20091346 Ver 6_Stormwater Approval_20151009 (2)

STORMWATER IMPACT ANALYSIS & FINAL DESIGN OF
STORMWATER MANAGEMENT FACILITIES
HOLLY SPRINGS TOWNE CENTER - PHASE 2
KRG -11010
HOLLY SPRINGS, NORTH CAROLINA
DATE: FEBRUARY 2015
PREPARED FOR:
KRG NEw HILL PLACE, LLC
30 SOUTH MERIDIAN STREET, SUITE 1100
INDIANAPOLIS, IN 46204
MU
MuADAMS
Raleigh /Durham ■ 2905 Meridian Parkway ■ Durham, NC 27713
Charlotte ■ 11301 Carmel Commons Blvd ■ Suite 111 ■ Charlotte, NC 28226
McAdamsCo.com
Designing Ton7orrow's Infrastructure & Communities

JATHE TOWN OF
(lolly Stormwater Design Executive Summary
Springs TOWN OF HOLLY SPRINGS ENGINEERING DEPARTMENT
NORTH CAROLINA
Project Information
Project Name: "0LL4 S M-L NC S TOW aWr. CENTEQ - PH SSG Z
Phase, if applicable:
Previous Project Name
if applicable: NEN 1kZwYl.AcE
PIN: 0 6 4 q -<-.-I - tes %g
Project Contact Person: A Or.. H A C -CN % PE . C FtA
Phone Number: (-I Iq) AP I- gap
Email: Jo, \k Co ? mcadarn.-�ro.cotr
Site Information / Overview
Total Site Acreage: �t,�.SZ acres
Watershed Name: ❑ Neuse River Basin ❑X Cape Fear River Basin
Tributary Name: (Creek Name(s))
Total Site Impervious Area (Existing): t, UA C
Total Site Impervious Area (Proposed): 1o19.534 Ac,
Site Percent Impervious Area (Existing): 0.57.
Site Percent Impervious Area (Proposed): yp,a'/.
I
Stormwater Summary Tables
Please note: That each drainage area must meet the quantity and quality requirements.
A. Peak Discharge Summary
SEE Sv mtAo.? A '01r MU
Peak Discharge Rate Table
for Pre - Development Conditions
Sub -Shed CN C Area tc Q1
(acres) (min.) (CFS)
1-.r,S / To%T - D EY eL09 ` &—NT( k*Avzot- r l
Peak Discharge Rate Table
for Post - Development Conditions
Q100 Sub -Shed CN C Area tc Q1 Qioo
(CFS) (acres) (min.) (CFS) (CFS;
1. 1 11.
2.
12.
3.
13.
4.
I
4.
5.
I
5.
Total: I I Total:
Drawdown calculations for the First Flush Volume and the 1 -year storm are not required for the
Preliminary Stormwater Report and Calculations. However, designer shall take note that these
requirements exist and should be factored into the overall stormwater management design.
16005 SW Ex. Summary Page 1 of 6
9/19/12

THE TOWN! OF
golly Stormwater Design Executive Summary
Springs TOWN OF HOLLY SPRINGS ENGINEERING DEPARTMENT
NORTH CAROLINA
B. Total Nitrogen (TN) Export Summary
Method 1 (Residential Subdivisions with Unknown Building Footprints)
Pre - Developed
1.7
Nitrogen Export Summary Table
4.4
Type of Land Cover Area TN Export
TN
Coefficient
Export from
(acres) (Ibs /ac /yr)
Use
Commercial /Industrial
(Ibs /yr)
Existing Forestland
1.7
Existing Pasture
4.4
Existing Residential
7.5
Existing Cropland
13.6
Existing
13
Commercial /Industrial
Total:
Removal
Nitrogen Loading Rate (Ibs /ac /yr)
Graph l: Iotal Nitrogen Export ft om Las
Graph 2: Total Nitrogen Export from Right- of -N1'ac
'0,0
j
x
T
o.o
0 "o 10 ?0 20% 30?,; 40% 9% 60% -0oo
Percentage of Right- of-Way that is Impersioes
Post - Developed (after BMP reductions)
Nitrogen Export Summary Table
- i
Sttttrber of Lots per Acre
16005 SW Ex. Summary Page 2 of 6
9/19/12
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)
5000 90oo 100%
TN
export
from site
(Total
TN -TN
Removal)
Type of Land Area TN Export
BMP
' TN
Cover Coefficient
TN
Removal
(acres) (Ibs /ac /yr)
Removal
from
Rate
Use
��--
(Ibs /yr)
- i
Sttttrber of Lots per Acre
16005 SW Ex. Summary Page 2 of 6
9/19/12
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)
5000 90oo 100%
TN
export
from site
(Total
TN -TN
Removal)

OK'THE Town OF
Holly Stormwater Design Executive Summary
Springs TOWN OF HOLLY SPRINGS ENGINEERING DEPARTMENT
NORTH CAROLINA
Method 2 (Sites with Known Impervious)
Existing Residential bg 7.5 S�
Existing Cropland — 13.6
Existing 13 _
Commercial /Industrial
Total: t1-7.ZS zvS.4g
Nitrogen Loading Rate (Ibs /ac /yr) 2 j o
Post - Developed (after BMP reductions)
Nitrogen Export Summary Table
Type of Land
Pre - Developed
TN Export
Nitrogen
Export Summary Table
TN
Type of Land Cover
Area TN Export
TN
TN
Coefficient
Ex &.rt frcW16 Total Suspended Solids (TSS) Removal
(acres) (Ibs /ac /yr)
Us Summary
Removal
from
(Ibs /yr)
Existing Forestiand
104 , e y 1.7
Existing Pasture
— 44
—
Existing Residential bg 7.5 S�
Existing Cropland — 13.6
Existing 13 _
Commercial /Industrial
Total: t1-7.ZS zvS.4g
Nitrogen Loading Rate (Ibs /ac /yr) 2 j o
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
b.OV3
LS
x{.110
Undisturbed
Open Space
Permanently
1.2
Protected
H� �p
ZS
400.53
Managed Open
Space
Impervious
b4.1o3
21.2
ZS
►340.oiS
Total:
1 t Z.tiS
Nitrogen Loading
Rate (Ibs
/ac /yr)
i2. tog
tH23•o4
16005 SW Ex. Summary Page 3 of 6
9/19/12

4KTHE TOWN OF
houy Stormwater Design Executive Summary
Springs TOWN OF HOLLY SPRINGS ENGINEERING DEPARTMENT
N O R T H C A R O L I N A
Provide brief description of how 85% TSS removal is being achieved:
V ERSE QEFC-.- TV -V"E COr+p0S-j*.-cS TSS CAt,GALA-r:r00S.
16005 SW Ex. Summary Page 4 of 6
9/19/12

THE TOWN OF
Holly Stormwater Design Executive Summary
jPn Springs TOWN OF HOLLY SPRINGS ENGINEERING DEPARTMENT
N O R T H C A R O L I N A
D. Storm Drainage Conveyance Summary SCZ STov*� V,6POV:(
Design engineer shall complete the tables below (or attach tables containing the
Rainfall Drainage
identical information and layout) for each storm drainage system analyzed. If site
Total Inv.Out Rim HGL Freeboard
conditions require analysis beyond 25 -year rainfall event (such as an arterial crossing),
then designer shall include additional tables as needed.
Flow
Structure Summary (10 Year Event)
(Town
Structure Structure Rational Rainfall Drainage Surface Total Inv.Out Rim HGL
HGL
ID Type 'C' Intensity Area Flow Flow
In
(Town 'ifo' In Out
Pipe?
Standard (in /hr) (acres) (cfs) (cfs) (feet) (feet) (feet)
(Yes /No)
Structure Summary (25 Year Event)
Structure Structure Rational
Rainfall Drainage
Surface
Total Inv.Out Rim HGL Freeboard
ID Type 'C'
Intensity Area
Flow
Flow To Rim
(Town
125'
In
Out
Standard #)
(in /hr) (acres)
(cfs)
(cfs) (feet) (feet) (feet) (feet)
Storm Drainage Piping Summary
U.S. D.S. Pipe Pipe Slope Vel Q1 Q Qot Pipe U.S. D.S. HGL vp
Structure Structure Length Diam. ocit 0 2 her Capa Inv. Inv. HGLvp (14
ID ID (feet) (inches) (ft/ft) y cfs) 5 (cfs) city (fee) (feet) (feet) (feet)
9 Tc, I,
cf a
S)
16005 SW Ex. Summary Page 5 of 6
9/19/12

THE TOWN OF
AKt Ol)y Stormwater Design Executive Summary
Springs TOWN OF HOLLY SPRINGS ENGINEERING DEPARTMENT
N O R T H C A R O L I N A
E. Individual BMP Summary
CD
U
22 o � o
0
c m
.n O c N
mQ
U o
va
(acres) (Y / N) (Y / N) (cubic ft)
Include additional BMP information if appropriate:
16005 SW Ex. Summary Page 6 of 6
9/19/12
Infiltration
0'F- L k l
N
p
C
O
"a
6 O
E
;
f6
o
c
U
a3
m o m
wa
a) o�
E°
)
O
`o
2 o
Q-
°)
o!
Q
a)< a°
EQZ
5-
2
a`
Z
a
�—
CL
>
(acres) (Y / N) (Y / N) (cubic ft)
Include additional BMP information if appropriate:
16005 SW Ex. Summary Page 6 of 6
9/19/12
Infiltration
(Y /N) (Y /N)
N
p
CD aa)) >
"a
6 O
a)
a
M o
_cEZ
wa
a) o�
06
Ha}
O
(Y /N) (Y /N)

THE TOWN OF Town Of Holly Springs
My 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
Business Name:
Contact Person:
Street Address:
City, State, Zip:
Telephone Number
Fax number:
Email address:
Project Information
Applicant (FRP)
ILV,O NIEti+ "SLR. TLAGfi l_LC.
Dgvz+� {�Q,U12CoF,
30 S. ME'IJSP.N "Zr su-t: t1r I
__?'N93AN 4k4O LZS T_t,) 4 b %.bbl
c�l�i �t3- 5t,•it�
fIGiCQta` ( Y34t CtoMuj.c'_0m
Applicant Agent
M C. AID OdAcl
\OSH AL. 'F•W 'P V. CV0
7ciOS M =VTArQ PY 4
b1AVtVsck%A, NC- 7.1-4 1S
(ol t 0�) 3t. t - s000
( °1110 SW - 77-1.1\
;oAk c f? M c o dnlmc r0 • C Dry -,
Project Name: Nowt SPQJ_N6S. -ro"NS Cr- ,A-aEe_ - PRA E'-
TOHS Project Number: t3 - o'? -r?Y')
Project Location: M(_ Hwy sS o,,t,d tvi�N 1AT-LL YC>,Al>
PIN Number: O b 4 (t - s-4 - 619R S
River Basin: F-I Neuse FM Cape Fear
Nutrient Removal Information
IM
Total Site Area 0
Acres
Existing Impervious Area
Sq. ft.
Proposed Impervious Area
?. SIIS. 2$3 sq• ft.
n
Pre - Development Nitrogen Load
lbs. /ac /yr.
Post - Development Nitrogen Load
: D. b } lbs. /ac /yr.
Nitrogen removed by BMP(s)
3.3$ lbs. /ac /yr.
Total Nitrogen = Post - Development Nitrogen Load - Nitrogen removed by BMP(s) 'j , Z 1 lbs. /ac /yr.
®
Fee Amount to be paid to the TORS Note: Fee in -lieu must be paid prior to issuance
of Env. Dev. $
Permit from the Engineering Department
(xj
Supporting calculations for determining fee amount
n
Maintenance Agreement
-VKSS feF. 2= cy OFF Fi FFE
NOTE: lbs. nitrogen /acre /year - Total Nitrogen
ygtEV;4�7JSW( PPi'11 _M PttASC t -
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 per pound.
$ _ _ 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 per pound.
$ 113 °I%pS . 05 =3.0 lbs. nitrogen/acre /year x %12, acres x 30 years x $14.00/lb.
Office Use Only ❑ Preliminary E3 Approved S at Construction El Payment
Initials Date Initials Date Initials Date
TN OT -Fst✓T FE6 P"V 'ro-40y
16006 SW Fee -in -lieu Request Page 1 of 1 Im-Y-47 i m 1% lib , (,,W) . L4
11/24/10
REt��=c�►u►v BA�r+t`►GE

TM TOWN OF
dolly Stormwater Submittal Checklist
Springs TOWN OF HOLLY SPRINGS ENGINEERING DEPARTMENT
NORTH CAROLINA
Project Information
Project Name: I aao��� _Sjrri,-,Sc
Project Applicant:
Property Owner: oe'- w; x
Y
U
z Submittal Items
Y (Detailed description of submittal items is available in section 8.04 of the Design Manual.)
U v m
Q O
■ `I
■ `1
■'1
■
■ ■
■
■ iTi
■
■
■ 1�
■
■ LT
■ r�
■ c�
■ EI
■
■R
■ _I
■ RI
■ �1
Stormwater Infrastructure Plan(s): Applicable Sheet(s) in the Construction Drawing Set
Stormwater Management Report (Submit 2 copies)
Proiect Narrative
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
Stormwater BMP Routing Calculations
Anti - flotation Calculations
Nitrogen Export Calculations
TSS Removal Calculations
Storm Drainage Design Calculations
Erosion Control Calculations
Soils Information
Outlet Protection Calculations
Erosion Control Calculations
Stormwater Fee -in -lieu request form /Total Nitrogen Fee -In -Lieu
Flood Study (Submit 2 copies of ALL items, including digital files)
Flood Study Narrative
Flood Study Schematic
Hydrologic calculations for sub- basins & hydraulic analysis
Digital Model: (HEC -RAS or HEC -HMS)
Drainage Basin Map
Approved Land Use Map (8 1/2" x 11 ")
CAD file (dwg format): including floodnlain, cross section, 100 year water surface elevation and adjacent FFE
Existing Impoundments Documentation (on or offsite)
401/404 Permits, Final PCN & Supporting Documentation
Preliminary Operations & Maintenance Agreement — Appendix D
Preliminary Performance Surety PE Construction Estimates
Preliminary Covenants
PE Certifications
BMP Educational Signage
Homeowners 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 AO Sprrings ings Stormwater BMP Summary
NORTH CAROLINA TOWN OF HOLLY SPRINGS ENGINEERING DEPARTMENT
Project Information
Project Name: n��� S�n,
.ss -&
"� ca„r, - P%ce_
TOHS Project Number: L3 _ t - OR
Project Location: Or_ *kn 5'S ,.,J 0--a to�1 �
PIN Number: 041(9 - 5-) - A?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
Dry Extended
Detention Basins
Dry Extended
Detention Basin
with Infiltration
Level Spreaders
Wet Detention
Basin 2
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
(Performance (Maintenance
Surety Surety)

