1275 21.250 2.791 3,359 4.217 4,911 5.834 6.595 7.375 9.299 5555
1280 21.333 2.794 3.362 4.222 4.917 5.840 6.601 7.382 9.306.
1285 21.417 2.797 3.366 4.227 4.922 5.846 6.608 7.389 9.313
1290 21.500 2.800 3.370 4.232 4.928. 5.8536.614 7.396 9.320
1295 21.583 2.803 3.373 j 4.237 4.933 5.859 6.621 7,403 9.327
1300 21.667 2.806 3377 4242 4.938 5.865 6627 7.409 9.334
1305 21.750 2.809 81
-- 3 3� 4!247 4.944 5.871 6.634 7.416 9.341
1310 21.833 2.812 3.394 4,252 4.949 5.878 6.640 7.423 9.348
1315 21.917 2.815. 3.388 4.257 4.955 5.884 6.647 7.430 9,355
1320 22.000 2.818 3.392 4.262_ 4.960 5.890 6.653 7.437 9.362
1325 22.083 1821 3.395 _4.267 4.965 5.896 6.660__ 7.443--9-362-
1330 22.167 2.824 3.399 4.272 4.971 5.903 6.666 7.450 9.376
1335 22.250 2.827 3.403 4.276 4.976 5.909 6.673 7.457 9.383
1340 22.333 2.830 3.406 4.281 4.982 5.915 6.679 7.464 9,390
1345 22.417 2.833 3.410 4.286 4.987 5.921 6.686 7.471 9.397
1350 22.500 2.836 3.414 4.291 4.993 5.928 7.478, 9.404

i
Output Data to Export to PondPack,5 minute intervals
Time Time 1 year 2 year 15 year 10 year 25 year 50 year 100 year 500 year
(min) (hours) (min) (min) (min) (min) (min) (min) (min) (min)
1355 22.583 2.839 3.417 4.296 4.998 5.934 6.699 7.484 9.411_
_ 1360 22.667 2.842 3.421 4.301_5.003 5.940 6.70_6 7.491 9.418
1365_ 22.750 2.845 3.425 ( 4.306__ _5.009 5.946___6.7127.498 9.425
1370 22.833 2.848 v3.428 4.311 _ 5.014 5.953 6.719 7.505_9.432
_ 375 22.917 2.851~ 3.432 4.316 5.020_ 5.959_ 6.725 7.512 9.439
T 1380 _ 23.000 2.854 3.436 321 5.025 __5.965 6.73_2_ 7.518 9.446
1385 23.083 2.857_3.440 4.326 5.030 _5.971 6.738 7.525_ 9.453
1390 23.167 2.§60__1.113 4.331�T5.036 5.978 _ 6.745 7.532 9.460
1395 23.250 2.863 3.447 4.336 5.041 5.984_ 6.751 _7.539_ 9.467
1400 23.33_3 2.866 3.451 4.341 _5.047 _5.990 6.758_ 7.546 9.474
1405 23.417_ 2.869 3.454 4.345 5.052 5.996 6.764 7.552 9.481
1410 23.500 2.872 3.458 4.350 _5.058 6.003 6.7_71 _7.559^9.488
1415 23.583_ 2.875_ 3.462 5_; 4.35 5.063 6.00_9_ 6.777 7.566_ 9.495
1420 23.667 _2.878_ 3.465 4.360 ~5.068 6.015 6.784 =7.573 _ 9.502
1425 23.750 2.881 3.469 4.365 5.074 6.021 6.720_7.580_ 9.5_02
1430 23.833_ 2.884_ 3.473_ 4.370 5.079_6.028 6.797_ 7.586 9_.516_
1435 23.917 2.887 3.476 4.375 5.085 6.034 6.803_7.593 9.523_
1440 24.000 2.890 3.480 4.380 5.090 6.040 6.810 7.600 9.530
I
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III

WATERSHED SOILS DATA
HOLLY SPRINGS TC
KRG -11010

HOLLY SPRINGS TC WATERSHED SOIL INFORMATION J. ALLEN, EI
KRG -11010 10/7/2013
Watershed soils from the Wake County Soil Survey
Symbol _ _Name Soil Classification
GeB_ Georgeville silt loam B
HrB _ Herndon silt loam B
HrC Herndon silt loam B
HrD2 Herndon silt loam B
MfD2 Mayodan sandy loam B
MfE _Mayodan sandy loam B
MgB _Mayodan gravelly sandy loam ....__ B-_._.__._,
MgB2_ Mayodan gravelly sandy loam
MgC Mayodan gravelly sandy loam B
MyB _ _ Mayodan silt
L MyD _ _ Mayodan silt loam
W y�<x,Pg. Worsham sandy loam .� D d .,
References:
1 Soil Survey: Wake County, North Carolina
United States Department of Agriculture: Soil Conservation Service (in cooperation
with North Carolina Agriculture Experiment Station).
2 SCS TR -55
United States Department of Agriculture. Soil Conservation Service. 1986.
COVER CONDITION SCS CN - HSG B
__.Impervious _ 98
Open 61
Wooded _ 55
Pond 100
COVER CONDITION SCS CN - HSG D
Impervious _ 98
__..__._. Open_ _ ._. 80______ _
Wooded _77_
100

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U. S. DEPARTMENT OF AGRICULTURE
SOIL CONSERVATION SERVICES CrNT NORTH CAROLINA
NORTH CAROLINA AGRICULTURAL EXPERIMENT STATION
Soil map constructed 1967 by Cartographic Division,
Soil Conservation Service, USDA, from 1965 aerial
photographs. Controlled mosaic based on North
Carolina plane coordinate system, Lambert conformal
conic projection, 1927 North American datum.
SOIL-LEGEND
The
first capitol letter -,e of the soil namz.
�e ;-r ^
A second capital left =,, C - _, a., F, shows the
slope.
Most symbols rr are those of
nearly
level soils or I _ > are for land
types
_
that have a cones -emu „ _lope. Th e number,
2 or
3, in a symbol sh .,ii is zroc=d or severely
eroded.
SYMBOL
NAME
SYMBOL
fk E
SYMBOL
NAME
NoA
Norfolk loamy sand, 0 .0 2 percent slopes
Altavista fine sandy loom, 0 to 4 percent slopes
GeB
Georgevi me silt tOa,,
NoB
Norfolk loamy sand, 2to 6 percent slopes
AfA
loam, 2 to 6 percent slopes,
GeB2
Georgeville silt to - slopes, eroded
NoB2
Norfolk loamy sand, 2 to 6 percent slopes, eroded
AgB
Appling gravelly sandy
loam, 2 to b percent slopes, eroded
GeC
Georgeville silt la -� . t slooes
NoC
Norfolk loamy sand, 6 to 10 percent slopes
AgB2
Appling gravelly sandy
loam, 6 to 10 oercent slopes
GeC2
Georgz illz silt t znm slooes, eroded
NoC2
Norfolk loamy sand, 6 to 10 percent slopes, eroded
AgC
Appling gravelly sandy
GeD2
Geor eville silt for_.., eroded
g
AgC2
Appling gravelly sandy loam, 6 to 10 percent slopes, eroded
Go
--
Goldsboro sandy loam
Orangeburg loamy sand, 2 to 6 percent slopes
ApB
Appling sandy loam, 2 to 6 percent slopes
GrB
Granville sandy c .. s'ope'
GrB2
Orangeburg loamy sand, 2 to 6 percent slopes, eroded
ApB2
Appling sandy loam, 2 to 6 percent slopes, eroded
Gr82
_ ,
Granville sandy loom, aP s eroded
OrC2
Orangeburg loamy sand, 6 to 10 percent slopes, eroded
ApC
Appling sandy loam, 6 to 10 Percent slopes
G,C
Granville sandy loom, t:
ApC2
Appling sandy loam, 6 to 10 percent slopes, eroded
GrC2
Granulite sandy la nt slopes, eroded
_
PkC
Pinkston sandy loam, 0 to 10 percent slopes
ApD
Appling sandy loam, 10 to 15 percent slopes
Ga
Granville Bondy In...., +.. _ ^' slopes
pkF
Pinkston sandy loam, 10 to 45 percent slopes
AsB
Appling fine sandy loam, 2 to 6 percent slopes
Gu
Gullied land
Ps
Plummer sand
AsB2
Appling fine sandy loam, 2 to 6 percent slopes, eroded
AsC
Appling fine sandy loam, 6 to 10 percent slopes
HeB
Helena sandy loam, 2 - _.-.t stones
Ra
Rains fine sandy loam
AsC2
Appling fine sandy loam, 6 to 10 percent slopes, eroded
HOB2
_
_ a es, eroded
Helena sandy loam, sl F
Ro
Roanoke fine sandy loam
Au
Augusta fine sandy loam
HOC
Helena sandy Pao t, 7, iooes
HeC2
Helena sandy Ica r °s eroded
Sw
Swamp
_
Bu
Buncombe soils
HeD
Helena sandy Ica , 1 _., slopes
-
HrB
Herndon silt loam - 'oPas
Va8
Vance sandy loom, 2 to 6 percent slopes
Ce8
Cecil sandy loam, 2 to 6 pence slopes
HrB2
Herndon silt Loam, -,.. _.. _'apes, erodeo
VoB2
Vance sandy loam, 2 to 6 percent slopes, eroded
'
CeB2
Cecil sandy loam, 2 to 6 percent slopes, eroded
HrC
Herndon silt loam, - �,-- -=
Vance sandy loom, 6 to 10 percent slopes, eroded
-
CeC
Cecil sandy loom, 6 to 10 percent slopes
HrC2
Herndon silt loom, r -I op s, eroded
CeC2
Cecil sandy loam, 6 to 10 percent slopes, eroded
HrD2
Herndon silt loam, +_ :• slopes; eroded
4VaA
Wagram loamy sand, 0 to 2 percent slopes
_
CeD
Cecil sandy loam, 10 to 15 percent slopes
HrE
Herndon silt loam .. ..- ;. Jaes
WaB
Wagram loamy sand, 2 t 6 percent slopes
_
_
CeF
Cecil sandy loam, 15 to 45 percent slopes
WaC
Wagram loamy sand, 6 to 10 percent slopes
CgB
Cecil gravelly sandy loam, 2 to 6 percent slopes
LdB^
Lloyd loam, 2 to = cca
WgA
Wagram -Troup sands, C to 4 percent slopes
CgB2
Cecil gravelly sandy loam, 2 to 6 percent slopes, eroded
LdC2
Lloyd loam, 6 ro ` ... -, a aeu
Wh
Wohee fine sandy loam
CgC
Cecil gravelly sandy loam, 6 to 10 percent slopes
L dC2
Lloyd loam, 10 deed
WkC
Wake soils, 2 to 10 percent slopes
_
CgC2
Cecil gravelly sandy loam, 6 to 10 percent slopes, eroded
LdD
Louisburg loamy _,. _, _ ... . -..* sbaes
WkE
Wake soils, 10 to 25 percent slopes
-_
CIB3
Cecil clay loam, 2 to 6 percent slooes, severely eroded
LoC
__ _
Louisburg loam slopes
Wri
Wedowee sandy loam, 2 to 6 percent slopes
-
CIC3
Cecil clay loam, 6 to 10 percent slopes, severely eroded
LoD
Louisburg loamy _� ^� slopes
Wm82
Wedowee sandy loam, 2 to 6 percent slopes, eroded
CIE3
Cecil clay loam, 1C to 20 percent slopes, severely eroded
l w,B
Louisburg -Wed ^ percent slopes
WmC
Wedowee sandy loam, 6 to 10 percent slopes
-
Cm
Chewaclo soils
LwB2
_„ - _ -., percent slopes, eroded
Louisburg iVedo _ p
WmC2
Wedowee sandy loam, 6 to 10 percent slopes, eroded
_ '
Cn
Colfax sandy loam
LwC
Louisburg- edo Percent =_lopes
y_
Wri
Wedowee sandy loam, 10 to 15 percent slopes, eroded
Co
Congaree fine sandy loam
L wC2
°mac p
Lou isourg- tA`adew•ze -,�-_- - - _ zr slopes, eroded
WmE
Wedowee sandy loam, 15 to 25 percent slopes
Cp
Congaree silt loam
Ly
Lynchburg sandy loan
pyn
Wzhadkee silt loam
_-
CrB
Creedmoor sandy loam, 2 to 6 percent slopes
Wo
and Bibb soils
White
CrB2
Creedmoor sandy loam, 2 to 6 percent slopes, eroded
Ma
Made land
Ws8
White Store sandy loam, 2 to 6 percent slopes
Store
CrC
Creedmoor sandy loam, 6 to 10 percent slopes
MdB2
Madison sandy to stop °s, eroded
Ws82
White Store sandy loam, 2 to 6 percent slopes, eroded
CrC2
Creedmoor sandy Foam, 6 to 10 percent slopes, eroded
i�AdC2
Madison sandy la - _.r.. slooes, eroded
WsC
White Store sandy loam, 6 to 10 percent slopes
C,E
Creedmoor sandy loam, 10 to 20 percent slooes
pgdD2
Madison sandy loan; ,t r slopes, eroded
-
WsE
White Store sandy loam, 6 to 10 percent slopes, eroded
CtB
Creedmoor silt loam, 2 to 6 percent slopes
MdE2
Madison sandy loam, %� - - _� -_'� slopes, eroded
W
White Store sandy loam, to percent slopes
CtC
Creedmoor silt loam, 6 to 10 percent slopes
Me
Mantochie soils
WtB
r
White Store silt loam, 2 to o 6 percent slopes
Mf8
Mayodan sandy to r rr slope=
`PlvD3
White Store clay loam, 2 to 15 percent slopes,
Dub
Durham loamy sand, 2 to 5 percent slopes
Mf82
Mayodan sandy lac ._ _- slooes, e oded
severely eroded
DVB2
Durham loamy sand, 2 to 6 percent slopes, eroded
MfC
Mayodon sand) I--1,
WwC
`Nilkes soils, 2 to 10 percent slopes
DuC
Durham loamy sand, 6 to 10 percent slopes
MfC2
Mayodan sandy loom., nr sloes, eroded
WwE
Wilkes soils, 10 to 20 percent slopes
DuC2
Durham loamy sand, 6 to 10 percent slopes, eroded
MfD2
c ^
Mayodan sandy Ica. -, slopes eroded
WwF
Wilkes soils, 20 to 45 percent slopes
MfE
Mayodan sandy Ica - ___ siopes
Wy
Wilkes stony soils, 15 to 25 percent slopes
EnB
Enon fine sandy loam, 2 to 6 percent slopes
Mg8
y s a percent slopes
Mayodan gravelly P
Wy
Worsham sandy loom
EnB2
Enon fine sandy loam, 2 to 6 percent slopes, eroded
MgB2
Mayodan gravelly son``d? 1`•uTm` c percent slopes, eroded
EnC
Enon fine sandy loam, 6 to 10 percent slopes
MgC
Mayodan gravelly sand` ,. c:^• c TO 10
EnC2
Enon fine sandy loam, 6 to 10 percent slopes, eroded
M C2
Mayodan gravelly sandy `c<; ', e t-; 10 percent slopes, eroded
EnD2
Enon fine sandy loam, 10 to 15 percent slopes, eroded
M9B
odan silt loom -rr slopes
May 4`n -" %'c. 5 =_r.=
iM B2_.-.
Mayodan silt loom h ^, cent slopes eroded
--- -- --... -- --.__. _-
__._ —.- ._.F_a8__-
Eacz_vJlLe_sondK loom, 2 to 6_perct n slops _ - _ -- --- ____ —_
- ---.._ .._Y
MYC
- -- {' ,.ercent slooes
a f'
Mayodan silt loam,
_.___._._
F. B2
Faceviile sandy loam, 2to -6 percent slopes, eroded
,\gyC2
Mayodon silt loam, h,n, - _ _nt slopes, eroded
FaC2
Faceviile sandy loom, 6 to 10 percent slopes, eroded
MyD
May odan silt loam, r ^n,, " - -. r. znt slopes
Soil map constructed 1967 by Cartographic Division,
Soil Conservation Service, USDA, from 1965 aerial
photographs. Controlled mosaic based on North
Carolina plane coordinate system, Lambert conformal
conic projection, 1927 North American datum.

PRE - DEVELOPMENT HYDROLOGY
CALCULATIONS
HOLLY SPRINGS Tc
KRG -11010

NEW HP - ',ACE
KRG -11
PRE- DEVELOPME7 NPUT SUMMARY
On -site Area acres
Off -site Area (acres
B. IHNA' YA, PE
6/2011
Sub -basin ID
IA
[
O i en
0.00
Wooded
12.04
Im r ervious
0.00
Pond
0.00
Total
12.04
Open
0.00
Wooded
0.00
Im i erviou
0.00
1/4 Ac
Resid Lots
0.00
Pond
0.00
Total
0.00
1 otal Area
[acres]
12.04
1B
0.00
4.55
0.00
0.00
4.55
0.00
0.00
0.00
0.00
0.00
0.00
4.55
1C
0.00
0.89
0.00
0.00
0.89
0.00
0.00
0.00
0.00
0.00
0.00
0.89
1D
0.00
0.48
0.00
0.00
0.48
0.00
0.00
0.00
0.00
0.00
0.00
0.48
1E
0.27
7.56
0.10
0.00
7.93
0.01
0.00
0.00
0.00
0.00
0.01
7.94
1F
0.02
Min
0.06
0.00
1.82
0.00
0.00
0.00
0.00
0.00
0.00
1.82
I G
1 0.06
Min
0.13
0.00
15.34
0.00
0.00
0.00
0.00
0.00
0.00
15.34
1H
1.10
11.92
0.19
0.00
13.21
0.53
0.01
0.47
0.00
0.00
1.01
14.22
II
MEM
25.46
0.69
0.00
28.70
0.33
0.00
0.54
0.00
0.00
0.87
29.57
2A
0.03
6.05
0.03
0.00
6.11
0.00
0.00
0.00
0.00
0.00
0.00
6.11
2B
0.00
4.76
0.00
0.00
4.76
0.00
0.00
0.00
0.00
0.00
0.00
4.76
2C- ONSITE
0.05
21.30
0.05
0.00
21.40
0.00
0.00
0.00
0.00
0.00
0.00
21.40
2C- OFFSITE
0.00
0.00
0.00
0.00
0.00
5.00
0.34
1.63
0.77
0.00
7.74
7.74
3A
0.00
0.95
0.00
0.00
0.95
0.00
0.00
0.00
0.00
0.00
0.00
0.95
3B
0.00
0.51
0.00
0.00
0.51
0.00
0.00
0.00
0.00
0.00
0.00
0.51
3C
0.00
17.49
0.00
0.00
17.49
0.00
2.24
0.00
0.00
0.00
2.24
19.72
3D
0.00
3.28
0.00
0.00
3.28
0.00
0.00
0.00
0.00
0.00
0.00
3.28
3E- ONSITE
0.00
8.20
0.00
0.00
8.20
0.00
0.00
0.00
0.00
0.00
0.00
8.20
3E- OFFSITE
0.00
0.00
0.00
0.00
0.00
4.61
1.31
1.35
3.88
0.00
11.15
4
0.00
2.62
0.00
0.00
2.62
0.00
0.17
0.00
0.00
0.00
0.17
2.79
5- ONSITE
0.00
7.68
0.00
0.00
7.68
0.00
0.00
0.00
0.00
0.00
0.00
7.68
5- OFFSITE
0.00
0.00
0.00
0.00
0.00
3.46
1.91
1.06
2.46
0.00
8.89
8.89
Unanal zed Site Area
Totals =
I
0.40
4.49
10.16
162.78
0.00
1.27
0.00
0.00
10.56
168.53
0.00
13.94
0.00
5.98
0.00
5.05
0.00
7.11
0.00
0.00
0.00
32.08
10.56
200.61

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre - development - Subbasin #IA 12/6/2011
1. SCS CURVE NUMBERS
12.04
acres
Height =
>(mpery ®aas
glen Jmoaed ��
A
99
39 3 . -.
13
98 :.
61 55._.
. :_..._
98
...74 70 - -
D
Segment 1: Overland Flow
go
Assume: HSG 'A' =
0.0%
100
HSG 'B' =
94.6%
1.4
HSG'C' =
0.0%
0.0140
HSG 'D' =
5.4%
0.40
�� Cover'Condetioaa
SCS
3.48
r= �,w
Impervious
98
23-75
Open
62
Assume good condition
Wooded
56
Assume good condition
11. PRE - DEVELOPMENT
- __Height._- _
52:7 --
A. Watershed Breakdown
Slope =
0.0664
Contributing Area
SCS CN
Area [acres) '; Comments
m ry
Onsite impervious
e .__
98
__._..._._ _
0.00
. _ _ -_ -- - -. --
�p_
Onsite open
62
0.00 Assume good condition
Onsite wooded
56
12.04 :, Assume good condition
Onsite and
P.,._ _.
100
0 00 _._.. _ . _. _ ....
Offsite impervious
98
0.00
Offsite open _
62
0 00 Assume good condition
. g
._.
Offsite wooded
56
0.00 Assume good condition
Offsite pond
100
0.00
Total area =
12.04
acres
Height =
0.0188
sq.mi.
Composite SCS CN =
56
No
% Impervious =
0.0%
Segment Time =
R. Time of Concentration Information
*"Time of concentration is calculated using the SCS Segmental Approach (TR -55).
Segment 1: Overland Flow
Length =
100
ft
Height =
1.4
ft
Slope =
0.0140
ft/ft
Manning's n =
0.40
Woods - Light Underbrush
P (2- year /24 -hour) =
3.48
inches (Wake County, NC)
Segment Time =
23-75
minutes
Segment 3: Channel Flow
Length =
794
ft
- __Height._- _
52:7 --
- -_..._...- --
Slope =
0.0664
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
2.00
sf (Assume 2'x 1' Channel)
Wetted Perimeter =
4.00
ft (Assume 2' x P Channel)
Channel Velocity =
5.37
ft/see
Segment Time =
2.46
minutes
Segment 2: Concentrated Flow
Length =
303 ft
Height =
19.2 ft
Slope =
0.0634 ft/ft
Paved ? =
No
Velocity =
4.06 ft/sec
Segment Time =
1.24 minutes
Time of Concentration = 27.46 minutes
SCS Lag Time = 16.47 minutes (SCS Lag = 0.6* Tc)
Time Increment = 4.78 minutes (= 0.29 *SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre - development - Subbasin 91B 12/6/2011
1. SCS CURVE NUMBERS
HSG
A
Impervious
98
Open
39
Wooded
30
B
_ 98
61
55
C
98
74
70
D
98
80
77
Assume.
HSG'A' =
0.0%
Comments
HSG 'B' =
66.8%
0.00
HSG'C'=
0.0%
67
0.00
HSG'D' =
33.2%
Onsite wooded
Cover Condition
SCS CN
Comments
Impervious
Onsite pond
98
0.00
Open
67
Assume good condition
Wooded
62
Assume good condition
11, PRE- DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
Onsite impervious
98
0.00
Onsite open
67
0.00
Assume good condition
Onsite wooded
62
4.55
Assume good condition
Onsite pond
100
0.00
-
Offsite impervious
98
0.00
Offsite open
67
0.00
Assume good condition_
Offsite wooded
62
0.00
Assume good condition
Offsite pond
100
0.00
-
Total area =
4.55
acres
0.0071
sq.mi.
Composite SCS CN =
62
% Impervious =
0.0%
B. Time of Concentration Information
***Time of concentration is calculated using the SCS Segmental
Approach (TR
-55).
Segment 1: Overland Flow
Segment 2: Concentrated Flow
Length =
100
ft
Length =
384 ft
Height =
6.2
ft
Height =
55.55 ft
Slope =
0.0620
ft/ft
Slope =
0.1447 ft/ft
Manning's n =
0.40
Woods - Light
Underbrush Paved ? =
No
P (2- year /24 -hour) =
3.48
inches (Wake County, NC) Velocity =
6.14 ft/sec
Segment Time =
13.10
minutes
Segment Time =
1.04 minutes
Time of Concentration = 14.14 minutes
—SCS -Lag Time = —8-48— mks (SCC
Time Increment = 2.46 minutes (= 0

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre- development - Subbasin #1 C 12/6/2011
I. SCS CURVE NUMBERS
HSG
A
Impervious
98
Open
39
Wooded
30
B
98
61
55
C
98
74
70
D
98
80
77
Assume:
HSG'A' =
0.0%
Comments
Onsite open
HSG 'B' =
75.9%
Assume good condition
Onsite wooded
HSG 'C' =
0.0%
Assume good condition
Onsite pond
HSG'D'=
24.1%
** *Time of concentration is calculated using the
Cover Condition
SCS CN
Comments
Impervious
Offsite open
98
-
_ Open
Offsite wooded
66
Assume good condition
Wooded
(
60
Assume good condition
I.I. PRE- DEVELOPMENT
A. Watershed Breakdown
Contributing Area
Onsite impervious
SCS CN
98
Area [acres]
0.00
Comments
Onsite open
66
0.00
Assume good condition
Onsite wooded
60
0.89
Assume good condition
Onsite pond
100
0.00
** *Time of concentration is calculated using the
Offsite impervious
98
0.00
Offsite open
66
0.00
Assume good condition
Offsite wooded
60
0.00
Assume good condition
Offsite pond 100 0.00 -
Total area =
0.89
acres
Height =
0.0014
sq.mi.
Composite SCS CN =
60
No
% Impervious =
0.0%
Segment Time =
B. Time of Concentration Information
minutes
** *Time of concentration is calculated using the
SCS Segmental Approach (TR -55).
Segment 1: Overland Flow
Length =
100
ft
Height =
10.3
ft
Slope =
0.1030
ft/ft
Manning's n =
0.40
Woods - Light Underbrush
P (2- year /24 -hour) =
3.48
inches (Wake County, NC)
Segment Time =
10.69
minutes
Time of Concentration = 11.37
SCS Lag Time = 6.82
Segment 2: Concentrated Flow
Length =
261 ft
Height =
41.2 ft
Slope =
0.1579 ft/ft
Paved ? =
No
Velocity =
6.41 ft/sec
Segment Time =
0.68 minutes
minutes
minutes (SCS Lag
= 0.6* Tc)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre - development - Subbasin #1 D 12/6/2011
SCS CURVE NUMBERS
HSG
A
Impervious
98
Open
39
Wooded
30
B
98
61
55
C
98
74
70
D
98
80
77
Assume:
HSG 'A' =
0.0%
Comments
Onsite open
HSG'B' =
58.5%
Assume good condition
Onsite wooded
HSG 'C' =
0.0%
Assume good condition
Onsite pond
HSG'D'=
41.5%
0.0930
Cover Condition
SCS CN
Comments
Impervious
Offsite open
98
0.00
Open
Offsite wooded
69
Assume good condition
Wooded
Offsite pond 100 0.00
64 1
Assume good condition
II. PRE- DEVELOPMENT
A. Watershed Breakdown
Contributing Area
Onsite impervious
SCS CN
98
Area [acres]
0.00
Comments
Onsite open
69
0.00
Assume good condition
Onsite wooded
64
0.48
Assume good condition
Onsite pond
100
0.00
0.0930
Offsite impervious
1 98
1 0.00
-
Offsite open
69
0.00
Assume good condition
Offsite wooded
64
0.00
Assume good condition
Offsite pond 100 0.00
Total area =
Composite SCS CN =
% Impervious =
B. Time of Concentration Information
** *Time of concentration is calculated using t
0.48 acres
0.0008 sq.mi.
64
0.7%
he SCS Segmental Approach (TR -55)
Segment]. Overland Flow
Segment 2: Concentrated Flow
Length =
100
ft
Length = 221
ft
Height =
9.3
ft
Height = 45.8
ft
Slope =
0.0930
11/11
Slope = 0.2072
ft/ft
Manning's n =
0.40
Woods - Light Underbrush
Paved ? = No
P (2- year/24 -hour) =
3.48
inches (Wake County, NC)
Velocity = 7.35
ft/sec
Segment Time =
11.14
minutes
Segment Time = 0.50
minutes
Time of Concentration = 11.64
minutes
SCS Lag Time = 6.98
minutes (SCS Lag = 0.6* Tc)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -1 1000 Pre - development - Subbasin #1 E 12/6/2011
$ SCS CURVE NUMBERS
SCS CN
Area [acres] :;
Comments
0.0555
..
$ray pervious ,.
. ®pen vs �@Yooded� „.
A
` -98
39 30
Onsite open
62
0.27
Assume good condition
491
ft/sec
Ons�te wooded
57
.._- ...._. _D...__ .
Assume good condition
_.98
_._70.. 77 _..
Assume:
HSG 'A' =
0.0%
HSG 'B' =
92.2%
98
0.00
HSG'C'=
0.0%
Offsite open
HSG'D'=
7.8%
Assume good conditionv
Cover Condsis ©nV � _
SCS C1�1 !
Comments
Ln envious
0.00
98
_- ._ -- -_ -_
Off site pond
62
Assume good condition v
Wooded
57
Assume good condition
II, PRE-DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres] :;
Comments
0.0555
ft/ft
Onsite impervious
98 _..
0 10
2.00
sf (Assume 2' x 1' Channel)
Onsite open
62
0.27
Assume good condition
491
ft/sec
Ons�te wooded
57
7.56
Assume good condition
Onsite pond
100
0.00
Offsite impervious
98
0.00
Offsite open
_ 62
0.01
Assume good conditionv
_ Offsite wooded
57
0.00
Assume good condition
Off site pond
100
0.00
Total area =
7.94
acres
0.0124
sq.mi.
Composite SCS CN =
57
% Impervious =
1.3%
B. Time of Concentration Information
***Tine of concentration is calculated using the SCS Segmental Approach (TR -55).
Segment 1: Overland Flow
Segment 2: Concentrated Flow
Length =
100
It
Length =
290
ft
Height =
1.4
ft
Height =
30.7
It
Slope =
0.0140
ft/ft
Slope =
0.1059
ft/ft
Manning's n =
0.40
Woods - Light Underbrush
Paved ? =
No
P (2- year /24 -hour) =
3.48
inches (Wake County, NC) Velocity =
5.2�
ft/sec
Segment Time =
23.75
minutes
Segment Time =
0,92
minutes
Segment 3: Channel Flow
Length =
565
It
Time of Concentration = 26.59 minutes
SCS Lag Time = 15.95 minutes (SCS Lag = 0.614 Tc)
Time Increment = 4.63 minutes (= 0.29*SCS Lag)
Slope =
0.0555
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
2.00
sf (Assume 2' x 1' Channel)
Wetted Perimeter =
4.00
ft (Assume 2' x 1' Channel)
Channel Velocity =
491
ft/sec
Segment Time =
1,92
minutes
Time of Concentration = 26.59 minutes
SCS Lag Time = 15.95 minutes (SCS Lag = 0.614 Tc)
Time Increment = 4.63 minutes (= 0.29*SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre- development - Subbasin #1F 12/6/2011
s SCS CURVE NUMBERS
HSG
A
Impervious
98
Open
39
Wooded
30
B
98
61
55
C
98
74
70
D
98
80
77
Assume:
HSG 'A' =
0.0%
i Comments
Onsite open
HSG 'B' =
56.8%
Assume good condition
Onsite wooded
HSG 'C' =
0.0%
Assume good condition
Onsite pond
HSG'D' =
43.2%
***Time of concentration is calculated using the SCS Segmental Approach (TR -55).
Cover Condition
SCS CN
Comments
Impervious
Offsite open
98
_
Open
Offsite wooded
69
Assume good condition
Wooded
Offsite pond 100 0.00
64
Assume good condition
II. PRE - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
Onsite impervious
SCS CN
98
Area [acres]
0.06
i Comments
Onsite open
69
0.02
Assume good condition
Onsite wooded
64
1.73
Assume good condition
Onsite pond
100
0.00
***Time of concentration is calculated using the SCS Segmental Approach (TR -55).
Offsite impervious
98
0.00
Length =
Offsite open
69
0.00
Assume good condition
Offsite wooded
64
0.00
Assume good condition
Offsite pond 100 0.00
Total area =
1.82
acres
ft
0.0028
sq.mi.
Composite SCS CN =
66
0.1954
% Impervious =
3.5%
No
B. Time of Concentration Information
Velocity =
7.13
***Time of concentration is calculated using the SCS Segmental Approach (TR -55).
Segment 1: Overland Flow
0.36
minutes
Length =
100
ft
Height =
11
ft
Slope =
0.1100
ft/ft
Manning's n =
0.40
Woods - Light Underbrush
P (2- year /24 -hour) =
3.48
inches (Wake County, NC)
Segment Time =
10.41
minutes
Time of Concentration = 10.77
SCS Lag Time = 6.46
Segment 2: Concentrated Flow
Length =
155
ft
Height =
30.28
ft
Slope =
0.1954
ft/ft
Paved ? =
No
Velocity =
7.13
ft/sec
Segment Time =
0.36
minutes
minutes (SCS Lag = 0.6* Tc)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre- development - Subbasin 91 G 12/6/2011
SCS C:1RVENUMBERS
SCS CN
Area ]acres]
Impervious
®pen Wooded
A�,,...:: ,1...,98
! 0.13
39 30
Onsite open
61
..- _- .._.._.
Onsite wooded
74_
D
99
80
Assume: HSG 'A' =
0.0%
HSG 'B' =
99.8%
0.00
HSG 'C' =
0.0%
61
HSG 'D' =
0.2%
Offslte wooded
Coder C ®radii6 ®n
5CS Cted"
Comments
Im pervious
98
i 0.00
Segment Time =
61
Assume good condition
Wooded
Wooded
55
Assume good condition
II. PRE-DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area ]acres]
Comments
.. F „. .._.,,
Onsite impervious
.._,
98
! 0.13
n
Onsite open
61
0.06
Assume good condition
Onsite wooded
55
15.15
Assume good condition
Onsite pond
100
0.00
Offsite impervious
98
0.00
Height =
Offsite open
61
0.00
Assume good condition
Offslte wooded
S5
0 00
mw TAsuume good condition
Offsite pond
100
i 0.00
Segment Time =
Total area =
15.34
acres
Height =
0.0240
sq.mi.
Composite SCS CN =
55
No
% Impervious =
0.9%
Segment Time =
B. Time of Concentration Information
"":"Time of concentration is calculated using the
SCS Segmental Approach (TR -55).
Segment 1: Overland Flow
Length =
100
It
Height =
3
It
Slope =
0.0300
ft/ft
Manning's n =
0.40
Woods - Light Underbrush
P (2- year /24 -hour) =
3.48
inches (Walce County, NC)
Segment Time =
17.51
minutes
Segment 3: Channel Flow
Length =
1537
ft
Height=
76.08
ft
Slope =
0.0495
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
2.00
sf (Assume Tx 1' Channel)
Wetted Perimeter=
4.00
ft (Assume 2'x P Channel)
Channel Velocity =
4.64
ft/sec
Segment Time =
5,52
minutes
Segment 2: Concentrated Flow
Length =
134 ft
Height =
17.6 ft
Slope =
0.1313 ft/ft
Paved ? =
No
Velocity =
5.85 ft /sec
Segment Time =
0.38 minutes
Time of Concentration = 23.41 minutes
SCS Lag Time = 14.05 minutes (SCS Lag = 0.6x Tc)
Time Increment = 4.07 minutes (= 0.29" SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre- development - Subbasin #1H 12/6/2011
SCSI CURVE NUMBERS
HSG
A
Impervious
98
Open
39
Wooded
30
B
98
61
55
C
98
74
70
D
98
80
77
Assume:
HSG'A' =
0.0%
Comments
-
Onsite open
HSG'B' =
92.5%
Assume good condition
Onsite wooded
HSG'C' =
0.0%
Assume good condition
Onsite pond
HSG'D'=
7.5%
***Time of concentration is calculated using the SCS Segmental Approach (TR -55).
Cover Condition
98
0.47
SCS CN
Comments
Impervious
0.53
98
Offsite wooded
Open
0.01
62
Assume good condition
Wooded
0.00
57
Assume good condition
II. PRE- DEVELOPMENT
A. Watershed Breakdown
Contributing Area
Onsite impervious
SCS CN
98
Area [acres]
0.19
Comments
-
Onsite open
62
1.10
Assume good condition
Onsite wooded
57
11.92
Assume good condition
Onsite pond
100
0.00
***Time of concentration is calculated using the SCS Segmental Approach (TR -55).
Offsite impervious
98
0.47
Length =
Offsite open
62
0.53
Assume good condition
Offsite wooded
57
0.01
Assume good condition
Offsite pond
100
0.00
P (2- year /24 -hour) =
3.48
Total area =
14.22
acres
ft
0.0222
sq.mi.
Composite SCS CN =
59
0.0994
% Impervious =
4.6%
No
B. Time of Concentration Information
Velocity =
5.09
***Time of concentration is calculated using the SCS Segmental Approach (TR -55).
Segment 1: Overland Flow
1.05
minutes
Length =
100
It
Height =
3
It
Slope =
0.0300
ft/ft
Manning's n =
0.40
Woods - Light Underbrush
P (2- year /24 -hour) =
3.48
inches (Wake County, NC)
Segment Time =
17.51
minutes
Segment 3: Channel Flow
Length =
1004
It
- -- -- Height -4-2-36
Slope =
0.0422
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
4.00
sf (Assume 2'x 2' Channel)
Wetted Perimeter =
6.00
ft (Assume 2'x 2' Channel)
Channel Velocity =
5.19
ft/sec
Segment Time =
3.22
minutes
Segment 2: Concentrated Flow
Length =
320
ft
Height =
31.8
ft
Slope =
0.0994
ft/ft
Paved ? =
No
Velocity =
5.09
ft /sec
Segment Time =
1.05
minutes
Time of Concentration = 21.78 minutes
SCS Lag Time = 13.07 minutes (SCS Lag = 0.6* Tc)
Time Increment = 3.79 minutes = 0.29 *SCS La