PWA o =oF w.a rrf;,,
ob —_ --<
"DENR 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 Ill) must be printed, filled out and submitted along with all the required information.
I. PROJECT INFORMATION
Project name
Contact name
Phone number
Date
Drainage area number
Ill. DESIGN INFORMATION
Site Characteristics
Drainage area
Impervious area
Percent impervious
Design rainfall depth
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
Pre, ,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 (DP,a,ts)
Drawdown time
Diameter of orifice
Coefficient of discharge (CD) used in orifice diameter
calculation
Driving head (Ho) used in the orifice diameter calculation
Form SW401- Wetland- Rev. 6- 11/16/09
N+*I&Rloga� Ra tt 4 S� `,r $s -r'0�
WV Ga4tr- — Qu►. u L
� - 'gwsvh A11an .
919 - 361 -5000
December 9, 2011
SWMF #4 (POA #2)
36a,t077 *+!L
2 arse -, Zoo,3? L 4+L
1.00 inch
2.89 in
not applicable in /hr
0 ft3 /sec 7.69 e-FS
ft3 /sec..�'.t (� • I �.S
1 an ft3 /sec
t .S+s c�rs
-49,464 -G0 ft3 1tft *531 43
20,459.00 ft3 OK
W
ft3
ft 3
ft3
ft 3
49-994 OK
x _1
-53 -days 1.04 OK
2.50 in �'" OK
0.60 (unitless)
- 939�ft 0,91 Provide calculations to support this driving head.
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,
"and 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 Wcubic -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
17' - 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 udiculations 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 z
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 II. Project Design Summary, Page 3 of 3

�A
NCDENR
Permit No.
(to be provided by DWQ)
O=OH W F
A T
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.
11. PROJECT INFORMATION
Project name
Contact person
Phone number 919- 361 -5000
Date 1/29/2015
Drainage area number 3D -To SWMF 6
III. DESIGN INFORMATION
Site Characteristics
Drainage area
768,834 ft2
Impervious area, post - development
444,748 ft2
% impervious
57.85 %
Design rainfall depth
1.0 in
Storage Volume: Non -SA Waters
Data not needed for calculation option #1, but OK if provided.
Minimum volume required
36,560 ft3
Volume provided 229,372 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 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 1Oft 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
Holly Springs Towne Center - Phase 2
J. Allen, PE
OK, volume provided is equal to or in excess of volume required.
Y (Y or N)
2.9 in
(unitless)
(unitless)
4.84 in /hr OK
7.23 ft3 /sec
6.98 ft3 /sec
-0.25 ft3 /sec
321.18 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)
321.2 fmsl
OK
Form SW401 -Wet Detention Basin- Rev.9- 4/18/12 Parts I. & II. Design Summary, Page 1 of 2

Permit No.
111. DESIGN INFORMATION
Surface Areas
(to be provided by D WQ)
Area, temporary pool
30,983 fe
Area REQUIRED, permanent pool
22,219 fl?
SAIDA ratio
2.89 (unitless)
Area PROVIDED, permanent pool, Ap---,—i
26,047 ff�
OK
Area, bottom of 1 Oft vegetated shelf, Abet s,dt
21,354 ft`
Area, sediment cleanout, top elevation (bottom of pond), AW_,nd
10,784 fe
Volumes
Volume, temporary pool
229,372 ft'
OK
Volume, permanent pool, Vpen -pwi
98,942 ft3
Volume, forebay (sum of forebays if more than one forebay)
21,474 ft3
Forebay % of permanent pool volume
21.7% %
OK
SAIDA Table Data
Design TSS removal
90 %
Coastal SAIDA Table Used?
N (Y or N)
Mountain /Piedmont SAIDA Table Used?
Y (Y or N)
SAIDA ratio
2.89 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10 -2b)
Y (Y or N)
Volume, permanent pool, Vpenn _Poor
98,942 ft3
Area provided, permanent pool, Apemp-1
26,047 ft`
Average depth calculated
3.80 ft
OK
Average depth used in SAIDA, de,,, (Round to nearest 0.5ft)
4.0 ft
OK
Calculation option 2 used? (See Figure 10 -2b)
N (Y or N)
Area provided, permanent pool, Ap. -pcd
26,047 ft`
Area, bottom of 1Oft vegetated shelf, Abe, �he,f
21,354 ft`
Area, sediment cleanout, top elevation (bottom of pond), Abot,o d
10,784 ft2
"Depth" (distance b/w bottom of 1Oft shelf and top of sediment)
5.50 ft
Average depth calculated
ft
Average depth used in SAIDA, da., (Round to down to nearest 0.5ft)
ft
Drawdown Calculations
Drawdown through orifice?
Y (Y or N)
Diameter of orifice (if circular)
3.00 in
Area of orifice (if- non - circular)
in'
Coefficient of discharge (Co)
0.60 (unitless)
Driving head (He)
0.50 It
Drawdown through weir?
N (Y or N)
Weir type
(unitless)
Coefficient of discharge (CW)
(unitless)
Length of weir (L)
ft
Driving head (H)
ft
Pre - development 1 -yr, 24 -hr peak flow
7.23 ft3 /sec
Post - development 1 -yr, 24 -hr peak flow
6.98 ft3 /sec
Storage volume discharge rate (through discharge orifice or weir)
0.17 ft3 /sec
Storage volume drawdown time
2.65 days
OK, draws down in 2 -5 days.
Additional Information
Vegetated side slopes
3 :1
OK
Vegetated shelf slope
10 :1
OK
Vegetated shelf width
10.0 ft
OK
Length of flowpath to width ratio
3 :1
OK
Length to width ratio
1.5 :1
OK
Trash rack for overflow & orifice?
Y (Y or N)
OK
Freeboard provided
1.0 ft
OK
Vegetated filter provided?
N (Y or N)
OK
Recorded drainage easement provided?
Y (Y or N)
OK
Capures all runoff at ultimate build -out?
N (Y or N)
Required to capture all runoff from the ultimate build -out
Drain mechanism for maintenance or emergencies is:
8" DIP w/ valve
Form SW401 -Wet Detention Basin- Rev.9- 4/18/12
Parts I. & II. Design Summary, Page 2 of 2

THE TOWN OF
Molly
Springs
NORTH CAROLINA
OE HOLLY SPR / /yCS
Environmento'
Services and
Stormwater
Management .�
ANC' /VEERING DEPAV"
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
daeorae(a,kiterealty. com
Design Engineer:
Josh Allen, PE
PO Box 14005
RTP, NC 27709
(919) 361 -5000 - Office
(919) 361 -2269 - Fax
ihnatolva(a�i 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 #4 (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:
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 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: Hollv Sminas Towne Center - Phase 2 (Adiacent 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 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
inspections are intended to provide a more thorough assessment of
the facility. Annual inspection reports (sealed by the PE) must be
submitted to the TOHS Engineering Department. Field survey
calculations to confirm storage volume and embankment
stabilization, etc. may be required on a case by 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
Entire BMP Trash/debris is present.
Drainage area of the BMP Ground cover is unstable, or loose
soil or is available for erosion
Perimeter of the wetland Areas of bare soil and/or erosive
gullies have formed
Vegetation is too short or too long.
Inlet device: pipe or swale The pipe is clogged.
The pipe is cracked or otherwise
damaged.
16024 O &M Document Page 4 of 7
9.25.09
How to remedy the problem
Remove the trash/debris.
Stabilize groundcover or remove
loose soil or debris.
Regrade the soil if necessary to
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a one-
time fertilizer application.
Maintain vegetation at a height of
approximately six inches.
Unclog the pipe. Dispose of the
sediment properly.
Replace the pipe.

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

Evidence of muskrat
activity is present.
Tree(s) have started to
embankment.
Annual inspection by
professional shows
or beaver Use traps to remove muskrats and
consult a professional to remove
beavers.
grow on the Consult a dam safety specialist to
remove the tree.
appropriate Make all needed repairs.
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
H. 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 416037). 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 & Ouarterly 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

Ouarterly Operation and Maintenance Loizs - 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
fled 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 % x 11 copy of Recorded Plat(s))
(attach the Stormwater Management Plan, including form 916012 and As- builts)
(attach Engineer Certifications for construction of each BMP)
16024 O &M Document Page 7 of 7
9.25.09

AMAA
NCDENR
Permit No.
(to be provided by DWQ)
O�pF W A TF9QG
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.
11. PROJECT INFORMATION
Project name
Contact person
Phone number 919 - 361 -5000
Date 11/28/2014
Drainage area number 3C -To SWMF 5
III. DESIGN INFORMATION
Site Characteristics
Drainage area
914,324 fe
Impervious area, post - development
441,542 fe
% impervious
48.29 %
Design rainfall depth
1.0 in
Storage Volume: Non -SA Waters
Data not needed for calculation option #1, but OK if provided.
Minimum volume required
36,996 ft3
Volume provided 264,921 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 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 1Oft 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
Holly Springs Towne Center - Phase 2
J. Allen, PE
OK, volume provided is equal to or in excess of volume required.
Y (Y or N)
2.9 in
(unitless)
(unitless)
4.84 in /hr OK
7.23 f3 /sec
6.97 ft3 /sec
-0.26 ft'/sec
327.85 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 (Y or N)
327.9 fmsl
OK
Form SW401 -Wet Detention Basin- Rev.9- 4/18/12 Parts I. & II. Design Summary, Page 1 of 2

Permit No.
III. DESIGN INFORMATION
Surface Areas
(to be provided by DWQ)
Area, temporary pool
29,054 ftz
Area REQUIRED, permanent pool
19,567 ft
SAIDA ratio
2.14 (unitless)
Area PROVIDED, permanent pool, Apen-pool
22,405 ft'
OK
Area, bottom of 1Oft vegetated shelf, Abot a,dr
18,595 fl?
Area, sediment cleanout, top elevation (bottom of pond), Abot_Pond
6,522 ftz
Volumes
Volume, temporary pool
264,921 ft3
OK
Volume, permanent pool, Vpenn-P-,
104,910 ft3
Volume, forebay (sum of forebays if more than one forebay)
22,247 ft3
Forebay % of permanent pool volume
21.2% %
OK
SA/DA Table Data
Design TSS removal
90
Coastal SAIDA Table Used?
N (Y or N)
Mountain /Piedmont SAIDA Table Used?
Y (Y or N)
SAIDA ratio
214 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10 -2b)
Y (Y or N)
Volume, permanent pool, Vp,,n_p.i
104,910 ft3
Area provided, permanent pool, Apen-poot
22,405 It'
Average depth calculated
4.68 ft
OK
Average depth used in SAIDA, day, (Round to nearest 0.5ft)
4.5 It
OK
Calculation option 2 used? (See Figure 10 -2b)
N (Y or N)
Area provided, permanent pool, AP.-Pool
22,405 ff
Area, bottom of 1Oft vegetated shelf, Abo, sheet
18,595 ff
Area, sediment cleanout, top elevation (bottom of pond), Abot_ pond
6,522 ftz
'Depth" (distance b/w bottom of 1 Oft shelf and top of sediment)
7.00 ft
Average depth calculated
It
Average depth used in SAIDA, da,, (Round to down to nearest 0.51t)
ft
Drawdown Calculations
Drawdown through orifice?
Y (Y or N)
Diameter of orifice (if circular)
3.00 in
Area of orifice (if- non - circular)
in
Coefficient of discharge (Co)
0.60 (unitless)
Driving head (Ho)
0.61 ft
Drawdown through weir?
N (Y or N)
Weir type
(unitless)
Coefficient of discharge (C,H)
( unitless)
Length of weir (L)
It
Driving head (H)
ft
Pre - development 1 -yr, 24 -hr peak flow
7.23 ft3 /sec
Post - development 1 -yr, 24 -hr peak flow
6.97 ft3 /sec
Storage volume discharge rate (through discharge orifice or weir)
0.19 ft3 /sec
Storage volume drawdown time
2.39 days
OK, draws down in 2 -5 days.
Additional Information
Vegetated side slopes
3 :1
OK
Vegetated shelf slope
10 :1
OK
Vegetated shelf width
10.0 ft
OK
Length of flowpath to width ratio
3 :1
OK
Length to width ratio
1.5 :1
OK
Trash rack for overflow & orifice?
Y (Y or N)
OK
Freeboard provided
1.4 ft
OK
Vegetated filter provided?
N (Y or N)
OK
Recorded drainage easement provided?
Y (Y or N)
OK
Capures all runoff at ultimate build -out?
N (Y or N)
Required to capture all runoff from the ultimate build -out
Drain mechanism for maintenance or emergencies is:
8" DIP w/ valve
Form SW401 -Wet Detention Basin- Rev.9- 4/18/12
Parts I. & II. Design Summary, Page 2 of 2

THE TOWN OF
1Io11y
Springs
NORTH C A R o L t N A TOWN OF HOLLY SPRINGS
NpFHOLLYSpRzwC� OPERATIONS AND MAINTENANCE
Environmental
Services and
StormwaTer AGREEMENT & MANUAL COVER SHEET
Management
�ryG�NEERMG DEPPRtMEa�
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
daeorae(&,kiterealtv.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
i allen(i6 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
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 #5) will be constructed and maintained by KRG New Hill Place, LLC.
Attn: David George. Phone [phone] Fax [phone] email daeorae(a,kiterealtv.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 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
Quarterly and within 24
hours after every water
quality storm (greater than
1.0 inch)
Annual Certification
Important Maintenance Procedures:
Inspection Type I
Inspection must be conducted by a trained, qualified party. These
inspections are intended to identify obvious maintenance needs
early in order to prevent more extensive corrective actions.
Inspection must be conducted by a Professional Engineer. These
inspections are intended to provide a more thorough assessment of
the facility. Annual inspection reports (sealed by the PE) must be
submitted to the TOHS Engineering Department. Field survey
calculations to confirm storage volume and embankment
stabilization, etc. may be required on a case by case basis.
- 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
Entire BMP
Drainage area of the BMP
Perimeter of the wet detention basin
Inlet device: pipe or Swale
Potential problem
Trash/debris is present.
Ground cover is unstable, or loose
soil or is available for erosion
Areas of bare soil and /or erosive
gullies have formed
Vegetation is too short or too long
The pipe is clogged.
The pipe is cracked or otherwise
damaged.
16024 O &M Document Page 4 of 7
9.25.09
How to remedy the problem
Remove the trash/debris.
Stabilize groundcover or remove
loose soil or debris.
Regrade the soil if necessary to
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a one-
time fertilizer application:
Maintain vegetation at a height of
approximately six inches.
Unclog the pipe. Dispose of the
sediment properly.
Replace the pipe.

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

THE TOWN OF
Dolly
Springs
NORTH CAROLINA TOWN OF HOLLY SPRINGS
JAN OF HOLLY SpRIIN OPERATIONS AND MAINTENANCE
�O Emuonmental Gs
Services and AGREEMENT & MANUAL COVER SHEET
Sformwater
Management 1
F�CNFFRING DEPPRSM��
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
d2eorv-e(a,kiterealty. corn
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
i allen(c,i 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 46 (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
1, . 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:
1, , 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 daeorQe(akiterealtv.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 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
Quarterly and within 24
hours after every water
quality storm (greater than
1.0 inch)
Annual Certification
Important Maintenance Procedures:
Inspection Type
Inspection must be conducted by a trained, qualified party. These
inspections are intended to identify obvious maintenance needs
early in order to prevent more extensive corrective actions.
Inspection must be conducted by a Professional Engineer. These
inspections are intended to provide a more thorough assessment of
the facility. Annual inspection reports (sealed by the PE) must be
submitted to the TOHS Engineering Department. Field survey
calculations to confirm storage volume and embankment
stabilization, etc. may be required on a case by case basis.
- 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
Entire BMP
Drainage area of the BMP
Perimeter of the wet detention basin
Inlet device: pipe or swale
Potential problem
Trash/debris is present.
Ground cover is unstable, or loose
soil or is available for erosion
Areas of bare soil and/or erosive
gullies have formed
Vegetation is too short or too long.
The pipe is clogged.
The pipe is cracked or otherwise
damaged.
16024 O &M Document Page 4 of 7
9.25.09
How to remedy the problem
Remove the trash/debris.
Stabilize groundcover or remove
loose soil or debris.
Regrade the soil if necessary to
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a one-
time fertilizer application.
Maintain vegetation at a height of
approximately six inches.
Unclog the pipe. Dispose of the
sediment properly.
Replace the pipe.

Forebay
Vegetated shelf
Aquatic environment
Main treatment area
Embankment
Outlet device
Receiving water
16024 O &M Document
9.25.09
Erosion is occurring in the swale
Sediment has accumulated to a depth
greater than the original design depth
for sediment storage.
Erosion has occurred.
Weeds are present.
Refer to vegetation maintenance
table.
Water quality monitoring indicates
that parameters such as water clarity,
algal growth, and others are outside
of acceptable levels.
Sediment has accumulated to a depth
greater than the original design
sediment storage depth.
Algal growth covers over 50% of the
area.
Cattails, phragmites or other invasive
plants cover 50% of the basin
surface.
Shrubs have started to grow on the
embankment.
Evidence of muskrat or beaver
activity is present.
Tree(s) have started to grow on the
embankment.
Annual inspection by appropriate
professional shows that the
embankment needs repair.
Clogging has occurred.
The outlet device is damaged
Erosion or other signs of damage
have occurred at the outlet.
Page 5 of 7
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.
Search for the source of the sediment
and remedy the problem if possible.
Remove the sediment and dispose of
it in a location where it will not
cause impacts to streams or the
BMP.
Provide additional erosion protection
such as reinforced turf matting or
riprap if needed to prevent future
erosion problems.
Remove the weeds, preferably 'by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
Identify the source of the problem
and correct it. Conduct follow -up
monitoring to ensure that the
parameters have resumed acceptable
levels.
Search for the source of the sediment
and remedy the problem if possible.
Remove the sediment and dispose of
it in a location where it will not
cause impacts to streams or the
BMP.
Consult a professional to remove and
control the algal growth.
Remove the plants by wiping them
with pesticide (do not spray).
Remove shrubs immediately.
Use traps to remove muskrats and
consult a professional to remove
beavers.
Consult a dam safety specialist to
remove the tree.
Make all needed repairs.
Clean out the outlet device and
properly dispose sediment.
Repair or replace the outlet device.
Contact the TOHS Engineering
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 & Ouarterly 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.
• Ouarterly Operation and Maintenance Lots - 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 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 '/_2 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:
'J
KRG -11010
JOSH ALLEN, PE, CFM
TAYLOR EDMONDS, El
FEBRUARY 2015
MCADAM S
2905 MERIDIAN PARKWAY
DURHAM, NORTH CAROLINA 27713
NC Lic. # C -0293
:a _SEAL
j •'.� 3'7r� r-. �

HOLLY SPRINTOWNE CENTER - PHASE 2
Stormwater Impact Analysis and Final Design of Stormwater Management Facilities
General Site Description
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 #6) 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 #l, #2, 43, #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 #1, #2,
#3, #4, and #8.
Current Applicable Stormwater Management 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 II 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 I -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(0, 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 this 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
76.87 -acres of the 177.13 -acre total nitrogen analysis area. With Phase 2 incorporated, the
resulting nitrogen analysis area is now 112.25- 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 Analvsis
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 Methodoloev
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 #2B 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
7 FACILITY #4 DESIGN
CALCULATIONS
STORMWATER MANAGEMENT
8 FACILITY #5 DESIGN
CALCULATIONS
STORMWATER MANAGEMENT
9 FACILITY #6 DESIGN
CALCULATIONS
NUTRIENT LOADING
IO CALCULATIONS

SUMMARY OF RESULTS
HOLLY SPRINGS TC
KRG -11010

HOLLY SPRINGS TC SUMMARY OF RESULTS J. ALLEN, PE
KRG -11010 2/2/2015
RELEASE RATE MANAGEMENT RESULTS
POINT OF ANALYSIS #1
Return Period Pre -Dev Post -Dev % Increase
[cfs] [cfs] [ %]
1 XT--- o IM '7 Aoi
100 -Year
395.17
206.91
- 47.6%
[cfs]
[cfs]
POINT OF ANALYSIS #2
1 -Year
7.23
6.80
Return Period
Pre -Dev Post -Dev
% Increase
76.68
[cfs] [cfs]
1 -Year
7.69 6.14
-20.2%
100 -Year
259.93 91.90
- 64.6%
POINT OF ANALYSIS #3
Return Period
Pre -Dev
Post -Dev
% Increase
[cfs]
[cfs]
[ %]
1 -Year
7.23
6.80
-5.9%
100 -Year
90.83
76.68
-15.6%
POINT OF ANALYSIS #5
Return Period �'
Pre -Dev
Post -Dev
% Increase
[cfs]
[cfs]
[ %]
_
1 -Year
5.75
9.10
58.3%
100 -Year
50.32
49.72
-1.2%

HOLLY SPRINGS TC SUMMARY OF RESULTS
KRG -11010
STORMWATER MANAGEMENT FACILITY #4 SUMMARY
Design Drainage Area = 8.28 acres
Design Impervious Area = 4.60 acres
% Impervious = 55.6%
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
[ft]
[cfs]
[cfs]
1 -Year
21.21
0.70
10 -Year
42.52
1.84
100 -Year
60.10
16.94
100 -Year - Worst Case
60.10
29.33
J. ALLEN, PE
2/2/2015
Max. WSE
Freeboard
[ft]
[ft]
361.23
3.77
362.73
2.27
363.45
1.55
363.69
1.31

HOLLY SPRINGS TC SUMMARY OF RESULTS
KRG -11010
STORMWATER MANAGEMENT FACILITY #5 SUMMARY
Design Drainage Area = 21.02 ac
Design Impervious Area = 10.16 ac
% Impervious = 48.3%
Top of Dam =
334.00
ft
NWSE =
326.50
ft
Average Depth =
4.68
ft
Surface Area at NWSE =
22,405
sf
Required Surface Area at NWSE =
19,554
sf
Siphon Diameter =
3.000
in
Siphon Elevation =
326.50
ft
Secondary Orifice Diameter =
(2) 2'x 0.5'
332.45
Secondary Orifice Elevation =
328.80
ft
Riser Size =
4'x 4'
1.19
Riser Crest =
332.30
ft
Barrel Diameter =
24
in
# of Barrels =
1
Invert In =
322.50
ft
Invert Out =
322.00
ft
Length =
57
ft
Slope =
0.0088
ft/ft
STORMWATER MANAGEMENT FACILITY #5 ROUTING RESULTS
J. ALLEN, PE
2/2/2015
Return Period
Inflow
Outflow
Max. WSE
Freeboard
[cfs]
[cfs]
[ft]
IN
1 -Year
40.66
0.59
328.66
5.34
10 -Year
92.8
11.32
330.25
3.75
100 -Year
139.05
21.87
332.45
1.55
100 -Year - Worst Case
139.25
34.97
332.81
1.19

HOLLY SPRINGS TC
SUMMARY OF RESULTS
KRG -11010
Max. WSE
[ft]
Freeboard
[ft]
STORMWATER MANAGEMENT FACILITY #6 SUMMARY
42.85
Design Drainage Area =
17.65
ac
Design Impervious Area =
10.21
ac
% Impervious =
57.8%
100 -Year
Top of Dam =
326.00
ft
NWSE =
320.00
ft
Average Depth =
3.80
ft
Surface Area at NWSE =
26,047
sf
Required Surface Area at NWSE =
22,203
sf
Siphon Diameter =
3.000
in
Siphon Elevation =
320.00
ft
Secondary Orifice Diameter =
(3) 2'x 0.5'
Secondary Orifice Elevation =
322.30
ft
Riser Size =
4'x 4'
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
J. ALLEN, PE
2/2/2015
Return Period
Inflow
[cfs]
Outflow
[cfs]
Max. WSE
[ft]
Freeboard
[ft]
1 -Year
42.85
0.34
322.22
10 -Year
88.15
12.42
323.24
2.76
100 -Year
126.00
29.07
324.78
1.22
100 -Year - Worst Case
126.00
36.01
324.99
1.01

HOLLY SPRINGS TC SUMMARY OF RESULTS
KRG -11010
NUTRIENT LOADING OUTPUT
Phase 1 and 2 Site Area = 112.25 acres
Post Development Nitrogen Loading = 1,200.63 lb /yr
10.70 lb /ac /yr
Nitrogen Loading Allowable = 404.12 lb /yr
3.60 lb /ac /yr
NUTRIENT LOADING AFTER TREATMENT
Post Treatment Nitrogen Loading = 820.38 lb /yr
= 7.31 lb /ac /yr
COMPUTATION OF REMAINDER TO BE OFFSET WITH PAYMENT
Phase 1 and 2 Nitrogen Loading to be Offset = 416.27
lb /yr
= 3.71
lb /ac /yr
= 12,488.04
lbs
Phase 1 Nitrogen Loading (Previously Offset) = 420.52
lb /yr
= 5.45
lb /ac /yr
= 12,615.66
lbs
Remaining Phase 2 Nitrogen Loading Credit = 127.62
lbs
J. ALLEN, PE
2/2/2015

MISCELLANEOUS SITE DATA
HOLLY SPRINGS TC
KRG -11010

78° 52' )0.00" 78 51 )0.00" 78° 50 )0.00"
�Z
_ . Fit
0
Feltonvtlle
M
�w �r
1J
try � .. _\ -, B �, - %�• �j'a } E
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jig
-----------
Z
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SCALE 1:24000
it" Z
r 4CGC t
= +r'
- ; 0 1 MILES _
0 '1000 YARDS o
_ Atrjgrt
o :
0 1 KILOMETER o
Eo 00
91 w
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0 678° 52' x0.00" VW 78 51 )0.00" 078° 50'p0.00" V' I o
Copyright (C) 1998, Maptech, Inc.

l
Name of Stream
Description
Cuff. Class
Tom Jack Creek
From source to Harris
C
Lake, Buckhorn Cr.
i Branch
From source to Harris
C
Lake, Buckhorn Cr.
Cary Branch
From source to Harris
C
Lake, Buckhorn Cr.
Norris Branch
From source to Cary
C
Branch
Utley Creek
From source to Harris
C
Lake, Buckhorn Cr.
White Oak Creek
From source to Harris
C
Lake, Buckhorn Cr.
Big Branch
From source to White
C
Oak Creek
Little Branch
From source to Big
C
Branch
Little White Oak
From source to Harris
C
Creek
Lake, Buckhorn Cr.
Big Branch
From source to Harris
C
Lake, Buckhorn Cr.
Thomas Creek
From source to Harris
C
Lake, Buckhorn Cr.
NEUSE RIVER
From dam at Falls Lake
WS- IV;NSW
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
Forest proposed water
supply intake to mouth
of Beddingfield Creek
NEUSE RIVER From a point 0.5 mile WS- IV;NSW,CA
upstream of Town of
Wake Forest proposed
water supply intake to
Town of Wake Forest
proposed water supply
intake
Date Basin Stream Index
09/01/74 Cape Fear 18 -7 -10
09/01/7-4 Cape Fear 18 -7 -4 -
09/01/74 Cape Fear 18 -7 -5
09/01/74 Cape Fear 18 -7 -5 -1
04/01/59 Cape Fear 18 -7 -5.5
04/01/59 Cape Fear 18 -7 -6
09/01/74 Cape Fear 18 -7 -6 -1
09/01/74 Cape Fear 18- 7 -6 -1 -1
09/01/74 Cape Fear 18 -7 -7
04/01/59 Cape Fear 18 -7 -8
09/01/74 Cape Fear 18 -7 -9
07/01/04 Neuse 27- (20.7)
08/03/92 Neuse 27- (22.5)
07/01/04 Neuse 27 -(22)
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 Storrawater Progra.,. Page I of I
NC Areas Subject to Phase II Post - Construction & Other Stormwrater Program Requirements
Map LagaM
heal Reach
Sacen"Iv Roads .D �
Primary Roach '
us
we wy.arar _ ,.
counties ! * L
1.24K Hy&"raPhy (Area) i
Munitlpal Rouadartaa
Slermwater lu riadiction
'c
■ Caaatal State SIN ►ragas 0
lacai P-_ - - -
ar. -
State Stanwa -tar Hayrawa
wa St— at—fto rare
- 6veArPYlaa heyraata c ,.
Phase II area
. SA Mate-
http, // 1 49.168.87.13 /stormwater /print. aspx ?CMD= INIT &XMIN =- 78.91392639317891 &... 10/12/2010
I
Results
The map representations are the best available
(Contact :
11H011y Springs
as of July 27, 2010. Please check with the local
government (city or county) in your location to
DENR
verify specific stormwater requirements.
(Region :
IlRaleigh
Areas subject to Stormwater Post - Construction
County :
,(WAKE
(Permitting) are based on existing programs and
Session Law 2006 -246. NC Division of Water
Quality, 10/12/2010
+Permitting :
Local '
+Basis :
I,In Permitted Phase II Jurisdiction
'Type :
IlPhase II Entity
(Notes :
iI
IlInside Holly Springs
1Phase 2 :
,Local program satisfies Phase II rqmts
krisdiction:
,Holly Springs J
http, // 1 49.168.87.13 /stormwater /print. aspx ?CMD= INIT &XMIN =- 78.91392639317891 &... 10/12/2010