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. II INATOLYA, PE
ICRG -I 1000 Pre - development - Subbosin #11 12/6/2011
SCS CURVE NUMBERS
SCS CmI
Area [acres]
Comments
&I��
98
Impea veons
($pen ! Wooded
Onsite open
61
2.5_5
39 30
B
55
98
61
C
-_
100
98
_._4 70_
-_D .....,..._.._�.._
98
- ...,.98
70 _ 77 --
Assume:
HSG 'A' =
0.0%
„ Assume good condition
v..__._ _..__._.. _
Offsitewo
HSG 'B' =
98.7%
good
g ...._._ ..._
_�___ ...__.._.___..___..
Offsite pond
HSG 'C' =
0.0%
_ _.._.. __.___.
-
Total area =
HSG 'D' =
1.3%
„�oveo C ®ndata
®eu _ _z...
"SCS CN
C ®snrea%eses
Composite SCS CN =
58
98
_.____._�.___._...._._- ____.._. _ _...
..-___.___._..___ .__....._.._.,__.._..._._.._._.
4.2%
Assume good condition -
_ Wooded
55
Assume good condition
IL PRE - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CmI
Area [acres]
Comments
Onsite impervious
98
a�
0.69
-
Onsite open
61
2.5_5
Assume good condition w
_ Onsite
55
25.46
Assume good condition
_ood_____ ____
Onsite pond _
-_
100
i 0.00
ft/sec Channel Velocity =
Offsite impervious
�.___.__.____._.__.____.__,_
98
034
__._.---- _....____.__._._..__._
..,_.....___._.__.._._._ __.._._.._
Offsite open
_ _. _ _ _ ..
61
__. _.._
_ _.. 0.33
„ Assume good condition
v..__._ _..__._.. _
Offsitewo
good
g ...._._ ..._
_�___ ...__.._.___..___..
Offsite pond
100
_ .. __,___ _.__;_..
0.00
_ _.._.. __.___.
-
Total area =
29.57
acres
0.0462
sq.mi.
Composite SCS CN =
58
% Impervious =
4.2%
B. Time of Concentration Information
** *Time of concentration is calculated using the SCS Seginental Approach (TR -55).
Segment 1: Overland Flow
Length =
Height =
Slope =
Manning's n =
P (2- year /24 -hour) _
Segment Time =
Segment 3: Channel Flow
Length =
Height =-
Slope =
Manning's n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
100 ft
2.3 ft
0.0230 Wit
0.40 Woods - Light Underbrush
3.48 inches (Wake County, NC)
Segment 2: Concentrated Flow
Length =
271 ft
Height =
242 ft
Slope =
0.0893 ft/ft
Paved ? =
No
Velocity =
4.82 ft/sec
19.47 minutes Segment Time = O. 94
Segment 4: Channel Flow
1011
R Length =
914
45
ft Height =
23:36
0.0445
ft/ft Slope =
0.0256
0.045
Natural Channel Manning's n =
0.045
4.00
sf (Assume 2' x 2' Channel) Flow Area =
9.00
6.00
It (Assume 2'x 2' Channel) Wetted Perimeter =
9.00
5.33
ft/sec Channel Velocity =
5.29
minutes
ft
It _ -
ft/ft
Natural Channel
sf (Assume Tx Y Channel)
ft (Assume Y x T Channel)
ft/sec
Segment Time = 3.16 minutes Segment Time = 2, #S minutes
Time of Concentration = 26.45 minutes
SCS Lag Time = 15.87 minutes (SCS Lag = 0.6" Tc)
Time Increment = 4.60 minutes (= 0.29¢SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre- development - Subbasin #2A 12/6/2011
I SCS 'CURVE ";NUMBERS
HSG
A
Impervious
98
Open
39
Wooded
30
B
98
61
55
C
98
74
70
D
98
80
77
Assume:
HSG'A'=
0.0%
Comments
Onsite impervious
HSG 'B' =
98.0%
_
Onsite open
HSG 'C' =
0.0%
Assume good condition
Onsite wooded
HSG'D' =
2.0%
Assume good condition
Cover Condition
SCS CN
Comments
Impervious
Offsite impervious
98
0.00
Open
Offsite open
61
Assume good condition
Wooded
Offsite wooded
55
Assume good condition
II. PRE - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
Onsite impervious
98
0.03
_
Onsite open
61
0.03
Assume good condition
Onsite wooded
55
6.05
Assume good condition
Onsite pond
100
0.00
_ -
Offsite impervious
98
0.00
Height =
Offsite open
61
0.00
Assume good condition
Offsite wooded
55
0.00
Assume good condition
Offsite pond 100 0.00
Total area =
6.11
acres
Height =
0.0095
sq.mi.
Composite SCS CN =.
56
No
% Impervious =
0.5%
Segment Time =
B. Time of Concentration Information
** *Time of concentration is calculated using the SCS Segmental
Approach (TR -55).
Segment 1: Overland Flow
= 0.6* Tc)
Length =
100
ft
Height =
7.6
ft
Slope =
0.0760
ft/ft
Manning's n =
0.40
Woods - Light Underbrush
P (2- year /24 -hour) =
3.48
inches (Wake County, NC)
Segment Time =
1207
minutes
Time of Concentration = 13.55
SCS Lag Time = 8.13
Segment 2: Concentrated Flow
Length =
490 ft
Height =
57.45 ft
Slope =
0.1172 ft/ft
Paved ? =
No
Velocity =
5.52 ft/sec
Segment Time =
1.48 minutes
minutes
minutes (SCS Lag
= 0.6* Tc)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre- development - Subbasin #2B 12/6/2011
T SCS CURVE NUMBERS
HSG
A
Impervious
98
Open
39
Wooded
30
B
98
61
55
C
98
74
70
D
98
80
77
Assume:
HSG'A' =
0.0%
Comments
Onsite open
HSG 'B' =
77.5%
Assume good condition
Onsite wooded
HSG'C'=
0.0%
Assume good condition
Onsite pond
HSG'D' =
22.5%
sq.mi.
Cover Condition
SCS CN
Comments
Impervious
Offsite open
98
-
Open
65
Assume good condition
Wooded
{
60
Assume good condition
IL PRE- DEVELOP1tiIENT
A. Watershed Breakdown
Contributing Area
Onsite impervious
SCS CN
98
Area [acres]
0.00
Comments
Onsite open
65
0.00
Assume good condition
Onsite wooded
60
4.76
Assume good condition
Onsite pond
100
0.00
sq.mi.
Offsite impervious
98
1 0.00
% Impervious=
Offsite open
65
0.00
Assume good condition
Offsite wooded
60
350
0.00
Assume
Offsite pond
100
Slope =
0.00
ft/ft
Total area =
4.76
acres
Velocity =
0.0074
sq.mi.
Composite SCS CN =
60
minutes
% Impervious=
0.0%
B. Time of Concentration Information
** *Tune of concentration is calculated using the
SCS Segmental Approach (TR -55).
Segment 1: Overland Flow
Length =
100
ft
Height =
4.2
ft
Slope =
0.0420
ft/ft
Manning's n =
0.40
Woods - Light Underbrush
P (2- year /24 -hour) =
3.48
inches (Wake County, NC)
Segment Time =
15.30
minutes
Time of Concentration = 16.33
SCS Lag Time = 9.80
Segment 2: Concentrated Flow
Length =
350
ft
Height =
43.2
ft
Slope =
0.1234
ft/ft
Paved ? =
No
Velocity =
5.67
ft/sec
Segment Time =
1.03
minutes
minutes (SCS Lag = 0.6* Tc)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pt-e- development - Subbasin 92C- Onsite 12/6/2011
' SCS CURVE NUMBERS
Assume: HSG 'A' =
0.0%
acres
HSG 'B' =
93.1%
HSG'C'=
0.0%
HSG'D'=
6.9%
57
�. �� ®Fer �OnCI9t00n..,•._� _
.��.� ��
� �C ®mment� �. �,�., -.•..
Im ervious
98
Open„
62
- Assume good condition - -
_ -
Wooded
57
Assume good condition
1/4 Ac. Resid. Lots
76 w
Assume 38 %hnpervIous
If. PRE- DEVELOPIMEVT
Segment 1: Overland Flow
A. Watershed Breakdown
Segment 2: Concentrated Flow
Contributing Area
Onsite open
Onsite wooded
Onsite pond
v Offsrte_impervious
Offsite open
_ Offsrte wooded__ _
- Offsrte 1/4 Ac Resid. Lots _ya
-4 - ^- Offsite pond -
SCS CN I Area [acres]
57
100_
98
62
57 ..
76
0.05
21.30
0.00
0.00
0.00_ Assume good condition4
0.00 Assume good condition
0.00 Assume 38 %Impervious
0.00
Comments
Assume go_od n
sum co
Ase good _ con
Total area =
21.40
acres
0.0334
sq.mi.
Composite SCS CIS' =
57
% Impervious =
0.3%
B. Time of Concentration Information
""'Time of concentration is calculated using the
SCS Segmental Approach (TR -55).
Segment 1: Overland Flow
Segment 2: Concentrated Flow
Length =
100
It
Length =
214
Height =
3.38
ft
Height =
1.8
Slope =
0.0338
ft/ft
Slope =
0.0084
Manning's n =
0.40
Woods - Light Underbrush
Paved ? =
No
P (2- year /24 -hour) =
3.48
inches (Wake County, NC)
Velocity =
1.48
Segment Time =
76.69
minutes
Segment Time =
2.41
Segment 3: Channel ,Flow
Segment 4: Channel
Flow
Length =
1131
ft
Length =
398
Height =
50.2
ft
Height =
8.89
Slope =
0.0444
ft/ft
Slope =
0.0223
Manning's n =
0.045
Natural Channel
Manning's n =
0.045
Flow Area =
4.00
sf (Assume 2'x 2' Channel)
Flow Area =
12.00
Wetted Perimeter =
6.00
ft (Assume 2'x 2' Channel)
Wetted Perimeter =
10.00
Channel Velocity =
5.32
ft /sec
Channel Velocity =
5.59
Segment Time =
3.54
minutes
Segment Time =
L 19
ft
ft
ft/ft
ft/sec
minutes
ft
ft
ft/ft
Natural Channel
sf (Assume 4' x3' Channel)
ft (Assume 4'x 3' Channel)
ft/sec
minutes

NEW HILL PLACE HYDROLOGIC CALCULATIONS
KRG -11000 Pre - development - Subbasin #2C- Onsite
Time of Concentration = 23.83 minutes
SCS Lag Time = 14.30 minutes (SCS Lag = 0.6* Tc)
Time Increment= 4.15 minutes (= 0.29 *SCS Lag)
B. IHNATOLYA, PE
12/6/2011

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre - development - Subbasin #2C- Offsite 12/6/2011
SCS C1'R E NUMBERS ,
Assume: HSG 'A' =
0.0%
HSG 'B' =
100.0%
HSG 'C' =
0.0%
HSG 'D' =
0.0%
Impervious
98
!
Open
Assume good condition
"� Wooded
�61
55
Assume good condition
-N--Ac. Re' Sid. Lots
75
Assume 38% Impervious
11, PIKE- DEVELOP1tIENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres] Comments
Onsite impervious
„
Onsite open
61
0.00 Assume good condition�T
Onsite wooded
55
0.00 Assume good condition
Onsite pond
100
0.00
Offsite impervious
98
1.63
Offsite open
61
5.00 Assume good condition
d _on
�. ..._ _...
Offsite wooded
55
0.34 Assume good condition .
�........_.m_� -E-0t-S--1'------
Offsite 1/4 Ac Resid.
...._,__...__i
75
__ _..__.._..._._...__r_..r._._ _.___......__nditi__...._.
0.77 Assume 38 %Impervious
Offsite pond
100
0.00
Total area =
7.74
acres
0.0121
sq.mi.
Composite SCS CN =
70
% Impervious =
21.1%
B. Time of Concentration Information
""Time of concentration is calculated using the SCS Segmental
Approach (TR -55).
Segment 1: Overland Flow
Segment 2: Concentrated Flow
Length =
100
ft Length =
37
ft
Height=
3.9
It Height=
1.8
ft
Slope =
0.0390
ft/ft Slope =
0.0486
ft/ft
Manning's n =
0.24
Dense Grasses Paved ? =
No
P (2- year /24 -hour) =
3.48
inches (Wake County, NC) Velocity =
3.56
ft/sec
Segment Time =
10.48
minutes Segment Time =
0.17
minutes
Segment 3: Channel Flow
Segment 4.° Channel
Flow- -
Length =
143
ft Length =
73
ft
Height =
11.6
It Height =
8.9
ft
Slope =
0.0811
ft/ft Slope =
0.1219
ft/ft
Manning's n =
0.013
Assume 18" RCP Culvert Manning's n =
0.013
Assume 18" RCP Culvert
Flow Area =
1.77
sf (Assume 18" RCP) Flow Area =
1.77
sf (Assume 18" RCP)
Wetted Perimeter =
4.71
It (Assume 18" RCP) Wetted Perimeter =
4.71
ft (Assume 18" RCP)
Channel Velocity =
16.98
ft/sec Channel Velocity =
20.82
ft/sec
Segment Time =
0.14
minutes Segment Time =
006
minutes

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre- development - Subbasin #2C- Offsite 12/6/2011
Time of Concentration = 10.85 minutes
SCS Lag Time = 6.51 minutes (SCS Lag = 0.6* Tc)
Time Increment = 1.89 minutes (= 0.29 *SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre- development - Subbasin #3A 12/6/2011
SCS CURVE NUMBERS
HSG
A
Impervious
98
Open
39
Wooded
30
B
98
61
55
C
98
74
70
D
98
80
77
Assume,
HSG 'A' =
0.0%
Comments
Onsite impervious
HSG 'B' =
100.0%
55
Onsite open
HSG 'C' =
0.0%
Assume good condition
Onsite wooded
HSG'D'=
0.0%
Assume good condition
Cover Condition
SCS CN
Comments
Impervious
Offsite impervious
98
0.00
Open
Offsite open
61
Assume good condition
Wooded
_
Offsite wooded
55
Assume good condition
II: PRE- DEVELOPNtENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
Onsite impervious
98
0.00
55
Onsite open
61
0.00
Assume good condition
Onsite wooded
55
0.95
Assume good condition
Onsite pond
100
0.00
-
Offsite impervious
98
0.00
Height =
Offsite open
61
0.00
Assume good condition
_
Offsite wooded
55
0.00
Assume good condition
Offsite pond
100
0.00
Segment Time =
Total area =
0.95
acres
Height =
0.0015
sq.mi.
Composite SCS CN =
55
No
% Impervious =
0.0%
Segment Time =
B. Tinie of Concentration Infformation
** *Time of concentration is calculated using the
SCS Segmental Approach (TR -55).
Segment 1: Overland Flow
Length =
100
ft
Height =
14.8
ft
Slope =
0.1480
ft/ft
Manning's n =
0.40
Woods - Light Underbrush
P (2- year /24 -hour) =
3.48
inches (Wake County, NC)
Segment Time =
9.25
minutes
Time of Concentration = 9.81
SCS Lag Time = 5.88
Segment 2: Concentrated Flow
Length =
219 ft
Height =
36 ft
Slope =
0.1644 ft/ft
Paved ? =
No
Velocity =
6.54 ft/sec
Segment Time =
0.56 minutes
minutes
minutes (SCS Lag = 0.6* Tc)

NEW HILL PLACE HYDROLOGIC CALCULATIONS
KRG -11000 Pre- development - Subbasin #3B
I SCS CURATE; NUMBERS
HSG
A
Impervious
98
Open
39
Wooded
30
B _
98
61
55
C
98
74
70 _
D
98
80
77
Assume:
HSG'A' =
0.0%
Comments
Onsite open
HSG 'B' =
100.0%
Assume good condition
Onsite wooded
HSG'C'=
0.0%
Assume good condition
Onsite pond
HSG 'D' =
0.0%
** *Time of concentration is calculated using the
Cover Condition
SCS CN
Comments
Impervious
Offsite open
98
0.00
Open
e
61
Assume good condition
Wooded
Offsite pond 100 0.00 -
55
Assume good condition
If. PRE-DEVELOPMENT
A. Watershed Breakdown
Contributing Area
Onsite impervious
SCS CN
98
Area [acres]
0.00
Comments
Onsite open
61
0.00
Assume good condition
Onsite wooded
55
0.51
Assume good condition
Onsite pond
100
0.00
** *Time of concentration is calculated using the
Offsite impervious
98
0.00
Offsite open
61
0.00
Assume good condition
Offsite wooded
55
0.00
Assume good condition
Offsite pond 100 0.00 -
Total area =
0.51
acres
Height =
0.0008
sq.mi.
Composite SCS CN =
55
No
% Impervious =
0.0%
Segment Time =
B. Time of Concentration Information
** *Time of concentration is calculated using the
SCSSegmental Approach (TR -55).
Segment 1: Overland Flow
= 0.6* Tc)
Length =
100
ft
Height =
7.4
ft
Slope =
0.0740
ft/ft
Manning's n =
0.40
Woods - Light Underbrush
P (2- year /24 -hour) =
3.48
inches (Wake County, NC)
Segment Time =
12.20
minutes
Time of Concentration = 12.68
SCS Lag Time = 7.61
Segment 2: Concentrated Flow
Length =
163 ft
Height =
20.2 ft
Slope =
0.1239 ft/ft
Paved ? =
No
Velocity =
5.68 ft/sec
Segment Time =
0.48 minutes
minutes
minutes (SCS Lag
= 0.6* Tc)
B. IHNATOLYA, PE
12/6/2011

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -I 1000 Pre - development - Subbasin #3C 12/6/2011
SCS CURVE ;'N€ UMBERS
IIS� I
Impervious ®
®pen /ooded
A_...�._,........,._,98 -
-39 �30
- B - -..._ -
- - - -- -- -- 98J -- -
-._ 61._� 55-
C g
g 7
74 70
D__._._..__.____ _
_ ..._98 _
_go_ 77._......_._
Assume: H
HSG 'A' = 0.0%
HSG 'B' = 100.0%
HSG 'C' = 0.0%
HSG'D' = 0.0%
�� C' ®via Coeedi�i ®
®n � 5C'� Ci�L �
�� Coninieief� _�,��
Impervious 9
98
Open 6
61 A
g
u
IL PRE-DEVELOPMENT
A. Watershed Breakdown
Contributing area SCS CN Area [acres] Comments
Onsite impervious 98 0.00
Onsite open 61 0.00 Assume good condition
Onsite wooded 55 17.49 Assume good condition
Onsite pond _ 100 V„ 0.00
Offsite impervious 98 0.00
Offsite open 61 0.00 Assume good condition
Offsite wooded 55 2 24 Assume good condition
_ _.. .,.m_._ 2.... ..._.____ _...._.._._
Offsite pond 100 0.00
Total area = 19.72 acres
0.0308 sq.mi.
Composite SCS CN = 55
% Impervious = 0.0%
M Time of Concentration Information
• Tinie of concentration is calculated using the SCS Segmental Approach (TR -55).
Segment I: Overland Flout
Length = 100 ft
Height = 3.2 ft
Slope = 0.0320 ft/ft
Manning's n = 0.40 Woods - Light Underbrush
P (2- year /24 -hour) = 3.48 inches (Wake County, NC)
Segment Time = 17,06 minutes
Segment 3: Channel Flow
Length = 1116 ft
Height= 69.01 ft
Slope = 0.0618 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 2.00 sf (Assume 2'x 1' Channel)
Wetted Perimeter = 4.00 ft (Assume 2'x I' Channel)
Channel Velocity = 5.19 ft/see
Segment Time = 3.59 minutes
Segment 2: Concentrated Flow
Length = 301 ft
Height = 17.8 ft
Slope = 0.0591 ft/ft
Paved ? = No
Velocity = 3.92 ft/sec
Segment Time = L28 minutes
Time of Concentration = 21.93 minutes
SCS Lag Time = 13.16 minutes (SCS Lag = 0.6* Tc)
Time Increment = 3.82 minutes (= 0.29 *SCS Lag)
Total area = 19.72 acres
0.0308 sq.mi.
Composite SCS CN = 55
% Impervious = 0.0%
M Time of Concentration Information
• Tinie of concentration is calculated using the SCS Segmental Approach (TR -55).
Segment I: Overland Flout
Length = 100 ft
Height = 3.2 ft
Slope = 0.0320 ft/ft
Manning's n = 0.40 Woods - Light Underbrush
P (2- year /24 -hour) = 3.48 inches (Wake County, NC)
Segment Time = 17,06 minutes
Segment 3: Channel Flow
Length = 1116 ft
Height= 69.01 ft
Slope = 0.0618 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 2.00 sf (Assume 2'x 1' Channel)
Wetted Perimeter = 4.00 ft (Assume 2'x I' Channel)
Channel Velocity = 5.19 ft/see
Segment Time = 3.59 minutes
Segment 2: Concentrated Flow
Length = 301 ft
Height = 17.8 ft
Slope = 0.0591 ft/ft
Paved ? = No
Velocity = 3.92 ft/sec
Segment Time = L28 minutes
Time of Concentration = 21.93 minutes
SCS Lag Time = 13.16 minutes (SCS Lag = 0.6* Tc)
Time Increment = 3.82 minutes (= 0.29 *SCS Lag)
Segment 2: Concentrated Flow
Length = 301 ft
Height = 17.8 ft
Slope = 0.0591 ft/ft
Paved ? = No
Velocity = 3.92 ft/sec
Segment Time = L28 minutes
Time of Concentration = 21.93 minutes
SCS Lag Time = 13.16 minutes (SCS Lag = 0.6* Tc)
Time Increment = 3.82 minutes (= 0.29 *SCS Lag)
Time of Concentration = 21.93 minutes
SCS Lag Time = 13.16 minutes (SCS Lag = 0.6* Tc)
Time Increment = 3.82 minutes (= 0.29 *SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre- development - Subbcasin #3D 12/6/2011
SCS CURVE NUMBERS
SCS CN
Area [acres]
Comments
TISG.e.
98
�mpeo vions
open wooded
Onsrte open
61
0.00
3,. 30
____...------ .-- - - -B__
55
9_�___.._..____
61 55_
Onsite pond
100
0.00
74 70
Offsite impervious
98
0.00
80 77
Assume:
HSG 'A' =
0.0%
Assume good condition
_
Offsite wooded
HSG 'B' =
100.0%
Assume good condition
OfKi e pond
HSG'C'=
0.0%
"Total area =
HSG 'D' =
0.0%
Cover Condidion
SCS C!'
Comments
.___.._.98
_.__..Impervious..._.___.
Open
% Impervious =
61
Assume good condition
_. ooded
55
Assume good condition
Ii. PRE-DEVELOPMENT ,
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
Onsite impervious
98
0 00
0.0790
Onsrte open
61
0.00
Assume good condition
Onsite wooded
55
3.28
Assume good condition
Onsite pond
100
0.00
6.09
Offsite impervious
98
0.00
minutes
Offsite open
61
0.00
Assume good condition
_
Offsite wooded
55
0.00
Assume good condition
OfKi e pond
100
0 00
"Total area =
3.28
acres
0.0051
sq.mi.
Composite SCS CN =
55
% Impervious =
0.0%
R. Time of Concentration Information
I'Time of concentration is calculated using the SCS Segmeztol Approach (TR -55).
Segment d: Overland Flow
Length =
100
ft
Height =
7.9
ft
Slope =
0.0790
ft/ft
Manning's n =
0.40
Woods - Light Underbrush
P (2- year /24 -hour) =
3.48
inches (Wake County, NC)
Segment Time =
17,89
minutes
Segment 3: Channel Flow
Length =
270
ft
Height =
23
ft
Slope =
0.0852
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
2.00
sf (Assume 2'x 1' Channel)
Wetted Perimeter =
4.00
ft (Assume 2'x 1' Channel)
Channel Velocity =
6.09
ft/sec
Segment Time =
O. 74
minutes
Segment is Concentrated Flow
Length =
202 It
Height =
15 ft
Slope =
0.0743 ft/ft
Paved ? =
No
Velocity =
4.40 ft/sec
Segment Time = O. 77 minutes
Time of Concentration = 13.39 minutes
SCS Lag Time = 8.03 minutes (SCS Lag = 0.6" Tc)
Time Increment = 2.33 minutes (= 0.29 *SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre - development - Subbosin 93E- Onsite 12/6/2011
' SCS CURVE N ,,%IBERS
Assume: HSG 'A' =
0.0%
HSG 'B' =
100.0%
HSG'C'=
0.0%
HSG 'D' =
0.0%
Cov�r'Conditio'n
SCS CN
Comments
Impervious
98_
_,__. _ _
-
61
„Assume good condition
_.Open __._..... _.__.
Wooded
S5
Assume good condition
1/4 Ac Resid. Lots
75
Assume 38 % Impervious
II. PRE - DEVELOPMENT
A. Watershed Breakdown
_ Contributing Area
SCS CN
Area [acres] Comments
Onsite impervious
98
0.00
Onsite open
61
0.00 Assume
good condition
_
Onsite wooded
55
8.20 Assume
good condition
Onsite 'p- ond -, -__
100
-.__.� 0.00
-- _._ __ __ ._ ___`_. _w___
Offsite impervious
98
4 0.00
Offsite open
61
0.00 Assume good condition
M
Offsite wooded
55
0.00 Assume
good condition
Offsite 11T Ac id'
75
i 0.00 Assume 38% Impervious
Offsite pond
100
0.00
Total area =
8.20
acres
0.0128
sq.mi.
Composite SCS CN
55
% Impervious =
0.0%
B. Time of Concentration Information
***Tune of concentration is calculated using the SCS Segmental Approach (TR -55).
Segment 1: Overland Flow
Segment 2: Concentrated Flow
Length =
100
ft
Length =
196
Height =
1.1
ft
Height =
30.9
Slope =
0.0110
ft/ft
Slope =
0.1577
Manning's n =
0.40
Woods - Light Underbrush
Paved ? =
No
P (2- year /24 -hour) =
3.48
inches (Wake County, NC)
Velocity =
6.41
Segment Time =
26.15
minutes
Segtnent Tinae =
0,51
Segment 3: Channel Flow
Segment 4: Channel
Flow
Length =
406
ft
Length =
506
Height =
29.6
ft
Height =
14.37
Slope =
0.0729
ft/ft
Slope =
0.0284
Manning's n =
0.045
Natural Channel
Manning's n =
0.045
Flow Area =
2.00
sf (Assume Tx I' Channel)
Flow Area =
6.00
Wetted Perimeter =
4.00
ft (Assume Tx 1' Channel)
Wetted Perimeter =
7.00
Channel Velocity =
5.63
ft/sec
Channel Velocity =
5.03
Segment Time =
1,20
minutes
Segment Time =
1.67
ft
ft
ft/ft
ft/sec
minutes
R
ft
ft/ft
Natural Channel
sf (Assume Y x 2' Channel)
ft (Assume Y x 2' Channel)
ft/sec
Minutes

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre- development - Subbasin #3E- Onsite 12/6/2011
Time of Concentration = 29.54 minutes
SCS Lag Time = 17.72 minutes (SCS Lag = 0.6* Tc)
Time Increment = 5.14 minutes (= 0.29 *SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULA'T'IONS B. IHNATOLYA, PE
KRG -11000 777velopment - Subbosin #3E- Offsite 12/6/2011
SCS CURVF NUMBERS
B...___ 98 _-
61 55 75
9 �
g�_ . __.....
D
98
_.. _ �O 77 87
Assume: HSG 'A' =
0.0%
HSG 'B' =
100.0%
HSG 'C' =
0.0%
HSG'D'=
0.0%
Comments
Im envious
98
Open
61
Assume good condition
Wooded
55
Assume good condition
��
1 /4Ac.Resid.� Lots
-�75
Assume38 %Impervious
If. PRE-DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
..... .....
j Area [acres] Comments
Ofsit e impervious
98 _„
0.00
Onsite open
61
0.00 Assume good condition
.. . _ .
- ._._. ,.._. _._. ... _ _._v.... . ___._.._.
Onsite wooded
_..__..,
55
0.00 Assume good condition
Onsite pond
100
0.00
Offsite impervious
98
1.35
Offsite open
61
4 61 Assume good condition
Offsite wooded
55
1.31 Assume good condition
Offsite 1/4 Ac Resid. Lots
75
3.88 _ Assume 38 % Impervious
Offsite pond
100
0 00
Total area =
11.15
acres
0.0174
sq.mi.
Composite SCS CN =
70
% Impervious =
12.1%
B. Time of Concentration Information
c "Time of concentration is calculated using the
SCS Segmental
Approoch (TR -55).
Segment 1: Overland Flow
Segment 2: Concentrated Flow
Length =
100
ft Length =
229
ft
Height =
6.3
It Height =
26.3
ft
Slope =
0.0630
ft/ft Slope =
0.1148
ft/ft
Manning's n =
0.40
Woods - Light Underbrush Paved ? =
No
P (2- year /24 -hour) =
3.48
inches (Wake County, NC) Velocity =
5.47
ft/see
Segment Time =
13,01
minutes Segment Time =
0.70
minutes
Segment 3: Channel Flow
Segment 4-. Channef
,Flow
Length =
253
ft Length =
367
ft
Height =
14.7
It Height =
2.2
ft
Slope =
0.0581
ft/ft Slope =
0.0060
ft/ft
Manning's n =
0.045
Natural Channel Manning's n =
0.045
Natural Channel
Flow Area =
2.00
sf (Assume 2'x 1' Channel) Flow Area =
2.00
sf (Assume 2' x F Channel)
Wetted Perimeter =
4.00
ft (Assume 2'x 1' Channel) Wetted Perimeter =
4.00
ft (Assume 2'x 1' Channel)
Channel Velocity =
5.03
ft/sec Channel Velocity =
1.61
ft/sec
Segment Time =
0.84
minutes Segment Time =
3.70
minutes

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre - development - Subbasin #3E- Offsite 12/6/2011
Segment 5. Channel Flow
Length =
169
ft
Height =
16.3
ft
Slope =
0.0964
ft/ft
Manning's n =
0.013
Assume 18" RCP Culvert
Flow Area =
1.77
sf (Assume 18" RCP)
Wetted Perimeter =
4.71
ft (Assume 18" RCP)
Channel Velocity =
18.52
ft/sec
Segment Time =
0.15
minutes
Time of Concentration = 18.49 minutes
SCS Lag Time = 11.09 minutes (SCS Lag = 0.6* Tc)
Time Increment = 3.22 minutes = 0.29 *SCS La