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STATE OF NORTH .CAROLINA FIRM PANEL LOCATOR DIAGRAM fL00.0110691 41fnipu FROM
7t3.6 #r 3a» .� •
c a,� {) # i 44 � r :l ac ,lo1N8 RANEL 0? o Ta•30' �o' 04 Sao FEET
LEGEND
l
_ ,.1
r t i rRANVI�I ( f 700 �, �� t
i
,
_ - �, �.v J.•, .. BARD AREAS (sHAs) sul3jECT TO
AL FLOOD H
.. r..A. I- A °` _, . _ r. _. -.. t_..., . -f --¢- - t,,.: , ham, t ZONE X
'' FEET INUNDATION BY THE 1% ANNUAL_ CHANCE FLOOD
tl/ r •...,,, w... J 4'} -'�` ZONE X ..
€- - - ,� The 19A annual chance flood (100 --year flood), also known as the base flood, is the flood
_ ., that has a 1 % chance of being equaled or exceeded in any given year. The Special
x 1 ,tiAtvi i i ^f,AYKt�I
FLOODING EFFECTS ROM--- . ' ^�•^.� - s j 8 Y
` - r Flood Ffisrard Area is he area subject to flooding b the 196 annual chance flood. Areas
w� of Special Flood Hazard include Zones A, AF.. AH AU AR, A99 V, and VE, The Base
LITTLM BRANCt! " P
...r .a. r. wb; Y i •; ZONE X '" LtDf i1~ h, Flood Elevation Is the water-surface
(BASIN 2S, STREAM .,
„•.,:...- elevation of the 1% annual chance Road.
I l- Bast, Elevations ed.
"� � ZONE A No fie Flood Et determined.
1, . t i
ZONE AN
Base Flood Elevations determined.
k-4— wet, ! .• '` .fir" ZONt AE 3 ONE JiMt depths of 1 to 3 feet (usually art�as of pondin�; Base Flood
?: `, LONE: X �` ,,��_ ' I,, . * _ R X�,ZONE ZONiE AO Flood de the of 1 to 3 feet (usually sheet flow nn sloptng terrain);
;V.... 1111i, t verage d the determined. For areas of alluvial fan flooc#ttlg, elocities
i 4 r F sr also determined. v �i t _ J^ ZONE At Special Flood Hazard Area formerly protected from the 1g6 ensue(
PA - " f chnce flood a (load cc7ntra! s steal that was subs uenti
✓ "I c by y eq Y
ertified, Zone AR indicates that the former flood control system is
i 1 1 ,�„ ,,,,,, �, .,,`.,,,,,,,,.,•,, .,.., . , ,. e , ' ,1 „� being restored to provide protection from the 196 annual chance- or
�.; } greater Hood.
•
1 j i F ZONE A99 A to be protected from 1 % annual chance flood by a Federal
.1 protection sr-.tem under construction; no Base Flood Fievatlons
c' a.
Zow v'R� Coastal *•i=1 zone with velocity azard (wave action); tease Flood Elevations
HARNETT b � t t i i ' i'; �` �' Town of
determined, tY ,
' Fi_ ODWAY AREAS iN ZONE AE
J ,
1
,
f
1
� - 0 � Springs p
� ��, i the it { Of
_ ±1i . S
il'1i1Tt? P e c: anne a stream plus any adjacent fioodplain areas that must be
Jurisdiction keppt fvft if +! wroachment so that the I% annual chance flood can be catrrled without
l)) ti k ; suilstartt�ld i ceases In flood heights.
1t
Afi ,_ ... 1 ,' ,•,•,• oTEaEit Fl.00D AREAS
�t Areas of 0.2% annual chance flood; areas o; future conditions 1% annual
--•- z ~ chance flood; areas of 1% annual chance flood with average depths of less
1 foot or with drains areas Less than 'I square milli; and areas
DATUM INFORMATION
protected by levees from 1,°�annua! chance flood
The projection used in the preparation of this map was the North Carolina a , '
349 u , 11Vt�(� �,i- (., - OTHER AREAS
State Plane (FiPSZONE 3200)" The horizontal datum was the North American
ellipsoid. D' erences in datum elli sold projection, or
Datum of 1983 GRSB Differences - f Areas deter ine to be o
p P l _. -�- . _ ,. ._ . -« ,., ,.. ., .,,.. ., i • °, rtt d outside the 0.2 °� annual chance and future
Universal Transverse Mercator zones used in the production of FIRMS for adjacent
_ ... co _ flcx�dplafn.
= is i
conditions 1 4}'n annual chance
jurisdictions may result in slight positional differences in map features across
.• - ' ► Zl t 0 Areas in which flood hazards are undetermined, but possible.
jurisdictional boundaries. These differences do not affect the accuracy of this µ f
FIRM, All coordinates on this rna are In U.S, Survey Feet, where f
} p ,r`` j` ,' COASTAL BARRIER RESOURCES 5YSl'!rM (CBRS) AREAS
1 U.S. Survey Foot = 1200/3937 Meters,
Flood elevations on this map are referenced to the North American Vertical -... - ...... . T . __ �,,, O RViliSE PROTECTED
TI1E AREAS (OPAs)
Datum of 1968 {NAVE) 88), These flood elevations must be compared to Structure. ! CBFIS aroag and OPAs are nor o ,
and ground elevations referenced to the same vertical datum. An average s l' `j'�' loos Hazard Areas.
.: adjacent to Special F
ad within or
192
1 [ annual chance floodplain boundary
Geodetic entice{ Datum of 9 ,.:,. ., ,, ,. �_ i . � � •`• _
v:
normally f
offset between NAVE) 88 and the National Geed V '
,... ..: :: ,. � .1 iii 1,yt.l.i;�,t.it1l1 1' ,' !
(NGVD 29) has been computed for each North Carolina county. This offset was i `` a future
��;. ` , O 2 annum chance flacxfpfain boundary and fur
conditions 1% annual chance flood lain bounds
them applied to the NGVD 29 flood elevations that were not revised during the
p boundary
Floodwa ix�undaLy
creation of this statewide format FIRM, The offsets for each county shown on ( f y
this FiRM panel are shown in the vertical datum offset table below, Where a ,-- Zone Boundary
. s Zn D i3 ndry
county boundary and a flooding source with unrevised NGVD 29 flood elevations
� � r,, w,.; , . ._. . , s�• 1r� CBRS and OPAa boundary,
are coincident, an individual offset has been calculated and applied during the
}
" Boundary dividing Special Flood Hazard Area Zones and
creation of this statewide format FIRM. See Section 6,1 of the accompanying F. , ,. boundary dividing Special Flood Hazard Areas of different
Flood Insurance Study report to obtain further information on the conversion
flood depths or flood velocities.
elevations 'on between NAVD 88 and NGVD 29. To obtain current elevation,
Base Flood Elevations,
of It'vatl s of .. , _....... , , ._, _ ., .... u elevation
description, and /or location information for bench marks shown on this map,
`'' ^'^^�'�'S13^�^ ^^ Base Flood Elevation Line and value; elev ti in feet*
please contact the North Carolina Geodetic Survey at the address shown below. '. , ( L gg n value where uniform within zone;
# Base flood Elevation � �) elevation in feet* e
You may also contact the Information Services Branch of the National Geodetic a *Referenced to the North American Vertical Datum of 1988
Survey at [phone], or visit its website at www,ngs.noaa ^gov. c `` ""° °°'"••
:
.., . •. -..., - , ... Cross section line
North Carolina Geodetic Survey County Average Vertical Datum Offset Table ..,
J
121 West Jonas Street County vertical Datursl Offset (tit _ � • ; . - :. ,, , ,., • :,.4. „ ..;... , _ _ _ ,.: _ ..............,...� Tresses( fine
Raleigh, NC 27601 wake - 0.913
Geographic coordinates referenced to the North American
(913) 733x3936 t ^ i 97•Qi' 3d °, 32.22' 34"
Datum of 1983 (NAD 83)
www.ncgs.state.nc.us t"5
1r3t?(1 -meter Universal Transverse Mercator grid ticks, zone 17
M.. '�. 4278 h
pe: NHVU tit's .F NUVIU 2b t (--0.88)
,..• -. � � ' '' i 477 500 FEET' 2300-foot rid values: North Carolina State Plane coordinate
�xam t g
„ -- system (FIPSZONE 3200, State Plane NAD 83 teet)
North Carolina Geodetic Survey ench mark (see explanation
f' "" l c)t'G'11` (?1 BM5510 X in the Datum information section of this FIRM panel).
All streams listed in the Flood Hazard t}a'te, Table below were studied by x�- � �.
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 Sly 1 National Geodetic Survey bench manic (see explanation in
s
Datum informations o
riverine analysis, More information on the flooding sources studied by these s M16 section n of this FIRM panel).
1 "(l40 3 x 3T 3;) a
'n the Flood Insurance Stu report.
® River Mile
analyses is contained I �l/ p
, .' 1,''+ A1:. C+• �ia�K• r' 1i,' �iR�tt• f�Rr4x.J F�'. i7E ,'��!�J.•.b'•i1i�°tYIT'.+r4�,�: iii. �, �� :Ny�! «�Jt?.A��f�'t+ ;y2.7!'4'�� '.�. � �... �- VWV :,.
J
fJ'1w,r ' : i f , r •
_ r
s t .(till ill4
-Y i yy
a Ti
Y.
N'
R
Notice to isor: The ftp Nuinb*r shown nNov. s -outd be used
when piecing map orders: tie Community Number shown
above snouid be used or Insurance applications iortne sub)ect
_. . V \/,` KL' COUNTY
GRID NORTH
MAP SCALE
,
W
r
a , •
250 0
fA0 1400
FEET
150 ,
, a•
m
PANEL 0648)
I
l`t:vN rt of Holly
Spritigs
Ca
toanty
► l-, .�,tt-aicultorial brlsdicti(A
Areas
FLOOD INSURANCE RATE MAP
1
♦ \ V ILD UM CAROLINA
370403
/h
J P! i�♦
CQ
PANEL 0849
Z iii :( x
Y A, rY ti Z01\JE AE
- _ ,+,,, ,.n. - •>rr..�.� a ,,
t
f, T ZONE
s GU
000 C G .
r
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: ( h
X
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! 4ab �►�' . _ _ �f >F
(PAryNEL
CO RAINS.
NOTES TO
USERS
COMMUNITY CID No, PANEL SUFFIX
This map is for use ir. administering 'tile Nartional Hood Insurance Program, It does not
Certain areas not in Special Plond i4azwd r+,t,a ai ?'f'ea'r oe pry: ecte-d by flood control
This map reflects more detalleo in o channel confi rattt"t than
MAF' f m
necessarily Identify Al areas subjecr, to #biding, particularly from focal drainage sources
structures, Refer to SeOlof,: 4 <i Pri:-t%Mor, astz ' of the Flood Insurance
those shown on the previous, 1FiRM fc , ts` -, ;' °cis � 'tts�
i M (tii"t1 ,. The flo
h od I ins
p a and fioadwa s
p Y
Refer t listing
f o !is 1 of Ma Re x
AriB� IIdi t� i l
9 s 6` "fit rr G
� � Orr'
of small Six(. The community 1�a repository should be consulted fill possible
P
Study repel for information c_srl fli'ot'! ,!or'ewo . ?ruc.ft�rw- S''x i2ta j�,trisdict'ion.
that were transferred from rht3 t +t: t`,..: !° i" M . -
vt i ms's have teen adjusted to conform to
updated or additional fl ood itza rd information,
n
i
t hes e now stress As s
, resuh,the Flood d Pro ' es and Floodway
To obtain more dotaiisd i�tarnati on i- ar�as where Bass =laa� Eletatiots (BFEs)
et e ta information and 9 eo ara da \ „a. ... . . - r ' t a r
c p 1ts FIRM, were obtained from
Date tables s ,' n the Fl o od Ir n rd e t r
1 t V�h l�n con t ai ns authoritative ' t
o iv ehY dra u1 ic
EFFECTIVE DATE OF �0 � PANE MAP PANE�.
and/or 1 oodws have been der e rrin ed, use r s a r e ancourageo to consult the Flood
various organizations, includIN the partlCiPating ts^al0w!i ;c.n"Ios), ttme and federal
data) may rPfeCt Stre&rn 0haQnC4 , om #I* dow' frorn what is shown on this map.
WAY 2 206
Profiles, Floodway Data, 'Urnited Devillied Flood Hazard Data, and/or Summary of Stillwater
agencies, and /or other sources, Tt*- r`air Iry hws fr r this FIRM ITS A0481 imagtlry acquired by
,
Elevations Tables contained A thln the Flood Insurance Study IRS) report that accompanies
Wake County. The time Viler #c }J }f - ut�tli3t' :ti�il3 for rite in? , ry its #999, Irtforn cation and
�
Please refer t the S t ,� ,r�c�
o t apara e�lY pr'i t " ftp lnd*X fof an overview map of the county
this FIRM. L)SL�Cfi 5iicluid t7t3 84Var13 that SEES Sl1AWn orl file FIRM f8>3resent rounded
cos atial data supplied b 10 ? sxr; p F
g p pp i y tt lodt# t si i t�itlt..x..t m ..r 1 .,, lltstl rnspj iiilcatfons
•.e: :w.,e..:
showing the layout of map p$°taiS, w i,,:, 4, ri i_ ; ,�,= rrsftlary addresses, and G Listin of
9
EFFECTIVE R
CTiVE UAf) t lxvt3tk CG Ti," f'Ai%a.
._...__ ...-_.._. .�._ .,.�r....._,, ..,._...... a.., ;mot_ ..._. ... ._..�.. es....
Notice to isor: The ftp Nuinb*r shown nNov. s -outd be used
when piecing map orders: tie Community Number shown
above snouid be used or Insurance applications iortne sub)ect
�f 1 itl�
GRID NORTH
MAP SCALE
1" = 500` (f 6,000)
250 0
fA0 1400
FEET
150 ,
fl 160 METERS
300
m
PANEL 0648)
FIRM
Ca
FLOOD INSURANCE RATE MAP
1
♦ \ V ILD UM CAROLINA
/h
CQ
PANEL 0849
(SEE LOCATOR DIAGRAM OR MAP INM FOR FIRM
1;
LAYOUT)
(PAryNEL
CO RAINS.
COMMUNITY CID No, PANEL SUFFIX
i +43
i O _ SPRINGS, G S T OWN OF 370103 06 49 ,.
4
Q
WAKE, COLNTY W.0368 0648
i
i
i
Notice to isor: The ftp Nuinb*r shown nNov. s -outd be used
when piecing map orders: tie Community Number shown
above snouid be used or Insurance applications iortne sub)ect

PRECIPITATION DATA
HOLLY SPRINGS TC
KRG -11010

Precipitation Frequency Data Server
POINT PRECIPITATION Ate,.
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14 _V
North Carolina 35.664722 N 78.849167 W 298 feet
from "Precipitation- Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version:
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 Limits Seasonality II Related Info (( GIS data Maps 11 Docs
Precipitation Frequency Estimates (inches)
Page 1 of 4
Return to State Map
5.86
7.77
9.62
12.24
14.61
16.56
7.05
9.20
11.20
14.04
200 0.81 I 1.28 1.61 2.51 3.52 4.45 4.97 6.08 7.45 8.44 9.50 10.30 11.40 12.26 15.47 17.75 21.18 24.18
500 0.85 1.34 1.69 2.69 3.86 4.95 5.62 6.91 8.55 9.57 10.73 11.60 12.80 13.63 17.13 19.39 22.89 25.94
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 oartial duration series. ARI is the Average Recurrence Interval.
Please refer to NOM Atlas 14 Document for more information. NOTE: Formatting forces estimates near zero to appear as zero.
* Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI **n 5 10 15 30 60 120 3 6 12 24 48 4 7 10 20 30 45 60
(years, day dzy day day day day da}
1� 0.45 0.72 ��
0 0.53 0.84
0 0.60 0.97 1.23 1.74 2.23 2.67 2.85 3.40 4.03 4.73 5.42 5.92 6.70 7.51 9.80 11.91 14.82 17.43
10 0.67 1.07 1.36 1.97 2.56 3.10 3.32 3.97 4.73 5.49 6.27 6.82 .7.65 8.51 10.99 13.21 16.27 19.02
25 0.74 1.18 1.50 2.22 2.95 F--]F--IF 62 .92 71 5.64 6.54 7.42 8.04 8.97 9.86 12.62 14.94 18.17 21.07
0.90 1
1.23 1
1.54 1
1.81 1.92 2
2.29 2
2.71 3
3.11 3
3.60 4
4.00 4.60 5
5.25 7
7.01 8.69 11.03 13.18
1.06 1
1.46 1
1.84 2
2.17 2.31 2
2.75 3
3.25 3
3.76 4
4.34 4
4.79 5.49 6
6.24 8
8.28 10.22 12.93 F-1 538
50
0.79
1.26
1.60
2.41
3.26
4.05
4.43
5.33
6.43 7.37
8.34
9.01
10.01
10.92
13.90 16.26
19.60
22.61
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
15.19
17.59
21.02
24.09
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
25.54
500
0.93
1.47
1.84
2.93
4.21
5.44
6.17
7.53
9.30 10.33
1111 ^60
1212 ^47
13.72
14.57 1829.20.70 2424 ^27
27.44
1 1000 0.96 1.52 11.91 13.09 14.51 J 5.9J 6.79 j 8.3� 1� 0.35 1( 1.3011'2.66 1( 3.58 1114.91
� 1�� 1�yJ zI l � zLJ•bb I LI � �� l
The upper bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are greater than.
These precipitation frequency estimates are based on a oartial duration series. ARI is the Average Recurrence Interval.
Please refer to NOM Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
*_ Lower bound of the 90% confidence_interval
__
Precipitation Frequency Estimates (inches)
ARI **
WF10
min
15
min
30
min
60
min
120
min
3
hr
6
hr
Fhr
24
hr
48
hr
4
day
7
day
10
day
20
day
30
day
45
day
60
day
0
0.38
0.60 0.75
1.03
1.29
1.49 L59
1.91
2.26
2.68
3.24
3.10
3.48
4.02
4.61
6.17
7.69
9.90
11.87
0
0.44
0.70
0.89
1.22
1.54
1.79 1.91
2.29
2.71
3.74
4.17
4.80
5.49
7.29
9.04
1 1.61
13.87
0
0.51
0.81
1.03 1.46
1.87
2.2012
.35 2.83
3.35
4.07
4.67 5.15
5.86
6.60
8.62
10.53
13.30
15.70
10
0.56
0.90 1.14 1.65
2.14
2.54
2.74 3.30
3,92
4.72 5.39 5,91
6.69
7.46
9.67
11.66
14.59
17.11
25
0.62 0.98 1.25 1.85
2.46 2.96 3.21 3.89
4.66
5.60 6.36 6.95
7.81 8.62
11.07
13.15
16.25
18.91

Precipitation Frequency Data Server
Page 2 of 4
50 110.66
11.05
1.33
2.00
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
100
0.69
1.10
1.39
2.13
2.94
3.62
3.99
4.87
5.90
7.00
7.90
8.60
9.59
10.43
13.23
15.41
18.71
21.53
200
0.72
1.15
1.45
2.25
3.16
3.94
4.39
5.36
6.53
7.73
8.69
9.45
10.50
11.34
14.32
16.52
19.89
22.76
500
0.75
1.19
L50
2.39
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
24.36
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 which 5% of the simulated quantile values for a given frequency are less than.
* These precipitation frequency estimates are based on a partial duration maxima series. ARI is the Average Recurrence Interval.
Please refer to NOAA Ages 14 Docunwrit for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
I Text version of tables I
http : / /hdsc. nws. noaa. gov /cgi- binlhdsclbuildout.perl ?type =pf &units =us &series =pd &state... 10/12/2010
Partial duration based Paint Precipitation Frequency Estimates - Version: 3
35.664722 N 78.849167 W 298 Ft
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Average Recurrence Interval (years)
Tue
Oct
12 09:15:34 2010
(
duration
5 -min - 30 -min - -
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http : / /hdsc. nws. noaa. gov /cgi- binlhdsclbuildout.perl ?type =pf &units =us &series =pd &state... 10/12/2010

Precipitation Frequency Data Server
Partial duration based Point Precipitation Frequency Estinates - Version: 3
35.664722 N 78.849167 W 298 Ft
Average Recurrence Interval
( ears)
I i --e-- 2 -+- 5 -)E- 10 CIE 25 50 f 100 — 200 500 -A� 1000
Related Information
Maps & Aerials
Click here to see topographic maps and aerial photographs available for this location from Microsoft Research Mans
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 frequency results are 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 PFDocument
page
US De °artment of Commerce.
National Oceanic and Atmoso_ heric Administration
National Weather Service
Office of Hvdroloaic Development
1325 East West Highway
Silver spring, MD 20910
Questions ?: HDSC.QuestionstMnoaa.at2r
http: / /hdsc.nws.noaa.gov /cgi- bin /hdsc/buildout.perl? type =pf &units =us &series =pd &state.., 10/12/2010
27 =..
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Tue Oct 12 09:15:34 2010
Average Recurrence Interval
( ears)
I i --e-- 2 -+- 5 -)E- 10 CIE 25 50 f 100 — 200 500 -A� 1000
Related Information
Maps & Aerials
Click here to see topographic maps and aerial photographs available for this location from Microsoft Research Mans
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 frequency results are 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 PFDocument
page
US De °artment of Commerce.
National Oceanic and Atmoso_ heric Administration
National Weather Service
Office of Hvdroloaic Development
1325 East West Highway
Silver spring, MD 20910
Questions ?: HDSC.QuestionstMnoaa.at2r
http: / /hdsc.nws.noaa.gov /cgi- bin /hdsc/buildout.perl? type =pf &units =us &series =pd &state.., 10/12/2010

Precipitation Frequency Data Server
HVINOPIRR
POINT PRECIPITATION A11V
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14 vo
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: Thu Sep 15 2011
Confidence Limits Seasonality Related Info (' GIS data 11 Maps � Docs
,.. ... _. . _. -
Precipitation ... ...._ _. _
Frequency Estimates (inches)
Page 1 of 4
Return to State Map
AEP*
(1 -in-
Y)
5
min
10
min
15
min
30
min
60
min
120
min
3 hr
6 hr
12
hr
24 hr
48 hr
4 day
7 day
10
day
20
day
30
day
45
60
0 0.49
0 0.59
0.78
0.95
0.98
1.20
1.35
1.70
1.69
2.18
2.00
2.61
2.12 2.54
2.78 3.32
2.99
3.94
2
10
25
0.44 0.71
0.54 0.87
0.61 0.97
0.68 1.08
0.89
IF231
1.54
1.81
1.92
2.31
2.72
3.21
3.71
4.12
4.73 I==
2.54
3.06
8.85
11.27
13.45
1.09
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
1.23
1.37
1.78 2.32
2.02 2.69
2.78
2.99
3.59
4.27
5.04
5.76
6.30
7.09
7.91
10.23
12.31
15.27
17.88
3.27
FT-T4
?8
5.14
6.04
6.86
7.48
836 9?1
11.81 13.99
17.14
19.91
50
0.72 1.15
1.46
2.20
2.98
3.67
4.02
4.86
5.87
6.81
7.71
8.38
9.34
10.20
13.00
15.23
18.49
21.35
100 0.77 1.22
1.54
2 36
3.25
1.05
1.48
5.14
6.62
7.60
8.57
9.31
10.33
1 1.20 1-1.19
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
1.68
2.68
3.84
4.93
5.60
6.88
8.52
9.53
10.68
11.56
12.74
13.58
17.06
19.31
22.79
25.84
1000 0.88 1.38
1.74
2.81
4.11
5.35
6.15
7.59
9.48
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 mad ima 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.
* Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
IAEP**11
Y)
5 II
10 II
15 I
min
L3O
' 60 1
min
120 I
min
3
hr
1 6
hr
12 II
hr
24 11
hr
48
hr
I 4 '1
day
7
day
I 10 II
day
20
day
30
day
45
day
I 60
day
0 0.49
0 0.59
0.78
0.95
0.98
1.20
1.35
1.70
1.69
2.18
2.00
2.61
2.12 2.54
2.78 3.32
2.99
3.94
3.46
4.62
4.00
5.30
4.42
5.79
5.06
6.55
5.75
7.34
7.62
9.58
9.41 11.90
11.64 14.49
14.16
17.04
10
0.67
1.06
1.34
1.95
2.54
3.06
3.29
3.93 4.69
5.44 6.21
6.75
7.58 8.42
10.89
13.08
16.11
18.83
25
0.74
1.18
1.49
2.21
2.94
3.60
3.90
4.69 5.62
6.51 7.39
8.01
8.-7-19 .82
12.57
14.88
18.10
20.98
50
0.79
1.26
1.59
2.40
3.25
4.03
4.41
5.31 6.40
7.34
8.31
8.98
9.97
10.87
13.85
16.20
19.53
22.51
100 0.84
1.33
1.68
2.57
3.54 1
Efl
4.92
5.94 7.21
8.19
9.24
9.98
11.04
11.94
15.13
17.52
20.94
23.99
200
0.88
1.39
1.75
2.73
3.83
4.87 5.44
6.60
8.07
9.07 10.22
11.01
12.15
13.04
16.44
18.85
22.33
25.44
500
0.92
1.46
1.84
2.92
Efl
5.42 6.15
7.50
9.26
10.29
11.56
12.42
13.67
14.51
18.22
20.62
24.17
27.33
1000
0.96
1.51
1.90
3.08
4.49
5.88 6.76
8.29
10.31
11.26
12.61
13.52
14.85
15.67
19.61
21.98
25.56
28.73
The upper bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are greater 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.
Y_Lo_wer_ bound- of - the _90 %_ confidence _interval____ - ._
Precipitation Frequency Estimates (inches)
5 10.50 110 .79 111 .00 111 .43 111 .83 112 .15 112 .30 2.76 3.27 3.98 4.56 5.03 5.73 6.45 8.43 10.29 13.00 15.34
10 110.56 10.89 11.12 11.63 2.12 2.52 2.71 3.26 3.88 4.67 L IL 85 6.62 7.39 9.57 11.55 14.45 16.94
25 110.61 0.98 1124 1.84 2.45 2.95 3.20 3.87 4.64 5.58 6.33 6.92 7.78 8.59 11.02 13.10 16.19118 83
50 0.66 1.32 1.99 2.70 3.29 3.60 LIZJ15 .26 116 117 .09 117 .74 11866 9.49 12.10 14.23 17.43 20.16
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Precipitation Frequency Data Server
Page 2 of 4
100 110.69
200
500
1.10
1.39
EE
1.49
1.53
L
2.24
2.38
2.48
2.93
3.14
3.41
EE]
3.61
3.92
4.33
3.98
4.37
4.89
5.31
4.85
5.34 JEE
5.99
6.53
5.87
7.35
8.06
6.98
7.87
8.56
9.55
10.39
13.18
15.35
18.64
21.44
0.72
0.75
0.77
1.14
1.19
1.22
7.70
8.69
9.45
8.66
9.73
10.56
9.41
10.55
11.44
10.46
11.69
12.64
11.29
12.51
13.44
14.26
15.73
16.85
16.45
17.90
19.00
19.81
21.33
22.48
22.67
24.26
25.43
1000
The lower bound of the confidence interval at 90% confidence level is the value which b% of the simulated quantue values Tor a given Trequency, are less man.
" 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
Annual Maxima based Point Precipitation Frequency Estimates - Version: 3
35.664722 N 78.849167 W 298 ft
28 ,
27 -
26 -
25
24 -
23 -
22 -
20 -
19 - -
18 -
ag, 16 -
° 15 - -
c 13--
R 12
a 10
(U, 9f�"....
- -
3 -^-"- -
2 5 10
Thu Sep 15 13:54:38 2011
Duration
5 -min - 30 -min 3 -hr -#-- 24 -hr
10 -min -+- 60 -min -E3- 6 -hr 48 -hr
15 -min 120 -m -i- 12 -hr -A- 4 -day -,r
25 50 100 200 500 1000
Annual Exceedance Probability (1 -in -Y}
7 -day --I 30 -day -B
10 -day --i- 45 -day -t
20 -day 60 -day -�-
http://dipper.nws.noaa.gov/cgi-bin/hdse/buildout.p I erl?type=pf&units=us&series=am&state... 9/15/2011