NEW HILL PLACE HYDROLOGIC CALCULATIONS S. IHNATOLYA, PE
KRG -11000 Pre - development - Subbasin 44 12/6/2011
SCS CURVE NUMBERS
2.79
acres
Height =
I€me�servoous'
w.o ®ded_p..,,
...h a,.._ A.
55
30
B
98
61 55____._ --
B. Time of Concentration Information
D
98 .
_. 80 77__._
Assume: HSG 'A' =
0.0%
Length =
HSG 'S' =
100.0%
Height =
HSG 'C' =
0.0%
Slope =
HSG 'D' =
0.0%
Manning's n =
over Condition �
SCS CN
Comments �
Impervious
98
Segment Time =
Open
61
Assume condition
good _
g o _.
_. w__ Wooded
55
Assume good condition
II. PRE - DEVELOPMENT
ft
Height =
A. Watershed Breakdown
ft
Slope =
Contributing Area
SCS CN
Area [acres] Comments
Onsite impervious
98
0 00
Onsite open
_ 61
0.00 Assume good condition
Onsite wooded
55
2.62 Assume good condition
Onsite pond
100
0.00
Offsite impervious
98
0.00
_ _
open
61
0,00 Assume good condition
_._Offsite
OhP ite wooded
55
0.17 Assume good condition
Offsite pond
100
0.00
Total area =
2.79
acres
Height =
0.0044
sq.mi.
Composite SCS CN =
55
No
% Impervious =
0.0%
Segment Time =
B. Time of Concentration Information
Time of concentration is calculated using the
SCS Segmental Approach (TR -55).
Segment Y: Overland Flow
Length =
100
ft
Height =
4.4
R
Slope =
0.0440
ft/ft
Manning's n =
0.40
Woods - Light Underbrush
P (2- year /24 -hour) =
3.48
inches (Wake County, NC)
Segment Time =
7 5, 02
minutes
Segment 3: Channel Flow
Length =
365
ft
Height =
22 -.6
ft
Slope =
0.0619
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
2.00
sf (Assume 2' x 1' Channel)
Wetted Perimeter =
4.00
ft (Assume 2'x 1' Channel)
Channel Velocity =
5.19
ft /sec
Segment Time =
1.17
minutes
Segment 2: Concentrated Flow
Length =
117 ft
Height =
10.7 ft
Slope =
0.0915 ft/ft
Paved ? =
No
Velocity =
4.88 ft/see
Segment Time =
0.40 minutes
Time of Concentration = 16.59 minutes
SCS Lag Time = 9.96 minutes (SCS Lag = 0.6r Tc)
Time Increment = 2.89 minutes (_ 0.29 "SCS Lag)

NEW HILL PLACE HYDROLOGIC CAL,CUL,ATIONS B. IHNATOLYA, PE
KRG -11000 Pre- development - Subbosin #5- Onsite 12/6/2011
& SCS CURVE NUMBERS
98
C
D
61 55 75
74M 70 3....._.....
_._._._..
80 77 87
Assume: HSG'A'=
0.0%
acres
HSG'B'=
100.0%
sq.mi.
HSG'C' =
0.0%
No
HSG'D'=
0.0%
Segment Time =
Caves Condi Ion
SCS CN
Comments
Im envious _
....__ 98
Open
Open
_ 61
Assume good condition
_
Wooded
_
55
A n
Assume good condition
1/4 Ac. Resid. Lots
75
Assume 38 %Impervious
IL PRE-DEVELOPMENT
ft/ft
Manning's n =
A. Watershed Breakdown
Woods - Light Underbrush
P (2- year /24 -hour) =
Contributing Area
Onsite impervious
�Onsite open
Onsite wooded
Onsite pond
Offsite impervious_
Offsite open
Offsite wooded
6i ite l/4 Ac Resid. Lots
Offsite pond
SCS CN Area [acres]
61___ _..._...__._....fie
55 7.68
100 -0.00
98 0.00
61 0.00
_0.00
100 0.00
Comments
Total area =
7.68
acres
Height =
0.0120
sq.mi.
Composite SCS CN =
55
No
% Impervious =
0.0%
Segment Time =
B. Time of Concentration Information
Segment 4: Channel Flow
• '* `Time of concentration is calculated using the
SCS Segmental Approach (TR -55).
Segment 1: Overland Flow
11.8
Slope =
Length =
100
ft
Height =
6.3
ft
Slope =
0.0630
ft/ft
Manning's n =
0.40
Woods - Light Underbrush
P (2- year /24 -hour) =
3.48
inches (Wake County, NC)
Segment Time =
13, 01
minutes
Segment 3: Channel Flaw
Length =
429
ft
Height =
17.9
ft
Slope =
0.0417
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
2.00
sf (Assume 2'x 1' Channel)
Wetted Perimeter =
4.00
ft (Assume 2'x 1' Channel)
Channel Velocity =
4.26
ft/sec
Segment Time =
1.68
minutes
Segment 2: Concentrated Flow
Length =
260
Height =
26.5
Slope =
0.1019
Paved ? =
No
Velocity =
5.15
Segment Time =
0,84
Segment 4: Channel Flow
Length =
389
Height =
11.8
Slope =
0.0303
Manning's n =
0.045
Flow Area=
6.00
Wetted Perimeter=
7.00
Channel Velocity =
5.20
Segment Time = L25
ft
ft
ft/ft
ft/sec
minutes
It
ft
ft/ft
Natural Channel
sf (Assume Y x 2' Channel)
It (Assume Y x 2' Channel)
ft/sec
minutes

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre- development - Subbasin #S- Onsite 12/6/2011
Time of Concentration = 16.78 minutes
SCS Lag Time = 10.07 minutes (SCS Lag = 0.6* Te)
Time Increment = 2.92 minutes �= 0.29 *SCS Lag)

NEW HILL, PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre- development - Subbasin #5- Offsite 12/6/2011
SCS CURVE. NUMBERS
HSG
A
Impervious
98
Open
39
Wooded
30
1/4 Ac. Resid Lots
61 ^y
B
98
61
55
_ 75
C
98
74
70
_.� 83
D
98
80
77
87
Assume: HSG'A' =
0.0%
Area [acres]
HSG 'B' =
100.0%
HSG 'C' =
0.0%
98
HSG 'D' =
0.0%
Cover Condition
SCS CN
Comments
Impervious
98
-
Open
61
Assume good condition
Wooded
55
Assume good condition
1/4 Ac. Resid. Lots
75
Assume 38% Impervious
11. PRE- DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
Onsite impervious
98
0.00
Onsite open
61
0.00
Assume good condition
Onsite wooded
55
0.00
Assume good condition
Onsite pond
100
0.00
Offsite impervious
98
1 1.06
Offsite open
61
i 3.46
Assume good condition
Offsite wooded
55
1.91
Assume good condition
Offsite 1/4 Ac Resid. Lots
75
2.46
Assume 38% Impervious
Offsite pond
100
0.00
-
Total area =
8.89
acres
0.0139
sq.mi.
Composite SCS CN =
68.0
% Impervious =
11.9%
B. Time of Concentration Information
** *Time of concentration is calculated using the SCS Segmental
Approach (TR -55).
Segment 1: Overland Flow
Segment 2: Concentrated Flow
Length =
100
ft
Length =
182
It
Height =
4.9
ft
Height =
25.9
ft
Slope =
0.0490
ft/ft
Slope =
0.1423
ft/ft
Manning's n =
0.24
Dense Grasses
Paved ? =
No
P (2- year /24 -hour) =
3.48
inches (Wake County, NC) Velocity =
6.09
ft/sec
Segment Time =
9.56
minutes
Segment Time =
0.50
minutes
-- Segment 3. Channel Flow
- - - --
- -- Segment 4, C4tannel-FZow
-- -
Length =
117
ft
Length =
166
It
Height =
9.3
ft
Height =
6.9
It
Slope =
0.0795
ft/ft
Slope =
0.0416
ft/ft
Manning's n =
0.045
Natural Channel
Manning's n =
0.013
Assume 18" RCP Culvert
Flow Area =
2.00
sf (Assume 2'x 1' Channel) Flow Area =
1.77
sf (Assume 18" RCP)
Wetted Perimeter =
4.00
ft (Assume 2'x I' Channel) Wetted Perimeter =
4.71
It (Assume 18" RCP)
Channel Velocity =
5.88
ft/sec
Channel Velocity =
12.16
ft/sec
Segment Time =
0.33
minutes
Segment Time =
0.23
minutes

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre- development - Subbasin #5- Offsite 12/6/2011
Time of Concentration = 10.62 minutes
SCS Lag Time = 6.37 minutes (SCS Lag = 0.6* Tc)
Time Increment = 1.85 minutes = 0.29 *SCS Lag)

NEW HILL PLACE REACHES
KRG -1 1000
III, C'H.4.NNEL. REACH DATA
__> Reach #1
Channel Flow
B. IHNATOLYA, PE
12/6/2011
Length =
157
ft
Height=
1.9
ft
Slope =
0.0121
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area=
20.00
sf (Assume 5'x 4' Channel)
Wetted Perimeter =
13.00
ft (Assume 5'x 4' Channel)
Channel Velocity =
4.85
ft/see
Segment Time =
0.54
urinates
minutes
Reaelz #1 Total Time =
A54
__> Reacla #2
Channel Flow
Length =
886
ft
Height =
8.85
ft
Slope =
0.0100
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
20.00
sf (Assume 5'x 4' Channel)
Wetted Perimeter =
13.00
ft (Assume 5'x 4' Channel)
Channel Velocity =
4.41
ft/see
Segment Time =
3.35
suiuutes
Reach #2 Total Time =
3.35
ininutes
_> Reach #3
Channel Flow
Length =
1.076
ft
Height =
11.1
ft
Slope =
0.0103
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
20.00
sf (Assume 5'x 4' Channel)
Wetted Perimeter =
13.00
ft (Assume 5'x 4' Channel)
Channel Velocity =
4.48
ft/sec
Seginent Time =
4.90
minutes
minutes
Reach #3 Total Time =
l.Oti
_> Reach #4
Channel Flow
Length =
26
It
Height =
0.5
ft
Slope =
0.0192
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
20.00
sf (Assume 5' x 4' Channel)
Wetted Perimeter =
13.00
ft (Assume 5'x 4' Channel)
Channel Velocity =
6.12
ft/sec
Segment Time =
OJ 07
minutes
nzirlutes
Reach #4 Total Tinte =
0.07
B. IHNATOLYA, PE
12/6/2011

NEW HILL PLACE
241
Height =
REACHES
KRG -I 1000
0.0142
Manning's n =
0.045
Flow Area =
20.00
'wetted Perimeter=
13.00
Channel Velocity =
5.26
Channel Flow
Length =
155
It
Height =
2.5
ft
slope =
0.0161
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
20.00
sf (Assume 5'x 4' Channel)
Wetted Perimeter =
13.00
ft (Assume 5'x 4' Channel)
Channel Velocity =
5.60
ft/sec
,Segment Time = 6,46 minutes
Reac{e #5 Total Time = 6. #6 minutes
_> Reacrt #6
Channel Flow
Length =
241
Height =
3.42
Slope =
0.0142
Manning's n =
0.045
Flow Area =
20.00
'wetted Perimeter=
13.00
Channel Velocity =
5.26
ft
ft
ft/ft
Natural Channel
sf (Assume Y x 4' Channel)
ft (Assume 5'x 4' Channel)
ft/sec
Segment Time = 6, 76 minutes
Reach #6 Total Time = 0.76 minutes
Reach #7
Channel Flow
Length =
302
Height =
6.74
Slope =
0.0223
Manning's n =
0.045
Flow Area =
12.00
Wetted Perimeter=
10.00
Channel Velocity =
5.59
ft
ft
ft/ft
Natural Channel
sf (Assume 4'x Y Channel)
ft (Assume 4'x Y Channel)
ft/sec
Segment Time = 6.96 minutes
Reach #7 Total Time = 6.96 minutes
_> Reach #8
Channel Flow
Length =
568
Height =
13.92
Slope =
0.0245
Manning's n =
0.045
Flow Area =
12.00
Wetted Perimeter =
10.00
Channel Velocity =
5.85
ft
ft
ft/ft
Natural Channel
sf (Assume 4'x Y Channel)
ft (Assume 4' x 3' Channel)
ft/see
Segment Time = 1,62 minutes
Reach #8 Total Time = 1,62 minutes
B. IHNATOLYA, PE
12/6/2011

NEW HILL PLACE
ft
50.2
REACHES
KRG -I 1000
ft/ft
0.045
Natural Channel
4.00
sf (Assume 2'x 2' Channel)
6.00
ft (Assume 2' x 2' Channel)
_> ReaclP #9
ft/sec
Natural Channel
Flow Area =
Channel Flow
sf (Assume 4' x 4' Channel)
Wetted Perimeter =
12.00
ft (Assume 4'x 4' Channel)
Length =
692
ft
Segment Time =
Height =
15.74
ft
Slope =
0.0227
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
12.00
sf (Assume 4'x 3' Channel)
Wetted Perimeter =
10.00
ft (Assume 4'x Y Channel)
Channel Velocity =
5.64
ft/sec
Segment Time =
Z05
minutes
minutes
Reach #9 Total Time =
2, t3S
__> Reaclz #10
Channel Flow
Length =
503
ft
Height =
4.8
ft
Slope =
0.0095
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
16.00
sf (Assume 4'x 4' Channel)
Wetted Perimeter =
12.00
ft (Assume 4'x 4' Channel)
Channel Velocity =
3.92
ft/sec
Segment Time =
2,14
minutes
minutes
Reach #10 Total Time =
2,14
_> Reach #Il
Segment 5: Channel Flow
Length =
Height =
Slope =
Manning's n =
Flow Area=
Wetted Perimeter =
Channel Velocity =
Segment Time =
Segment 6: Channel Flow
Length =
Height =
Slope =
Manning's n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
1131
ft
50.2
ft
0.0444
ft/ft
0.045
Natural Channel
4.00
sf (Assume 2'x 2' Channel)
6.00
ft (Assume 2' x 2' Channel)
5.32
ft/sec
3. 54 minutes
398
It
8.89
ft
0.0223
ft/ft
0.045
Natural Channel
12.00
sf (Assume 4' x3' Channel)
10.00
It (Assume 4'x 3' Channel)
5.59
ft/see
Segment Time = 1,19 minutes
Channel Flow
Length =
960
ft
Height =
15.91
It
Slope =
0.0166
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
16.00
sf (Assume 4' x 4' Channel)
Wetted Perimeter =
12.00
ft (Assume 4'x 4' Channel)
Channel Velocity =
5.16
ft/sec
Segment Time =
3.10
minutes
minutes
Reach #11 Total Time =
7.83
B. IHNATOLYA, PE
12/6/2011

NEW HILL PLACE
111
ft
REACHES
KRG -11000
ft
Slope =
0.0153
ft/ft
Manning's n =
0.045
Natural Channel
_> Reacle #12
20.00
sf (Assume 5'x 4' Channel)
Wetted Perimeter =
Chaiusel Flow
ft (Assume 5'x 4' Channel)
Channel Velocity =
5.46
ft/see
Length =
58
ft
Height =
I
ft
Slope =
0.0172
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
20.00
sf (Assume 5'x 4' Channel)
Wetted Perimeter =
13.00
ft (Assume 5'x 4' Channel)
Channel Velocity =
5.79
ft/sec
Segment Time = 0.17 minutes
Reach #12 Total Time = 0,17 minutes
__> Reach #13
Channel Flow
Length =
111
ft
Height =
1.7
ft
Slope =
0.0153
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
20.00
sf (Assume 5'x 4' Channel)
Wetted Perimeter =
13.00
ft (Assume 5'x 4' Channel)
Channel Velocity =
5.46
ft/see
Segment Time = 0,34 minutes
Reach #13 Total Time = 0.34 minutes
Reach #14
Channel Flow
Length =
263
ft
Height =
3.7
ft
Slope =
0.0141
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
20.00
sf (Assume Y x 4' Channel)
Wetted Perimeter =
13.00
ft (Assume 5' x 4' Channel)
Channel Velocity =
5.23
ft/sec
Segment Time = 0.84 minutes
Reach #14 Total Time = 0.84 minutes
_> Reach #15
Chaniiel Flow
Length =
394
ft
Height =
4.59
It
Slope =
0.0116
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
12.00
sf (Assume 4'x 3' Channel)
Wetted Perimeter =
10.00
ft (Assume 4'x Y Channel)
Channel Velocity =
4.01
ft/sec
Segment Time = 1.63 minutes
Reach #15 Total Time = 1.63 minutes
B. IHNATOLYA, PE
12/6/2011

NEW HILL PLACE REACHES
KRG -I 1000
B. IHNATOLYA, PE
12/6/2011
_> Reac {z #16
Channel Flow
Length =
774
ft
Height =
14.6
ft
Slope =
0.0189
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
12.00
sf (Assume 4'x Y Channel)
Wetted Perimeter =
10.00
ft (Assume 4'x Y Channel)
Channel Velocity =
5.14
ft /sec
Segment Time =
2.51
minutes
unintutes
Re¢clt #16 Total Time =
251
=> Re¢c!z #17
Channel Flow
Length =
877
ft
Height =
17.63
ft
Slope =
0.0201
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
12.00
sf (Assume 4'x Y Channel)
Wetted Perimeter =
10.00
ft (Assume 4'x Y Channel)
Channel Velocity=
5.30
ft/sec
Segment Time =
2.76
minutes
Reach #17 Total Time =
2.76
minutes
__> Reaclz #18
Channel Flow
Length =
730
ft
Height =
10.65
ft
Slope =
0.01.46
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
16.00
sf (Assume 4'x 4' Channel)
Wetted Perimeter =
12.00
ft (Assume 4'x 4' Channel)
Channel Velocity =
4.84
ft/sec
Segment Time =
2.51
minutes
minutes
Reach #18 Total Time =
2.51
_> Reach #19
Channel Flow
Length =
608
ft
Height =
20.77
ft
Slope =
0.0342
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
6.00
sf (Assume 3' x 2' Channel)
Wetted Perimeter =
7.00
ft (Assume Y x 2' Channel)
Channel Velocity =
5.52_
A/sec
Segment Time =
1.84
minutes
minutes
Reach #19 Total Time =
1.84

NEW HILL PLACE
REACHES
KRG -11000
ft
Height =
11.8
_> Reacls 42
Slope =
0.0303
ft/ft
Channel Flow
0.045
Natural Channel
Flow Area =
6.00
Length =
481
ft
ft (Assume Y x 2' Channel)
Height =
25.6
It
,Segment Time =
Slope =
0.0532
ft/ft
2.62
Manning's n =
0.045
Natural Channel
Flow Area =
4.00
sf (Assume Tx 2' Channel)
Wetted Perimeter =
6.00
It (Assume 2'x 2' Channel)
Length =
Channel Velocity =
5.83
ft/sec
15.91
.Segment Time =
1.38
ininutes
Channel Flow
Length =
309
ft
Height =
11.8
ft
Slope =
0.0303
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
6.00
sf (Assume Y x 2' Channel)
Wetted Perimeter =
7.00
ft (Assume Y x 2' Channel)
Channel Velocity =
5.20
ft/sec
,Segment Time =
1.25
ininutes
each #20 Total Time =
2.62
minutes
_> Reacla #21
Channel Flow
Length =
960
It
Height =
15.91
It
Slope =
0.0166
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
16.00
sf (Assume 4'x 4' Channel)
Wetted Perimeter =
12.00
It (Assume 4'x 4' Channel)
Channel Velocity =
5.16
ft /sec
.Segment Time=
3,10
minutes
each #21 Total Time =
3.10
minutes
B. IHNATOLYA, PE
12/6/2011

POA #1
Scenario: Pre
POA #2
Q�OH "S AFA N.
SUB02A SUS026
SUH02C FFSITe SUB02GONSITE
POA #3
POA #4
POA #5
O
SUB05-0 SITE SUBOS FFSITE
Bentley Systems, Inc. Haestad Mdthods Solution Bentley PondPack V8i
KRG11000. ppc Center [08.11.01.51]
12/8/2011 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA +1- 203 - 755 -1666

Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3 /s)
(years) (ac -ft)
SUB01A
Pre i year
1
0.187
758.000
0.84
SUBOIA
Pre 100 year
100
2.606
736.000
19.75
SUB01B
Pre 1 year
1
0.134
731.000
1.10
SUB01B
Pre 100 year
100
1.228
728.000
13.19
SUB01C
Pre 1 year
1
0.022
730.000
0.16
SUBOIC
Pre 100 year
100
0.225
726.000
2.61
SUB01D
Pre 1 year
1
0.017
728.000
0.18
SUBOID
Pre 100 year
100
0.138
726.000
1.62
SUBOIE
Pre 1 year
1
0.139
758.000
0.67
SU1301E
Pre 100 year
100
1.787
737.000
13.86
SUB01F
Pre 1 year
1
0.074
728.000
0.91
SUB01F
Pre 100 year
100
0.557
725.000
6.76
SUB01G
Pre 1 year
1
0.209
758.000
0.92
SUB01G
Pre 100 year
100
3.192
734.000
25.86
SUB01H
Pre I year
1
0.312
755.000
1.71
SUB01H
Pre 100 year
100
3.453
732.000
29.93
SUB01I
Pre 1 year
1
0.580
758.000
2.93
SUB01I
Pre 100 year
100
6.913
737.000
54.31
SUB02A
Pre 1 year
1
0.096
753.000
0.52
SUB02A
Pre 100 year
100
1.328
728.000
13.98
SUB02B
Pre 1 year
1
0.116
734.000
0.73
SUB02B
Pre 100 year
100
1.199
729.000
12.00
SUB02C- OFFSITE
Pre 1 year
1
0.420
727.000
5.90
SUB02C- OFFSITE
Pre 100 year
100
2.652
725.000
32.38
SUB03A
Pre 1 year
1
0.013
752.000
0.07
SUB03A
Pre 100 year
100
0.198
725.000
2.33
SUB03B
Pre 1 year
1
0.007
753.000
0.04
SUB03B
Pre 100 year
100
0.106
727.000
1.15
SUB03C
Pre 1 year
1
0.269
757.000
1.21
SUB03C
Pre 100 year
100
4.106
734.000
34.45
SUB03D
Pre 1 year
1
0.045
753.000
0.23
SUB03D
Pre 100 year
100
0.685
728.000
7.14
SUB03E- OFFSITE
Pre 1 year
1
0.603
732.000
6.52
SUB03E- OFFSITE
Pre 100 year
100
3.815
730.000
37.54
SUB04
Pre 1 year
1
0.038
754.000
0.19
SUB04
Pre 100 year
100
0.582
730.000
5.57
SUB05- ONSITE
Pre 1 year
1
0.105
754.000
0.52
SUB05- ONSITE
Pre 100 year
100
1.601
730.000
15.19
SUB02C- ONSITE
Pre 1 year
1
0.375
756.000
1.88
SUBO- 2C =flNSF FE-
Pre-- -100- year
10fY
- 82
- 734:000-
39.62 -
SUB03E-ONSITE
Pre 1 year
1
0.111
760.000
0.45
SUB03E- ONSITE
Pre 100 year
100
1.704
740.000
12.36
SUB05- OFFSITE
Pre 1 year
1
0.421
727.000
5.62
SUB05- OFFSITE
Pre 100 year
1 1001
2.8831
725.0001
35.50
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
KRG11000.ppc Center [08.11.01.51]
12/8/2011 27 Siemon Company Drive Suite 200 W Page 1 of 3
Watertown, CT 06795 USA +1- 203 - 755 -1666

Subsection: Master Network Summary
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3 /s)
Nears) (ac -ft)
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
KRG 11000. ppc Center [08.11.01.51
12/8/2011 27 Siemon Company Drive Suite 200 W Page 2 of 3
Watertown, CT 06795 USA +1- 203 - 755 -1666
POA #1
Pre 1 year
1
1.667
759.000
8.29
POA #1
Pre 100 year
100
20.061
741.000
156.81
Pre 1 year
1
0.134
731.000
1.10
Pre 100 year
100
1.228
728.000
13.19
1-3
Pre 1 year
1
1.351
757.000
6.79
3-3
Pre 100 year
100
16.252
737.000
128.84
J -6
Pre 1 year
1
1.313
757.000
6.60
3-6
Pre 100 year
100
15.895
736.000
126.42
Pre 1 year
1
0.139
758.000
0.67
Pre 100 year
100
1.787
737.000
13.86
Pre 1 year
1
0.074
728.000
0.91
Pre 100 year
100
0.557
725.000
6.76
1-9
Pre 1 year
1
0.892
755.000
4.64
3-9
Pre 100 year
100
10.366
735.000
83.14
POA #2
Pre 1 year
1
1.004
736.000
7.69
POA #2
Pre 100 year
100
9.987
734.000
93.92
Pre 1 year
1
0.096
753.000
0.52
Pre 100 year
100
1.328
728.000
13.98
Pre 1 year
1
0.116
734.000
0.73
Pre 100 year
100
1.199
729.000
12.00
Pre 1 year
1
0.420
727.000
5.90
Pre 100 year
100
2.652
725.000
32.38
POA #3
Pre 1 year
1
1.046
738.000
7.23
POA #3
Pre 100 year
100
10.600
736.000
90.83
J -13
Pre 1 year
1
1.027
737.000
7.16
J -13
Pre 100 year
100
10.298
735.000
88.75
Pre 1 year
1
0.013
752.000
0.07
Pre 100 year
100
0.198
725.000
2.33
Pre 1 year
1
0.007
753.000
0.04
Pre 100 year
100
0.106
727.000
1.15
Pre 1 year
1
0.269
757.000
1.21
Pre 100 year
100
4.106
734.000
34.45
Pre 1 year
1
0.045
753.000
0.23
Pre 100 year
100
0.685
728.000
7.14
Pre 1 year
1
0.603
732.000
6.52
Pre 100 year
100
3.815
730.000
37.54
POA #4
Pre 1 year
1
0.038
754.000
0.19
POA #4
Pre 100 year
100
0.582
730.000
5.57
POA #5
Pre 1 year
1
0.526
730.000
5.75
- - - -- - - --
-POA #5
Pre -100- year - --
-- i0
-4-.482-
--7- 28:000-
- - -- 50.
Pre 1 year
1
0.187
758.000
0.84
Pre 100 year
100
2.606
736.000
19.75
Pre 1 year
1
0.022
730.000
0.16
Pre 100 year
100
0.225
726.000
2.61
Pre 1 year
1
0.017
728.000
0.18
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
KRG 11000. ppc Center [08.11.01.51
12/8/2011 27 Siemon Company Drive Suite 200 W Page 2 of 3
Watertown, CT 06795 USA +1- 203 - 755 -1666

Subsection: Master Network Summary
Node Summary
Label Scenario
Return
Hydrograph
Time to Peak
Event
Volume
(min)
(years)
(ac -ft)
Pre 100 year
100
0.138
726.000
J -10 Pre 1 year
1
0.714
734.000
J -10 Pre 100 year
100
5.516
733.000
Pre 1 year
1
0.421
727.000
Pre 100 year
100
2.883
725.000
Pre 1 year
1
0.375
756.000
Pre 100 year
100
4.821
734.000
Bentley Systems, Inc. - aestad Methods Solution
KRG11000.ppc Center
12/8/2011 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1- 203 - 755 -1666
Peak Flow
(ft3 /S)
1.62
6.61
48.40
5.62
35.50
1.88
39.62
Bentley PondPack V8i
[08.11.01.51]
Page 3 of 3

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-

POST - DEVELOPMENT HYDROLOGY
CALCULATIONS
HOLLY SPRINGS TC
KRG -11010

HOLLY ST'- _NGS TOWNE CENTER POST-DEVELOPME' INPUT SUMMARY J ` .EN, PE
KRG-110 Summary ?esults 10/2014
On-site Area lac res Off-site Area jacresl Total Area Curve Time of
Sub-basin ID 1/4 Ac Cone.
jacresl Number
Open Wooded 1 Im ervious Pond Total Open Wooded Impervious Resid Lots Pond Total (min)
IA 0.50 6.97 0.72 0.00 8. 19 0.00 0.00 0.00 0.00 0.00 0.00 8. 19 61 16.66
1B 0.22 2.73 0.00 0.00 2.95 0.00 0.00 0.00 0.00 0.00 0.00 2.95 64 10.77
1 C 0. 17 0.47 0.00 0.00 0.64 1 0.00 0.00 0.00 0.00 0.00 0.00 1 0.64 64 5.00 _
ID 0.24 1 0. 10 0.00 0.00 0.34 0.00 0.00 0.00 0.00 0.00 0.00 0.34 72 5.00 _
lE 0.26 7.54 0. 12 0.00 7.92 0.00 0.00 0.00 0.00 0.00 0.00 7.92 58 16.00
1F-To SWMF 2 8.57 0.00 22.58 1 .89 33.04 0. 15 0.00 0. 13 0.00 0.00 0.28 33.32 88 5.00
IF-Bypass 0.29 0.93 0.01 0.00 1 .23 0.00 0.00 0.00 0.00 0.00 0.00 1 .23 70 5.00
1G-To SWMF 8 3.67 1 .92 3.03 0.28 8.90 0.02 0.00 1 .07 0.00 0.00 1 .09 9.99 77 5.00
IG-Bypass 0.34 1 .02 0.00 0.00 1 .36 0.00 0.00 0.00 0.00 0.00 0.00 1 .36 57 5.00
1H-To SWMF 1 1 .85 0.00 6.04 0.40 E3.55 9 0.31 0.00 1 .45 0.00 0.00 1 .76 10.05 90 5.00
1 H-B ass 1 .09 5.84 0.01 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 6.94 59 14.54
11 1 .41 2. 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.55 60 5.00
2A 0. 12 1 .98 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 2. 10 54 9.91
2B 0.51 3.54 0.00 0.00 4.05 0.00 0.00 0.00 0.00 0.00 0.00 4.05 61 16.33
2C-To SWMF 3 3.29 0.00 13.21 0.77 17.27 1 .51 0.03 1 .46 0.20 0.00 3.20 20.47 89 5.00
2C-To SWMF 4 3.02 0. 19 4.60 0.47 8.28 0.00 0.00 0.00 0.00 0.00 8.28 84 5.00
2C-Bypass-Onsite 1 . 17 2. 16 0.09 0.00 3.42 0.00 0.00_ 0.00 0.00 0.00 _ 0.00 3.42 58 10.04
2C-Bypass-Offsite 0.00 0.00 _ 0.00 0.00 0.00 2.23 0.31 1 .38 0.58 0.00 4.50 4.50 74 15.28
3A 0.82 0.53 0.00 0.00 1 .35 0.00 0.00 0.00 0.00 0.00 0.00 1 .35 59 5 .00
3B 0. 13 0.05 0.00 0.00 0. 18 0.00 0.00 0.00 0.00 0.00 0.00 0. 18_ 59 5.00
3C-To SWMF 5 4.69 3.64 9.93 0.56 18.82 0.00 0.00 0.00 2.28 0.00 2.28 21 . 10 80 5.00
3C-Bypass 0.82 0.66 0.00 0.00 1 .48 0.00 0.00 0.00 0.00 0.00 0.00 1 .48 58 5.00
3D-To SWMF 6 4.70 0.69 9.53 0.53 15.45 1 . 11 0.00 1 .53 0.00 0.00 2.64 18.09 85 5.00
3D-Bypass 0.56 0.35 0.00 0.00 0.91 0.00 0.00 0.00 0.00 0.00 0.00 0.91 59 5.00
3E-B ass-Onsite 1 .40 0.81 0.00 0.00 2.21 0.00 0.00 0.00 0.00 0.00 0.00 2.21 59 5.00
3E-B ass-Offsite 0.00 0.00 0.00 0.00 0.00 3.84 1 .07 1 .38 2.78 0.00 9.07 9.07 70 18.49
5-Onsite 1 .51 0.39 0.00 0.00 1 .90 0.00 0.00 0.00 0.00 0.00 0.00 1 .90 60 5.00
5-Offsite 0.00 0.00 0.00 0.00 0.00 3.79 1 .25 1 .65 3.57 0.00 10.26 10.26 71 10.62
Unanalyzed Site Area 0.71 6.57 0.48 0.00 7.76 0.00 0.00 0.00 0.00 0.00 0.00 7.76 --- ---
Totals = 42.06 51 .22 70.35 4.90 168.53 12.96 2.66 10.05 9.41 0.00 35.08 203.61

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 1A
I. "SCS CARVE NUMBERS
HSG Impervious Open Wooded
A
98
39 30
B
98
61 55
C
98
74 70 -
-- -- - - - - -- D
98 — - —
80 77
Assume:
HSG'A'= 0.0%
Assume _good condition
Onsite pond
HSG B'= 92.3%
0.00
HSG'C'= 0.0%
98
0.00
HSG'D'= 7.7%
Offsite open—
Cover Condition SCS CNN
Comments
Impervious
98
57
Olen
62
Assume good condition
Wooded
57
Assume good condition
IL POST-DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres] I
Comments
Onsite impervious —
— 98
—0.72
Onsite open
62
0.50
Assume_ood condition
Onsite wooded
57
6.97
Assume _good condition
Onsite pond
100
0.00
Offsite impervious
98
0.00
Offsite open—
62
0.00
Assume good condition
Offsite wooded
57
0.00
Assume good condition
Offsiteyond Fv
100
0.00
Total area =
8.19
acres
0.0128
sq.mi.
Composite SCS CN =
61
% Impervious =
8.8%
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Subbasin IA 12/18/2013
B. Time of Concentration Information
** *Time of concentration is calculated using the SCS Segmental Approach (TR -55)
Segment 1: Overland Flow
Segment 2: Channel Flow
Length =
86
ft
Length =
488
ft
Height =
2.68
ft
Height =
15.8
ft
Slope =
0.0312
ft/ft
Slope =
0.0324
ft/ft
Manning's n =
0.36
Woods/Dense Grass /Imp.
Manning's n =
0.012
Concrete Gutter
P (2- year /24 -hour) =
3.48
inches (Wake County, NC)
Flow Area =
0.25
sf (Assume 0.5' x 1' Gutter)
Wetted Perimeter =
1.50
ft (Assume 0.5'x 1' Gutter)
Segment Time =
14.05
minutes
Channel Velocity =
6.77
ft/sec
Segment Time =
1.20
minutes
Segment 3: Channel Flow
Segment 4: Channel Flow
Length =
41
It
Length =
445
ft
Height =
0.3
ft
Height =
34.54
ft
Slope =
0.0073
ft/ft
Slope =
0.0776
ft/ft
Manning's n =
0.013
RCP
Manning's n =
0.045
Natural Channel
Flow Area =
1.77
sf (Assume 18" RCP)
Flow Area =
2.00
sf (Assume 2'x 1' Channel)
Wetted Perimeter =
4.71
It (Assume 18" RCP)
Wetted Perimeter =
4.00
ft (Assume 2'x 1' Channel)
Channel Velocity =
5.10
ft/sec
Channel Velocity =
5.81
ft/sec
Segment Time =
0.13
minutes
Segment Time =
1.28
minutes
Time of Concentration = 16.66 minutes
SCS Lag Time = 10.00 minutes (SCS Lag = 0.6* Tc)
Time Increment = 2.90 minutes (= 0.29 *SCS Lag)