Precipitation Frequency Data Server
28
27
26
25
24
23
22
21
c 20
Z: 19
18
17
v 16
° 15
0 14
13
12
11
10
v 9
a 8
7
6
5
4
3
2
1
0
C C 1= C
E E
In o In o
Thu Sep 15 13:54:38 2011
Annual Maxima based Point Precipitation Frequency Estimates - ~Version: 3
35.664722 N 78.849167 W 298 Ft
� C ^c L L L L L L � L 31 5i S 71 S T 31 S S 11
1 I N A St 5D M N 90 d' lD co I 11 1 I I I I I I
O 0 rl r4 ai CV M V A tt IC7 h a In O O 0 O
M Duration rl 14 " °o v °
Annual Exceedance Probability
(1 -in -Y)
1 in 2 1 in 10= 1 in 50 -9 1 in 200 1 in 1000
1 in 5 1 to 25 -e- 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 Mans
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:
1 +/ -30 minutes 1 or +/ -1 degree l of this location. Digital ASCII data can be obtained directly from NCDC.
Note: Precipitation frequency results are based on analysis of precipitation data from a variety of sources, but largely NCDC. The
following linlzs 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 Atmosoheric Administration
National Weather Service
Office of Hvdroloaic Development
1325 East West Highway
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Precipitation Frequency Data Server Page 4 of 4
Silver Spring, MD 20910
Questions ?: HDSC.Questionsna.noaa.00v
Disclaimer
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Center Weighted Storm Computation - Based on NOAH Atlas 14 Results
Copy input data from NOAA Atlas 14:
1) Have NOAA Atlas 14 results in Internet Explorer Window
2) Copy from ARI of one year to 1000 year, 60 day precipitation value. Do not include column headings, "1" will be in upper left of selection, 1000 -yr; 60 -day result in lower right of selection.
3) Paste with starting point at ARI of I year (first cell in the ARI column, cell Al2). Cannot paste special to preserve format, format is via macro in next step
4) Place cursor on ARI of 1 year (cell Al2), and press CTRL +f for fonnat - make sure that A 12 is the only cell selected before running the format macro.
5) Copy results of output data (below rainfall input) into PondPack
ARI 5 10 15 30 60 120 3 6 12 24 48 4 7 10 20 30 45 60
(years) min min min_ min min min hours hours hours hours hours days _ days days _ days days days days
1 0.41 0.66 0.82 1.13 1.41 1.64 1.74 2.09 2.46 2.89 3.35 3.73 4.3 4.92 6.57 8,17 10.43 12.5
2 0.48 0.77 0.97 ! 1.34 1.68 1.97 2.09 2.5 2.95 3.48 4.03 4.47 5.13 5.86 7.77 9.62 12.24 14.61
5 0.55 0.89 1.12 1.59 2.04 2.42 2.58 3.1 3.67 4.38 5.03 5.53 6.27 7.05 9.2 11.2 14.04 16,56
10 0.61 0.98 1.24 1.8 2.35 2.81 3.02 3.62 4.31 5.09 5.82 6.36 7.16 7.99 10.33 12.43 15.42 18.06
25 0.68 1.08 1.37 2.02 2.69 3.27 3.55 4.28 5.14 6.04 6.86 7.48 8.36 9.21 11.81 13.99 17.14 19.91.
50 0.72 1.15 1.46 2.2 2.98 3.67 4.02 4.86 5.87 6.81 7.71 8.38 9.34 10.2 13 15.23 18.49 21.35
100 0.77 1.22 1.54 2.36 3.25 4.05 4.48 5.44 6.62 7.6 8.57 9.31 10.33 11.2 14.19 16.45 19.8 22.73
200 0.8 1.27 1.61 2.5 3.51 4.43 4.96 6.05 7.42 8.41 9.46 10.26 11.35 12.21 15.41 17.68 21.1 24.08
500 0.84 1.34 1.68 2.68 3.84 4.93 , 5.6 6.88 8.52 9.53 10.68 11.56 12.74 13.58 17.06 19.31 22.79 25.84
1000 0.88 1.38 1.74 2.81 4.11 5.35 6.15 7.59 9.48 10.41 11.64 12.58 13.84 14.64 18.33 20.55 24.07 27.15
Output Data to Export to PondPack, 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) (min) (min) (min) (min) (min) (min)
0 0.000 0.000 0.000 0.000 0.000 0.000 0 000 0 000 0_000
-. ___._...� _ Cumulative Rainfall Distribution
5 0.083 0.003 0.004 0.005 0.005 0.006 0.007 0.007 0.007
44.44..._ _._._.
10 0.167 0006 0007 0.010 0.011 - 0013 0013 0014 0.014
4..44.4._ �._ _ 12.000
15 0.250 0 009 0 011 0.015 0.016 0.019 0 020 0 020 0.021
444.4_. _. ..��._.�__,__ _ _-_
20 0.333 0.012 0 015 0.020 0.022 0.025 0 026 0 027 0.028 r, -i 1 year storm
_ _.. L __._ 2 ._
25 0.417 0 015 0.013 0.025 0.0 27 0 031 0 033 0 034 0.035 10.000 '�' 2 year storm
_- _ - --
30 0.500 0.018 0.022 0 030 0.032 0.038 0 039 0 041 0.042 5 year storm
___.. 4..4.44_. 4444_ _. _. __.
35 -0.583 0.021 0.026 _ 0.035 0.038 0.044 0.046 0 048 0.049 r' 10 year storm
40 0.667 0.024 0.029 0.039 0.043 0.050 0 052 0 054 0.056 g 000 -- n 25 year storm
-. --. .. ...._.,._.._._.._._._.,_.___.._ __..,._.....�_.- .._...... _._...- .._V,__._._. - i- SOyearstorm
45 0.750 0.0 7 0 033 0.044 0 049 0 056 0 059 0.061 0.063 a^
.....___.._.__._...,._.._.�._._ 44...4..4 _... _.._._. _ . -.. __... 4444.._.. -4444. _....._ .. a -r- 100 year storm
50 0.833 0.030 0 037 0 049 0.054 0 063 0 065 0.068 0.070 0 --- 500 year storm
-- -.._
55 0.917 0.033 0 040 0.054 0.060 0.069 0.072 0.075 0.077 ° 6.000 --- - ut
`._.. '_._4444_.,_-_..._____. -
60 1.000 0.036 0.044 0.059 0.065 0.075 0.078 0.082 0.084 ^°
... _ _
65 1.083 0.039 0.048 0 064 0 070 0.081 0.085 0.088 0.091
_ .._ .
70 1.167 0.042 0.052 0.069 0.076 0.088 0.091 0.095 0.098 4.000 --
__. _. _ _..
75 1.250 0.045 0.055 0.074 0.081 0 094 0.098 0.102 0.105 A
80 1.333 0 048 0.059 0 079 0.087 0 100 0 104 0 109_ 0.112 w
_ _._.._. _. _ --- _. 2000 ,
85 1.417 0.051 0.063 0.084 0.092 0.106 0.111 0.116 0.119
_. _ . .... _ , __.... -.. - -- -- _
90 1.500 0.054 0.066 0 089 0.097 0.113 0 118 0.123 0.126
._..�__ .__. .__ _ _ 4.444_._. -
95 1 583 0.057 0 070 0 094 0 103 0.119 0 124 0 129 0.133 0.000 # r
4444.. _ ._ _..._. _ . _. _.
100 1.667 0.060 0.074 0.099 0.108 0:125 0.131 0.1.36 0.140
4.4.4...4 __.. 4.444 -_. 0.114 .1.31 0.000 4.000 8.000 12.000 16.000 20.000 24.000
105 1.750 0.063 0 077 0.104 0.114 0. 131 _ 0 137 0 143 .0.147
-- 1144 . _._ -- -. 4141. _ -
110 1.833 07066 0.081 0.108 0.119 0.138 0,144 0.150 0.154 Time (Hours)
115 1.917 0.069 0.085 0.113 0.125 0.144 0.150 0.157 0.161
_ . _ - .. ___ - __. � __ �__ 1414 - .. _ _ --
120 2.000 0.072 0.088 0.118 0.130 0.150 0.157 0.163 0.168
_ --_ -- ._ -_
125 2.083 0.075 0.092 0.123 0.135 0.156 0.163 0.170 0.175

Output Data to Export to PondPack, 5 mina a intervals
Time
Time
1 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)
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
_0.169
0.176
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
0.196
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
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
0.238
0.248
0.259
0.267
195
1250
0.116
0.144
0.192
0.211
0.244
0.255
0.265
0.274
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
_ 0.2790.288
210
3.500
0.125
0.155
0207
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
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
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
0.2_76
0.319
0.333
0.347
0.358
260
4.333
0.155
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
270
4.500
0.161
0.199
0.266
0.292
0.338
0.353
0.36_7
_0.372
0.37_9
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
0.281
0.309
0.356
0.372
0.388
0.400
290
4.833
0.173
0.213
0.286
0.314
0.363
0.379
0.395
0.407
295
4.917
0.176
0.217
0.291
0.320
0.369
0.385
0.402
0.414
300
5.000
0.179
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
0.42_8
310
5.167
0.185
0.228
0.306
0.336
0.388
0.405
0.422
0.435
315
5.250
0.188
0.232
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
0.325
0.357
0.413
0.431
0.449
0.463
335
5.583
0.200
0.247
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
0.340
0.374
0.431
0.450
0.470
0.484
350
5.833
0.209
0.258
0.345
0.379
0.438
0.457
0.476
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
0.470
0.490
0.505
365
6.083
0.220
0.271
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

Output Data to Export to PoudPack, 5 minute intervals
Time
(min)
375
380
385
390
395
400
405
410
415
420
425
430
435
440
445
450
455
460
465
470
475
480
485
490
495
500
505
510
515
520
525
530
535
540
545
550
555
560
565
570
575
580
585
590
595
600
605
610
615
Time I year
(hours) (min)
6.250 0.230
6.333 0.236
6:417 0.241
6.500 0.246
6.583 0.251
6.667 0.256
6.750 0.261
6.833 0.266
6.917 0.272
7.000 0.277
7.083 0.282
7.167 0.287
7.250 0.292
7.333 0.297
7.417 0.302
7.500 0.308
7.583 0.313
7.667 0.318
7.750 0.323
7.833 0.328
7.917 0.333
8.000 0.338
8.083 0.343
8.167 0.349
8.250 0.354
8.333 0.359
8.417 0.364
8.500 0.369
8.583 0.374
8.667 0.379
8.750 0.385
8.833 0.390
8.917 0.395
9.000 0.400
9.083 0.410
9.167 0.419
9.250 0.429
9.333 0.439
9.417 0.449
9.500 0.458
9.583 0.468
9.667 0.478
9.750 0.487
9.833 0.497
9.917 0.507
10.000 0.517
10.083 0.526
10.167 0.536
10.250 0.546
2 year
5 year
10 year
25 year
50 year
100 year 500 year
(min)
(min)
(min)
(min)
(min)
(min)
(min)
0.284
0.379
0.419
0.486
0.512
0.539
0.573
0.290
0.387
0.428
0.498
0.526
0.556
0.596
0.296
0.395
0.438
0.510
0.540
0.572
0.619
0.303
0.403
0.448
0.522
0.554
0.588
0.642
0.309
0.410
0.457
0.534
0.568
0.605
0.664
0.315
0.418
0.467
0.546
0.582
0.621
0.687
0.321
0.426
0.476
0.558
0.596
0.637
0.710
0.328
0.434
0.486
u 0.569
0.610
0.654
0.733
0.334
0.442
0.495
0.581
0.624
0.670
0.756
0.340
0.450
0.505
0.593
0.638
0.687
0.778
0.346
0.458
0.515
0.605
0.652
0.703
0.801
0.353
0.466
0.524
0.617
0.666
0.719
0.824
0.359
0.474
0.534
0.629
i 0.680
0.736
0.847
0.365
0.482
0.543
0.641
0.694
0.752
0.869
0.371
0.490
0.553
0.653
0.708
0.769
0.892
0.378
0.498
0.563
0.665
0.723
0.785
0.915
0.384
0.505
0.572
0.677
0.737
0.801
0.938
0.390
0.513
0.582
0.689
0.751
0.818
0.961
0.396
0.521
0.591
0.701
0.765
0.834
0.983
0.403
0.529
0.601
0.713
0.779
0.851
1.006
0.409
0.537
0.610
0.725
0.793
0.867
_1.029
0.415
0.545
0.620
0.737
_0.807
0.883
1.052
0.421
0.553
0.630
0._749
0.821
0.900
1.074
0.428
0.561
0.639
0.761
0.835
0.916
1.097
0.434
0.569
0.649
0.772
0.849
0.932
1.120
0.440
0.577
0.658
0.784
0.863
0.949
1.143
0.446
0.585
0.668
0.796
0.877
0.965
1.166
0.453
0.593
0.678
0.808
0.891
0.982
1.188
0.459
0.600
0.687
0.820
0.905
0.998
1.211
0.465
0.608
0.697
0.832
0.919
1.014
1.234
0.471
.0.616
0.706
0.844
0.933
1.031
1.257
0.478
0,624
0.716
0.856
0.947
1.047
1.279
0.484
0.632
0.725
0.868
0.961
1.064
1.302
0.490
0.640
0.735
0.880
0.975
1.080
1.325
0.501
0.654
0.752
0.900
0.998
1.107
1.361
0,513
0.669
0.768
0.921
1.022
1.133
1.396
0.524
0.683
0.785
0.941
1.045
1.160
1.432
0.536
0.698
0.802
0,961
1.068
1.187
1,467
0.547
0.712
0.818
0.981
1.092
1.213
1.503
0.558
0.727
0.835
1.002
1.115
1.240
1.538
0.570
0.741
0.852
1.022
1.138
1.267
1.574
0.581
0.756
0.868
1.042
1.162
1.293
1.609
0.593
0.770
0.885
1.063
1.185
1.320
1.645
0.604
0.784
0.902
1.083
1.208
1.347
1.681
0.615
0.799
0.918
1.103
1.232
1.373
1.716
0.627
0.813
0.935
1.123
1.255
1.400
1.752
0.638
0.828
0.952
1.144
1.278
1.427
1.787
0.649
0.842
0.968
1.164
1.302
1.453
1.823
0.661
0.857
0.985
1.184
1.325
1.480
1.858

Output Data to Export to Pond]
Time Time 1 year
(min) (hours) (min)
620 10.333 0.556
625 10.417 0.565
630 10.500 0.575
635 10.583 0.583
640 10.667 0.592
645 10.750 0.600
650 10.833 0.608
655 10.917 0.617
660 11.000 0.625
665 11.083 0.644
670 11.167 0.663
675 11.250 0.682
680 11.333 0.702
685 11.417 0.721
690 11.500 0.740
695 11.583 0.806
700 11.667 0.871
705 11.750 0.937
710 11.833 1.002
715 11.917 1.207
720 12.000 1.617
725 12.083 1.822
730 12.167 1.888
735 12.250 1.953
740 12.333 2.019
745 12.417 2.084
750 12.500 2.150
755 12.583 2.169
760 12.667 2.188
765 12.750 2.208
770 12.833 2.227
775 12.917 2.246
780 13.000 2.265
785 13.083 2.273
790 13.167 2.282
795 13.250 2.290
800 13.333 2.298
_ 805 13.417 2.307
810 13.500 2.315
815 13.583 2.325
820 13.667 2.334
825 13.750 2.344
830 13.833 2.354
835 13.917 2.364
840 14.000 2.373
845 14.083 2.383
850 14.167 2.393
855 14.250 2.403
860 14.333 2.412
'ack, 5 minu to intervals
2 year 5 year 10 year
(min) (min) (min)
0.672 0.871 1.002
0.684 0.886 1.018
0.695 0.900 1.035
0.705 0.913 1.053
0.715 0.927 1.070
0.725 0.940 1.088
0.735 0.953 1.105
0.745 0.967 1.123
0.755 0.980 1.140
0.779 1.012 1.178
0.803 1.043 1.217
0.828 1.075 1.255
0.852 1.107 1.293
0.876 1.138 1.332
0.900 1.170 1.370
0.979 1.272 1.493
1.058 1.374 1.617
1.137 1.477 1.740
1.216 1.579 1.863
1.461 1.864 2.178
1.941 2.414 2.788
2.186 2.699 3.103
2.264 2.801 3.227
2.343 2.903 3.350
2.422 3.006 3.473
2.501 3.108 3.597
2.580 3.210 3.720
1604 3.242 3.758
2.628 3.273 3.797
2.653 3.305 3.835
2.677 1 3.337 3.873
2.701 3.368 3.912
2.725 3.400 1950
2.735 3.413 3.968
2.745 3.427 3.985
2.755 3.440 4.003
2.765 3.453 4.020
2.775 3.467 4.038
2.785 3.480 4.055
2.796 3.494 4.072
2.808 3.509 4.088
2.819 3.523 4.105
1831 3.538 4.122
2.842 3.552 4.138
2.853 3.567 4.155
2.865 3.581 4.172
2.876 3.596 4.188
2.888 3.610 4.205
2.899 3.624 4.222
25 year
(min)
1.204
1.225
1.245
_ 1.268
1.292
1.315
1.338
1.362
1.385
1.433
1.482
1.530
1.578
1.627
1.675
1.822
1.968
2.115
2262
2.607
3.287
3.632
3.778
3.925
4.072
4.218
4.365
4.413
4.462
4.510
4.558
4.607
4.655
4.678
4.702
4.725
4.748
4.772
4.795
4.815
4.836
4.856
4.876
4.896
4.917
4.937
4.957
4.978
4.998
50 year 100 year 500 year
(min) (min) (min)
1.348 1.507 1.894
1.372 1.533 _1.929
1.395 1.560 1.965
1.424 1.596 2.021
_ 1.453 1.632 2.077
Y1.483 1.668 2.133
1.512 1.703 2.188
_ 1.541 1.739 2.244
1.570_ 1.775 2.300
1.628 _ 1.842 2.391
1.685 1.908 2.482
1.743 1.975 _ 2.573
1.800 2.042 2.663
1.858 2.108 2.754
1.915 2.175 2.845
2.084 2.365 3.085
2.253 2.555 3.325
2.422 2.745 3.565
2.591 2.935 3.805
2.961 3.320 4.225
3.681 4.090 5.065
4.051 4.475 5.485
4.219 4.665 5.725
4.388 4.855 5.965
4.557 5.045 6.205
4.726 5.235 6.445
4.895 5.425 6.685
4.953 5.492 6.776
5.010 5.558 6.867
5.068 5.625 6.958
5.125 5.692 7.048
5.183 5.758 _ 7.139
5.240 5.825 `7.230
5.269 5.861 7.286
5.298 5.897 7.342
5.328 _ 5.932 7.398
5.357 5.968 7.453
5.386 6.004 7.509
5.415_ 6.040_ 7.565
5.438 6.067 7.601
5.462 6.093 7.636
5.485 6.120 7.672
5.508 6.147 7.707
5.532 6.173 7.743
5.555 6.200 7.778
5.578 6.227 7.814
5.602 6.253 7.849
5.625 6.280 7.885
5.648 6.307 7.921