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 1B
I. SCS CURVE NUMBERS
HSG
2.95 acres
Impervious
Open
Wooded
A
Onsite wooded
98
2.73
39
30
_ 0.00
Offsite impervious
_98
_0.00
_
Offsite open
69
C .
----,---,-98
98 ._..
0.00_
_ 74__
.
70..___.__.
D _
_._ 98 _._._
80
77____
Assume:
HSG'A' = 0.0%
HSG'B' = 59.0%
HSG'C' = 0.0%
HSG'D' = 41.0%
Cover Condition
SCS CN
­
Comments
Impervious
._
—98
Open
69
Assume good condition
__.._ Wooded
64
Assume good condition
II. POST - DEVELOPMENT
A. Watershed Breakdown
Contributing Area SCS CN Area [acres]
Onfite impervious
2.95 acres
Onsite_open
69
_0.22
Onsite wooded
64
2.73
�O_nsite pond
100
_ 0.00
Offsite impervious
_98
_0.00
_
Offsite open
69
0.00
Offsite wooded_
64
0.00_
_ffs pond
_
100
0.00
Total area =
2.95 acres
0.0046 sq.mi.
Composite SCS CN =
64
% Impervious =
0.0%
. Comments -
Assume good condition
Assume good condition
Assume good_c_ondition
Assume good condition
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin IB
B. Time of Concentration Information
** *Time of concentration is calculated using the SCS Segmental Approach (TR -55).
Segment 1: Overland Flow
Length =
100
ft
Height =
11.1
ft
Slope =
0.1110
ft/ft
Manning's n =
0.40
Woods - Light Underbrush
P (2- year /24 -hour) =
3.48
inches (Wake County, NC)
Segment Time =
10.37
minutes
Segment 2: Concentrated Flow
Length =
167.3
ft
Height=
31.7
It
Slope =
0.1895
ft/ft
Paved ? =
No
Velocity =
7.02
ft/see
J. ALLEN, PE
12/18/2013
Segment Time = A40 minutes
Time of Concentration = 10.77 minutes
SCS Lag Time = 6.46 minutes (SCS Lag = 0.6* Tc)
Time Increment = 1.87 minutes (= 0.29 *SCS Lag)

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin IC
I. SCS CURVE NUMBERS
HSG
SCS CN
Impervious
m
Open
Wooded
A n�
z
98.
�39
0.17
e�. 30
B
63
98
Assume good condition
61
55
C
-
Offsite immervious
98
74
70�
D
_68
_98
98
_
80
77
Assume:
HSG'A' = 0.0%
Offsite pond
100
HSG'B' = 65.6%
Total area = 0.64
HSG'C' = 0.0%
HSG'D' = 34.4%
sq.mi.
Cover Condition SCS CN
Composite SCS CN = 64
Comments
Impervious
98
Open
68
Assume good condition
Wooded
63
Assume good condition
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
Onsite impervious
98
0.00
_
O_ nsite open
68
0.17
Assume good condition_
Onsite wooded
63
0.47
Assume good condition
OnsitePond
100
_ 0.00
-
Offsite immervious
98
0.00
_ Offsite open
_68
0.0_0
Assume good condition
Offsite wooded
63
0.00
Assume good condition
Offsite pond
100
0.00
Total area = 0.64
acres
0.0010
sq.mi.
Composite SCS CN = 64
% Impervious = 0.0%
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Subbasin I C 12/18/2013
B. Time of Concentration Information
Time of concentration was conservatively assumed to be 5 minutes.
�4 Time of Concentration = r� 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
= 0.0500 hours
�a Time Increment0.87 minutes (= 0.29 *SCS Lag)

HOLLY SPRINGS TOWNE CENTER POST-DEVELOPMENT INPUT SUMMARY
KRG-I 1010 Subbasin ID
HSG Tmp,�i_vW .V
Ope W _W._o_d4_
_3
A
Comments
30
B
98
61 55
C
98
74 70
D
98
80 77
Assume:
HSG'A'= 0.0%
Onsite open
_Znsiie
HSG'B'= 38.2%
0.24
HSG'C'= 0.0%
wooded
HSG'D'= 61.8%
0.10
Cover Condition
Comments
Impervious
Open
73
Assume good condition
Wooded
69
Assume good condition
It POST-DEVELOPMENT
A. Watershed Breakdown
Contributing Area
I SCS CN
Area [acres]
Comments
OnsitejMperyipus
m T
---------
Onsite open
_Znsiie
73
0.24
Assume good condition
wooded
69
0.10
Assume good condition
Onsite pond
100
0.00
Offsite m
sit
98
0.00
Offsite open
t
ssu _ne good _condition
Offsite wooded
69
0.00
Assume good condition
o Offsite and
Total area =
0.34
acres
0.0005
sq.mi.
Composite SCS CN =
72
% Impervious = 0.0%
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Subbasin ID 12/18/2013
B. Time of Concentration Information
Time of concentration was conservatively assumed to be S minutes.
Time of Concentration = 5.00 minutes����������
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
0.0500 hours
Time Increment = 0.87 minutes (= 0.29 *SCS Lag)

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 1E
HSG
Impervious
Open
Wooded
A
98
39
30
Onsite open
TOnsite
62
61 _.
M Assume good condition
C
_98
—
70..
_ D
98
80
77
Assume: HSG'A' =
0.0%
0.00
HSG'B' =
92.3%
m 62
HSG'C' =
0.0%
Offsite wooded
HSG'D' =
7.7%
Assume good condition
Cover Condition
SCS CN
Comments
Impervious
_ 98
_._.._�
good condition r
Wooded
57
Assume good condition
II. POST - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
Onsite impervious
98
0.12
Onsite open
TOnsite
62
_0.26 ~
M Assume good condition
wooded
57
7.54{
Assume good condition
� Onsite pond _ _
00
0.00
Offsite impervious
98
0.00
Offsite open
m 62
0_.00
Assume good condition
Offsite wooded
57
0.00
Assume good condition
Offsite pond
100
0.00
Total area = 7.92 acres
0.0124 sq.mi.
Composite SCS CN = 58
% Impervious = 1.5%
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin IE
B. Time of Concentration Information
** *Time of concentration is calculated using the SCS Segmental Approach (TR -55)
Segment 1: Overland Flow
Length =
218 ft
Length =
100
ft
Height =
4.2
ft
Slope =
0.0420
ft/ft
Manning's n =
0.34
Dense Grass /Wooded
P (2- year /24 -hour) =
3.48
inches (Wake County, NC)
Segment Time =
13.44
minutes
Segment 3: Channel Flow
Length =
563
ft
Height =
31.2
ft
Slope =
0.0554
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
2.00
sf (Assume 2'x 1' Channel)
Wetted Perimeter =
4.00
It (Assume 2'x I' Channel)
Channel Velocity =
491
ft/sec
Segment Time =
1,91
minutes
Segment 2: Concentrated Flow
Length =
218 ft
Height =
25.8 ft
Slope =
0.1183 ft/ft
Paved ? =
No
Velocity =
5.55 ft/sec
Segment Time =
0.65 minutes
Time of Concentration = 16.00 minutes
SCS Lag Time = 9.60 minutes (SCS Lag = 0.6* Tc)
Time Increment = 2.78 minutes (= 0.29 *SCS Lag)
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 1F -To SWMF 2
I. SCS CURVE NUMBERS
, -od
HSG Impervious Open . Wooded
A
98
39 30
B
98
61 55
98
__.98 ___
__80 74 _
D
_
77______.
Assume:
HSG'A' = 0.0%
Assume good condition
HSG'B' = 100.0%
55
HSG'C' = 0.0%
Assume pod condition
HSG'D' = 0.0%
Cover Condition SCS CN Comments
Impervious
98
-
w Open
�� 61
Assume good condition
Wooded
55
Assume good condition
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres[
Comments
Onsite impervious
{
98
22.58
Onsitc open
61
8.57
Assume good condition
Onsite wooded
55
0.00
Assume pod condition
_ Onsite pond
100
1.89
Offsite impervious
98
0.13
Offsitc open
61
0.15
Assume good condition
Offsite wooded
55
0.00
Assume good condition
Offsite ond �­--I�100
0.00��,�
-
Total area =
33.32
acres
0.0521
sq.mi.
Composite SCS CN =
88
% Impervious =
68.2%
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Subbasin IF -To SWMF 2 12/18/2013
B. Time of Concentration Information
Time ofconcentration was conservatively assumed to be 5 minutes.
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
= 0.0500 hours
Time Increment 0.87 minutes (= 0.29 *SCS Lag)

HOLLY SPRfNGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin IF- Bypass
I, SCS CIIYtVE NUMBERS'
SCS CN
Area [acres]
HSG Impervious Open Wooded
�A o4��
98
39 30
--
C
98 _
74 70
D _
98. ___".
80 77.._.w
Assume: HSG'A'=
0.0%
69
HSG'B'=
35.8%
HSG'C'=
0.0%
100
HSG'D'=
64.2%
Cover Condition re SCS CN
Comments
Impervious ._
98
0.00
Olen
_ 73
J
_Assume good condition
Wooded
69�
Assume good condition
II POST - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
Onsite impervious
98
0.01
Onsite open
73
0_ .29
Assume good condition
__
Onsite wooded
69
0.93
Assume good condition
Onsite Pond
100
0.00
Offsite impervious
98
0.00
Offsite open
73
0.00
Assume good condition
Offsite wooded
69
0.00
Assume good condition
Offsitepoond
100
0.00
Total area =
1.23
acres
0.0019 sq.mi.
Composite SCS CN =
70
% Impervious =
0.8%
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Subbasin 1F- Bypass 12/18/2013
B. Time of Concentration Information
Time of concentration was conservatively assumed to be S minutes.
Time of Concentration =5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
0.0500 hours
Time Increment = 0.87 minutes (= 0.29 *SCS Lag)

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin I G -To SWMF 8
I. SCS CURVE NUMBERS
SCS CN
HSG Impervious Open Wooded
A
Onsite impervious
30
B
_. 98
- -..__
- - - -_ _.._C --__
-- D
98
98 _
74_. 70_..__.__
- 80 77
Assume: HSG'A'=
0.0%
Onsite wooded
HSG'B' =
93.9%
1.92
HSG'C'=
0.0%
` 100
HSG'D' =
6.0%
Cover Condition SCS CN
Impervious _
98
-
Open
62
Assume good condition
Wooded
56
Assume good condition
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
Onsite impervious
98
3.03
Onsite open)
62
3.67
Assume good condition
Onsite wooded
56
1.92
Assume good condition
Onsite pond
` 100
0.28
Offsite impervious
98
1.07
_Offsite open
62 NyT
0.02
w Assume good condition
wooded
56
0.00
Assume good condition
_Offsite _ _
Y Offsite o�
a. 100
.0.00 ,
K
Total area =
9.99
acres
0.0156
sq.mi.
Composite SCS CN =
77
% Impervious =
41.0%
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin I G- To SWMF 8
B. Time of Concentration Information
Time of concentration was conservatively assumed to be 5 minutes.
Time of Concentration = 5.00 minutesa�
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
0.0500 hours
��Time Increment= 0.87 minutes ( =0.29 *SCS Lag)
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST-DEVELOPMENT INPUT SUMMARY
KRG-1 1010 Subbasin IG-Bypass
I. SCS CURVP, NUMBERS
HSG
Impervious Open Wooded
A
98 39 30
B
98 61 55
C
98 74 70
D
�O 77
98 80
Assume:
HSG'A'= 0.0%
_._.__Onsitc ol)en---
HSG'B'= 97.8%
61
HSG'C'= 0.0%
0.34
HSG'D'= 2.2%
Cover Condition SCS CN Comments
Impervious
55
en
61 Assume good condition
Wooded
55 Assume good condition
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
_._.__Onsitc ol)en---
61
0.34
Assume good condition
wooded
55
1.02
Assume good condition.
­Onsite
Onsite pond
100
0.00
impervious
98
0.00
_Offsite
Offsitc open
61
000
Assume good condition
Offsite wooded
55
0.00
Assume good condition
Offsite Pond
1060
0.00
Total area =
1.36
acres
0.0021
sq.mi.
Composite SCS CN =
57
% Impervious =
0.0%
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Subbasin IG- Bypass 12/18/2013
B. Time of Concentration Information
Time of concentration was conservatively assumed to be 5 minutes.
'rime of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
0.0500 hours
Time Increment = 0.87 minutes (= 0.29 *SCS Lag)

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin IH -TO SWMF 1
HSG
SCS CN
Impervious
Open
Wooded
A
6.04
98
Onsite open
39
30
B
Onsite wooded
98
61
55
100
0.40
Offsite impervious
74
_.77_._
D
O_ffsite men _
__._.98
- _ —.
- -80
Offsite wooded
Assume:
HSG'A' = 0.0%
good condition
_
�Offsit�on _
_tl
HSG'B' = 100.0%
0. A()
HSG'C'= 0.0%
10.05
acres
HSG'D'= 0.0%
Cover Condition
SCS CN
Comments
Impervious
98
% Impervious =
74.5%
O pen _.
_.._._.__..__
._.__. 61 ..._...._._._...___Assume
good condition
Wooded
55
Assume good condition
IL POST- DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
j Area [acres]
II
Comments
Onsite iervious _
mm w
98
6.04
Onsite open
_
61
1.85
�v0.00
Assume good condition
Onsite wooded
55
Assume good condition
Onsite pond
100
0.40
Offsite impervious
98
1.45
O_ffsite men _
61
0.31
Assume good condition
MAssume
Offsite wooded
5_
0.00 _
good condition
_
�Offsit�on _
_tl
.,100
0. A()
Total area =
10.05
acres
0.0157
sq.mi.
Composite SCS CN =
90
% Impervious =
74.5%
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Subbasin IH -TO SWMF 1 12/18/2013
B. Time of Concentration Information
Time of concentration was conservatively assumed to be 5 minutes.
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
0.0500 hours
Time Increment = 0.87 minutes (= 0.29 *SCS Lag)

HOLLY SPRINGS TOWNE CENTER POST-DEVELOPMENT INPUT SUMMARY
KRG-I 1010 Subbasin IH-Bypass
I. SCS CURVE NUMBERS
HSG
SCS CN
Impervious
Open
Wooded
A
0.01
98
39
30
1.09
Assume good condition
Onsite wooded
61
55
Assume good condition
Onsite pond
98
74
D
98
98
80
77
Assume:
HSG'A'=
0.0%
Offsite wooded
58
HSG'B'=
84.6%
Offsite and
100
HSG'C'=
0.0%
Total area =
6.94
HSG'D'=
15.4%
Cover Condition SCS CN
Comments
Impervious
Composite SCS CN =
98
Open
% Impervious =
64
Assume good condition
Wooded
58
Assume good condition
11. POST-DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
Onsite impervious
98
0.01
Onsite open
64
1.09
Assume good condition
Onsite wooded
58
5.84
Assume good condition
Onsite pond
100
0.00
f
Offsite ou�
98
0.00
Offsite open
64
0.00
Assume good condition
Offsite wooded
58
0.00
Assume good condition
Offsite and
100
0.00
Total area =
6.94
acres
0.0108
sq.mi.
Composite SCS CN =
59
% Impervious =
0.1%
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin IH- Bypass
B. Time of Concentration Information
** *Time of concentration is calculated using the SCS Segmental Approach (TR -55)
Segment 1: Overland Flow
Length =
300
Length =
100
ft
Height =
6.42
ft
Slope =
0.0587
ft/ft
Manning's n =
0.34
Dense Grass /Wooded
P (2- year /24 -hour) =
3.48
inches (Wake County, NC)
Segment Time =
11.75
minutes
Segment 3: Channel Flow
Length =
511
ft
Height =
17.7
ft
Slope =
0.0346
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
4.00
sf (Assume 2'x 2' Channel)
Wetted Perimeter =
6.00
ft (Assume 2'x 2' Channel)
Channel Velocity =
4.70
ft/sec
Segment Time =
1.81
minutes
Segment 2: Concentrated Flow
Length =
300
ft
Height =
30.02
ft
Slope =
0.1001
ft/ft
Paved ? =
No
Velocity =
5.10
ft/sec
Segment Time =
0.98
minutes
Time of Concentration�14.54 minutes�����
SCS Lag Time = 8.73 minutes (SCS Lag = 0.6* Tc)
Time Increment = 2.77 minutes (= 0.29 *SCS Lag)
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin H
L SCS CURVE NUMBERS
HSG
Impervious Open Wooded �.
�.
Area [acresl
98
39 30
B___.___�
C
98
74 70
63
1.41
Assume:
HSG'A' = 0.0%
57
2.14
HSG'B' = 89.0%
Assume good condition
Onsite pond
HSG'C' = 0.0%
0.00
HSG'D' = 11.0%
Offsite impervious
��C E a�
Cover Condition SCS CN Comments
Impervious
98
-
Open
63
Assume good condition
�Wooded
57
Assume good condition
A. Watershed Breakdown
Contributing Area f
SCS CN
Area [acresl
Comments
Onsite impervious
Onsite open
63
1.41
Assume good condition
Onsite wooded
57
2.14
Assume good condition
Onsite pond
100
0.00
Offsite impervious
98
0.00_
^
-
O_ffsite open
63
0.00
Assume good condition
—
Offsite wooded
_
57
0.00
Assume good condition
OffsiteMo d
100
--o .o
Total area =
3.55
acres
0.0055
sq.mi.
Composite SCS CN =
60
% Impervious =
0.0%
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 1I
B. Time of Concentration Information
Time of concentration was conservatively assumed to be 5 minutes.
Time of Concentration = 5.00 minutes���
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Te)
= 0.0500 hours
Time Increment = 0.87 minutes (= 0.29 *SCS Lag)
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 2A
HSG Impervious Open p Wooded
A
98
39 � 30
Comments
_ _
C
98
_,.__..
74 70
D
98
80 77
Assume:
HSG 'A' = 0.0%
Onsite wooded
55
HSG'B'= 100.0%
Assume good condition
HSG'C' = 0.0%
100
0.00
I- ISG'D' = 0.0%
Cover Condition SCS CN Comments
m�
Impervious
_ 98
_
Open
_ 61
Assume good condition
Wooded
55
Assume good condition
H. POST - `DEVELOPMENT
A. Watershed Breakdown
Contributing Area (
SCS CN
Area [acres]
Comments
Onsite impervious
! 98
0.00
_Onsite_open
_ 61
0.12
j
Assume good condition
Onsite wooded
55
1.98
Assume good condition
Onsite pond
100
0.00
Offsite i ervious
m l _ _ _ _ _____ ._
Offsite open
_ 98
61
0.00_
Assume good condition
Ww�
Offsite wooded
55
0.00_
_
Assume good condition
_ _
Offsite and
100
0.00
Total area =
2.10
acres
0.0033
sq.mi.
Composite SCS CN =
55
% Impervious =
0.0%
J. ALLEN, PE
3/12/2014

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 2A
B. Time of Concentration Information
***Time of concentration is calculated using the SCS Segmental Approach (TR -55).
Segment I: Overland Flow
Length =
Height =
Slope =
Manning's n =
P (2- year /24 -hour) =
Segment Time =
100
ft
13.2
ft
0.1320
ft/ft
0.40
Woods - Light Underbrush
3.48
inches (Wake County, NC)
9,58
minutes
Segment 2: Concentrated Flow
Length =
105.7
ft
Height =
23.2
ft
Slope =
0.2195
ft /ft
Paved ? =
No
Velocity =
7.56
ft /sec
Segment Time = 0.23 minutes
Time of Concentration = 9.91 minutes
SCS Lag Time = 5.95 minutes (SCS Lag = 0.6* Tc)
Time Increment = 1.72 minutes (= 0.29* CS Lag)
J. ALLEN, PE
3/12/2014

HOLLY SPRINGS TOWNE CENTER POST-DEVELOPMENT INPUT SUMMARY
KRG-11010 Subbasin 2B
1. SCS CURVE NUMBERS
HSG Impervious Open Wooded
98 39 -3
B 98 61 55
C 98 74 70
D 98 80 77
Assume: HSG'A'= 0.0%
HSG'B'= 77.3%
HSG'C'= 0.0%
HSG'D'= 22.7%
Cover Condition- SCS CN Comments
Impervious 98
Open 65 Assume good condition
Wooded 60 Assume good condition
11.,POST-DEVELOPMEN7t
A. Watershed Breakdown
Contributing Area
SCS CN
I Area [acres]
Comments
_ Onsite impervious
98
0.00
-- Onsite open
65
0.51
Assume good condition
bitsAe "cle
3.54
Assume good condition
Onsite pond
100
0.00
Offsite impervious
98
0.00
Offsite open
65
000
Assume good condition
Offsite wooded
60
0.00
Assume good condition
Offsite pond
100
0.00
Total area =
4.05
acres
0.0063
sq.mi.
Composite SCS CN =
61
% Impervious =
0.0%
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 2B
B. Time of Concentration Information
** *Time of concentration is calculated using the SCS Segmental Approach (TR -55).
Segment 1: Overland Flow
Length =
Height =
Slope =
Manning's n =
P (2- year /24 -hour) =
100 ft
4.2 ft
0.0420 ft/ft
0.40 Woods - Light Underbrush
3.48 inches (Wake County, NC)
Segment Time = 15.30 minutes
Segment 2: Concentrated Flow
Length=
350 ft
Height =
43.1 ft
Slope =
0.1231 ft/ft
Paved ? =
No
Velocity =
5.66 ft/sec
Segment Time = 1.03 minutes
Time of Concentration = 16.33 minutes
SCS Lag Time = 9.80 minutes (SCS Lag = 0.6* Tc)
Time Increment = 2.84 minutes (= 0.2 *SCS Lag)
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbcasin 2C -To SWMF 3
I. SCS CURVE NUMBERS
HSG Impervious Open Wooded 4 Ac Res . id Cots
A 98 39 30 61
B 98 61 55 75
C 98 74 70 83
D 98 80 77 87
Assume: HSG'A' = 0.0%
HSG'B' = 100.0%
HSG'C' = 0.0%
HSG'D' = 0.0%
Cover Condition — SCS CN Comments
Impervious
Open _ 61 Assume good condition
Wooded 55 Assume good condition
1/4 Ac. Resid. Lots 75 Assume 38% Impervious
ll. POST - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
Onsite impervious
98
13.21
O_nsite open
61
3.29 _ .­-----Assume
good condition
Onsite wooded
55
0.00
Assume good condition
Onsite pond
100
0.77
Offsite impervious
98
1.46
Offsite open
61
1.51
Assume good condition
Offsite wooded
55
0.03
Assume good condition
Offsite 1/4 Ac Resid. Lots
75
0.20
Assume 38% Imperviou
Offsite pond
100
0.00
Total area =
20.47
acres
0.0320
sq.mi.
Composite SCS CN =
89
% Impervious =
72.0%
J. ALLEN, PE
12/18/2013

MOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Subbasin 2C -To SWMF 3 12/18/2013
B. Time of Concentration Information
Time ofconcentration was conservatively assumed to be S minutes.
Time of Concentration =� 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
0.0500 hours
Time Increment = 0.87 minutes (= 0.29 *SCS Lag)

HOLLY SPRINGS TOWNE CENTER POST-DEVELOPMENT INPUT SUMMARY
KRG-11010 Subbasin 2C-To SWMF 4
I. SCS CURVE NUMBERS
HSG Impervious Open Wooded
A
9739 3_0
8
B 98 61 55
C_1_­_­__ ---70---,
D 98 80 -- 77 -.
Assume: HSG'A'= 0.0%
HSG'B'= 97.3%
HSG'C'= 0.0%
HSG'D'= 2.7%
Cover Condition—. SCS CN Comments
Impervious 98
Open _ 62 Assume good condition
Wooded 56 Assume ­good con�diti n____
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
qrjs�iytoipperyious
98
Onsite open
62
3.02
Assume good condition
Onsite wooded
56
0.19
Assume good condition
Onsite and
100
0.47
Offsite impervious
98
0.00
Offsite open
62
0.00
Assume good condition
, . . - — ------- --
Offsite wooded
56
0.00
Assume good condition
Offsite pond
100
0.00
Total area =
8.28
acres
0.0129
sq.mi.
Composite SCS CN =
84
% Impervious =
55.6%
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 2C -To SWMF 4
B. Time of Concentration Information
Time ofconcentration was conservatively assumed to be S minutes.
Time of Concentration = 5.00
minutes���
SCS Lag Time = 3.00
minutes (SCS Lag = 0.6* Tc)
= 0.0500
hours
Time Increment = 0.87
minutes (= 0.29 *SCS Lag)
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST-DEVELOPMENT INPUT SUMMARY
KRG- 11010 Subbasin 2C-Bypass-Onsite
1. SCS CURVE NUMBERS_
HSG
SCS CN
Impervious
Open
Wooded
1/4 Ac. Resid Lots
98
Onsite open
39
30
B
Onsite wooded
98
2.16 ..
61
55
75
100
0.00
98
74
70
--- 0.00
D
98
61
80
77
87
Assume:
HSG'A'=
0.0%
Assume good condition
Offsite pond
HSG'B'=
64.6%
Total area =
HSG'C'=
0.0%
0.0053
HSG'D'=
35.4%
Composite SCS CN =
58
Cover Condition
SCS CN
mme,
Comments
2.6%
Impervious
98
68 J
Assume good condition
___Open
Wooded
63
Assume good condition
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
98
Onsite open
61
1.17
Assume good condition
Onsite wooded
55
2.16 ..
. .... — ------
Assume good condition
100
0.00
Off site s
--- 0.00
Offsite open
61
0 0
Assume good condition
Offsite wooded
0.00
Assume good condition
Offsite pond
0.00
Total area =
3.42
acres
0.0053
sq.mi.
Composite SCS CN =
58
% Impervious =
2.6%
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 2C- Bypass - Onsite
B. Time of Concentration Information
** *Time ofconcentration is calculated using the SCS Segmental Approach ('TR -55)
Segment 1: Overland Flow
24
ft
Length =
100
ft
Height =
16.7
ft
Slope =
0.1670
ft/ft
Manning's n =
0.38
Woods /Dense Grasses
P (2- year /24 -hour) =
3.48
inches (Wake County, NC)
Segment Time =
8.46
minutes
Segment 3: Channel Flow
Length =
545
ft
Height =
13.9
ft
Slope =
0.0255
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
12.00
sf (Assume 4'x3' Channel)
Wetted Perimeter =
10.00
ft (Assume 4'x 3' Channel)
Channel Velocity =
5.97
ft/sec
Segment Time =
1.52
minutes
Segment 2: Concentrated Flow
J. ALLEN, PE
12/18/2013
Length =
24
ft
Height =
4.4
ft
Slope =
0.1833
ft/ft
Paved ? =
No
Velocity=
6.91
ft/sec
Segment Time =
4.06
minutes
Time of Concentration = 10.04 minutes
SCS Lag Time = 6.02 minutes (SCS Lag = 0.6* Tc)
Time Increment = 1.75 minutes (= 0.29 *SCS Lag)

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 2C- Bypass - Offsite
I.'SCS CURVE NUMBERS
HSG
Impervious
Open
Wooded
1/4 Ac. Resid Lots
98
B
98
61
55
75
C
98
74
70
83
Assume:
HSG'A'= 0.0%
HSG'B'= 100.0%
HSG 'C' = 0.0%
HSG'D'= 0.0%
Cover Condition
SCS CN
Comments
Impervious
-
98
Open
61
Assume good condition
Wooded
55
Assume good condition
1/4 Ac. Resid Lots
75
Assume 38% Impervious
fL POST-DEVELOPMENT
A. Watershed Breakdown
Contributing Area
�Onsite im ervious
______
Onsite open
Onsite wooded
Onsite pond
O_ffsite 1/4 A_c_R_esid. Lots
Offsite pond
SCS CN
61
55
100
_98
61
55
75.
100
Area [acres]
0.00
­­--l- . - - -_._ _._
0.00
- '0.00
0.00
1.38
2.23 ._
0.58
0.00
Total area = 4.50 acres
0.0070 sq.mi.
Composite SCS CN = 74
% Impervious = 35.6%
Comments
Assume good condition
Assume good condition
Assume good condition
Assume good condition
Assume 38% Impervious
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 2C- Bypass- Offs1te
B. Time of Concentration Information
** *Time of concentration is calculated using the SCS Segmental Approach (TR -55)
Segment 1: Overland Flow
77
ft
Length =
100
ft
Height =
3.1
ft
Slope =
0.0310
ft/ft
Manning's n =
0.26
Woods/Dense Grasses
P (2- year /24 -hour) =
3.48
inches (Wake County, NC)
Segment Time =
12.24
minutes
Segment 3: Channel Flow
ft
Height=
Length =
504
ft
Height =
19.4
ft
Slope =
0.0385
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
2.00
sf (Assume 2'x 1' Channel)
Wetted Perimeter =
4.00
ft (Assume 2'x 1' Channel)
Channel Velocity =
4.09
ft/sec
Segment Time =
2.05
minutes
Segment 2: Concentrated Flow
J. ALLEN, PE
12/18/2013
Length =
77
ft
Height =
18.2
ft
Slope =
0.2364
ft/ft
Paved ? =
No
Height =
Velocity =
7.84
ft/sec
Segment Time =
0.16
minutes
Segment 4: Channel Flow
ft/ft
Length =
70
ft
Height=
0.4
ft
Slope =
0.0057
ft/ft
Manning's n =
0.013
Assume 18" RCP Culvert
Flow Area =
1.77
sf (Assume 18" RCP)
Wetted Perimeter =
4.71
ft (Assume 18" RCP)
Channel Velocity =
4.51
ft/sec
Segment Time =
0.26
minutes
Segment 5: Channel Flow
55
ft
Segment 6: Channel Flow
0.6
Length =
71
It
Length =
53
ft
Height =
5.1
ft
Height =
0.1
ft
Slope =
0.0718
ft/ft
Slope =
0.0019
ft/ft
Manning's n =
0.013
Assume 18" RCP Culvert
Manning's n =
0.013
Assume 18" RCP Culvert
Flow Area =
1.77
sf (Assume 18" RCP)
Flow Area =
1.77
sf (Assume 18" RCP)
Wetted Perimeter =
4.71
ft (Assume 18" RCP)
Wetted Perimeter =
4.71
ft (Assume 18" RCP)
Channel Velocity =
15.98
ft/sec
Channel Velocity =
2.59
ft/sec
Segment Time =
0.07
minutes
Segment Time =
0.34
minutes
Segment 7. Channel Flow
Length =
55
ft
Height =
0.6
ft
Slope =
0.0109
ft/ft
Manning's n =
0.013
Assume 18" RCP Culvert
Flow Area =
1.77
sf (Assume 18" RCP)
Wetted Perimeter =
4.71
ft (Assume 18" RCP)
Channel Velocity =
6.23
ft/sec
Segment Time =
0.15
minutes
Time of Concentration = 15.28 minutes
SCS Lag Time = 9.17 minutes (SCS Lag = 0.6* Tc)
Time Increment = 2.66 minutes (= 0.29 *SCS Lag)

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 3A
HSG lmpervious n Open Wooded
A 98
B 98 61 55
C 98 74 70
D 98 80 77
Assume: HSG'A' = 0.0%
HSG'B' = 100.0%
HSG'C' = 0.0%
HSG'D' = 0.0%
Cover Condition SCS CN Comments
Impervious
Open 61 _Assume good condition
Wooded 55 _ Assume good condition
A. Watershed Breakdown
Contributing Area
SCS CN Area [acres)
Comments
Onfite impervious
98
0.00
O_nsite open
61
0.82
Assume _good _condition
Onfite wooded
55
0.53
Assume good condition
Onfite pond
100
0.00
Offsite impervious . -..._ _ .
98
__.. 0.00
Offsite open
_61
0.0_0
Assume good condition
Offsite wooded
55
0.00
Assume good condition
Offsiteeond
100
0.00
Total area =
1.35
acres
0.0021
sq.mi.
Composite SCS CN =
59
% Impervious =
0.0%
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 3A
B. Time of Concentration Information
Time of concentration was conservatively assumed to be 5 minutes.
Time of Concentration = 5.00 minutes���
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
0.0500 hours
Time Increment = 0.87 minutes 00.29 *SCS Lag)
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST-DEVELOPMENT INPUT SUMMARY
KRG-11010 Subbasin 3B
I. SCS CURVE NUMBERS
HSG Impervious -Open- Wooded
A 98 39 3-0
B
C 98 74 70
D 98 80 77
Assume: HSG'A'= 0.0%
HSG'B'= 100.0%
HSG'C'= 0.0%
HSG'D'= 0.0%
_nt_s_
Cover Condition SCS CN Comments
Impervious 98
Open 61 Assume good condition
Wooded Assume good condition
11. POSTD&FLOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
98
0.00
Onsite open
_6._S_ite
61
_55_
0.13
Assume good condition
�oo_ded
0.05
Assume good condition
Onsite pond
100
0.00
Offsite impervious
98
0.00
Offsite open
61
0.00
Assume good condition
Offsite wooded
55
0.00
Assume good condition
--------------
Offsite pond �aw
100
0.00
Total area =
0.18
acres
0.0003
sq.mi.
Composite SCS CN =
59
% Impervious =
0.0%
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Subbasin 3B 12/18/2013
B. Time of Concentration Information
Time of concentration was conservatively assumed to be 5 minutes.
Time of Concentration= 5.00
minutes
SCS Lag Time = 3.00
minutes (SCS Lag = 0.6* Tc)
= 0.0500
hours
Time Increment = 0.87
minutes (= 0.29 *SCS Lag)