Output Data to Export to PondPack, 5 mina a intervals
Time Time 1 year
(min) (hours) (min)
865 14.417 2.422
870 14.500 2.432
875 14.583 2.441
880 14.667 2.451
885 14.750 2.461
890 14.833 2.471
895 14.917 2.480
900 15.000 2.490
905 15.083 2.495
910 15.167 2.500
915 15.250 2.505
920 15.333 2.511
925 15.417 2.516
930 15.500 2.521
935 15.583 2.526
940 15.667 2.531
945 15.750 2.536
950 15.833 2.541
955 15.917 2.547
960 16.000 2.552
965 16.083 2.557
970 16.167 2.562
975 16.250 2.567
980 16.333 2.572
985 16.417 2.577
990 16.500 2.583
995 16.583 2.588
1000 16.667 2.593
1005 16.750 2.598
1010 16.833 2.603
1015 16.917 2.608
1020 17.000 2.613
1025 17.083 1618
1030 17.167 2.624
1035 17.250 2.629
1040 17.333 2.634
1045 17.417 2.639
1050 17.500 2.644
1055 17.583 2.649
1060 17.667 2.654
1065 17.750 2.660
1070 17.833 2.665
1075 17.917 2.670
1080 18.000 2.675
1085 18.083 2.678
1090 18.167 2.681
1095 18.250 2.684
1100 18.333 2.687
1105 18.417 2.690
2 year
(min)
2.910
2.922
2.933
2.944
2.956
2.967
2.979
2.990
2.996
3.003
mm 3.009
3.015
3.021
3.028
3.034
3.040
3.046
3.053
3.059
3.065
3.071
3.078
3.084
3.090
3.096
3.103
3.109
3.115
3.121
3.128
3.134
3.140
3.146
3.153
3.159
3.165
3.171
3.178
3.184
3.190
3.196
3.203
3.209
3.215
3.219
3.222
3.226
3.230
3.233
5 year
(min)
3.639
3.653
3.668
3.682
3.697
3.711
3.726
3.740
3.748
3.756
3.764
3.772
3.780
3.788
3.795
3.803
3.811
3.819
3.827
3.835
3.843
3.851
3.859
3.867
3.875
�T3.883
3.890
3.898
3.906
3.914
3.922
3.930
3.938
3.946
3.954
3.962
3.970
3.978
3.985
3.993
4.001
4.009
4.017
4.025
4.030
4.035
4.040
4.045
4.050
10 year 25 year
(min) (min)
4.238 5.018
4.255 5.038
4.272 5.059
4.288 5.079
4.305 5.099
4.322 5.119
4.338 5.140
4.355 5.160
4.365 5.172
4.374 5.184
4.384 5.196
4.393 5.208
4.403 5.220
4.413 5.232
4.422 5.244
4.432 5.256
4.441 5.268
4.451 5.279
4.460 5.291
4.470 5.303
4.480 5.315
4.489 5.327
4.499 5.339
4.508 5.351
4.518 5.363
4.528 5.375
4.537 5.387
4.547 5.399
4.556 5.411
4.566 5.423
4.575 5.435
4.585 5.447
4.595 5.459
4.604 5.471
4.614 5.483
4.623 5.494
4.633 5.506
4.643 5518
4.652 5.530
4.662 5.542
4.671 5.554
4.681 5.566
4.690 5.578
4.700 5.590
4.705 5.596
4.711 5.603
4.716 5.609
4.722 5.615
4.727 5.621
50 year 100 year 500 year
(min) (min) (min)
5.672 6.333 7.956
5.695 6.360 7.992
5.718 6.387 8.027
5.742 6.413 8.063
5.765 6.440 8.098
_5.788 6.467 8.134
5.812 6.493 8.169
5.835 6.520 8.205
5.849 6.536 8.228
5.863 6.553 8.251
5.877 6.569 8.273
5.891 6.586 8.296
5.905 6.602 8.319
5.919 6.618 8.342
5.933 _ 6._635 8.364
_5.947 6.651 8.387
5.961 6.667 8.410
5.975 6.684 8.433
5.989 6.700 8.456
6.003 6.717 8.478
6.017 _6.733 8.501
6.031 6.749 8.524
6.045 6.766 8.547
6.059 6.782 8.569
6.073 6.799 8.592
6.088 6.815 8.615
6.102 6.831 8.638
6.116 6.848^ 8.661
6.130 8.683
6.144 6.881 8.706
6.158 6.897 8.729
6.172 6.913 8.752
6.186 6.930 8.774
6.200 6.946 8.797
6.214 6.962 8.820
6.228 6.979 8.843
6.242_ 6.995 8.866
6.256 7.012 8.888
_6.270 7.028 8.911
6.284 7.044 8.934
6.298 7.061 8.957
6.312 7.077 8.979
6.326 7.094 9.002
_6.340 7.110 9.025
6.347 7.117 9.032
6.353 7.124 9.039
6.360 7.130 9.046
6.366 7.137 9.053
6.373 7.144 9.060

Output Data to Export to PondPack, 5 minu to intervals
Time Time 1 year
(min) (hours) (min)
1110 18.500 2.693
1115 18.583 2.696
1120 18.667 2.699
1125 18.750 2.702
1130 18.833 2.705
1135 18.917 2.708
1140 19.000 2.711
1145 19.083 2.714
1150 19.167 2.717
1155 19.250 2.720
1160 19.333 2.723
1165 19.417 2.726
1170 19.500 2.729
1175 19.583 2.732
1180 19.667 2.735
1185 19.750 2.738
1190 19.833 2.741
1195 19.917 2.744
1200 20.000 2.747
1205 20.083 2.750
1210 20.167 2.753
1215 20.250 2.756
1220 20.333 2,759
1225 20.417 2.762
1230 20.500 2.765
1235 20.583 2,768
1240 20.667 2.771
1245 20.750 2.774
1250 20.833 2.777
1255 20.917 2.780
1260 21.000 2.783
1265 21.083 2.785
1270 21.167 2.788
1275 21.250 2.791
1280 21.333 2.794
1285 21.417 2.797
1290 21.500 2.800
1295 21.583 2.803
1300 21.667 2.806
1305 21.750 2.809
1310 21.833 2.812
1315 21.917 2.815
1320 22.000 2.818
1325 22.083 2.821
1330 22.167 2.824
1335 22.250 2.827
1340 22.333 2.830
1345 22.417 2.833
1350 22.500 2.836
2 year
(min)
3.237
3.241
3.244
3.248
3.252
3.255
3.259
3.263
3.267
3.270
3.274
3.278
3.281
3.285
3.289
3.292
3.296
3.300
3.303
3.307
3.311
3.314
3.318
3.322
3.325
3.329
3.333
3.336
3.340
3.344
3.348
3.351
3.355
3.359
3.362
3.366
3.370
3.373
3.377
3.381
3.384
3.388
3.392
3.395
3.399
3.403
3.406
3.410
3.414
5 year
(min)
4.055
4.060
4.064
4.069
4.074
4.079
4.084
4.089
4.094
4.099
4.104
4.109
4.114
4.119
4.124
4.129
4.133
4.138
4.143
4.148
4.153
4.158
4.163
4.168
4.173
4.178
4.183
4.188
4.193
4.198
4,202
4.207
4.212
4.217
4.222
4.227
4.232
4.237
4.242
4.247
4.252
4.257
4.262
4.267
4.272
4.276
4.281
4.286
4.291
10 year 25 year
(min) (min)
4.733 5.628
4.738 5.634
4.743 5.640
4.749 5.646
4.754 5.653
4.760 5.659
4.765 5.665
4.770 5.671
4.776 5.678
4.781 544
4.787 5.690
4.792 5.696
4.798 5.703
4.803 5.709
4.808 5.715
4.814 5.721
4.819 5.728
4.825 5.734
4.830 5.740
4.835 5.746
4.841 5.753
4.846 5.759
4.852 5.765
4.857 5.771
4.863 5.778
4.868 5.784
4.873 5.790
4.879 5.796
4.884 5.803
4.890 5.809
4.895 5.815
4.900 5.821
4.906 5.828
4.911 5.834
4.917 5.840
4.922 5.846
4.928 5.853
4.933 5.859
4.938 5.865
4.944 5.871
4.949 5.878
4.955 5.884
4.960 5.890
4.965 5.896
4.971 5.903
4.976 5.909
4.982 5.915
4.987 5.921
4.993 5.928
50 year 100 year 500 year
(min) (min) (min)
6.379 7.151 9.067
6.386 7.158 9.074
6.392 7.164 9.081
6.399 7.171 9.088
6.405 7.178 9.095
6.412 7.185 9.102
6.418 7.192 9.109
_6.425 7.198 9.116
_ 6.431 7.205 9.123
6.438 7.212 9.130
6.444 7.219 9.137
6.451 7.226 9.144
6.458 7.233 9.151
6.464 7.239 9.158
6.471 7.246 9.165
6.477 7.253 9.172
6.484 7.260 9.179
6.490 7.267 9.186
6.497 7.273 9.193
6.503 7.280 9.200
6.510 7.287 9.207
6.516 7.294 9.214
6.523 7.301 9.221
6.529 7.307 9.228
6.536 7.314 9.235
6.542 7.321 9.242
6.549 7.328 9.249
6.555 7.335 9.256
6.562 7.341 9.263
6.568 7.348 9.270
6.575 7.355 9.278
6.582 7.362 9.285
6.588 7369 9.292
6.595 7.375 9.299
6.601 7.382 9.306
6.608 7.389 9.313
6.614 7.396 9.320
6.621 7.403 9.327
6.627 7.409 9.334
6.634 7.416 9.341
6.640 7,423
6.647 7.430 9.355
6.653 7.437 9.362
6.660 7.443 9.369
6.666 7.450 9.376
6.673 7.457 9.383
6.679 7.464 9.390
6.686 7.471 9.397
6.693 7.478 9.404

Output Data to Export to PoudPack, 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)
(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
6.706
7.491
9.418
1365
22.750
2.845
3.425
4.306
5.009
5.946
6.712
7.498
9.425
1370
22.833
2.848
3.428
4.311
5.014
5.953
6.719
7.505
9.432
_ 137_5
22.917
2.851
3.432
4.316
5.020_
5.959
6.725
7.512
9.439
1380
23.000
2.$54
3.436
4.321
5.025
5.965
6.732
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
2.860
3.443
4.331
5.036_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
23.333
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
6.771
7.559
9.488
1415
23.583
2.875
3.462
4.355
5.063
6.009
6.777
7.566
9.495
1420
23.667
2.878
3.465
1 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
6.790
7.580
9.509
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

WA TERSHED SOILS DA TA
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
deb GeorgeviIle silt loam
HrB Herndon silt loam
HrC Herndon silt loam
HrD2 Herndon silt loam
MfD2
MfE
loam
loam
MgB
Mayodan gravelly sandy loam
B
MgB2
Mayodan gravelly sandy loam
B
MgC
Mayodan gravelly sandy loam
B
MyB
Mayodan silt loam
B
MyD
Mayodan silt loam
B
WY
Worsham sandy loam
D
References:
1 Soil Survev: Wake Countv, 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
Pond 100

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�v c >�I� wo cec; 982
rl Ag8'
tv,
Enb
GeD2
AgC2
cec,
y'- W,
8 AgG2
Ag f
kJ
cgc gB2
MgB2
Aga
tT 'AW Yon t <r /�, i' f ^� % y i, 1{, Gc. s nJ l - � �.A.,: --' -` ( r°: , ; V�-rc
_ d `t -: �. `•. C r:,2 t K' : ` f �� } j , - - ' PR�.,;� r i — � -•-,� 1 % ^{,�� � -�; cef
o
U�-
A, r G V c f
Ae&: Geoz
2* D
Age
mgo?
'Axty
cm
fir"
pAgC2
ge
Ll
c
Mga-7
VA
•
Hrc
30:
c
F_ C.C2
gic l e. 9 2. cm Af-
L
-A
gco CgB
-AgB2 -
R02
�R2
Vl -
V,
fAga
A962
f�S
j4-gC2
MgSz- Mgc2 -.c
A,
MgZ-
cga
mgc,
r
17 A K
/ug
M90
lcl
Sunset Lake
---,CgB
tA
CgM
Hoily 5pr Ings
4 A Wn
,
o6z
tz
'Ur - -
2-
aB2