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 3C -To SWMF S
I. SCS CURVE NUMBERS
HSG Impervious Open Wooded 1/4 Ac. Re
A __39__ 30 61
B 98 _ _ ___ 61_.____ __ 55_ .__ __. ,. ___.75
C —. 98 74 .-70 _83
D_ —_— 98 _._ 80 _. _ 77 87
Assume: HSG'A' = 0.0%
HSG'B' = 100.0%
HSG'C'= 0.0%
HSG'D' = 0.0%
Cover Condition SCS CN Comments
Impervious 98 � -
_Open 61 Assume good condition
_Wooded _ 55-.---- Assume good c_o_ndition
Ac. Resid. Lots 75 _ Assume 38% Impervious
A. Watershed Breakdown
Contributing Area S
SCS CN A
Area [acres] C
Comments
Onsite impervious 9
98 9
9.93
Onsite open 6
61 4
4.69 _
_Assume good condition
Onsite wooded 5
55 3
3.64 A
Assume good condition
Onsite pond 1
100
Offsite im ervious 9
98 0
0.00
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Subbasin 3C -To SWMF 5 12/18/2013
B. Time of Concentration Information
Time of concentration was conservatively assumed to be 5 minutes.
Time of Concentration =� 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
0.0500 hours
Time Increment = 0.87 minutes (= 0.29 *SCS Lag)

HOLLY SPRINGS TOWNE CENTER POST-DEVELOPMENT INPUT SUMMARY
KRG-11010 Subbasin 3C-Bypass
1. SCS CURVE NUMBERS
HSG Impervious Upen I wooctect
A - ------ ___39____'
B 98---,-. 6 1
C 98 74
D 98 80 77
Assume: HSG'A'= 0.0%
HSG'B'= 100.0%
HSG'C'= 0.0%
HSG'D'= 0.0%
- ----------
Cover Condition SCS CN Comments
finpervious 98 -
61 Assume good condition
Wooded 55 Assume good
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres)
Comments
Onsite impervious
98
0
Onsite open
61
0.25
Assume good condition
Onsite wooded
55
0.66
Assume
-,..—Onsite pond
Offsite impervious
98
0.00
---------- --
Offsite open
61
000
Assume good condition
Offsite wooded
0. 00
Assume good condition
Offsite pond
100
0.00
Total area =
0.91
acres
0.0014
sq.mi.
Composite SCS CN =
57
% Impervious =
0.0%
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY L ALLEN, PE
KRG -11010 Subbasin 3C- Bypass 12/18/2013
B. Time of Concentration Information
Time of concentration was conservatively assumed to be 5 minutes.
Time of Concentration = 5.00 �minutes�����
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Te)
0.0500 hours
Time Increment = 0.87 minutes (= 0.29 *SCS Lag)

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 3D -To SWMF 6
I. SCS CURVE NtJMBERS
HSG Impervious Open Wooded
98 39 30
B 98 _ 61 _ _ _ 55
C� 98 _74 70
D 98 80. 77
Assume: HSG'A'= 0.0%
HSG'B' = 100.0%
HSG'C' = 0.0%
HSG'D' = 0.0%
Cover Condition SCS CN Comments
Open 61 Assume good condition.-,----.
Wooded 55 Assume good condition
A. Watershed Breakdown
Contributing Area
SCS CN
Area iacresi
I
Comments
Onsite impervious
98
_ Onsite open
61
4.70
v0.69
Assume good condition
Onsite wooded
55
good condition
Onsite pond
100
0.53
_Assume
Offsite impervious
98
1.53
Offsite open
61
1.11
Assume good condition
Offsite wooded
55
0.00
Assume good condition
Offsite pond
100
I 0 00
Total area =
18.09
acres
0.0283
sq.mi.
Composite SCS CN =
85
% Impervious =
61.1%
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -I 1010 Subbasin 3D -To SWMF 6 12/18/2013
B. Time of Concentration Information
Time of concentration was conservatively assumed to be 5 minutes.
Time of Concentration = 5.00 minutes������
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Te)
0.0500 hours
Time Increment = 0.87 minutes (= 0.29 *SCS Lag)

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 3D- Bypass
1. SCS CURVE NUMBERS
HSG
Impervious Oen p � Wooded
A
98
39 30 _
_
B
98 _.
61 35
Onsiteopn
98-,--------
80 — — �7
.D
----- Assume good condition
Onsite wooded
Assume:
HSG'A' = 0.0%
0.35
_ ...__......
Assume good condition
HSG'B' = 100.0%
100
HSG'C' = 0.0%
Offsite impervious
HSG'D' = 0.0%
98
Cover Condition SCS CN
Comments�ry��
_-- - -.__. Impervious
_ ...____.._ _ _98__mm
61
Open
61
_ �55
Assume good condition
Wooded
55
Assume good condition
II. POST - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
{ Area [acres] Comments
Onsite impervious
_
98 0.00
Onsiteopn
61
0.56
----- Assume good condition
Onsite wooded
55
0.35
_ ...__......
Assume good condition
_---- -_ -.._
Onsite pond
100
0.00
Offsite impervious
98
0.00
Offsite open
61
0.00
Assume good condition
Offsite wooded
55
0.00
Assume good condition
Offsite pond
100
0.00
Total area =
0.91
acres
0.0014
sq.mi.
Composite SCS CN =
59
% Impervious =
0.0%
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Subbasin 3D- Bypass 12/18/2013
B. Time of Concentration Information
Time of concentration was conservatively assumed to be S minutes.
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
= 0.0500 hours
Time Increment = 0.87 minutes (= 0.29 *SCS Lag)

HOLLY SPRINGS TOWNE CENTER POST-DEVELOPMENT INPUT SUMMARY
KRG-11010 Subbasin 3E-Bypass-Onsite
HSG Impervious Open Wooded 1/4 Ac. Resid Lots
A 30-61
B 98 61 55 75
C 98 74 70 83
D 98 80 77 87
Assume: HSG'A'= 0.0%
HSG'B'= 100.0%
HSG'C'= 0.0%
HSG'D'= 0.0%
Cover Condition SCS Cf-N--F- —Comments
Impervious 98
Open m T 61 Assume good condition
Wooded 55 Assume good condition
IL POSr-DEkELOPMENT
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite 98 0.00
Onsite open 61 1.40 Assume good condition
Onsite wooded 55 0.81 = Assume good condition
Onsite pond 100 0.00
--- - — ------
Offsite impervious 98 0.00
Offsite open 61 0.00 Assume good condition
Offsite wooded 55 0.00 Assume good condition
Offsite pond�100 0.00
Total area = 2.21 acres
0.0035 sq.mi.
Composite SCS CN = 59
% Impervious = 0.0%
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 3E- Bypass - Onsite
B. Time of Concentration Information
Time of concentration was conservatively assumed to be 5 minutes.
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
0.0500 hours
n�'rime Increment 0.87 minutes (= 0.29 *SCS Lag)
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 3E- Bypass - Offsite
HSG Impervious Open Wooded 1/4 Ac. Resid Lots
A 98 39 30 61�
B 98 61 55 75
98 _ 74
.0 83
D 98 8-0­---.'-77 87�
Assume: HSG'A'= 0.0%
HSG'B'= 100.0%
HSG'C'= 0.0%
HSG'D'= 0.0%
Cover Condition SCS CN Comments
_.___.- _____.._.Impervious _ .._ 98_.__
- Olen 61 _Assume p ood condition
_ W_ ooded _ 55 Assume good condition
Resid. Lots 75 Assume 38% Impervious
Lf. POST- DEVELOPMENT
A. Watershed Breakdown
Contributing Area SCS CN A
Area ]acres] C
Comments
Onsite impervious W
0.00
W 9
0.00 A
Assume good condition
Onsite wooded 55 0
0.00 A
Assume good condition
Onsite pond 100 .._ _
_._._ 0.00
Offsite impervious 98 1
1.38 y
y
Offsite open i 61 _
good condition
_ O
1.07 A
_Assume g
site I /4 Ac Resid. Lots 7S 2
2.78 A
Assume 38% Im erviou:
_________.____.._� _.____ __ .__. ___ _
__._. p
J. ALLEN, PE
3/12/2014

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 3E- Bypass- Offsite
B. Time of Concentration Information
* * *Time of concentration is calculated using the SCS Segmental Approach (TR -55)
Segment 1: Overland Flow
169
ft
Length =
100
ft
Height =
6.3
ft
Slope =
0.0630
ft1ft
Manning's n =
0.40
Woods - Light Underbrush
P (2- year /24 -hour) =
3.48
inches (Wake County, NC)
Segment Time =
13.01
minutes
Segment 3: Channel Flow
0.15
minutes
Length =
253
ft
Height =
14.7
ft
Slope =
0.0581
Wit
Manning's n =
0.045
Natural Channel
Flow Area =
2.00
sf (Assume 2'x P Channel)
Wetted Perimeter =
4.00
It (Assume 2'x 1' Channel)
Channel Velocity =
5.03
ft/sec
Segment Time =
0.84
minutes
Segment 5: Channel Flow
Length =
169
ft
Height =
16.3
ft
Slope =
0.0964
ft/ft
Manning's n =
0.013
Assume 18" RCP Culvert
Flow Area =
1.77
sf (Assume 18" RCP)
Wetted Perimeter =
4.71
It (Assume 18" RCP)
Channel Velocity =
18.52
ft/sec
Segment Time =
0.15
minutes
Segment 2: Concentrated Flow
J. ALLEN, PE
3/12/2014
Length =
229
ft
Height =
26.3
It
Slope =
0.1148
ft/ft
Paved ? =
No
Velocity =
5.47
ft/sec
Segment Time =
0.70
minutes
Segment 4: Channel Flow
Length =
367
ft
Height =
2.2
ft
Slope =
0.0060
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
5.00
sf (Assume 5' x 1' Channel)
Wetted Perimeter =
7.00
ft (Assume 5'x 1' Channel)
Channel Velocity =
2.05
ft/sec
Segment Time =
299
minutes
Time of Concentration = 17.69 minutes
SCS Lag Time = 10.61 minutes (SCS Lag = 0.6* Tc)
Time Increment = 3.08 minutes (= 0.29 *SCS Lag)

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 5- Onsite
1. SCS CURVE NUMBERS
HSG
Comments
Impervious 3
Open
Wooded
1/4 Ae. Re
A
j 1.51
98 1
39
30
61
Assume good condition
Onsite pond
e
Offsit impervious
100
98
0.00
0 00
_., .. _
.a _ _ _ __ _
Offsite open
C_._w.___
0 00
98
74 _._
_ _ 70
83
Assume good condition
___._._ _ _ ...,____.
Offsite 1/4 Ae Resid. Lots
_...
_....._.. _
75
,.._ __ .__
0.00 1
____.__
Assume 38 % Impervious
Offsite pond
D
# 0.00
98T
80a _
77
87
Assume:
HSG 'A' = 0.0%
sq.mi.
Composite SCS CN
I-ISG'B'= 100.0%
% Impervious = 19.9%
HSG'C' = 0.0%
HSG 'D' = 0.0%
Cover Condition
SCS CN Comments
_ _Impervious_
_.__. 98
----- - -- -_
O en
61
Assume good condition
Wooded
55
Assume good condition
1/4 Ac. Resid. Lots
75 )
Assume 38% Impervious
11. POST - DEVELOPMENT
A. Watershed Breakdown
Contributing Area SCS CN 1 Area [acres]
Comments
Onsrte impervious
98
0.00
Onsite open
61
j 1.51
Assume good condition
Onsite wooded
55
0.39
Assume good condition
Onsite pond
e
Offsit impervious
100
98
0.00
0 00
_., .. _
.a _ _ _ __ _
Offsite open
61
0 00
Assume good condition
Offsite wooded
55
{ 0-00
Assume good condition
___._._ _ _ ...,____.
Offsite 1/4 Ae Resid. Lots
_...
_....._.. _
75
,.._ __ .__
0.00 1
____.__
Assume 38 % Impervious
Offsite pond
100
# 0.00
Total area = 1.90
acres
0.0030
sq.mi.
Composite SCS CN
= 60
% Impervious = 19.9%
J. ALLEN, PE
1/10/2014

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Subbasin 5- Onsite 1/10/2014
B. Time of Concentration Information
Time of concentration was conservatively assumed to be 5 minutes.
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
0.0500 hours
Time Increment = 0.87 minutes (= 0.29 *SCS Lag)

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 5- Offsite
LrSCS CURVE NUMBERS
HSG Impervious Open Wooded 1/4 Ac. Resid Lots
A 98 39 30 61
I3 98 75
C 98 74 70 83
D 98 80 77 87
Assume: HSG'A'= 0.0%
HSG'S' = 100.0%
HSG'C'= 0.0%
HSG'D'= 0.0%
.. C
Cover Condition SCS CNComments�
Impervious
Assume good condition
Wooded 55 Assume good condition
4 1/4 Ae Resid Lots 75 Assume 38% Impervious
IL POST- DEVELOPMENT'
A. Watershed Breakdown
Contributing Area I SCS CN Area [acres) i Comments
Onsite impervious 98 0,00
Onsite ion
. di
open 61 0 00 Assume good cont
__... _ _ r_
Onsite wooded 55 0.00 Assume good condition
Onsite pond 100 0 00
Offsrte impervious 98 1.65 i
Offsite open 61 3.79 Assume good condition
Offsite wooded 55 1.25 Assume good condition
Offske 1/4 Ac Resid Lots L 75 3.57 Assume 38 % Im_perviou
Offsite pond j 100 0.00
Total area = 10.26 acres
0.0160 sq.mi.
Composite SCS CN = 71
% Impervious = 29.3%
J. ALLEN, PE
1/10/2014

HOLLY SPRINGS TOWNF -_ CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 5- Offsite
B. Time of Concentration Information
* * *Time of concentration is calculated using the SCS Segmental Approach (TR -55)
Segment 1: Overland Flow
182
Height =
Length =
100
ft
Height =
4.9
ft
Slope =
0.0490
ft/ft
Manning's n =
0.24
Dense Grasses
P (2- year /24 -hour) =
3.48
inches (Wake County, NC)
Segment Time =
9.56
minutes
Segment 3: Channel Flow
Flow Area =
1.77
Length =
117
ft
Height=
9.3
ft
Slope =
0.0795
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
2.00
sf (Assume 2' x F Channel)
Wetted Perimeter =
4.00
ft (Assume Tx 1' Channel)
Channel Velocity =
5.88
ft/sec
Segment Time =
0.33
minutes
Segment 2: Concentrated Flow
Length =
182
Height =
25.9
Slope =
0.1423
Paved ? =
No
Velocity =
6.09
Segment Time =
0.50
Segment 4: Channel Flow
Length =
166
Height =
6.9
Slope =
0.0416
Manning's n =
0.013
Flow Area =
1.77
Wetted Perimeter =
4.71
Channel Velocity =
12.16
Segment Time = 0.23
Time of Concentration = 10.62 minutes
SCS Lag Time = 6.37 minutes (SCS Lag = 0.6* Tc)
Time Increment = 1.85 minutes (= 0.29 *SCS Lag)
J. ALLEN, PE
1/10/2014
ft
ft
ft /ft
ft/sec
minutes
ft
ft
ft /ft
Assume 18" RC
sf (Assume 18"
ft (Assume 18"
ft /sec
minutes

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Reach Data 12/18/2013
111. CHANNEL REACH DATA
_> Reach 111- Subbasin #IB
Channel Flow
302
ft
Length =
704
ft
Height =
5.7
ft
Slope =
0.0081
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
20.00
sf (Assume 5' x 4' Channel)
Wetted Perimeter =
13.00
ft (Assume 5' x 4' Channel)
Channel Velocity =
3.97
it/sec
Segment Time =
2.96
minces
Reach #1 Total Time =
2.96
minutes
_> Reach #2- Junction #3 -P0A #1
Channel Flow
Length =
212
it
Height=
4
it
Slope =
0.0189
Nit
Manning's n =
0.013
Assume 72" RCP Culvert
Flow Area =
28.27
sf (Assume 72" RCP)
Wetted Perimeter =
18.85
ft (Assume 72" RCP)
Channel Velocity =
20.63
ft/sec
Segment Time=
a17
minutes
Channel Flow
Length =
771
ft
Height=
8.6
It
Slope=
0.0112
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
20.00
sf (Assume Tx 4' Channel)
Wetted Perimeter=
13.00
It (Assume 5'x 4' Channel)
Channel Velocity =
4.66
ft/sec
Segment Time=
2.76
minutes
Reach #2 Total Time =
2.93
minces
_> Reach #34unction #6- Junction #3
Channel Flow
Length =
123
ft
Height=
1.9
It
Slope=
0.0154
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
20.00
sf (Assume 5'x 4' Channel)
Wetted Perimeter =
13.00
ft (Assume Tx 4' Channel)
Channel Velocity =
5.48
ft/sec
Segment Rate =
0.37
minutes
Reach #3 Total Time =
a37
minutes
_> Reach #4- Subbasin #IE
Channel Flow
Length=
302
ft
Height=
6.9
It
Slope =
0.0228
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
12.00
sf (Assume Tx 3' Channel)
Wetted Perimeter =
10.00
ft (Assume Tx 3' Channel)
Channel Velocity =
5.65
ft/sec
Segment Time=
0.89
minces
Reach #4 Total Time =
0.89
minutes

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Reach Data
_> Reach #5- Subbasin #IF -To SfVMF2
Channel Flow
74
ft
Length =
123
ft
Height=
1.3
ft
Slope =
0.0106
tuft
Manning's n =
0.045
Natural Channel
Flow Area =
2.00
sf (Assume 2'x V Channel)
Wetted Perimeter =
4.00
It (Assume 2'x V Channel)
Channel Velocity =
2.14
ft/sec
Segment Time=
0.96
minutes
Length=
282
ft
Height=
6.8
It
Slope=
0.0241
tuft
Manning's n =
0.045
Natural Channel
Flow Area =
12.00
sf (Assume 4'x Y Channel)
Wetted Perimeter =
t 0.00
It (Assume 4'x 3' Channel)
Channel Velocity =
5.81
ft/sec
Segment Titne=
0.81
minutes
Reach #5 Total Time =
L77
minutes
_> Reach #6- Subbasin #IG -To SWMF8
Channel Flow
Length =
108
It
Height=
4.2
It
Slope =
0.0389
tuft
Manning's n =
0.045
Natural Channel
Flow Area =
2.00
sf (Assume 2'x t' Channel)
Wetted Perimeter =
4.00
ft (Assume 2'x 1' Channel)
Channel Velocity =
4. t 1
ft/sec
Segment Time=
0.44
minutes
Reach #6 Total Time=
0.44
minutes
_> Reach #74unction #9 - Junction #6
Channel Flow
Length=
691
ft
Height =
15.74
It
Slope =
0.0228
tuft
Manning's n =
0.045
Natural Channel
Flow Area =
12.00
sf (Assume 4'x Y Channel)
Wetted Perimeter =
10.00
ft (Assume 4'x 3' Channel)
Channel Velocity =
5.64
ft/sec
Segment Time=
2.04
minutes
Reach #7 Total Time =
2.04
minutes
_> Reach 0- Subbusin #]H - -To SWMFI
Channel Flow
Length =
105
It
Height =
9.3
ft
Slope=
0.0886
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
2.00
sf (Assume 2' x 1' Channel)
Wetted Perimeter =
4.00
It (Assume 2'x V Channel)
Channel Velocity =
6.21
ft/sec
Segment Time =
0.28
minutes
Channel Flow
Length=
74
ft
Height=
3.06
ft
Slope =
0.0414
tuft
Manning's n =
0.045
Natural Channel
Flow Area =
4.00
sf (Assume 2'x 2' Channel)
Wetted Perimeter =
6.00
It (Assume 2'x 2' Channcl)
Channel Velocity =
5.14
ft/sec
Segment Time=
0.24
minutes
Reach #8 Total Time =
0.52
minutes
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Reach Data 12/18/2013
_> Reach 0- Sabbasin #2A
Channel Flow
Length =
411
ft
Height=
6.2
It
Slope=
0.0151
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
16.00
sf (Assume 4'x 4' Channel)
Wetted Perimeter =
12.00
It (Assume 4'x 4' Channel)
Channel Velocity =
4.93
ft/sec
Segment Time=
1,39
minutes
Reach #9 Total Time =
1.39
minutes
_> Reach #10- Sabbasin #2B
Channel Flow
Length =
502.66
ft
Height =
5.3
It
Slope =
0.0105
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
16.00
sf (Assume 4'x 4' Channel)
Wetted Perimeter =
12.00
ft (Assume Tx 4' Channel)
Channel Velocity =
4.12
ft/sec
Segment Time=
2.03
minutes
Reach #10 Total Time =
2,03
minutes
_> Reach #11- Junction #4 - POA #2
Charnel Flow
Length =
292
ft
Height=
9
ft
Slope=
0.0308
Nft
Manning's n =
0.013
Assume 54" RCP Culvert
Flow Area =
15.90
sf (Assume 54" RCP)
Wetted Perimeter=
14.14
It (Assume 54" RCP)
Channel Velocity =
21.76
fl/sec
Segment Time=
0.22
minutes
Channel Flow
Length =
623
it
Height=
8.7
ft
Slope =
0.0140
Nft
Manning's n =
0.045
Natural Channel
Flow Area =
16.00
sf (Assume 4'x 4' Channel)
Wetted Perimeter =
12.00
ft (Assume 4'x 4' Channel)
Channel Velocity =
4.74
Nsec
Segment Time=
2.19
minutes
Reach VI Total Time =
2.41
minutes
_> Reach #12- Sabbasin #2C -To SWMF4
Charnel Flow
Length =
40
It
Height=
4
ft
Slope=
0.1000
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
2.00
sf (Assume T x 1' Channel)
Wetted Perimeter=
4.00
It (Assume 2'x 1' Channel)
Channel Velocity =
6.60
ft/sec
Segment Time=
0,10
minutes
Channel Flow
Length =
119
ft
Height=
I
ft
Slope=
0.0084
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
12.00
sf (Assume 4'x3' Channel)
Wetted Perimeter =
10.00
ft (Assume Tx 3' Channel)
Channel Velocity =
3.43
ft/sec
Segment Tine=
0,58
minutes
Reach #12 Total Time =
0.68
minutes

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY L ALLEN, PE
KRG -11010 Reach Data 12/18/2013
_> Reach #13- Snbbasin #2C -To SWMF3
Channel Flow
Length =
34
ft
Height =
5.1
It
Slope=
0.1500
ft/ft
Manning's n -
0.045
Natural Channel
Flow Area =
2.00
sf (Assume 2'x 1' Channel)
Wetted Perimeter =
4.00
ft (Assume 2'x 1' Channel)
Channel Velocity =
8.08
ft/sec
Segment Tone=
0.07
minutes
Channel Flow
Length=
92
ft
Height=
0.9
ft
Slope=
0.0098
Wit
Manning's n =
0.045
Natural Channel
Flow Area =
12.00
sf (Assume 4'x3' Channel)
Wetted Perimeter =
10.00
ft (Assume 4'x 3' Channel)
Channel Velocity =
3.70
ft /sec
Segment Time=
0.47
minutes
Reach #13 Total Time =
0.48
minutes
_> Reach #14- Snbbasin #3A
Channel Flow
Length=
50
it
Height=
3.3
It
Slope=
0.0660
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
20.00
sf (Assume 5'x T Channel)
Wetted Perimeter =
13.00
ft (Assume 5'x 4' Channel)
Channel Velocity =
11.34
ft/sec
Segment Time =
0.07
minutes
Reach #14 Total Tinte =
0.07
minutes
= >Reach #15- Snbbasin MC - To SWMF #5 to Junction
#13
Channel Flow
Length =
114
R
Height=
6
ft
Slope=
0.0526
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
2.00
sf (Assume 2'x 1' Channel)
Wetted Perimeter =
4.00
R (Assume 2' x 1' Channel)
Channel Velocity =
4.79
ft/sec
Segment Time =
0.40
minutes
Channel Flow
Length=
363
ft
Height=
4.1
ft
Slope=
0.0113
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
12.00
sf (Assume 4'x 3' Channel)
Wetted Perimeter =
10.00
ft (Assume 4'x 3' Channel)
Channel Velocity =
3.97
ft/sec
Segment Time =
1.52
minutes
Reach #15 Total Time =
1.92
minutes

HOLLY SPRINGS TOWNE CENTER
POST- DEVELOPMENT INPUT SUMMARY
KRG -11010
Reach Data
_> Reach #16- Subbasin #3D -To SWMF6 To Junction #13
Channel Flow
Length =
15
ft
Height =
4
ft
Slope =
0.2667
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
2.00
sf (Assume 2'x 1' Channel)
Wetted Perimeter =
4.00
ft (Assume 2'x I' Channel)
Channel Velocity =
10.77
ft/sec
Segment Time=
0.02
minutes
Channel Flow
Length =
67
ft
Height =
0.1
ft
Slope=
0.0015
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
12.00
sf (Assume 4'x 3' Channel)
Wetted Perimeter =
10.00
ft (Assume 4'x 3' Channel)
Channel Velocity =
1.44
ft/sec
Segment Time=
0.77
minutes
Reach #16 Total Thne =
0.80
minutes
= 'Reach #17- Junction #13 To POA #3
Channel Flow
Length=
178
ft
Height =
2.9
ft
Slope =
0.0163
ft/ft
Manning's n =
0.013
Assume 54" RCP Culvert
Flow Area =
15.90
sf (Assume 54" RCP)
Wetted Perimeter =
14.14
ft (Assume 54" RCP)
Channel Velocity =
15.82
fusee
Segment Time=
0.19
minutes
Channel Flow
Length =
50
it
Height =
3.3
ft
Slope =
0.0660
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
20.00
sf (Assume 5'x 4' Channel)
Wetted Perimeter =
13.00
ft (Assume 5' x 4' Channel)
Channel Velocity =
11.34
ft/sec
Segment Time =
0.07
minutes
Reach #17 Total Time =
0?6
minutes
= >Reach #18- Junction #5 To Junction #13
Channel Flaw
Length =
71
ft
Height=
2
ft
Slope =
0.0282
ft/ft
Manning's n =
0.013
Assume 48" RCP Culvert
Flow Area =
3.14
sf (Assume 48" RCP)
Wetted Perimeter =
6.28
ft (Assume 48" RCP)
Channel Velocity =
12.12
ft/sec
Segment Time=
0,10
minutes
Channel Flow
Length =
820
ft
Height =
16.1
ft
Slope=
0.0196
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
12.00
sf (Assume 4'x 3' Channel)
Wetted Perimeter =
10.00
ft (Assume 4'x 3' Channel)
Channel Velocity =
5.24
ft/sec
Segment Time =
2.61
minutes
Reach #18 Total Time =
2.71
minutes
-Reach #20- Subbasin #S To POA #5
Charnel Flow
Length =
168
ft
Height =
6
ft
Slope =
0.0357
ft/ft
Manning's n =
0.013
Assume 54" RCP Culvert
Flow Area =
15.90
sf (Assume 54" RCP)
Wetted Perimeter =
14.14
ft (Assume 54" RCP)
Channel Velocity =
23.42
ft/sec
Segment Time =
0.72
minutes
Reach #20 Total Time =
0.12
minutes
J. ALLEN, PE
12/18/2013

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Reach Data 12/18/2013
_> Reach #21- Subbasin 112C- Bypass Offsite
Channel Flow
658
it
Length =
20
ft
Height =
0.2
ft
Slope=
0.0100
ft/ft
Manning's n =
0.013
Assume 18" RCP Culvert
Flow Area =
1.77
sf (Assume 18" RCP)
Wetted Perimeter =
4.71
ft (Assume 18" RCP)
Channel Velocity =
5.96
ft/sec
Seginent Time =
0.06
minutes
Channel Flow
Length =
623
ft
Height =
15.2
ft
Slope=
0.0244
Wit
Manning's n =
0.013
Assume 30" RCP Culvert
Flow Area =
4.91
s£(Assume 30" RCP)
Wetted Perimeter =
7.85
It (Assume 30" RCP)
Channel Velocity =
13.09
ft/sec
Segment Time=
0.79
minutes
Channel Flow
Length =
658
it
Height =
19.4
ft
Slope=
0.0295
Wit
Manning's n =
0.045
Natural Channel
Flow Area =
12.00
sf (Assume 4'x3' Channel)
Wetted Perimeter =
10.00
ft (Assume 4'x 3' Channel)
Channel Velocity =
6.42
it/sec
Segment Time=
1.71
Minutes
Reach #21 Total Time =
2.56
minutes
_> Reach #22- Subbasin #3E- Bypass Offsite
Channel Flow
Length =
567
It
Height =
18.8
It
Slope=
0.0332
Nit
Manning's n =
0.045
Natural Channel
Flow Area =
6.00
sf (Assume 3' x 2' Channel)
Wetted Perimeter =
7.00
ft (Assume 3' x 2' Channel)
Channel Velocity =
5.44
ft/sec
Segment Time =
1.74
minutes
Reach #22 Total Time =
1.74
minutes
_> Reach #23- Subbasin #5- Offsite
Channel Flow
Length=
437
It
Height=
25.6
ft
Slope=
0.0586
R/ft
Manning's n =
0.013
Assume 24" RCP Culvert
Flow Area =
3.14
sf (Assume 24" RCP)
Wetted Perimeter =
6.28
ft (Assume 24" RCP)
Channel Velocity =
17.48
it/sec
Segment Time=
0.42
minutes
Channel Flow
Length =
248
ft
Height=
3.8
ft
Slope=
0.0153
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
6.00
sf (Assume 3'x 2' Channel)
Wetted Perimeter =
7.00
It (Assume 3' x 2' Channel)
Channel Velocity =
3.70
Mec
Segment Tine=
1.12
minutes
Reach #23 Total Time =
1.53
minutes

'IMCADAMs
Scenario: Post - development
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HOLLY SPRINGS TC J. ALLEN, El
KRG11010.ppc 10/7/2013

4111
A Mc-ADAMS
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3 /s)
(years) (ac -ft)
SUBOIA
Post 1 year
1
0.219
733.000
1.51
SUB01A
Post 100 year
100
2.136
729.000
21.25
SUB01B
Post 1 year
1
0.103
728.000
1.14
SUB01B
Post 100 year
100
0.849
725.000
10.25
SUBOIC
Post 1 year
1
0.022
723.000
0.31
SUB01C
Post 100 year
100
0.185
721.000
2.83
SUBOID
Post 1 year
1
0.021
722.000
0.40
SUBOID
Post 100 year
100
0.123
721.000
1.92
SUBOIE
Post 1 year
1
0.156
753.000
0.88
SUBOIE
Post 100 year
100
1.857
729.000
18.46
SUBOIF -BYP
Post 1 year
1
0.067
722.000
1.22
SUBOIF -BYP
Post 100 year
100
0.422
721.000
6.56
SUB0IF-TOSWMF2
Post 1 year
1
4.772
721.000
103.85
SUB0IF-TOSWMF2
Post 100 year
100
17.138
721.000
256.50
SUBOIG -BYP
Post 1 year
1
0.024
727.000
0.17
SUBOIG -BYP
Post 100 year
100
0.308
721.000
4.53
SUBOIG-TOSWMF8
Post 1 year
1
0.827
722.000
17.08
SUBO1G- TOSWMF8
Post 100 year
100
4.082
721.000
63.45
SUB01H -BYP
Post 1 year
1
0.153
733.000
0.91
SUB01H -BYP
Post 100 year
100
1.689
729.000
17.62
SUBOIH-TOSWMFI
Post 1 year
1
1.576
721.000
34.19
SUBOIH - TOSWMFI
Post 100 year
100
5.366
721.000
79.27
SUB01I
Post 1 year
1
0.087
726.000
0.89
SUBOII
Post 100 year
100
0.897
721.000
13.48
SUB02A
Post 1 year
1
0.029
752.000
0.16
SUB02A
Post 100 year
100
0.439
725.000
5.14
SUB02B
Post 1 year
1
0.109
734.000
0.76
SUB02B
Post 100 year
100
1.056
729.000
10.63
SUB02C- TOSWMF3
Post 1 year
1
3.068
721.000
66.72
SUB02C- TOSWMF3
Post 100 year
100
10.729
721.000
159.58
SUB02C- BYP- ONSITE
Post I year
1
0.068
730.000
0.41
SUB02C- BYP- ONSITE
Post 100 year
100
0.803
725.000
9.61
SUB02C- TOSWMF4
Post 1 year
1
0.983
721.000
21.21
SUB02C- TOSWMF4
Post 100 year
100
3.938
721.000
60.10
SUB02C- BYP- OFFSITE
Post 1 year
1
0.313
729.000
4.11
SUB02C- BYP- OFFSITE
Post 100 year
100
1.708
728.000
18.21
SUB03A
Post 1 year
1
0.030
726.000
0.28
SUB03A
Post 100 year
100
0.329
721.000
4.92
SUB03C- TOSWMF5
Post 1 year
1
2.047
722.000
43.27
SUB03C- TOSWMF5
Post 100 year
100
9.207
721.000
142.31
SUB03C -BYP
Post 1 year
1
0.029
727.000
0.24
SUB03C -BYP
Post 100 year
100
0.348
721.000
5.16
SUB03E- BYP- OFFSITE
Post 1 year
1
0.491
731.000
5.42
;UB03E- BYP- OFFSITE
Post 100 year
100
3.104
729.000
31.00
.JLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 3/12/2014

A McADAMS
Subsection: Master Network Summary
Catchments Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
POA #1
Post 100 year
Event
Volume
(min)
(ft3/s)
1-3
Post 1 year
(years)
(ac -ft)
753.000
5.83
SUB03E- BYP - ONSITE
Post 1 year
1
0.049
726.000
0.45
SUB03E- BYP - ONSITE
Post 100 year
100
0.539
721.000
8.05
SUB03D -BYP
Post 1 year
1
0.020
726.000
0.19
SUB03D -BYP
Post 100 year
100
0.222
721.000
3.31
SUB03D- TOSWMF6
Post 1 year
1
2.253
721.000
48.79
SUB03D- TOSWMF6
Post 100 year
100
8.778
721.000
133.42
SUB03B
Post 1 year
1
0.004
726.000
0.04
SUB03B
Post 100 year
100
0.044
721.000
0.66
SUB05- ONSITE
Post 1 year
1
0.047
726.000
0.48
SUB05- ONSITE
Post 100 year
100
0.480
721.000
7.22
SUB05- OFFSITE
Post 1 year
1
0.590
727.000
8.58
SUB05- OFFSITE
Post 100 year
100
3.583
725.000
44.30
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3 /s)
(years) (ac -ft)
POA #1
Post 1 year
1
3.692
755.000
7.66
POA #1
Post 100 year
100
29.246
732.000
206.91
1-3
Post 1 year
1
3.378
753.000
5.83
1-3
Post 100 year
100
26.289
730.000
178.37
1-6
Post 1 year
1
3.338
754.000
5.69
1-6
Post 100 year
100
25.991
729.000
176.47
1-9
Post 1 year
1
0.600
751.000
1.74
1-9
Post 100 year
100
6.375
727.000
73.25
POA #2
Post 1 year
1
1.923
734.000
6.14
POA #2
Post 100 year
100
15.409
733.000
91.90
Post 1 year
1
0.103
728.000
1.14
Post 100 year
100
0.849
725.000
10.25
Posts year
1
0.156
753.000
0.88
Post 100 year
100
1.857
729.000
18.46
Post 1 year
1
2.286
785.000
3.57
Post 100 year
100
14.011
754.000
43.92
Post 1 year
1
0.210
1,440.000
0.22
Post 100 year
100
3.034
727.000
38.18
Post 1 year
1
0.361
1,086.000
0.36
Post 100 year
100
3.791
727.000
47.18
Post 1 year
1
0.029
752.000
0.16
Post 100 year
100
0.439
725.000
5.14
Post 1 year
1
0.109
734.000
0.76
Post 100 year
100
1.056
729.000
10.63
Post1 year
1
0.941
904.000
1.58
Post 100 year
100
8.500
752.000
41.62
JLLY SPRINGS TC J. ALLEN, PE
KRG 11010. ppc 3/12/2014

..Hi McADAMS
Subsection: Master Network Summary
Node Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
(N /A)
(N /A)
Event
Volume
(min)
(ft3 /s)
785.000
3.57
(years)
(ac -ft)
SWMF -2 (IN)
Post 100 year
3-4
Post 1 year
1
1.789
732.000
5.31
J -4
Post 100 year
100
13.925
732.000
78.31
373.01
Post 1 year
1
0.469
902.000
0.70
722.000
Post 100 year
100
2.919
751.000
16.94
1
Post 1 year
1
0.313
729.000
4.11
SWMF -8 (IN)
Post 100 year
100
1.708
728.000
18.21
(N /A)
Post 1 year
1
0.030
726.000
0.28
Post 100 year
100
0.329
721.000
4.92
Post 1 year
1
0.591
1,086.000
0.61
Post 100 year
100
7.639
754,000
28.16
Post 1 year
1
0.491
731.000
5.42
Post 100 year
100
3.104
729.000
31.00
Post 1 year
1
0.593
1,086.000
0.61
Post 100 year
100
6.989
752.000
33.26
1
Post 1 year
1
0.539
733.000
5.66
1
Post 100 year
100
3.641
731.000
34.14
Post 1 year
1
1.769
736.000
6.84
Post 100 year
100
18.829
754.000
82.92
POA #5
Post 1 year
1
0.636
728.000
9.03
POA #5
Post 100 year
100
4.061
727.000
49.32
Post 1 year
1
0.590
727.000
8.58
Post 100 year
100
3.583
725.000
44.30
Post 1 year
1
0.047
726.000
0.48
Post 100 year
100
0.480
721.000
7.22
POA #3
Post 1 year
1
1.801
737.000
7.00
POA #3
Post 100 year
100
19.197
754.000
84.44
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum
Event Volume (min) (ft3 /s) Water Pond Storage
(years) (ac -ft) Surface (ac -ft)
Elevation
(ft)
SWMF -2 (IN)
Post 1 year
1
4.772
721.000
103.85
(N /A)
(N /A)
SWMF -2
(OUT)
post 1 year
1
2.286
785.000
3.57
370.21
3.070
SWMF -2 (IN)
Post 100 year
100
17.138
721.000
256.50
(N /A)
(N /A)
SWMF -2
(OUT)
Post 100 year
100
14.011
754.000
43.92
373.01
8.951
SWMF -8 (IN)
Post 1 year
1
0.827
722.000
17.08
(N /A)
(N /A)
SWMF -8
(OUT)
Post 1 year
1
0.210
1,440.000
0.22
353.89
0.617
SWMF -8 (IN)
Post 100 year
100
4.082
721.000
63.45
(N /A)
(N /A)
.JLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 3/12/2014

Rill
A McADAMS
Subsection: Master Network Summary
Pond Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
Maximum
Maximum
Event
Volume
(min)
(ft3 /s)
Water
Pond Storage
(years)
(ac -ft)
Surface
(ac -ft)
Elevation
(ft)
SWMF -8
(OUT)
Post 100 year
100
3.034
727.000
38.18
355.87
1.383
SWMF -1 (IN)
Post 1 year
1
1.576
721.000
34.19
(N /A)
(N /A)
SWMF -1
(OUT)
post 1 year
1
0.361
1,086.000
0.36
382.41
1.227
SWMF -1 (IN)
Post 100 year
100
5.366
721.000
79.27
(N /A)
(N /A)
SWMF -1
(OUT)
Post 100 year
100
3.791
727.000
47.18
383.99
2.149
SWMF -3 (IN)
Post 1 year
1
3.068
721.000
66.72
(N /A)
(N /A)
SWMF -3
(OUT)
post 1 year
1
0.941
904.000
1.58
364.49
2.225
SWMF -3 (IN)
Post 100 year
100
10.729
721.000
159.58
(N /A)
(N /A)
SWMF -3
(OUT)
Post 100 year
100
8.500
752.000
41.62
366.77
4.533
SWMF -4 (IN)
Post 1 year
1
0.983
721.000
21.21
(N /A)
(N /A)
SWMF -4
kOUT)
post 1 year
1
0.469
902.000
0.70
361.23
0.611
SWMF -4 (IN)
Post 100 year
100
3.938
721.000
60.10
(N /A)
(N /A)
SWMF -4
(OUT)
Post 100 year
100
2.919
751.000
16.94
363.45
1.871
SWMF -5 (IN)
Post 1 year
1
2.047
722.000
43.27
(N /A)
(N /A)
SWMF -5
(OUT)
post 1 year
1
0.591
1,086.000
0.61
328.78
1.483
SWMF -5 (IN)
Post 100 year
100
9.207
721.000
142.31
(N /A)
(N /A)
SWMF -5
(OUT)
Post 100 year
100
7.639
754.000
28.16
332.62
4.586
SWMF -6 (IN)
Post 1 year
1
2.253
721.000
48.79
(N /A)
(N /A)
SWMF -6
(OUT)
post 1 year
1
0.593
1,086.000
0.61
322.24
1.691
SWMF -6 (IN)
Post 100 year
100
8.778
721.000
133.42
(N /A)
(N /A)
SWMF -6
(OUT)
Post 100 year
100
6.989
752.000
33.26
324.89
4.144
.JLLY SPRINGS TC J. ALLEN, PE
KRG 11010. ppc 3/12/2014

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PROMCT No. K R G -11010
mew: KRG11010 -POST
mmGNm sY: BI/JCA
DRAWN BY: JCA
SCAM: 1"=200'
DATE: 01 -06 -14
SEOW ND. POST
'M MCADAMS

STORMWA TER MANAGEMENT FACILITY #4
DESIGN CALCULATIONS
HOLLY SPRINGS TC
KRG -11010

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #4 J. ALLEN, PE
KRG -11010 SSFxn Above NP 12/17/2013
STAGE - STORAGE FUNCTION - ABOVE NORMAL POOL
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S -S Fxn
360.00
0.00
20,459
362.00
2.00
24,256 22358 44715 44715 2.00
364.00
4.00
27,174 25715 51429 96145 3.99
365.00
5.00
_
28,100 27637 27637 123781 5.01
140000
120000
100000
LL
v 80000
m
rn
c 60000
Y
40000
20000
0
Storage vs. Stage
y = 20707x' 109
R2 = 1
0.00 1.00 2.00 3.00 4.00 5.00 6.00
Stage (feet)
Ks = 20707
b = 1.1096

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #4
KRG -11010 SSFxn Below NP
WETLAND ZONE TABULATION
Per NCDWQ BMP Manual
Woodv Upland n/a 0 to 12 Remaining %
Permanent Pool Elevation = 360.00
Wetland Surface Area = 20,459
Measured Area ! Portion of Wetland
Zone Elevationfeet (sf) Surface Area
_ .
Deep Pool 358.50 to 357.00 4,_002 19,56%
— 10 wMarsh�359.75 to�359.50 8,393 41.02 %N�
60.00 to 359.75 8,064
39.41%
Hig
Marsh _
WoodvUpland
J. ALLEN, PE
12/17/2013
Depth at Normal Pool D
Depth at Temp Pool j P
Portion of Wetland
Zone (
(inches) (
(inches) S
Surface Area
Deep Pool 1
18 to 36 1
18 t
to 4
48 2
20%
Low Marsh 3
3 to 6 1
15 t
to 1
18 4
40% _
h Marsh 0
0 to 3 0
.
to 1
15 3
30% 40%
_Hi h
.,.. _
_ _ .
._
Permanent Pool Elevation = 360.00
Wetland Surface Area = 20,459
Measured Area ! Portion of Wetland
Zone Elevationfeet (sf) Surface Area
_ .
Deep Pool 358.50 to 357.00 4,_002 19,56%
— 10 wMarsh�359.75 to�359.50 8,393 41.02 %N�
60.00 to 359.75 8,064
39.41%
Hig
Marsh _
WoodvUpland
J. ALLEN, PE
12/17/2013
J. ALLEN, PE
12/17/2013

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #4
KRG -11010 WQV Calculation
DETERMINATION OF WATER QUALITY VOLUME
WQ v = (P)(R v)(A) 112
where,
WQv = water quality volume (in acre -ft)
Rv = 0.05 +0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area, A =
8.28 acres
Impervious area =
4.60 acres
Percent impervious cover, I =
55.6 %
Rainfall, P =
1.00 inches
Calculated values:
Rv = 0.55
WQv= 0.38 acre -ft
16531 cf.
ASSOCIATED DEPTH IN POND
WQv= 16531 cf.
Stage /Storage Data:
Ks = 20707
b = 1.110
Zo = 360.00
Volume in 1" rainfall = 16531 cu. ft
Calculated values:
Depth of WQv in Basin = 0.82 ft
9.80 inches
Elevation = 360.82 ft
J. ALLEN, PE
12/17/2013

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #4
KRG -11010 WQVDrawdown Calculation
DRAWDOWN SIPHON DESIGN
D orifice =
# orifices =
Ks =
b=
Cd siphon =
Normal Pool Elevation =
Volume @ Normal Pool =
Orifice Invert =
WSEL @ 1" Runoff Volume =
2.5 inch
1
20707
1.1096
0.60
360.00 feet
0 cf
360.00 feet
360.82 feet
WSEL
(feet)
Vol. Stored
(cf)
Siphon Flow
(cfs)
Avg. Flow
(cfs)
Incr. Vol.
(cf)
Incr. Time
(sec)
360.82
16531
0.138
360.74
14935
0.131
0.135
1596
11847
360.67
13355
0.124
0.127
1579
12396
360.60
11794
0.116
0.120
1561
13048
360.53
10253
0.107
0.111
1541
13840
360.46
8735
0.098
0.102
1518
14835
360.39
7242
0.087
0.092
1493
16138
360.32
5780
0.076
0.081
1463
17964
360.25
4353
0.062
0.069
1427
20814
360.17
2972
0.040
0.051
1381
27083
360.10
1653
0.018
0.029
1319
44890
Drawdown Time = 2.23 days
By comparison, if calculated by the average head over the orifice
(assuming average head is half the total depth), the result would be:
Average driving head on orifice = 0.356 feet
Orifice composite loss coefficient = 0.600
Cross - sectional area of siphon = 0.034 sf
Q = 0.0979 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec /day)
Drawdown Time = 1.95 days
J. ALLEN, PE
12/17/2013

'J MCADAMS
Subsection: Elevation -Area Volume Curve
Label: SWMF -4
Elevation Planimeter Area Al +A2 +sqr
(ft) (ftz) (ftz) (Ai *A2)
(ftz)
Return Event: 1 years
Storm Event: 1 -Year
Volume Volume (Total)
(ac -ft) (ac -ft)
360.00
0.0
20,461.000
0.000
0.000
0.000
362.00
0.0
24,264.000
67,006.510
1.026
1.026
364.00
0.0
27,388.000
77,430.721
1.185
2.211
365.00
0.0
28,376.000
83,641.623
0.640
2.851
HOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 12/17/2013

M MCADAMS
Subsection: Outlet Input Data Return Event: 1 years
Label: SWMF #4 Storm Event: 1 -Year
Requested Pond Water Surface Elevations
Minimum (Headwater) 360.00 ft
Increment (Headwater) 0.20 ft
Maximum (Headwater) 365.00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall E1 E2
(ft) (ft)
HOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 12/17/2013
Orifice -Area
Orifice - 2
Forward
Culvert - 1
361.00
365.00
Inlet Box
Riser - 1
Forward
Culvert - 1
363.00
365.00
Orifice - Circular
Orifice - 1
Forward
Culvert - 1
360.00
365.00
Culvert- Circular
Culvert - 1
Forward
TW
357.00
365.00
Tailwater Settings
Tailwater
(N /A)
(N /A)
HOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 12/17/2013

'J McADAMS
Subsection: Outlet Input Data
Label: SWMF #4
Structure ID: Riser- 1
Structure Type: Inlet Box
Number of Openings
1
Elevation
363.00 ft
Orifice Area
16.0 ftz
Orifice Coefficient
0.600
Weir Length
16.00 ft
Weir Coefficient
3.00 (ft ^0.5) /s
K Reverse
1.000
Manning's n
0.000
Kev, Charged Riser
0.000
Weir Submergence
False
Orifice H to crest
False
Return Event: 1 years
Storm Event: 1 -Year
HOLLY SPRINGS TC J. ALLEN, PE
KRG 11010. ppc 12/17/2013

'J McADAMS
Subsection: Outlet Input Data
Label: SWMF #4
Return Event: 1 years
Storm Event: 1 -Year
Structure ID: Culvert - 1
Structure Type: Culvert- Circular
Number of Barrels
1
Diameter
24.0 in
Length
60.00 ft
Length (Computed Barrel)
60.01 ft
Slope (Computed)
0.017 ft/ft
Outlet Control Data
Manning's n
0.013
Ke
0.500
Kb
0.012
Kr
0.500
Convergence Tolerance
0.00 ft
Inlet Control Data
Equation Form
Form 1
K
0.0098
M
2.0000
C
0.0398
Y
0.6700
TI ratio (HW /D)
1.152
T2 ratio (HW /D)
1.298
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...
Ti Elevation 359.30 ft T1 Flow
15.55 ft3 /s
T2 Elevation 359.60 ft T2 Flow
17.77 ft3 /s
HOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 12/17/2013

'J MCADAMS
Subsection: Outlet Input Data
Label: SWMF #4
Structure ID: Orifice - 1
Structure Type: Orifice- Circular
Number of Openings
1
Elevation
360.00 ft
Orifice Diameter
2.5 in
Orifice Coefficient
0.600
Structure ID: Orifice - 2
Structure Type: Orifice -Area
Number of Openings
1
Elevation
361.00 ft
Orifice Area
0.3 ft2
Top Elevation
361.25 ft
Datum Elevation
361.00 ft
Orifice Coefficient
0.600
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
Return Event: 1 years
Storm Event: 1 -Year
HOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 12/17/2013

'J MCADAMS
Subsection: Composite Rating Curve
Label: SWMF #4
Composite Outflow Summary
Water Surface Flow Tailwater Elevation Convergence Error
Elevation (ft3 /s) (ft) (ft)
(ft)
Return Event: 1 years
Storm Event: 1 -Year
Contributing Structures
HOLLY SPRINGS TC
KRG11010.ppc
J. ALLEN, PE
12/17/2013
(no Q: Orifice - 2,Riser - 1,Orifice -
360.00
0.00
(N /A)
0.00
1,Culvert - 1)
360.20
0.05
(N /A)
0.00
Orifice - 1,Culvert - 1 (no Q: Orifice -
2,Riser - 1)
Orifice - 1,Culvert - 1 (no Q: Orifice -
360.40
0.09
(N /A)
0.00
2,Riser - 1)
Orifice - 1,Culvert - 1 (no Q: Orifice -
360.60
0.12
(N /A)
0.00
2,Riser - 1)
Orifice - 1,Culvert - 1 (no Q: Orifice -
360.80
0.14
(N /A)
0.00
2,Riser - 1)
Orifice - 1,Culvert - 1 (no Q: Orifice -
361.00
0.15
(N /A)
0.00
2,Riser - 1)
Orifice - 2,Orifice - 1,Culvert - 1 (no
361.20
0.65
(N /A)
0.00
Q: Riser - 1)
Orifice - 2,Orifice - 1,Culvert - 1 (no
361.40
0.95
(N /A)
0.00
Q: Riser - 1)
Orifice - 2,Orifice - 1,Culvert - 1 (no
361.60
1.13
(N /A)
0.00
Q: Riser - 1)
Orifice - 2,Orifice - 1,Culvert - 1 (no
361.80
1.29
(N /A)
0.00
Q: Riser - 1)
Orifice - 2,Orifice - 1,Culvert - 1 (no
362.00
1.43
(N /A)
0.00
Q: Riser - 1)
Orifice - 2,Orifice - 1,Culvert - 1 (no
362.20
1.55
(N /A)
0.00
Q: Riser - 1)
Orifice - 2,Orifice - 1,Culvert - 1 (no
362.40
1.67
(N /A)
0.00
Q: Riser - 1)
Orifice - 2,Orifice - 1,Culvert - 1 (no
362.60
1.78
(N /A)
0.00
Q: Riser - 1)
Orifice - 2,Orifice - 1,Culvert - 1 (no
362.80
1.88
(N /A)
0.00
Q: Riser - 1)
Orifice - 2,Orifice - 1,Culvert - 1 (no
363.00
1.98
(N /A)
0.00
Q: Riser - 1)
363.20
6.37
(N /A)
0.00
Orifice - 2,Riser - 1,Orifice - 1,Culvert -
1
363.40
14.29
(N /A)
0.00
Orifice - 2,Riser - 1,Orifice - 1,Culvert -
363.60
24.51
(N /A)
0.00
Orifice - 2,Riser - 1,Orifice - 1,Culvert -
Orifice - 2,Riser - 1,Orifice - 1,Culvert -
363.80
35.26
(N /A)
0.00
Riser - 1,Culvert - 1 (no Q: Orifice -
364.00
37.52
(N /A)
0.00
2,Orifice - 1)
Riser - 1,Culvert - 1 (no Q: Orifice -
364.20
38.18
(N /A)
0.00
2,Orifice - 1)
HOLLY SPRINGS TC
KRG11010.ppc
J. ALLEN, PE
12/17/2013

M MCADAMS
Subsection: Composite Rating Curve
Label: SWMF #4
Composite Outflow Summary
Water Surface Flow
Elevation (ft3 /s)
(ft)
Tailwater Elevation Convergence Error
(ft) (ft)
364.40
38.82
(N /A)
364.60
39.45
(N /A)
364.80
40.08
(N /A)
365.00
40.69
(N /A)
Return Event: 1 years
Storm Event: 1 -Year
0.00
0.00
0.00
0.00
Contributing Structures
Riser - 1,Culvert - 1
(no Q: Orifice -
2,Orifice - 1)
Riser - 1,Culvert - 1
(no Q: Orifice -
2,Orifice - 1)
Riser - 1,Culvert - 1
(no Q: Orifice -
2,Orifice - 1)
Riser - 1,Culvert - 1
(no Q: Orifice -
2,Orifice - 1)
HOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 12/17/2013

'J MCADAMS
Subsection: Level Pool Pond Routing Summary
Label: SWMF -4 (IN)
Infiltration
361.23 ft
Infiltration Method
No Infiltration
(Computed)
0.611 ac -ft
Initial Conditions
Elevation (Water Surface,
360.00 ft
Initial)
0.983 ac -ft
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
1.000 min
Inflow /Outflow Hydrograph Summary
Return Event: 1 years
Storm Event: 1 -Year
Flow (Peak In) 21.21 ft3 /s Time to Peak (Flow, In) 721.000 min
Flow (Peak Outlet) 0.70 ft3 /s Time to Peak (Flow, Outlet) 902.000 min
Elevation (Water Surface,
361.23 ft
Pea k)
Volume (Peak)
0.611 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
0.983 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
0.469 ac -ft
Outflow)
Volume (Retained)
0.514 ac -ft
Volume (Unrouted)
-0.001 ac -ft
Error (Mass Balance)
0.1%
HOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 12/17/2013

�J McADAMS
Subsection: Level Pool Pond Routing Summary
Label: SWMF -4 (IN)
Infiltration
362.73 ft
Infiltration Method
No Infiltration
(Computed)
1.439 ac -ft
Initial Conditions
Elevation (Water Surface,
360.00 ft
Initial)
2.311 ac -ft
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
1.000 min
Inflow /Outflow Hydrograph Summary
Return Event: 10 years
Storm Event: 10 -Year
Flow (Peak In) 42.52 ft3 /s Time to Peak (Flow, In) 721.000 min
Flow (Peak Outlet) 1.84 ft3 /s Time to Peak (Flow, Outlet) 786.000 min
Elevation (Water Surface,
362.73 ft
Peak)
Volume (Peak)
1.439 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
2.311 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
1.539 ac -ft
Outflow)
Volume (Retained)
0.770 ac -ft
Volume (Unrouted)
-0.002 ac -ft
Error (Mass Balance)
0.1 %
HOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 12/17/2013

9 MCADAM's
Subsection: Level Pool Pond Routing Summary
Label: SWMF -4 (IN)
Infiltration
363.45 ft
Infiltration Method
No Infiltration
(Computed)
1.871 ac -ft
Initial Conditions
Elevation (Water Surface,
360.00 ft
Initial)
3.938 ac -ft
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
1.000 min
Return Event: 100 years
Storm Event: 100 -Year
Inflow /Outflow Hydrograph Summary
Flow (Peak In) 60.10 ft3 /s Time to Peak (Flow, In) 721.000 min
Flow (Peak Outlet) 16.94 ft3 /s Time to Peak (Flow, Outlet) 751.000 min
Elevation (Water Surface,
363.45 ft
Pea k)
Volume (Peak)
1.871 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
3.938 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
2.919 ac -ft
Outflow)
Volume (Retained)
1.017 ac -ft
Volume (Unrouted)
-0.002 ac -ft
Error (Mass Balance)
0.1 %
HOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 12/17/2013

9 MCADAMS
Subsection: Outlet Input Data Return Event: 100 years
Label: SWMF #4 -WC Storm Event: 100 -Year
Requested Pond Water Surface Elevations
Minimum (Headwater) 360.00 ft
Increment (Headwater) 0.20 ft
Maximum (Headwater) 365.00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall E1 E2
(ft) (ft)
HOLLY SPRINGS TC J. ALLEN, PE
KRG 11010. ppc 12/17/2013
Inlet Box
Riser - 1
Forward
Culvert - 1
363.00
365.00
Orifice -Area
Orifice - 2
Forward
Culvert - 1
361.00
365.00
Culvert- Circular
Culvert - 1
Forward
TW
357.00
365.00
Tailwater Settings
Tailwater
(N /A)
(N /A)
HOLLY SPRINGS TC J. ALLEN, PE
KRG 11010. ppc 12/17/2013

U91 McADAMS
Subsection: Outlet Input Data
Label: SWMF #4 -WC
Structure ID: Riser- 1
Structure Type: Inlet Box
Number of Openings
1
Elevation
363.00 ft
Orifice Area
16.0 ftz
Orifice Coefficient
0.600
Weir Length
16.00 ft
Weir Coefficient
3.00 (ft^0.5) /s
K Reverse
1.000
Manning's n
0.000
Kev, Charged Riser
0.000
Weir Submergence
False
Orifice H to crest
False
Return Event: 100 years
Storm Event: 100 -Year
HOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 12/17/2013

'J McADAMS
Subsection: Outlet Input Data
Label: SWMF #4 -WC
Return Event: 100 years
Storm Event: 100 -Year
Structure ID: Culvert- 1
Structure Type: Culvert- Circular
Number of Barrels
1
Diameter
24.0 in
Length
60.00 ft
Length (Computed Barrel)
60.01 ft
Slope (Computed)
0.017 ft/ft
Outlet Control Data
Manning's n
0.013
Ke
0.500
Kb
0.012
Kr
0.500
Convergence Tolerance
0.00 ft
Inlet Control Data
Equation Form
Form 1
K
0.0098
M
2.0000
C
0.0398
Y
0.6700
T1 ratio (HW /D)
1.152
T2 ratio (HW /D)
1.298
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 359.30 ft T1 Flow
15.55 ft3 /s
T2 Elevation 359.60 ft T2 Flow
17.77 ft3 /s
HOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 12/17/2013

9 MCADAMS
Subsection: Outlet Input Data
Label: SWMF #4 -WC
Structure ID: Orifice - 2
Structure Type: Orifice -Area
Number of Openings
1
Elevation
361.00 ft
Orifice Area
0.3 ftz
Top Elevation
361.25 ft
Datum Elevation
361.00 ft
Orifice Coefficient
0.600
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
Return Event: 100 years
Storm Event: 100 -Year
HOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 12/17/2013

'J MCADAMS
Subsection: Composite Rating Curve
Label: SWMF #4 -WC
Composite Outflow Summary
Return Event: 100 years
Storm Event: 100 -Year
Water Surface Flow Tailwater Elevation Convergence Error Contributing Structures
Elevation (ft3 /s) (ft) (ft)
(ft)
360.00
0.00
(N /A)
0.00
(no Q: Riser - 1,Orifice - 2,Culvert - 1)
360.20
0.00
(N /A)
0.00
(no Q: Riser - 1,Orifice - 2,Culvert - 1)
360.40
0.00
(N /A)
0.00
(no Q: Riser - 1,Orifice - 2,Culvert - 1)
360.60
0.00
(N /A)
0.00
(no Q: Riser - 1,Orifice - 2,Culvert - 1)
360.80
0.00
(N /A)
0.00
(no Q: Riser - 1,Orifice - 2,Culvert - 1)
361.00
0.00
(N /A)
0.00
(no Q: Riser - 1,Orifice - 2,Culvert - 1)
361.20
0.48
(N /A)
0.00
Orifice - 2,Culvert - 1 (no Q: Riser - 1)
361.40
0.76
(N /A)
0.00
Orifice - 2,Culvert - 1 (no Q: Riser - 1)
361.60
0.93
(N /A)
0.00
Orifice - 2,Culvert - 1 (no Q: Riser - 1)
361.80
1.08
(N /A)
0.00
Orifice - 2,Culvert - 1 (no Q: Riser - 1)
362.00
1.20
(N /A)
0.00
Orifice - 2,Culvert - 1 (no Q: Riser - 1)
362.20
1.32
(N /A)
0.00
Orifice - 2,Culvert - 1 (no Q: Riser - 1)
362.40
1.42
(N /A)
0.00
Orifice - 2,Culvert - 1 (no Q: Riser - 1)
362.60
1.52
(N /A)
0.00
Orifice - 2,Culvert - 1 (no Q: Riser - 1)
362.80
1.61
(N /A)
0.00
Orifice - 2,Culvert - 1 (no Q: Riser - 1)
363.00
1.70
(N /A)
0.00
Orifice - 2,Culvert - 1 (no Q: Riser - 1)
363.20
6.08
(N /A)
0.00
Riser - 1,Orifice - 2,Culvert - 1
363.40
14.00
(N /A)
0.00
Riser - 1,Orifice - 2,Culvert - 1
363.60
24.25
(N /A)
0.00
Riser - 1,Orifice - 2,Culvert - 1
363.80
35.17
(N /A)
0.00
Riser - 1,Orifice - 2,Culvert - 1
364.00
37.52
(N /A)
0.00
Riser - 1,Culvert - 1 (no Q: Orifice - 2)
364.20
38.18
(N /A)
0.00
Riser - 1,Culvert - 1 (no Q: Orifice - 2)
364.40
38.82
(N /A)
0.00
Riser - 1,Culvert - 1 (no Q: Orifice - 2)
364.60
39.45
(N /A)
0.00
Riser - 1,Culvert - 1 (no Q: Orifice - 2)
364.80
40.08
(N /A)
0.00
Riser - 1,Culvert - 1 (no Q: Orifice - 2)
365.00
40.69
(N /A)
0.00
1 Riser - 1,Culvert - 1 (no Q: Orifice - 2)
HOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 12/17/2013

M" McADAMS
Subsection: Level Pool Pond Routing Summary
Label: SWMF -4 (IN)
Infiltration
363.69 ft
Infiltration Method
No Infiltration
(Computed)
2.019 ac -ft
Initial Conditions
Elevation (Water Surface,
363.00 ft
Initial)
3.938 ac -ft
Volume (Initial)
1.600 ac -ft
Flow (Initial Outlet)
1.70 ft3 /s
Flow (Initial Infiltration)
0.00 ft3 /s
Flow (Initial, Total)
1.70 ft3 /s
Time Increment
1.000 min
Inflow /Outflow Hydrograph Summary
Return Event: 100 years
Storm Event: 100 -Year
Flow (Peak In) 60.10 ft3 /s Time to Peak (Flow, In) 721.000 min
Flow (Peak Outlet) 29.33 ft3 /s Time to Peak (Flow, Outlet) 728.000 min
Elevation (Water Surface,
363.69 ft
Peak)
Volume (Peak)
2.019 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
1.600 ac -ft
Volume (Total Inflow)
3.938 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
4.383 ac -ft
Outflow)
Volume (Retained)
1.153 ac -ft
Volume (Unrouted)
-0.002 ac -ft
Error (Mass Balance)
0.0%
HOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 12/17/2013

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #4
KRG -11010 Anti- Flotation Block Calculations
RISER ANTI- FLOTATION CALCULATION
Input Data = =>
Inside length of riser =
4.00 feet
Inside width of riser =
4.00 feet
Wall thickness of riser =
6.00 inches
Base thickness of riser =
6.00 inches
Base length of riser =
5.00 feet
Base width of riser =
5.00 feet
Inside height of Riser =
6.00 feet
Concrete unit weight =
142.0 PCF
OD of barrel exiting manhole =
24.00 inches
Size of drain pipe (if present) =
8.0 inches
Trash Rack water displacement =
52.67 CF
Concrete Present in Riser Structure = =>
Total amount of concrete:
Adjust for openings:
Base of Riser = 12.500 CF
Riser Walls = 54.000 CF
Opening for barrel = 1.571 CF
Opening for drain pipe = 0.175 CF
Total Concrete present, adjusted for openings = 64.755 CF
Weight of concrete present = 9195 lbs
Amount of water displaced by Riser Structure = =>
Displacement by concrete = 64.755 CF
Displacement by open air in riser = 96.000 CF
Displacement by trash rack = 52.670 CF
Total water displaced by riser /barrel structure = 213.425 CF
Weight of water displaced = 13318 lbs
J. ALLEN, PE
12/17/2013
Mote: NC Products lists unit wt. of
manhole concrete at 142 PCF.

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #4
KRG -11010 Anti - Flotation Block Calculations
Calculate amount of concrete to be added to riser = =>
Safety factor to use =
Must add =
Concrete unit weight for use =
Buoyant weight of this concrete =
Buoyant, with safety factor applied =
Therefore, must add =
Standard based described above =
Therefore, base design must have =
Calculate size of base for riser assembly =_>
Length =
Width =
Thickness =
Concrete Present =
Check validity of base as designed = =>
Total Water Displaced =
Total Concrete Present =
Total Water Displaced =
Total Concrete Present =
Actual safety factor
Results of design = =>
1.15 (recommend 1.15 or higher)
6120 lbs concrete for buoyancy
142 PCF (note above observation for NCP concrete)
79.60 PCF
69.22 PCF
88.420 CF of concrete
12.500 CF of concrete
100.920 CF of concrete
8.000 feet
8.000 feet
19.0 inches
101.333 CF
302.258 CF
153.588 CF
18861 lbs
21809 lbs
1.16 Old
mm-
Base length =
8.00 feet
Base width =
8.00 feet
Base Thickness =
19.00 inches
CY of concrete total in base =
3.75 CY
Concrete unit weight in added base —
142 PCF
J. ALLEN, PE
12/17/2013

Project
Project No.
Outlet ID
Flow, Q10-yr
Slope, S
Pipe Diameter, D,,
Pipe Diameter, D,,
Number of pipes
Pipe separation
DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
HOLLY SPRINGS TC Date 12/17/2013
KRG -11010 Designer JCA
SWMF #4
1.84 cfs
1.67 %
24 inches
2 feet
1
0 feet
Fieure 8.06.b.1
25 — - - -- - -- -- - -
- Zone -7 -:
20
N 15
S
Z
10
7 -Zone
5 ne3-
done -l-
-Zone 2
0
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter (ft)
Zone from graph above =
1
Diameter
Thickness
Outlet pipe diameter
24 in.
Length =
8.0 ft.
Outlet flowrate
1.8 cfs
Width =
6.0 ft.
Outlet velocity
5.2 ft/sec
Stone diameter =
4 in.
Material =
Class A
Thickness =
9 in.
Zone
Material
Diameter
Thickness
Length
Width
1
Class A
4
9
4 x D(o)
3 x D(o)
Class B
8
22
6 x D(o)
2
3 x D(o)
3
Class I
10
22
8 x D(o)
3 x D(o)
4
Class I
_
10
22
8 x D(o)
x D(o)
5
Class II
14
27
_____3
! 10 x D(o)
3 x D(o)
6
Class II
14
27
10 x D(o)
3 x D(o)
7
Special study required
1. Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
2. Outlet velocity based on full -flow velocity
Rip Rap Outlet Protection Design.xlsm
12/17/2013

STORMWA TER MANA GEMENT FA CILITY #5
DESIGN CAL CULA TIONS
HOLLY SPRINGS TC
KRG -11010

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #5 J. ALLEN, PE
KRG -11010 SSFxn Above NP 1/10/2014
STAGE - STORAGE FUNCTION - ABOVE NORMAL POOL
Contour
(feet)
Stage
(feet)
Contour
Area
(SF)
Average
Contour
Area
(SF)
Incremental
Contour
Volume
(CF)
Accumulated
Contour
Volume
(CF)
Estimated
Stage
w/ S -S Fxn
(feet)
326.50
0.00
23,244
327.00
0.50
27,177
25211
12605
12605
0.51
328.00
1.50
29,418
28298
28298
40903
1.47
330.00
3.50
33,733
31576
63151
104054
3.42
332.00
5.50
38,102
35918
71835
175889
5.49
334.00
7.50
41,781
39942
79883
255772
7.70
Storage vs. Stage
300000
250000 y = 26642x' 108
Rz = 0.999
LL 200000
U
150000
a
U) 100000
50000
0
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
Stage (feet)
Ks = 26642
b = 1.1083

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #5 d. ALLEN, PE
KRG -1 1010 SSFxn Main Pool 1/10/2014
STAGE - STORAGE FUNCTION - MAIN POOL
90000
80000
Storage vs. Stage
a
Average
Incremental
Accumulated
Estimated
70000
Rz = 0.998
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
w/ S -S Fxn
(feet)
(feet)
(SF)
(SF)
(CF)
(CF)
(feet)
318.00
0.00
4,461
20000
10000
320.00
2.00
6,446
5454
10907
10907
2.05
322.00
4.00
8,991
7719
15437
26344
3.87
324.00
6.00
11,677
10334
20668
47012
5.87
326.00
8.00
14,462
13070
26139
73151
8.08
326.50
8.50
16,513
15488
7744
80895
8.69
90000
80000
Storage vs. Stage
a
y = 4049.x1384
70000
Rz = 0.998
60000
LL
50000
40000
U) 30000
20000
10000
0
0.00 2.00 4.00 6.00 8.00 10.00
Stage (feet)
Ks = 4049
b = 1.3848

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #5 J. ALLEN, PE
KRG -11010 SSFxn Forebay 1/10/2014
STAGE - STORAGE FUNCTION - FOREBAY
Storage vs. Stage
25000
20000 y = 286.7x2.005
R = 0.997
U 15000
m
rn
`0 10000
C0
5000
0
0.00 2.00 4.00 6.00 8.00 10.00
Stage (feet)
Ks = 286.7
b = 2.0059
Average
Incremental
Accumulated
Estimated
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
w/ S -S Fxn
(feet)
(feet)
(SF)
(SF)
(CF)
(CF)
(feet)
318.00
0.00
227
_
320.00
2.00
982
605
1209
1209
2.05
322.00
4.00
2,102
1542
3084
4293
_
3.85
324.00
6.00
3,580
2841
5682
9975
5.87
326.00
8.00
5,432
4506
9012
18987
8.09
326.50
8.50
6,731
6082
3041
22028
8.71
Storage vs. Stage
25000
20000 y = 286.7x2.005
R = 0.997
U 15000
m
rn
`0 10000
C0
5000
0
0.00 2.00 4.00 6.00 8.00 10.00
Stage (feet)
Ks = 286.7
b = 2.0059

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #5
KRG -11010 Volume Calculation
TOTAL VOLUME OF FACILITY
Volume of Main Pool = 80,895
cf
Volume of Forebay = 22,028
cf
Total Volume Below NWSE = 102,923
cf
= 2.36
acre -ft
Total Volume Above NWSE = 255,772 cf
5.87 acre -ft
Total Volume of Facility = 358,694 cf
8.23 acre -ft
FOREBAY PERCENTAGE OF PERMANENT POOL VOLUME
Per NCDWQ design guidelines, the forebay volume should equal approximately 20% of the
total permanent pool volume.
Total Volume Below NWSE = 102,923 cf
Volume of Forebay = 22,028 cf
% Forebay = 21.4%
AVERAGE DEPTH OF POND
Total Volume Below NWSE = 102,923 of
Surface Area at NWSE = 23,244 sf
Average Depth = 4.43 ft
J. ALLEN, PE
1/10/2014

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY 45 1. ALLEN, PE
KRG -11010 Surface Area Calculation 1/10/2014
WET DETENTION BASIN SUMMARY
From Stormwater Best Management Practices Manual. NCDENR: Division of Water Quality, 1999.
Enter the drainage area characteristics = =>
Total drainage area to pond = 21.10 acres
Total impervious area to pond = 10.80 acres
Note The basin must be sized to treat all impervious surface runoff draining into the pond, not just the impervious
surface from on -site development.
Drainage area = 21.10 acres @ 51.2% impervious
Estimate the surface area required at pond normal pool elevation = =>
Wet Detention Basins are based on an minimum average depth of = 4.43 feet (Calculated)
From the DWQ BMP Handbook (1999), the required SAIDA ratio for 90% TSS Removal = =>
Surface area required at nonnal pool = 21,819 ft2
0.50 acres
Surface area provided at normal pool = 23,244 ft
4.0 4.43
4.5
Lower Boundary
=> 50.0 2.50
2.30
Site % impervious
=> 51.2 2.54 2.37
2.35
Upper Boundary
=> 60.0 2.80
2.70
Therefore, SA /DA required
Surface area required at nonnal pool = 21,819 ft2
0.50 acres
Surface area provided at normal pool = 23,244 ft

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #5
KRG -11010 WQV Calculation
DETERMINATION OF WATER QUALITY VOLUME
WQ v = (P) (R v) (A) /I2
where,
WQv = water quality volume (in acre -ft)
Rv = 0.05 +0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area, A =
21.10 acres
Impervious area =
10.80 acres
Percent impervious cover, I =
51.2 %
Rainfall, P =
1.00 inches
Calculated values:
Rv = 0.51
WQv= 0.90 acre -ft
39101 cf.
ASSOCIATED DEPTH IN POND
WQv
Stage /Storage Data:
Ks
b
Zo
Volume in 1" rainfall
39101 cf.
26642
1.108
326.50
39101 cu. ft
Calculated values:
Depth of WQv in Basin = 1.41 ft
16.96 inches
Elevation = 32T91 ft
J. ALLEN, PE
1/10/2014

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #5
KRG -11010 WQV Drawdown Calculation
URAWDOWN'SIPHON DESIGN
D orifice =
# orifices =
Ks =
b=
Cd siphon =
Normal Pool Elevation =
Volume @ Normal Pool =
Orifice Invert =
WSEL @ 1" Runoff Volume=
3 inch
26642
1.1083
0.60
326.50 feet
0 cf
326.50 feet
327.91 feet
WSEL
(feet)
Vol. Stored
(c1)
Siphon Flow
(cfs)
Avg. Flow
(efs)
Iner. Vol.
(cf)
Iner. Time
(see)
327.91
39101
0.268
327.79
35329
0.255
0.261
3772
14437
327.67
31596
0.241
0.248
3733
15069
327.54
27905
0.226
0.233
3691
15810
327.42
24262
0.210
0.218
3643
16700
327.30
20671
0.193
0.202
3591
17798
327.17
17140
0.174
0.184
3530
19204
327.05
13680
0.153
0.164
3460
21103
326.92
10304
0.129
0.141
3376
23895
326.80
7034
0.099
0.114
3270
28681
326.68
3910
0.050
0.074
3124
41988
Drawdown Time = 2.48 days
By comparison, if calculated by the average head over the orifice
(assuming average head is half the total depth), the result would be:
Average driving head on orifice = 0.644 feet
Orifice composite loss coefficient = 0.600
Cross - sectional area of siphon = 0.049 sf
Q= 0.1897 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec /day)
Drawdown Time = 2.39 days
J. ALLEN, PE
1/10/2014

Subsection: Elevation-Area Volume Curve
Label: SWMF-5
Elevation Planimeter Area A1-FA2+sqr
(ft2) (acres) (Al*A2)
(acres)
Return Event: I years
Storm Event: 1 -Year
Volume Volume (Total)
(ac-ft) (ac-ft)
326.50
0.0
0.534
0.000
0.000
0,000
327.00
0.0
0.624
1.734
0.289
0.289
328.00
0.0
0.675
1.948
0.649
0.939
330.00
0.0
0.774
2.173
1.449
2.387
332.00
0.0
0.875
2.472
1.648
4.035
334.00
0.0
0.959
2.750
1.833
5.868
HOLLY SPRINGS TC J. ALLEN, PE
KRG1 1 010.ppc 1/10/2014

Rill
A McADAMS
Subsection: Outlet Input Data Return Event: 1 years
Label: SWMF #5 Storm Event: 1 -Year
Requested Pond Water Surface Elevations
Minimum (Headwater) 326.50 ft
Increment (Headwater) 0.20 ft
Maximum (Headwater) 334.00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall E1 E2
(ft) (ft)
OLLY SPRINGS TC J. ALLEN. PE
KRG11010.ppc 1/10/2014
Orifice -Area
Orifice
Forward
Culvert
328.80
334.00
Inlet Box
Riser
Forward
Culvert
332.30
334.00
Orifice - Circular
Siphon
Forward
Culvert
326.50
334.00
Culvert- Circular
Culvert
Forward
Tw
322.50
334.00
Tailwater Settings
Tailwater
(N /A)
(N /A)
OLLY SPRINGS TC J. ALLEN. PE
KRG11010.ppc 1/10/2014

2 MCADAMS
Subsection: Outlet Input Data
Label: SWMF #5
Structure ID: Riser
Structure Type: Inlet Box
Number of Openings
1
Elevation
332.30 ft
Orifice Area
16.0 ft2
Orifice Coefficient
0.600
Weir Length
16.00 ft
Weir Coefficient
3.00 (ft ^0.5) /s
K Reverse
1.000
Manning's n
0.000
Kev, Charged Riser
0.000
Weir Submergence
False
Orifice H to crest
False
Return Event: 1 years
Storm Event: 1 -Year
OLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/10/2014

"J MCADAMS
Subsection: Outlet Input Data
Label: SWMF #5
Structure ID: Culvert
Structure Type: Culvert- Circular
Number of Barrels
1
Diameter
24.0 in
Length
57.00 ft
Length (Computed Barrel)
57.00 ft
Slope (Computed)
0.009 ft /ft
Outlet Control Data
Manning's n
0.013
Ke
0.500
Kb
0.012
Kr
0.500
Convergence Tolerance
0.00 ft
Inlet Control Data
Equation Form
Form 1
K
0.0098
M
2.0000
C
0.0398
Y
0.6700
T1 ratio (HW /D)
1.156
T2 ratio (HW /D)
1.302
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...
Return Event: 1 years
Storm Event: 1 -Year
T1 Elevation 324.81 ft T1 Flow 15.55 ft3 /s
T2 Elevation 325.10 ft T2 Flow 17.77 ft3 /s
JLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/10/2014

'.J MCADAMS
Subsection: Outlet Input Data
Label: SWMF #5
Structure ID: Siphon
Structure Type: Orifice- Circular
Number of Openings
1
Elevation
326.50 ft
Orifice Diameter
4.0 in
Orifice Coefficient
0.600
Structure ID: Orifice
Structure Type: Orifice -Area
Number of Openings
2
Elevation
328.80 ft
Orifice Area
1.0 ftz
Top Elevation
329.30 ft
Datum Elevation
329.05 ft
Orifice Coefficient
0.600
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
Return Event: 1 years
Storm Event: 1 -Year
, iOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/10/2014

A MCADAMS
Subsection: Composite Rating Curve
Label: SWMF #5
Composite Outflow Summary
Water Surface Flow Tailwater Elevation Convergence Error
Elevation (ft3 /s) (ft) (ft)
(ft)
Return Event: 1 years
Storm Event: 1 -Year
Contributing Structures
326.50
0.00
(N /A)
0.00
(no Q: Orifice, Riser,Siphon,Culvert)
326.70
0.07
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
326.90
0.20
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
327.10
0.28
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
327.30
0.33
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
327.50
0.38
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
327.70
0.42
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
327.90
0.46
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
328.10
0.50
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
328.30
0.54
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
328.50
0.57
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
328.70
0.60
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
328.80
0.61
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
328.90
1.59
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
329.10
3.54
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
329.30
5.49
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
329.50
7.16
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
329.70
8.49
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
329.90
9.63
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
330.10
10.64
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
330.30
11.56
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
330.50
12.40
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
330.70
13.21
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
330.90
13.95
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
331.10
14.66
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
331.30
15.34
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
331.50
15.99
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
331.70
16.61
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
331.90
17.21
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
332.10
17.78
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
332.30
18.35
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
332.50
23.18
(N /A)
0.00
Orifice, Riser,Siphon,Culvert
332.70
31.45
(N /A)
0.00
Orifice, Riser,Si phon,Culvert
332.90
39.25
(N /A)
0.00
Orifice, Riser,Siphon,Culvert
333.10
44.95
(N /A)
0.00
Orifice, Riser,Siphon,Culvert
333.30
48.45
(N /A)
0.00
Orifice, Riser,Siphon,Culvert
333.50
48.97
(N /A)
0.00
Riser,Culvert (no Q: Orifice,Siphon)
333.70
49.47
(N /A)
0.00
Riser,Culvert (no Q: Orifice,Siphon)
333.90
49.97
(N /A)
0.00
Riser,Culvert (no Q: Orifice,Siphon)
334.00
50.22
(N /A)
1 0.001
Riser,Culvert (no Q: Orifice,Siphon)
LILLY SPRINGS TC
KRG11010.ppc
J. ALLEN, PE
1/10/2014

"91 MCADAMS
Subsection: Level Pool Pond Routing Summary
Label: SWMF -5 (IN)
Infiltration
328.79 ft
Infiltration Method
No Infiltration
(Computed)
1.486 ac -ft
Initial Conditions
Elevation (Water Surface,
326.50 ft
Initial)
2.051 ac -ft
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
1.000 min
Inflow /Outflow Hydrograph Summary
Return Event: 1 years
Storm Event: 1 -Year
Flow (Peak In) 43.35 ft3 /s Time to Peak (Flow, In) 722.000 min
Flow (Peak Outlet) 0.61 ft3 /s Time to Peak (Flow, Outlet) 1,086.000 min
Elevation (Water Surface,
328.79 ft
Peak)
Volume (Peak)
1.486 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
2.051 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
0.591 ac -ft
Outflow)
Volume (Retained)
1.459 ac -ft
Volume (Unrouted)
-0.001 ac -ft
Error (Mass Balance)
0.0%
. DOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/10/2014

"!]I MCADAMS
Subsection: Level Pool Pond Routing Summary
Label: SWMF -5 (IN)
Infiltration
330.40 ft
Infiltration Method
No Infiltration
(Computed)
2.701 ac -ft
Initial Conditions
Elevation (Water Surface,
326.50 ft
Initial)
5.219 ac -ft
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
1.000 min
Inflow /Outflow Hydrograph Summary
Return Event: 10 years
Storm Event: 10 -Year
Flow (Peak In) 96.33 ft3 /s Time to Peak (Flow, In) 721.000 min
Flow (Peak Outlet) 11.98 ft3 /s Time to Peak (Flow, Outlet) 755.000 min
Elevation (Water Surface,
330.40 ft
Peak)
Volume (Peak)
2.701 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
5.219 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
3.680 ac -ft
Outflow)
Volume (Retained)
1.537 ac -ft
Volume (Unrouted)
-0.002 ac -ft
Error (Mass Balance)
0.0%
, iOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/10/2014

A MCADAMS
Subsection: Level Pool Pond Routing Summary
Label: SWMF -5 (IN)
Infiltration
332.63 ft
Infiltration Method
No Infiltration
(Computed)
4.591 ac -ft
Initial Conditions
Elevation (Water Surface,
326.50 ft
Initial)
9.224 ac -ft
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
1.000 min
Inflow /Outflow Hydrograph Summary
Return Event: 100 years
Storm Event: 100 -Year
Flow (Peak In) 142.58 ft3 /s Time to Peak (Flow, In) 721.000 min
Flow (Peak Outlet) 28.39 ft3 /s Time to Peak (Flow, Outlet) 754.000 min
Elevation (Water Surface,
332.63 ft
Pea k)
Volume (Peak)
4.591 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
9.224 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
7.656 ac -ft
Outflow)
Volume (Retained)
1.566 ac -ft
Volume (Unrouted)
-0.002 ac -ft
Error (Mass Balance)
0.0%
. iOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/10/2014

'HI MCADAMS
Subsection: Outlet Input Data Return Event: 100 years
Label: SWMF #5 - WC Storm Event: 100 -Year
Requested Pond Water Surface Elevations
Minimum (Headwater) 326.50 ft
Increment (Headwater) 0.20 ft
Maximum (Headwater) 334.00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
OLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/10/2014
Inlet Box
Riser
Forward
Culvert
332.30
334.00
Orifice -Area
Orifice
Forward
Culvert
328.80
334.00
Culvert- Circular
Culvert
Forward
TW
322.50
334.00
Tailwater Settings
Tailwater
(N /A)
(N /A)
OLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/10/2014

:J MCADAMS
Subsection: Outlet Input Data Return Event: 100 years
Label: SWMF #5 - WC Storm Event: 100 -Year
Structure ID: Riser
Structure Type: Inlet Box
Number of Openings
1
Elevation
332.30 ft
Orifice Area
16.0 ftz
Orifice Coefficient
0.600
Weir Length
16.00 ft
Weir Coefficient
3.00 (ft^0.5) /s
K Reverse
1.000
Manning's n
0.000
Kev, Charged Riser
0.000
Weir Submergence
False
Orifice H to crest
False
OLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/10/2014

A MCADAMS
Subsection: Outlet Input Data
Label: SWMF #5 - WC
Structure ID: Culvert
Structure Type: Culvert- Circular
Number of Barrels
1
Diameter
24.0 in
Length
57.00 ft
Length (Computed Barrel)
57.00 ft
Slope (Computed)
0.009 ft /ft
Outlet Control Data
Manning's n
0.013
Ke
0.500
Kb
0.012
Kr
0.500
Convergence Tolerance
0.00 ft
Inlet Control Data
Equation Form
Form 1
K
0.0098
M
2.0000
C
0.0398
Y
0.6700
TI ratio (HW /D)
1.156
T2 ratio (HW /D)
1.302
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...
Return Event: 100 years
Storm Event: 100 -Year
Ti Elevation 324.81 ft T1 Flow 15.55 ft3 /s
T2 Elevation 325.10 ft T2 Flow 17.77 ft3 /s
OLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/10/2014

A MCADAMS
Subsection: Outlet Input Data
Label: SWMF #5 - WC
Structure ID: Orifice
Structure Type: Orifice -Area
Number of Openings
2
Elevation
328.80 ft
Orifice Area
1.0 ftz
Top Elevation
329.30 ft
Datum Elevation
329.05 ft
Orifice Coefficient
0.600
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
Return Event: 100 years
Storm Event: 100 -Year
iOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/10/2014

2 MCADAMS
Subsection: Composite Rating Curve
Label: SWMF #5 - WC
Composite Outflow Summary
Return Event: 100 years
Storm Event: 100 -Year
Water Surface Flow Tailwater Elevation Convergence Error Contributing Structures
Elevation (ft3 /s) (ft) (ft)
(ft)
326.50
0.00
(N /A)
0.00
(no Q: Riser,Orifice,Culvert)
326.70
0.00
(N /A)
0.00
(no Q: Riser,Orifice,Culvert)
326.90
0.00
(N /A)
0.00
(no Q: Riser,Orifice,Culvert)
327.10
0.00
(N /A)
0.00
(no Q: Riser,Orifice,Culvert)
327.30
0.00
(N /A)
0.00
(no Q: Riser,Orifice,Culvert)
327.50
0.00
(N /A)
0.00
(no Q: Riser,Orifice,Culvert)
327.70
0.00
(N /A)
0.00
(no Q: Riser,Orifice,Culvert)
327.90
0.00
(N /A)
0.00
(no Q: Riser,Orifice,Culvert)
328.10
0.00
(N /A)
0.00
(no Q: Riser,Orifice,Culvert)
328.30
0.00
(N /A)
0.00
(no Q: Riser,Orifice,Culvert)
328.50
0.00
(N /A)
0.00
(no Q: Riser,Orifice,Culvert)
328.70
0.00
(N /A)
0.00
(no Q: Riser,Orifice,Culvert)
328.80
0.00
(N /A)
0.00
(no Q: Riser, Orifice, Culvert)
328.90
0.96
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
329.10
2.89
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
329.30
4.81
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
329.50
6.46
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
329.70
7.76
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
329.90
8.88
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
330.10
9.86
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
330.30
10.76
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
330.50
11.59
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
330.70
12.36
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
330.90
13.09
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
331.10
13.78
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
331.30
14.44
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
331.50
15.07
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
331.70
15.67
(N /A)
0.00
Orifice,CulverL (no Q: Riser)
331.90
16.25
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
332.10
16.82
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
332.30
17.36
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
332.50
22.17
(N /A)
0.00
Riser,Orifice,Culvert
332.70
30.53
(N /A)
0.00
Riser, 0rifice,Culvert
332.90
38.90
(N /A)
0.00
Riser,Orifice,Culvert
333.10
44.78
(N /A)
0.00
Riser,Orifice,Culvert
333.30
48.45
(N /A)
0.00
Riser,Orifice,Culvert
333.50
48.97
(N /A)
0.00
Riser,Culvert (no Q: Orifice)
333.70
49.47
(N /A)
0.00
Riser,Culvert (no Q: Orifice)
333.90
49.97
(N /A)
0.00
Riser,Culvert (no Q: Orifice)
334.00
50.22
(N /A)
1 0.001
Riser,Culvert (no Q: Orifice)
. rJLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/10/2014

M MCADAMS
Subsection: Level Pool Pond Routing Summary Return Event: 100 years
Label: SWMF -5 (IN) Storm Event: 100 -Year
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
328.80 ft
Initial)
Flow (Peak Outlet)
Volume (Initial)
1.494 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
1.000 min
Inflow /Outflow Hydrograph Summary
Flow (Peak In)
142.58 ft3 /s Time to Peak (Flow, In) 721.000 min
Flow (Peak Outlet)
38.14 ft3 /s Time to Peak (Flow, Outlet) 752.000 min
Elevation (Water Surface,
332.88 ft
Peak)
Volume (Peak)
4.823 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
1.494 ac -ft
Volume (Total Inflow)
9.224 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
9,103 ac -ft
Outflow)
Volume (Retained)
1.613 ac -ft
Volume (Unrouted)
-0.002 ac -ft
Error (Mass Balance)
0.0%
OLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/10/2014

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #5
KRG -11010 Anti - Flotation Block Calculations
RISER ANTI - FLOTATION CALCULATION
Input Data = =>
Inside length of riser =
4.00 feet
Inside width of riser =
4.00 feet
Wall thickness of riser =
6.00 inches
Base thickness of riser =
6.00 inches
Base length of riser =
5.00 feet
Base width of riser =
5.00 feet
Inside height of Riser =
9.50 feet
Concrete unit weight =
142.0 PCF
OD of barrel exiting manhole =
24.00 inches
Size of drain pipe (if present) =
8.0 inches
Trash Rack water displacement =
52.67 CF
Concrete Present in Riser Structure = =>
Total amount of concrete:
Adjust for openings:
Base of Riser = 12.500 CF
Riser Walls = 85.500 CF
Opening for barrel = 1.571 CF
Opening for drain pipe = 0.175 CF
Total Concrete present, adjusted for openings = 96.255 CF
Weight of concrete present = 13668 lbs
Amount of water displaced by Riser Structure = =>
Displacement by concrete = 96.255 CF
Displacement by open air in riser = 152.000 CF
Displacement by trash rack = 52.670 CF
Total water displaced by riser/barrel structure = 300.925 CF
Weight of water displaced = 18778 lbs
J. ALLEN, PE
12/18/2013
Neste: NC; Products lists unit wt. of
manhole concrete at 142 PCF.

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY 45
KRG -11010 Anti - Flotation Block Calculations
Calculate amount of concrete to be added to riser =_>
Safety factor to use =
Must add =
Concrete unit weight for use =
Buoyant weight of this concrete =
Buoyant, with safety factor applied =
Therefore, must add =
Standard based described above =
Therefore, base design must have =
Calculate size of base for riser assembly =_>
Length =
Width =
Thickness =
Concrete Present =
Check validity of base as designed =_>
Total Water Displaced =
Total Concrete Present =
Total Water Displaced =
Total Concrete Present =
Actual safety factor
Results of design =_>
1.15 (recommend 1.15 or higher)
7926 lbs concrete for buoyancy
142 PCF (note above observation for NCP concrete)
79.60 PCF
69.22 PCF
114.512 CF of concrete
12.500 CF of concrete
127.012 CF of concrete
8.000 feet
8.000 feet
24.0 inches
128.000 CF
416.425 CF
211.755 CF
25985 lbs
30069 lbs
1.16 OK
Base length =
8.00 feet
Base width =
8.00 feet
Base Thickness =
24.00 inches
CY of concrete total in base =
4.74 CY
Concrete unit weight in added base —
142 PCF
J. ALLEN, PE
12/18/2013

Proj ect
Project No.
Outlet ID
Flow, Q10 -,
Slope, S
Pipe Diameter, D,,
Pipe Diameter, Do
Number of pipes
Pipe separation
Manning's n
DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
HOLLY SPRINGS TC Date 1/7/2014
KRG -11010 Designer JCA
SWMF #5
11.98
cfs
1.00
%
24
inches
2
feet
1
12.0 cfs
0
feet
0.013
7.3 ft/sec
1 �M \�����������A��
lb-04 1 i F91T"'����������
mil! ■��������������L����
Zone from graph above =
2
Diameter
Thickness
Outlet pipe diameter
24 in.
Length =
12.0 ft.
Outlet flowrate
12.0 cfs
Width =
6.0 ft.
Outlet velocity
7.3 ft/sec
Stone diameter =
8 in.
Material =
Class B
Thickness =
22 in.
Zone
Material
Diameter
Thickness
Length
Width
1
Class A
4
9
4 x D(o)
3 x D(o)
2
Class B
8
22
6 x D(o)
3 x D(o)
3
Class I
10
22
8 x D(o)
3 x D(o)
4
Class I
10
22
8 x D(o)
3 x D(o)
5
Class II
14
27
10 x D(o)
3 x D(o)
6
Class II
14
27
10 x D(o)
3 x D(o)
7
Special study required
1. Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
2. Outlet velocity based on full -flow velocity
Rip Rap Outlet Protection Design.xlsm
1/7/2014

STORMWA TER MANA GEMENT FA CILITY #6
DESIGN CALCULATIONS
HOLLY SPRINGS TC
KRG -11010

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #6 J. ALLEN, PE
KRG -11010 SSFxn Above NP 1/10/2014
STAGE - STORAGE FUNCTION - ABOVE NORMAL POOL
Ks = 30933
b = 1.1081
Average
Incremental
Accumulated
Estimated
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
w/ S -S Fxn
(feet)
(feet)
(SF)
(SF)
(CF)
(CF)
(feet)
320.00
0.00
26,581
320.50
0.50
31,535
29058
14529
14529
0.51
322.00
2.00
35,809
33672
50508
65037
1.96
324.00
4.00
41,705
38757
77514
142551
3.97
326.00
6.00
45,769
43737
87474
230025
6.11
Ks = 30933
b = 1.1081

HOLLY SPRINGS TC
STORMWATER MANAGEMENT FACILITY #6
1. ALLEN, PE
KRG -11010
SSFxn Main Pool
1/10/2014
STAGE - STORAGE FUNCTION
- MAIN POOL
Average
Incremental
Accumulated
Estimated
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
w/ S -S Fxn
(feet)
(feet)
(SF)
(SF)
(CF)
(CF)
(feet)
313.00
0.00
6,082
314.00
1.00
7,314
6698
6698
6698_
1.03
316.00
3.00
11,016
9165
18330
25028
2.84
318.00
5.00
14,686
12851
25702
50730
4.91
319.50
6.50
16,741
15714
23570
74300
6.60
320.00
7.00
19,780
18261
9130
83431
752
Ks = 6479
b = 1.2930

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #6 J. ALLEN, PE
KRG -11010 SSFxn Forebay 1/10/2014
STAGE - STORAGE FUNCTION - FOREBAY
Storage vs. Stage
20000
18000
Average
Incremental
Accumulated
Estimated m_
y = 681.5x 1 618
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
w/ S -S Fxn
(feet)
(feet)
(SF)
(SF)
(CF)
(CF)
(feet)
313.00
0.00
506
0
314.00
1.00
925
716
716
716
1.03
316.00
3.00
2,083
1504
3008
3724
2.85
318.00
5.00
2,675
2379
4758
8482
4.75
319.50
6.50
5,258
3967
5950
14431
6.59
320.00
7.00
6,801
6030
3015
17446
7.41
Storage vs. Stage
20000
18000
16000
y = 681.5x 1 618
14000
R2 = 0.996
U 12000
10000
`6 8000
.r
N 6000
4000
2000
0
0.00 2.00 4.00 6.00 8.00
Stage (feet)
Ks = 681.6
b = 1.6187

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #6
KRG -11010 Volume Calculation
TOTAL VOLUME OF FACILITY
Volume of Main Pool = 83,431
cf
Volume of Forebay = 17,446
cf
Total Volume Below NWSE = 100,877
cf
= 2.32
acre -ft
Total Volume Above NWSE = 230,025 cf
5.28 acre -ft
Total Volume of Facility = 330,902 cf
7.60 acre -ft
FOREBAY PERCENTAGE OF PERMANENT POOL VOLUME
Per NCDWQ design guidelines, the forebay volume should equal approximately 20% of the
total permanent pool volume.
Total Volume Below NWSE = 100,877 cf
Volume of Forebay = 17,446 cf
% Forebay = 17.3%
Total Volume Below NWSE = 100,877 cf
Surface Area at NWSE = 26,581 sf
Average Depth = 3.80 ft
J. ALLEN, PE
1/10/2014

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #6 J. ALLEN, PE
KRG -11010 Surface Area Calculation 1/10/2014
WET DETENTION BASIN SUMMARY
From Stormwater Best Management Practices Manual. NCDENR: Division of Water Quality, 1999.
Enter the drainage area characteristics = =>
Total drainage area to pond = 18.09 acres
Total impervious area to pond = 11.06 acres
Note The basin must be sized to treat all impervious surface runoff draining into the pond, not just the impervious
surface from on -site development.
Drainage area = 18.09 acres @ 61.1% impervious
Estimate the surface area required at pond normal pool elevation = =>
Wet Detention Basins are based on an minimum average depth of = 3.80 feet (Calculated)
From the DWQ BMP Handbook (1999), the required SAIDA ratio for 90% TSS Removal = =>
Surface area required at normal pool = 23,805 ftZ
0.55 acres
Surface area provided at normal pool = 26,581 ft
3.5 3.80
4.0
Lower Boundary
=> 60.0 3.20
2.80
Site % impervious
=> 61.1 3.26 3.02
2.86
Upper Boundary
=> 70.0 3.70
3.30
Therefore, SA /DA required
Surface area required at normal pool = 23,805 ftZ
0.55 acres
Surface area provided at normal pool = 26,581 ft

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #6
KRG -11010 WQV Calculation
DETERMINATION OF WATER QUALITY VOLUME
WQ v = (P) (R v) (A) /12
where,
WQv= water quality volume (in acre -ft)
Rv = 0.05 +0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area, A =
18.09
acres
Impervious area =
11.06
acres
Percent impervious cover, I =
61.1
%
Rainfall, P =
1.00
inches
Calculated values:
Rv = 0.60
WQv = 0.90 acre -ft
39416 cf.
ASSOCIATED DEPTH IN POND
WQv
Stage /Storage Data:
Ks
b
Zo
Volume in 1" rainfall
39416 cf.
30933
1.108
320.00
39416 cu. ft
Calculated values:
Depth of WQv in Basin = 1.24 ft
14.93 inches
Elevation = 321.24 ft
J. ALLEN, PE
1/10/2014

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #6
KRG -11010 WQV Drawdown Calculation
DRAWDOWN SIPHON DESIGN
D orifice
# orifices
Ks
b
Cd siphon
Normal Pool Elevation
Volume @ Normal Pool
Orifice Invert
WSEL @ 1" Runoff Volume
3 inch
1
30933
1.1081
0.60
320.00 feet
0 cf
320.00 feet
321.24 feet
WSEL
(feet)
Vol. Stored
(cf)
Siphon Flow
(cfs)
Avg. Flow
(cfs)
Incr. Vol.
(cf)
Incr. Time
(sec)
321.24
39416
0.250
321.14
35614
0.237
0.243
3802
15619
321.03
31851
0.224
0.231
3763
16315
320.92
28131
0.210
0.217
3720
17136
320.81
24458
0.195
0.203
3673
18124
320.70
20838
0.179
0.187
3619
19349
320.59
17280
0.161
0.170
3559
20929
320.48
13791
0.141
0.151
3488
23086
320.37
10387
0.118
0.129
3404
26312
320.26
7091
0.088
0.103
3297
32033
320.16
3942
0.041
0.065
3149
48688
Drawdown Time = 2.75 days
By comparison, if calculated by the average head over the orifice
(assuming average head is half the total depth), the result would be:
Average driving head on orifice = 0.560 feet
Orifice composite loss coefficient = 0.600
Cross - sectional area of siphon = 0.049 sf
Q = 0.1768 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec /day)
Drawdown Time = 2.58 days
J. ALLEN, PE
1/10/2014

Rill
A McADAMS
Subsection: Elevation -Area Volume Curve
Label: SWMF -6
Return Event: 1 years
Storm Event: 1 -Year
Elevation Planimeter Area Al +A2 +sqr Volume Volume (Total)
(ft) (ftz) (ftz) (A1 *A2) (ac -ft) (ac-ft)
(ft2)
320.00
0.0
26,581.000
0.000
0.000
0.000
320.50
0.0
31,535.000
87,068.234
0.333
0.333
322.00
0.0
35,809.000
100,948.119
1.159
1.492
324.00
0.0
41,705.000
116, 158.719
1.778
3.270
326.00
0.0
45,769.000
131,163.772
2.007
5.277
ALLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/10/2014

"J MCADAMS
Subsection: Outlet Input Data Return Event: 1 years
Label: SWMF #6 Storm Event: 1 -Year
Requested Pond Water Surface Elevations
Minimum (Headwater) 320.00 ft
Increment (Headwater) 0.20 ft
Maximum (Headwater) 326.00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall E1 E2
(ft) (ft)
_LY SPRINGS TC J. ALLEN, PE
mRG 11010. ppc 1/7/2014
Orifice -Area
Orifice
Forward
Culvert
322.30
326.00
Inlet Box
Riser
Forward
Culvert
324.50
326.00
Orifice - Circular
Siphon
Forward
Culvert
320.00
326.00
Culvert- Circular
Culvert
Forward
TW
316.50
326.00
Tailwater Settings
Tailwater
(N /A)
(N /A)
_LY SPRINGS TC J. ALLEN, PE
mRG 11010. ppc 1/7/2014

Rill
J McADAMS
Subsection: Outlet Input Data Return Event: 1 years
Label: SWMF #6 Storm Event: 1 -Year
Structure ID: Riser
Structure Type: Inlet Box
Number of Openings
1
Elevation
324.50 ft
Orifice Area
16.0 ft2
Orifice Coefficient
0.600
Weir Length
16.00 ft
Weir Coefficient
3.00 (ft^0.5) /s
K Reverse
1.000
Manning's n
0.000
Kev, Charged Riser
0.000
Weir Submergence
False
Orifice H to crest
False
SLY SPRINGS TC J. ALLEN, PE
nRG11010.ppc 1/7/2014

'J MCADAMS
Subsection: Outlet Input Data
Label: SWMF #6
Return Event: 1 years
Storm Event: 1 -Year
Structure ID: Culvert
Structure Type: Culvert- Circular
Number of Barrels
1
Diameter
24.0 in
Length
55.00 ft
Length (Computed Barrel)
55.00 ft
Slope (Computed)
0.009 ft /ft
Outlet Control Data
Manning's n
0.013
Ke
0.500
Kb
0.012
Kr
0.500
Convergence Tolerance
0.00 ft
Inlet Control Data
Equation Form
Form 1
K
0.0098
M
2.0000
C
0.0398
Y
0.6700
T1 ratio (HW /D)
1.156
T2 ratio (HW /D)
1.302
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...
Ti Elevation 318.81 ft TI Flow
15.55 ft3 /s
T2 Elevation 319.10 ft T2 Flow
17.77 ft3 /s
-LY SPRINGS TC J. ALLEN, PE
KHG 11010. ppc 1/7/2014

"J MCADAMS
Subsection: Outlet Input Data
Label: SWMF #6
Structure ID: Siphon
30
Structure Type: Orifice- Circular
0.01 ft
Number of Openings
1
Elevation
320.00 ft
Orifice Diameter
4.0 in
Orifice Coefficient
0.600
(Minimum)
Structure ID: Orifice
0.50 ft
Structure Type: Orifice -Area
Number of Openings
3
Elevation
322.30 ft
Orifice Area
1.0 ftz
Top Elevation
322.80 ft
Datum Elevation
322.55 ft
Orifice Coefficient
0.600
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
Return Event: 1 years
Storm Event: 1 -Year
LLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/7/2014

"J MCADAMS
Subsection: Composite Rating Curve
Label: SWMF #6
Composite Outflow Summary
Water Surface Flow Tailwater Elevation Convergence Error
Elevation M /s) (ft) (ft)
(ft)
Return Event: 1 years
Storm Event: 1 -Year
Contributing Structures
320.00
0.00
(N /A)
0.00
(no Q: Orifice, Riser,Siphon,Culvert)
320.20
0.07
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
320.40
0.20
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
320.60
0.28
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
320.80
0.33
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
321.00
0.38
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
321.20
0.42
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
321.40
0.46
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
321.60
0.50
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
321.80
0.54
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
322.00
0.57
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
322.20
0.60
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
322.30
0.61
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
322.40
2.07
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
322.60
4.98
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
322.80
7.90
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
323.00
10.38
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
323.20
12.37
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
323.40
14.07
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
323.60
15.58
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
323.80
16.94
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
324.00
18.20
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
324.20
19.37
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
324.40
20.50
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
324.50
21.04
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
324.60
23.07
(N /A)
0.00
Orifice, Riser,Siphon,Culvert
324.80
30.28
(N /A)
0.00
Orifice, Riser, Siphon,Culvert
325.00
36.64
(N /A)
0.00
Orifice, Riser, Siphon,Culvert
325.20
40.64
(N /A)
0.00
Orifice, Rise r,Siphon,Culvert
325.40
43.26
(N /A)
0.00
Orifice, Riser,Siphon,Culvert
325.60
43.89
(N /A)
0.00
Riser,Culvert (no Q: Orifice,Siphon)
325.80
44.45
(N /A)
0.00
Riser,Culvert (no Q: Orifice,Siphon)
326.00 1
45.01 1
(N /A)
0.00
Riser,Culvert (no Q: Orifice,Siphon)
SLY SPRINGS TC
r,RG11010.ppc
J. ALLEN, PE
1/7/2014

'J MCADAMS
Subsection: Level Pool Pond Routing Summary
Label: SWMF -6 (IN)
Infiltration
322.24 ft
Infiltration Method
No Infiltration
(Computed)
1.691 ac -ft
Initial Conditions
Elevation (Water Surface,
320.00 ft
Initial)
2.253 ac -ft
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
1.000 min
Inflow /Outflow Hydrograph Summary
Return Event: 1 years
Storm Event: 1 -Year
Flow (Peak In) 48.79 ft3 /s Time to Peak (Flow, In) 721.000 min
Flow (Peak Outlet) 0.61 ft3 /s Time to Peak (Flow, Outlet) 1,086.000 min
Elevation (Water Surface,
322.24 ft
Peak)
Volume (Peak)
1.691 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
2.253 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
0.593 ac -ft
Outflow)
Volume (Retained)
1.659 ac -ft
Volume (Unrouted)
-0.001 ac -ft
Error (Mass Balance)
0.0%
JLLY SPRINGS TC J. ALLEN, PE
KRG 11010. ppc 1/10/2014

M MCADAMS
Subsection: Level Pool Pond Routing Summary
Label: SWMF -6 (IN)
Infiltration
323.44 ft
Infiltration Method
No Infiltration
(Computed)
2.743 ac -ft
Initial Conditions
Elevation (Water Surface,
320.00 ft
Initial)
5.197 ac -ft
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
1.000 min
Return Event: 10 years
Storm Event: 10 -Year
Inflow /Outflow Hydrograph Summary
Flow (Peak In) 95.40 ft3 /s Time to Peak (Flow, In) 721.000 min
Flow (Peak Outlet) 14.36 ft3 /s Time to Peak (Flow, Outlet) 754.000 min
Elevation (Water Surface,
323.44 ft
Peak)
Volume (Peak)
2.743 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
5.197 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
3.428 ac -ft
Outflow)
Volume (Retained)
1.768 ac -ft
Volume (Unrouted)
-0.002 ac -ft
Error (Mass Balance)
0.0%
JLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/10/2014

:21 MCADAMS
Subsection: Level Pool Pond Routing Summary
Label: SWMF -6 (IN)
Infiltration
324.89 ft
Infiltration Method
No Infiltration
(Computed)
4.144 ac -ft
Initial Conditions
Elevation (Water Surface,
320.00 ft
Initial)
8.778 ac -ft
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
1.000 min
Inflow /Outflow Hydrograph Summary
Return Event: 100 years
Storm Event: 100 -Year
Flow (Peak In) 133.42 ft3 /s Time to Peak (Flow, In) 721.000 min
Flow (Peak Outlet) 33.26 ft3 /s Time to Peak (Flow, Outlet) 752.000 min
Elevation (Water Surface,
324.89 ft
Peak)
Volume (Peak)
4.144 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
8.778 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
6.989 ac -ft
Outflow)
Volume (Retained)
1.787 ac -ft
Volume (Unrouted)
-0.002 ac -ft
Error (Mass Balance)
0.0%
,ILLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/10/2014

'J MCADAMS
Subsection: Outlet Input Data Return Event: 100 years
Label: SWMF #6 - WC Storm Event: 100 -Year
Requested Pond Water Surface Elevations
Minimum (Headwater) 320.00 ft
Increment (Headwater) 0.20 ft
Maximum (Headwater) 326.00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall E1 E2
(ft) (ft)
LLY SPRINGS TC J. ALLEN, PE
nRG11010.ppc 1/7/2014
Inlet Box
Riser
Forward
Culvert
324.50
326.00
Orifice -Area
Orifice
Forward
Culvert
322.30
326.00
Culvert- Circular
Culvert
Forward
TW
316.50
326.00
Tailwater Settings
Tailwater
(N /A)
(N /A)
LLY SPRINGS TC J. ALLEN, PE
nRG11010.ppc 1/7/2014

'J MCADAMS
Subsection: Outlet Input Data
Label: SWMF #6 - WC
Structure ID: Riser
Structure Type: Inlet Box
Number of Openings
1
Elevation
324.50 ft
Orifice Area
16.0 ftz
Orifice Coefficient
0.600
Weir Length
16.00 ft
Weir Coefficient
3.00 (ft ^0.5) /s
K Reverse
1.000
Manning's n
0.000
Kev, Charged Riser
0.000
Weir Submergence
False
Orifice H to crest
False
Return Event: 100 years
Storm Event: 100 -Year
) LLY SPRINGS TC J. ALLEN, PE
KRG 11010. ppc 1/7/2014

'J MCADAMS
Subsection: Outlet Input Data Return Event: 100 years
Label: SWMF #6 - WC Storm Event: 100 -Year
Structure ID: Culvert
Form 1
Structure Type: Culvert- Circular
0.0098
Number of Barrels
1
Diameter
24.0 in
Length
55.00 ft
Length (Computed Barrel)
55.00 ft
Slope (Computed)
0.009 ft /ft
Slope Correction Factor
-0.500
Outlet Control Data
Manning's n
0.013
Ke
0.500
Kb
0.012
Kr
0.500
Convergence Tolerance
0.00 ft
Inlet Control Data
Equation Form
Form 1
K
0.0098
M
2.0000
C
0.0398
Y
0.6700
T1 ratio (HW /D)
1.156
T2 ratio (HW /D)
1.302
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 318.81 ft T1 Flow 15.55 ft3 /s
T2 Elevation 319.10 ft T2 Flow 17.77 ft3 /s
SLY SPRINGS TC J. ALLEN, PE
IRG 11010. ppc 1/7/2014

'J McADAMS
Subsection: Outlet Input Data
Label: SWMF #6 - WC
Structure ID: Orifice
Structure Type: Orifice -Area
Number of Openings
3
Elevation
322.30 ft
Orifice Area
1.0 ft2
Top Elevation
322.80 ft
Datum Elevation
322.55 ft
Orifice Coefficient
0.600
Structure ID: TW
Structure Type: TW Setup, DS Channel
Tailwater Type
Free Outfall
Convergence Tolerances
Maximum Iterations
30
Tailwater Tolerance
(Minimum)
0.01 ft
Tailwater Tolerance
(Maximum)
0.50 ft
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
Return Event: 100 years
Storm Event: 100 -Year
ILLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/7/2014

A MCADAMS
Subsection: Composite Rating Curve
Label: SWMF #6 - WC
Composite Outflow Summary
Return Event: 100 years
Storm Event: 100 -Year
Water Surface Flow Tailwater Elevation Convergence Error Contributing Structures
Elevation (ft3 /s) (ft) (ft)
(ft)
320.00
0.00
(N /A)
0.00
(no Q: Riser,Orifice,Culvert)
320.20
0.00
(N /A)
0.00
(no Q: Riser,Orifice,Culvert)
320.40
0.00
(N /A)
0.00
(no Q: Riser, 0rifice,Culvert)
320.60
0.00
(N /A)
0.00
(no Q: Riser, Orifice, Culvert)
320.80
0.00
(N /A)
0.00
(no Q: Riser, Orifice, Culvert)
321.00
0.00
(N /A)
0.00
(no Q: Riser,Orifice,Culvert)
321.20
0.00
(N /A)
0.00
(no Q: Riser,Orifice,Culvert)
321.40
0.00
(N /A)
0.00
(no Q: Riser,Orifice,Culvert)
321.60
0.00
(N /A)
0.00
(no Q: Riser, 0rifice,Culvert)
321.80
0.00
(N /A)
0.00
(no Q: Riser, 0rifice,Culvert)
32100
0.00
(N /A)
0.00
(no Q: Riser,Orifice,Culvert)
322.20
0.00
(N /A)
0.00
(no Q: Riser,Orifice,Culvert)
322.30
0.00
(N /A)
0.00
(no Q: Riser,Orifice,Culvert)
322.40
1.44
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
322.60
4.33
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
322.80
7.21
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
323.00
9.68
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
323.20
11.65
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
323.40
13.31
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
323.60
14.80
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
323.80
16.14
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
324.00
17.39
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
324.20
18.54
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
324.40
19.63
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
324.50
20.16
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
324.60
22.20
(N /A)
0.00
Riser,Orifice,Culvert
324.80
29.55
(N /A)
0.00
Riser,Orifice,Culvert
325.00
36.42
(N /A)
0.00
Riser, 0rifice,Culvert
325.20
40.54
(N /A)
0.00
Riser, 0rifice,Culvert
325.40
43.25
(N /A)
0.00
Riser, 0rifice,Culvert
325.60
43.89
(N /A)
0.00
Riser,Culvert (no Q: Orifice)
325.80
44.45
(N /A)
0.00
Riser,Culvert (no Q: Orifice)
326.00
1 45.01
1 (N /A)
1 0.00
1 Riser,Culvert (no Q: Orifice)
, iJLLY SPRINGS TC J. ALLEN, PE
KRG 11010. ppc 1/7/2014

'J MCADAMS
Subsection: Level Pool Pond Routing Summary Return Event: 100 years
Label: SWMF -6 (IN) Storm Event: 100 -Year
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
322.30 ft
Initial)
Volume (Initial)
1.741 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
1.000 min
Volume (Total Infiltration)
0.000 ac -ft
Inflow /Outflow Hydrograph Summary
Flow (Peak In) 133.42 ft3 /s Time to Peak (Flow, In) 721.000 min
Flow (Peak Outlet) 38.47 ft3 /s Time to Peak (Flow, Outlet) 750.000 min
Elevation (Water Surface,
325.10 ft
Peak)
Volume (Peak)
4.350 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
1.741 ac -ft
Volume (Total Inflow)
8.778 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
8.694 ac -ft
Outflow)
Volume (Retained)
1.823 ac -ft
Volume (Unrouted)
-0.002 ac -ft
Error (Mass Balance)
0.0%
JLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/10/2014

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #6
KRG -11010 Anti- Flotation Block Calculations
RISER ANTI - FLOTATION CALCULATION
Input Data = =>
Inside length of riser =
4.00 feet
Inside width of riser =
4.00 feet
Wall thickness of riser =
6.00 inches
Base thickness of riser =
6.00 inches
Base length of riser =
5.00 feet
Base width of riser =
5.00 feet
Inside height of Riser =
8.00 feet
Concrete unit weight =
142.0 PCF
OD of barrel exiting manhole =
24.00 inches
Size of drain pipe (if present) =
8.0 inches
Trash Rack water displacement =
52.67 CF
Concrete Present in Riser Structure = =>
Total amount of concrete:
Adjust for openings:
Base of Riser = 12.500 CF
Riser Walls = 72.000 CF
Opening for barrel = 1.571 CF
Opening for drain pipe = 0.175 CF
Total Concrete present, adjusted for openings = 82.755 CF
Weight of concrete present = 11751 lbs
Amount of water displaced by Riser Structure = =>
Displacement by concrete = 82.755 CF
Displacement by open air in riser = 128.000 CF
Displacement by trash rack = 52.670 CF
Total water displaced by riser /barrel structure = 263.425 CF
Weight of water displaced = 16438 lbs
J. ALLEN, PE
1/7/2014
Note: NC Products lists unit wt. of
manhole concrete at 142 PCF.

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #6
KRG -11010 Anti- Flotation Block Calculations
Calculate amount of concrete to be added to riser =_>
Safety factor to use =
Must add =
Concrete unit weight for use =
Buoyant weight of this concrete =
Buoyant, with safety factor applied =
Therefore, must add =
Standard based described above =
Therefore, base design must have =
Calculate size of base for riser assembly =>
Length =
Width =
Thickness =
Concrete Present =
Check validity of base as designed = =>
Total Water Displaced =
Total Concrete Present =
Total Water Displaced =
Total Concrete Present =
Actual safety factor
Results of design = =>
1.15 (recommend 1.15 or higher)
7152 lbs concrete for buoyancy
142 PCF (note above observation for NCP concrete)
79.60 PCF
69.22 PCF
103.329 CF of concrete
12.500 CF of concrete
115.829 CF of concrete
8.000 feet
8.000 feet
22.0 inches
117.333 CF
368.258 CF
187.588 CF
22979 lbs
26637 lbs
1.16 OK
OK
Base length =
8.00 feet
Base width =
8.00 feet
Base Thickness =
22.00 inches
CY of concrete total in base =
4.35 CY
Concrete unit weight in added base >=
142 PCF
J. ALLEN, PE
1/7/2014

Zone from graph above =
DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
Project
HOLLY SPRINGS TC Date 1/7/2014
Project No.
KRG -11010 Designer JCA
Outlet ID
SWMF #6
Flow, Qlo_yr
14.29 cfs
Slope, S
0.91 %
Pipe Diameter, Do
24 inches
Pipe Diameter, Do
2 feet
Number of pipes
1
Pipe separation
0 feet
Manning's n
0.013
Zone from graph above =
2
Diameter
Thickness
Outlet pipe diameter
24 in.
Length =
12.0 ft.
Outlet flowrate
14.3 cfs
Width =
6.0 ft.
Outlet velocity
7.4 ft/see
Stone diameter =
8 in.
Material =
Class B
Thickness =
22 in.
Zone
Material
Diameter
Thickness
Length
Width
1
Class A
4
9
4 x D(o)
3 x D(o)
2
Class B
8
22
6 x D(o)
3 x D(o)
3
Class I
10
22
8 x D(o)
3 x D(o)
4
Class 1
10
22
8 x D(o)
3 x D(o)
5
Class II
14
27
10 x D(o)
3 x D(o)
6
Class II
14
27
10 x D(o)
3 x D(o)
7
Special study required
1. Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
2. Outlet velocity based on full -flow velocity
Rip Rap Outlet Protection Design.xlsm
1/7/2014

NUTRIENT L OADING CAL CULA TIONS
HOLLY SPRINGS TC
KRG -11010

HOLLY SPRINGS TC PHASE 2 POST - DEVELOPMENT NITROGEN EXPORT CALCULATIONS 7. ALLEN, PE
KRG -11010 Summary of Results 12/18/2013
= => TN- Loading Input Data
Sub -basin ID
Open W
Wooded
To SWMF #1 x
2 16. .
0.00 .
To SWMF #2 8
8.58 1 0
0.00
To SWMF #3 1
1.74 0
0.00
To SWMF #4 3
3.29 0
0.00
To SWMF #5 3
3.81 1
1.01
To SWMF #6 4
499 0
0.00
Bypass Area
Totals- 34.81 6
6.93
TN- Loading Output Data
Sub -basin ID P
Phase 1 and 2 Area [acres T
TN Load Before
� , T
Treatment�lbs /fir
To SWMF #1 0
0.0S__
1
161.86
To SWMF #2 3
33 18 4
494.02
To SWMF #3 1
11 19 2
202.51
_,
7.49 ... . , 0 40 A 10.05
22 71 1.89 33 18
9.45 l 0.00 11 19
458 047 834
10.12 0.56 15 50
11.29 0.57 16.85
y,- 102 0 00 ,a �: 17 18
66.66 3.89f 112.29
TN-Load After Treatment]�
% Removal BMP Type
25% 121.40 Wet Pond
40% 296.41 SW Wetland
25% 151 88 Wet Pond
40% 60.93 SW Wetland
25% 165 33 Wet Pond
25% 0.00 Wet Pond
_ 0%___ _� .... _ 37.46 _ .
lbs /yr
lbs /ac /yr
lbs/yr
lbs/ac/yr
Compute Estimated Offset Payment
Phase 1 and 2 Area = 112.29 acres
Max. TN- Export w/o Offset Payment = 404.24 Ibs /yr
3.60 Ibs /ac /yr
Computed TN- Export After Treatment = 833.41 lbs /yr
7.42 lbs /ac /yr
Total TN- Export to be Offset = 3.82 lbs /ac /yr
Total TN- Export = 12,875.03 lb
Offset Payment Rate = $14.00 $ /lb
Total Offset Payment = $180,250.42
Phase 1 TN -Export Offset = 5.45 lbs /ac /yr
Phase 1 TN -Export = 12,615.66 lb
Offset Payment Rate = $14.00 $ /lb
Phase I Offset Payment = $176,619.24
Remaining Phase 2 Offset Payment = $3,631.18
lbs /yr
lbs /ac /yr
lbs/yr
lbs/ac/yr
Compute Estimated Offset Payment
Phase 1 and 2 Area = 112.29 acres
Max. TN- Export w/o Offset Payment = 404.24 Ibs /yr
3.60 Ibs /ac /yr
Computed TN- Export After Treatment = 833.41 lbs /yr
7.42 lbs /ac /yr
Total TN- Export to be Offset = 3.82 lbs /ac /yr
Total TN- Export = 12,875.03 lb
Offset Payment Rate = $14.00 $ /lb
Total Offset Payment = $180,250.42
Phase 1 TN -Export Offset = 5.45 lbs /ac /yr
Phase 1 TN -Export = 12,615.66 lb
Offset Payment Rate = $14.00 $ /lb
Phase I Offset Payment = $176,619.24
Remaining Phase 2 Offset Payment = $3,631.18

HOLLY�,,&INGS TC PHASE 2 POST-DEVELOPMENT NI'1ROGEN EXPORT CALCULATIONS J.ALLEN,PE
KRG-11010 Phase 1 and 2 12/18/2013
METHOD 2:
Quantifying TNExport from Residential/Industrial/Commercial Developments when Footprints of all
Impervious Surfaces are shown.
STEP l: Determine the area for each type of land use and enter in Column(2).
STEP 2: Total the areas for each type of land use and enter at the bottom of Column(2).
STEP 3: Multiply the areas in Column(2)by the TN export coefficients in Column(3)and enter in Column(4).
STEP 4: Total the TN exports for each type of land use and enter at the bottom of Column(4).
STEP 5: Determine the export coefficient for the site by dividing the total TN export from uses at the bottom of
Column(4)by the total area at the bottom of Column(2).
(1) (2) (3) — �( (4)
Type of Land Cover i Area TN export coeff. TN export from use
[acres] (lbs/ac/yr) j (lbs/yr)
Permanently protected undisturbed i 6.93 0.6 4.16
open space (forest, unmown meadow) j
Permanently protected managed ; 38.70 I 1.2 46.44
open space (grass, landscaping, etc.)
Impervious surfaces (roads,parking
lots, driveways, roofs,paved storage 66.66 21.2 j 1413.26
areas, etc)
TOTAL 112.29 --- 1463.85
Total TN Export= 13.04 lbs/ac/yr
%impervious= 59.4%

HOLLY s.i<INGS TC PHASE 2 POST-DEVELOPMENT NI"i ROGEN EXPORT CALCULATIONS J.Ai,LEN,PE
KRG-11010 To SWMF#1 12/18/2013
METHOD 2:
Quantifying TNExport from Residential/Industrial/Commercial Developments when Footprints of all
Impervious Surfaces are shown.
STEP 1: Determine the area for each type of land use and enter in Column(2).
STEP 2: Total the areas for each type of land use and enter at the bottom of Column(2).
STEP 3: Multiply the areas in Column(2)by the TN export coefficients in Column(3)and enter in Column(4).
STEP 4: Total the TNexports for each type of land use and enter at the bottom of Column(4).
STEP 5: Determine the export coefficient for the site by dividing the total TN export from uses at the bottom of
Column(4)by the total area at the bottom of Column (2).
(1) 1 (2) (3) - (4)
Type of Land Cover ; Area TN export coeff. TN export from use
[acres] (lbs/ac/yr) (lbs/yr)
Permanently protected undisturbed 0.00 0.6 ( 0.00
open space (forest, unmown meadow)
Permanently protected managed <
2.56 E 1.2 3.07
open space (grass, landscaping, etc)
Impervious surfaces (roads,parking
lots, driveways, roofs,paved storage 7.49 21.2 158.79
areas, etc.) i
TOTAL
10.0 161.86
Total TN Export= 16.1 lbs/ac/yr
%impervious= 74.5%

HOLLY SrRINGS TC PHASE 2 POST-DEVELOPMENT NITROGEN EXPORT CALCULATIONS J.ALLEN,PE
KRG-11010 To SWMF 92 12/18/2013
METHOD 2:
Quantifying TN Export from Residential/Industrial/Commercial Developments when Footprints of all
Impervious Surfaces are shown.
STEP 1: Determine the area for each type of land use and enter in Column(2).
STEP 2: Total the areas for each type of land use and enter at the bottom of Column(2).
STEP 3: Multiply the areas in Column(2)by the TN export coefficients in Column(3)and enter in Column(4).
STEP 4: Total the TN exports for each type of land use and enter at the bottom of Column(4).
STEP 5: Determine the export coefficient for the site by dividing the total TNexport from uses at the bottom of
Column(4)by the total area at the bottom of Column(2).
(1) j (2) ! (3) 1 (4)
Type of Land Cover Area ! TN export coeff. TN export from use
j [acres] (lbs/ac/yr) (lbs/yr)
Permanently protected undisturbed
open space (forest, unmown meadow) i 0.00 0.6 0.00
Permanently protected managed 1
10.47 1.2 12.56
open space (grass, landscaping, etc)
Impervious surfaces (roads,parking i
lots, driveways, roofs,paved storage 22.71 j 21.2 j 481.45
areas, etc.)
TOTAL ! 33.18 - 494.02
Total TN Export= 14.9 lbs/ac/yr
%impervious= 68.4%

HOLLY SrnINGS TC PHASE 2 POST-DEVELOPMENT NI'1 ROGEN EXPORT CALCULATIONS J.ALLEN,PE
KRG-11010 To SWMF#3 12/18/2013
METHOD 2:
Quantifying TNExport from Residential/Industrial I Commercial Developments when Footprints of all
Impervious Surfaces are shown.
STEP 1: Determine the area for each type of land use and enter in Column(2).
STEP 2: Total the areas for each type of land use and enter at the bottom of Column(2).
STEP 3: Multiply the areas in Column(2)by the TN export coefficients in Column(3)and enter in Column(4).
STEP 4: Total the TN exports for each type of land use and enter at the bottom of Column(4).
STEP 5: Determine the export coefficient for the site by dividing the total TNexport from uses at the bottom of
Column(4)by the total area at the bottom of Column(2).
(1) I (2) (3) �(4)
Type of Land Cover Area TN export coeff. TN export from use
1 [acres] (lbs/ac/yr) I (lbs/yr)
Permanently protected undisturbed 0.00 0.6 ( 0.00
open space (forest, unmown meadow)
Permanently protected managed
1.74 ( 1.2 2.09
open space (grass, landscaping, etc)
Impervious surfaces (roads,parking j
lots, driveways, roofs,paved storage 9.45 21.2 200.42
areas, etc) j
TOTAL 11.19 -- 202.51
Total TN Export= 18.1 lbs/ac/yr
%impervious= 84.5%

HOLLY SPRINGS TC PHASE 2 POST-DEVELOPMENT NITROGEN EXPORT CALCULATIONS J.ALLEN,PE
KRG-11010 To SWMF#4 12/18/2013
METHOD 2:
Quantifying TNExport from Residential/Industrial/Commercial Developments when Footprints of all
Impervious Surfaces are shown.
STEP 1: Determine the area for each type of land use and enter in Column(2).
STEP 2: Total the areas for each type of land use and enter at the bottom of Column(2).
STEP 3: Multiply the areas in Column(2)by the TN export coefficients in Column(3)and enter in Column(4).
STEP 4: Total the TNexports for each type of land use and enter at the bottom of Column(4).
STEP 5: Determine the export coefficient for the site by dividing the total TN export from uses at the bottom of
Column(4)by the total area at the bottom of Column(2).
(1) (2) (3) (4)
Type of Land Cover Area TN export coeff.j TN export from use
[acres] (lbs/ac/yr) f (lbs/yr)
Permanently protected undisturbed
0.00 0.6 3 0.00
open space (forest, unmown meadow)
Permanently protected managed 3.76 1.2 4.51
open space (grass, landscaping, etc)
Impervious surfaces (roads,parking ---
lots, driveways, roofs,paved storage i 4.58 j 21.2 97.03
areas, etc)
TOTAL 8.34 I --- 101.54
Total TN Export= 12.2 lbs/ac/yr
%impervious= 54.9%

HOLLY Sf idNGS TC PHASE 2 POST-DEVELOPMENT NI'i ROGEN EXPORT CALCULATIONS J.ALLEN,PE
KRG-11010 To SWMF#S 12/18/2013
METHOD 2:
Quantifying TNExport from Residential/Industrial I Commercial Developments when Footprints of all
Impervious Surfaces are shown.
STEP l: Determine the area for each type of land use and enter in Column(2).
STEP 2: Total the areas for each type of land use and enter at the bottom of Column(2).
STEP 3: Multiply the areas in Column(2)by the TN export coefficients in Column(3)and enter in Column(4).
STEP 4: Total the TN exports for each type of land use and enter at the bottom of Column(4).
STEP 5: Determine the export coefficient for the site by dividing the total TN export from uses at the bottom of
Column(4)by the total area at the bottom of Column(2).
Type of Land Cover j Area TN export coeff. TN export from use
[acres] (lbs/ac/yr) (lbs/yr)
Permanently protected undisturbed ,,j
1.01 0.6 j 0.61
open space (forest, unmown meadow)
Permanently protected managed 4.37 1.2 5.25
open space (grass, landscaping, etc.)
Impervious surfaces (roads,parking
lots, driveways, roofs,paved storage 10.12 21.2 i 214.59
areas, etc)
TOTAL 15.50 i --- 220.44
Total TN Export= 14.2 lbs/ac/yr
%impervious= 65.3%

HOLLY Sr KINGS TC PHASE 2 POST-DEVELOPMENT NI'l ROGEN EXPORT CALCULATIONS J.ALLEN,PE
KRG-11010 To SWMF#6 12/18/2013
METHOD 2:
Quantifying TNExport from Residential I Industrial I Commercial Developments when Footprints of all
Impervious Surfaces are shown.
STEP 1: Determine the area for each type of land use and enter in Column(2).
STEP 2: Total the areas for each type of land use and enter at the bottom of Column(2).
STEP 3: Multiply the areas in Column(2)by the TN export coefficients in Column(3)and enter in Column(4).
STEP 4: Total the TN exports for each type of land use and enter at the bottom of Column(4).
STEP 5: Determine the export coefficient for the site by dividing the total TN export from uses at the bottom of
Column(4)by the total area at the bottom of Column(2).
(I) (2) (3) - (4) _
Type of Land Cover Area (TN export coeff. TN export from use
_ [acres] (lbs/ac/yr) j (lbs/yr)
Permanently protected undisturbed
0.00 ( 0.6 0.00
open space (forest, unmown meadow) 1 _
Permanently protected managed '
5.56 1.2 6.67
open space (grass, landscaping, etc.)
Impervious surfaces (roads,parking
lots, driveways, roofs,paved storage 11.29 21.2 239.35
areas, etc)
TOTAL i 16.85 --- 246.02
Total TN Export= 14.6 lbs/ac/yr
%impervious= 67.0%

HOLLY Srr(fNGS TC PHASE 2 POST-DEVELOPMENT Nfi.ROGEN EXPORT CALCULATIONS J.ALLEN,PE
KRG-11010 Bypass 12/18/2013
METHOD 2:
Quantifying TN Export from Residential/Industrial/Commercial Developments when Footprints of all
Impervious Surfaces are shown.
STEP 1: Determine the area for each type of land use and enter in Column(2).
STEP 2: Total the areas for each type of land use and enter at the bottom of Column(2).
STEP 3: Multiply the areas in Column(2)by the TN export coefficients in Column(3)and enter in Column(4).
STEP 4: Total the TN exports for each type of land use and enter at the bottom of Column(4).
STEP 5: Determine the export coefficient for the site by dividing the total TN export from uses at the bottom of
Column(4)by the total area at the bottom of Column(2).
(1) (2) (3) (4)
Type of Land Cover I Area ;TN export coeff.1 TN export from use
[acres] (lbs/ac/yr) (lbs/yr)
Permanently protected undisturbed ; 5.92 0.6� ! 3.55
open space (forest, unmown meadow)
Permanently protected managed 10.24 ; 1.2 f 12.29
open space (grass, landscaping, etc.) ; !
Impervious surfaces (roads,parking
lots, driveways, roofs,paved storage ' 1.02 j 21.2 r 21.62
areas, etc.) j
TOTAL 17.18 37.46
Total TN Export= 2.2 lbs/ac/yr
%impervious= 5.9%

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LEGEND
TOTAL PROJECT NITROGEN ANALYSIS AREA ■ ■
PHASE 1 NITROGEN ANALYSIS AREA _-
PHASE 2 NITROGEN ANALYSIS AREA
MEASURED PHASE 1 IMPERVIOUS AREA
MEASURED PHASE 2 IMPERVIOUS AREA
MEASURED WOODED AREA
AREAS EXCLUDED FROM NITROGEN CALCS
BYPASS /UNTREATED IMPERVIOUS AREAS
TOTAL
NITROGEN ANALYSIS
AREA =
177.13 acres
TOTAL
PHASE 1 NITROGEN
ANALYSIS
AREA = 77.16 acres
TOTAL
PHASE
2
NITROGEN
ANALYSIS
AREA
= 37.10
acres
FINAL DRAWING — NOT RELEASED FOR CONSTRUCTION
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PROJECT No. KRG -11010
FKKNAME: KRG1 1010— TN CALCS
DESIGNED BY: JCA
DRAWN BY: JCA
SCALE: 1"=200'
DATE` 09 -30 -13
SHEET NO. TN
!UI MCADAMS