Soil mop 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: -
U. S. DEPARTMENT OF AGRICULTURE
--
SOIL CONSERVATION SERVICE
WAKE COUNTY NORTH CAROLINA
NORTH CAROLINA AGRICULTURAL EXPERIMENT STATiOftt
The
first capital letter es� initial one of the so,I name.
A
second capital I_ 3, E, or F, shows the
slope. Most symbols witFtora a 51 ape letTer are those of
nearly
level soils or Ioadfypes bat same are for land
types that have a constderabre range of ;lope. The number,
2 or 3, in o symbol st wstfgc ,f,£ soil is eroded or severely
eroded.
SYMBOL
NAME
SYMBOL
NAME
SYMBOL
NAME
AfA
Altavista fine sandy loam, 0 to 4 percent slopes
GeB
Georgeville silt loam, 2to..�par_ -n: slopes
NoA
Norfolk loamy sand, 0 to 2 percent slopes
Ag8
Appling gravelly sandy loam, 2 to 6 percent slopes
GeB2
Georgeville silt laaa:, _ - -_ _ant slopes, eroded
Nob
Norfolk loamy sand, 2 to 6 percent slopes
Ag82
Appling gravelly sandy loam, 2 to b percent slopes, eroded
GeC
Georgeville silt - - r slopes
NoB2
Norfolk loamy send, 2 to 6 slopes, eroded
AgC
Appling gravelly sandy loom, 6 to 10 percent slopes
GeC2
Georgeville silt farm. _ -_ n, slopes, eroded
NoC
percent
Norfolk loamy sand, 6 to iC portent slopes
AgC2
Appling gravelly sandy loam, 6 to 10 percent slopes, eroded
GeD2
. Georgeville sit loo sent slopes, eroded
NoC2
Norfolk loamy sand, 6 to 10 percent slopes, eroded
APB
Appling sandy loam, 2 to 6 percent slopes
Go
Goldsboro sandy laaa
ApB2
Appling sandy loam, 2 to b percent slopes, eroded
GrB
Granville sandy -
y .tarn, ._ - - a-cer,t slopes
OrB
Orangeburg loamy sand, 2 t 6 percent slopes
ApC
Appling sandy loam, 6 to 10 percent slopes
GrB2
Granville sandy I.e., -- _ _rcenr slopes, eroded
OrB2
Orangeburg loamy sand, 2 to 6 percent slopes, eroded
AgC2
Appling sandy loam, 6 to 10 percent slopes, eroded
GrC
Granville sandy loa. -, -_ Z _rc—T siapas
OrC2
Orangeburg loamy sand, 6 to 10 slopes, eroded
ApD
Appling sandy loam, 10 to 15 percent slopes
GrC2
Granville loot. sandy -
- ; =_rcznt slopes, eroded
percent
_ AsB
Appling fine sandy loam, 2 to 6 percent slopes
GrD
Granville sandy ro_- -: - _ercant slopes
PkC
Pinkston sandy loom, 0 to 10 percent slopes
- As B2
Appling fine sandy loam, 2 to 6 percent slopes, eroded
Gu
Gullied land
PkF
Pinkston sandy loam, 10 to 45 percent slopes
AsC
Appling fine sandy foam, 6 to 10 percent slopes
Ps
Plummer sand
AsC2
Appling fine sandy Foam, 6 to 10 percent slopes, eroded
HeB
Helena sandy loam, 2._ -= ­•.:­t slopes
Au
Augusta fine sandy loam
HeB2
Helena sandy foam, - -- _ __. __:.- slopes, eroded
Ro
Rains fine sandy loam
C
HeC
Helena sandy loam, c- slopes
Ro
Roanoke fine sandy loam
Bu
Buncombe soils
HeC2
Helena sandy Loom o ta. - slopes, eroded
HeD
Helena sandy loom, U.._ slopes
Sw
Swamp
CeB
Cecil sandy loam, 2 t 6 percent slopes
HrB
Herndon silt loom, 2r z'op =_s
G
CeB2
Cecil sandy loam, 2 to b percent slopes, eroded
HrB2
Herndon silt loam, r -'. . _._ -. _;apes, eroded
VaB
Vance sandy loom, 2 to 6 percent slopes
- CeC
-
Cecil sandy loom, 6 to 10 percent slopes
HrC
Herndon silt loan 6 - _ ;topes
VaB2
Vance sandy loam, 2 to 6 percent slopes, eroded
7
CeC2
Cecil sandy loam, b to 10 percent slopes, eroded
HrC2
Herndon silt loom, -_ . - siopes, eroded
VaC2
Vance sandy loam, 6 to 10 slopes,
—
CeD
Cecil sandy loam, 10 to 15 percent slopes
HrD2
Herndon silt loam, ��... = -__- -, slopes, eroded
percent eroded
=
CeF
Cecil sandy loam, 15 to 45 percent slopes
HrE
Herndon silt loom., -VC
WaA
Wogrom loamy sand, 0 to 2 percent slopes
CgB
Cecil gravelly sandy loam, 2 t 6 percent slopes
WoB
Wagram loamy sand, 2 t 6 percent slopes
<
CgI32
Cecil gravelly sandy loam, 2 to 6 percent slopes, eroded
LdB2
Lloyd loam, 2 to o .s - arouec
WaC
Wogrom loamy sand, 6 to 10 percent slopes
--
C9C
Cecil gravelly sandy loam, 6 to 10 percent slopes
LdC2
Lloyd foam, 6 to It e =.- _._.e_, eroded
WgA
Wagram -Troup sands, 0 to 4 percent slopes
_
CgC2
Cecil gravelly sandy loam, 6 to 10 percent slopes, eroded
L dD2
Lloyd loom, 10 to aroded
W'h
Wobee fine sandy loam
_ CI63
Cecil cloy loam, 2 to 6 percent slopes, severely eroded
LoB
Louisburg loamy scn-,4 slopes
WkC
Woke soils, 2 to 10 percent slopes
CIC3
Cecil clay loam, b to 10 percent slopes, severely eroded
LoC
Louisburg loamy sor -�•. - ce -��.,t slopes
WkE
Wake soils, 10 to 25 percent slopes
CIE3
Cecil clay loom, 10 to 20 percent slopes, severely eroded
LoD
Louisburg loamy sac.=, - ` -_.- giant slopes
WmB
Wedowee sandy loam, 2 to 6 percent slopes
Cm
Chewacla soils
LwB
Louisburg-Wedowee- - 5 percent slopes
WmB2
Wedowee sandy loam, 2 to 6 percent slopes, eroded
Cn
Colfax sandy loam
LwB2
Louiab.,g-Wed.—ee percent slopes, eroded
WmC
Wedowee sandy loam, 6 to 10 percent slopes
ZCc
Congaree fine sandy loam
LwC
Louisburg- Wedoeree e:. -�_ _.. -- - -_ �0 percent slopes
WmC2
Wedowee sandy loam, 6 to 10 percent slopes, eroded
—
Cp
Congaree silt Loam
L wC2
Louisburg- Wedawee co,z _ _ ,0 percent slopes, eroded
WmD2
Wedowee sandy loam, 10 to 15 percent slopes, eroded
CrB
Creedmoor sandy loam, 2 to 6 percent slopes
Ly
Lynchburg sandy loam
WmE
Wedowee sandy loam, 15 to 25 percent slopes
-
CrB2
Creedmoor sandy loom, 2 to 6 percent slopes, eroded
Wn
Wehadkee silt loam
CrC
Creedmoor sandy loam, b to 10 percent slopes -
Me
Made land
We
Wehadkee and Bibb soils
—'
- CrC2
Creedmoor sandy Loam, 6 to 10 percent slopes, eroded
MdB2
Madison sandy loam: -. _ -__-,: slopes, eroded
WsB
White Store sandy loam, 2to 6 percent slopes
<
- CrE
Creedmoor sandy loam, 10 to 20 percent slopes
MdC2
Madison sandy loo-,. - - . -.__rr slopes, eroded
WsB2
White Store sandy loam, 2 to b percent slopes, eroded
CtB
Creedmoor silt loam, 2 to 6 percent slopes
MdD2
Madison sandy loan, - =scent slopes, eroded
WsC
White Store sandy loam, 6 to 10 percent slopes
CtC
Creedmoor silt loom, 6 to 10 percent slopes
MdE2
Madison sandy loam,' - -_ _. __nr slopes, eroded
WsC2
White Store sandy loam, 6 to 10 percent slopes, eroded
Me
Mantochie soils -
WsE
White Store sandy loom, 10 to 20 percent slopes
Dub
Durham loamy sand, 2 to 6 percent slopes
MfB
Mayodon sandy loom, - - - sr_nt slopes-
WtB
White Store silt loam, 2 to 6 percent slopes
Du B2
Durham loamy sand, 2 to 6 percent slopes, eroded
MfB2
Mayodon sandy loom. =eE_,t slopes, eroded
WvD3
White Store clay loam, 2 to 15 percent slopes,
- DuC
Durham foamy sand, 6 to 10 percent slopes
MfC
Mayodon sandy loam, slopes
severely eroded
- DuC2
Durham loamy sand, 6 to 10 percent slopes, eroded
MfC2
Mayodon sandy loom. < -- - vcco; slopes, eroded
WwC
Wilkes soils, 2 t 10 percent slopes
MfD2
Mayodon sandy Icm-. - - _ercenr slopes eroded
WwE
Wilkes soils, 10 to 20 percent slopes
EnB
Enon fine sandy loam, 2 to b percent slopes
MfE
Mayodon sandy Ica -.. - = - _ _en; slopes
WwF
Wilkes soils, 20 to 45 percent slopes
En B2
Enon fine sandy loam, 2 to 6 percent slopes, eroded
MgB
Mayodon gravelly se7- - - _ 5 percent slopes
WxE
Wilkes stony soils, 15 to 25 percent slopes _
EnC
Enon fine sandy loam, 6 to 10 percent slopes
M962
Mayodan gravelly sane•_- percent slopes, eroded
Wy
Worsham sandy loam
EnC2
Enon fine sandy loam, 6 to 10 percent slopes, eroded
MgC
Mayodon gravelly sand -; '- c .o !0 percent slopes
En D2
Enon fine sandy loam, 10 to 115 percent slopes, eroded
MgC2
Mayodon gravelly sandy ?ca-., ^_ To 10 percent slopes, eroded
MyB
Mayodon silt toom,.thin, _ ,_ _ n_,-enT slopes
- - - --
F,.7]
F��w;l!e =randy loam,? t 6 percent slopes
M B2
Mayodon silt loom, thi ^, - t- <, percent slopes_, eroded
Fa 82
Foceville sandy loam, 2 to-6 percent slopes, eroded
MyC
Mayodon silt oom, v wpercent s opal s`
FoC2
Faceville sandy loom, 6 to 10 percent slopes, eroded
MyC2
Mayodon silt loam, 16'n, t 10' percent slopes, eroded
MyD
Mayodon silt loam, this; l :e. 114E percent slopes
Soil mop 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 HII ',ACE PRE- DEVELOPME1- NPUT SUMMARY B. IHNA" `A, PE
KRG -11 6/2011
Sub -basin ID
IA
1B
IC
1D
lE
IF
1G
1H
lI
2A
2B
2C- ONSITE
2C- OFFSITE
3A
3B
3C
3D
3E- ONSITE
3E- OFFSITE
4
5- ONSITE
5- OFFSITE
Unanalyzed Site Area
Totals =
On -:
ite Area [acres]
Off -site Area [acres]
Total Area
1/4 Ac
[acres]
Open
Wooded
Impervious
Pond
Total
Open
Wooded
Impervious
Resid Lots
Pond
Total
0.00
12.04
0.00
0.00
12.04
0.00
0.00
0.00
0.00
0.00
0.00
12.04.
0.00
4.55
0.00
0.00
4.55
0.00
0.00
0.00
0.00
0.00
0.00
4.55
0.00
0.89
0.00
0.00
0.89
0.00
0.00
0.00
0.00
0.00
0.00
0.89
0.00
0.48
0.00
0.00
0.48
0.00
0.00
0.00
0.00
0.00
0.00
0.48
0.27
7.56
0.10
0.00
7.93
0.01
0.00
0.00
0.00
0.00
0.01
7.94
0.02
1.73
0.06
0.00
1.82
0.00
0.00
0.00
0.00
0.00
0.00
1.82
0.06
15.15
0.13
0.00
15.34
0.00
0.00
0.00
0.00
0.00
0.00
15.34
1.10
11.92
0.19
0.00
13.21
0.53
0.01
0.47
0.00
0.00
1.01
14.22
2.55
25.46
0.69
0.00
28.70
0.33
0.00
0.54
0.00
0.00
0.87
29.57
0.03
6.05
0.03
0.00
6.11
0.00
0.00
0.00
0.00
0.00
0.00
6.11
0.00
4.76
0.00
0.00
4.76
0.00
0.00
0.00
0.00
0.00
0.00
4.76
0.05
21.30
0.05
0.00
21.40
0.00
0.00
0.00
0.00
0.00
0.00
21.40
0.00
0.00
0.00
0.00
0.00
5.00
0.34
1.63
0.77 S
0.00
7.74
7.74
0.00
0.95
0.00
0.00
0.95
0.00
0.00
0.00
0.00
0.00
0.00
0.95
0.00
0.51
0.00
0.00
0.51
0.00
0.00
0.00
0.00
0.00
0.00
0.51
0.00
17.49
0.00
0.00
17.49
0.00
2.24
0.00
0.00
0.00
2.24
19.72
0.00
3.28
0.00
0.00
3.28
0.00
0.00
0.00
0.00
0.00
0.00
3.28
0.00
8.20
0.00
0.00
8.20
0.00
0.00
0.00
0.00
0.00
0.00
8.20
0.00
0.00
0.00
0.00
0.00
4.61
1.31
1.35
3.88
0.00
11.15
11.15
0.00
2.62
0.00
0.00
2.62
0.00
0.17
0.00
0.00
0.00
0.17
2.79
0.00
7.68
0.00
0.00
7.68
0.00
0.00
0.00
0.00
0.00
0.00
7.68
0.00
0.00
0.00
0.00
0.00
3.46
1.91
1.06
2.46
0.00
8.89
8.89
0.40
10.16
0.00
0.00
10.56
0.00
0.00
0.00
0.00
0.00
0.00
10.56
4.49
162.78
1.27
0.00
168.53
13.94
5.98
5.05
7.11
0.00
32.08
200.61

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre - development - Subbasin #IA 12/6/2011
I. SCS CURVE NUMBERS
S Impervious 4 pen I Wooded
A 98 3930
Assume.
HSG'A'=
0.0%
' Comments
- onsite impervious
HSG'B'=
94.6%
C
4 Onsite open _
HSG'C' =
0.0%
Assume good condition
Assume good condition
Onsite wooded
HSG'D'=
5.4%
100
Cover Condition
_
98
0.00
SCS CN
Comments
Impervious
0.00
98
_0.00
Open
Offsite wooded
62
Assume good condition�M
-Assume
_
Wooded
1
Woods - Light Underbrush
good condition
11. PRE - DEVELOPMENT
inches (Wake County, NC)
Segment Time =
23.75
A. Watershed Breakdown
Segment 3: Channel Flow
Contributing Area
SCS CN
Area [acres]
' Comments
- onsite impervious
98
0.00
C
4 Onsite open _
} 62
�-
0.00
12.04
0.00
Assume good condition
Assume good condition
Onsite wooded
1 56
Onsite
100
Offsite impervious
_
98
0.00
_
Offsite open _ -�
_62 _
0.00
good condition
_0.00
_Assume
Assume good condition _
- _
Offsite wooded
6
56--
Offsite pond
Manning's n =
0.40
Woods - Light Underbrush
Total area =
12.04
acres
ft
0.0188
sq.mi.
Composite SCS CN =
56
0.0634
% Impervious =
0.0%
No
B. Time of Concentration Information
Velocity =
4.06
** *Time of concentration is calculated using the
SCS Segmental Approach (TR -55).
Segment 1: Overland Flow
minutes
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
Slope =
0.0664
0.0664
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 1' Channel)
Channel Velocity =
5.37
ft/sec
Segment Time =
2.46
minutes
Time of Concentration = 27.46
SCS Lag Time = 16.47
Time Increment = 4.78
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
minutes
minutes (SCS Lag = 0.6* Tc)
minutes (= 0.29 *SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre- development - Subbasin #1 B 12/6/2011
I. SCS CURVE 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%
HSG'B' =
66.8%
HSG'C' =
0.0%
HSG'D' =
33.2%
Cover Condition j
SCS CN
Comments
Impervious
98
-
Open
67
Assume good condition
Wooded f
62
Assume good condition
II. 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]: 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
SC:S -Lag Time = 6.4a minutes (SCS Lag = u.64 1 c)
Time Increment = 2.46 minutes (= 0.29 *SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS
KRG -11000 Pre- development - Subbasin #1 C
1. SCS CURVE NUMBERS
B. IHNATOLYA, PE
12/6/2011
HSG
Impervious I
Open Wooded
A �.
98
39 30
B
98
61 55
C
98
74 70
D
98 (
80 77
Assume: HSG'A' =
0.0%
HSG'B'=
75.9%
HSG'C'=
0.0%
HSG'D' =
24.1%
Cover Condition f.
SCS CN
Comments
Impervious
98 j
Open
P
66
�
ssume good condition
Wooded
60
Assume good condition
Il. PRE- DEVELOPMENT;
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres] Comments
Onsite impervious
98
0.00
Onsite open
66
0.00 Assume good condition
Onsite wooded
60
0.89
+ Assume good condition
Onsite pond
100
0.00
-
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
0.0014
sq.mi.
Composite SCS CN =
60
% 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 =
261 ft
Height =
10.3
ft Height =
41.2 ft
Slope =
0.1030
ft/ft Slope =
0.1579 ft/ft
Manning's n =
0.40
Woods - Light Underbrush Paved ? =
No
P (2- year /24 -hour) =
3.48
inches (Wake County, NC) Velocity =
6.41 ft/sec
Segment Time =
10.69
minutes Segment Time =
0.68 minutes
- Time of Concentration = 11.37
6.82 minutes -
SCS Lag Time = 6.82 minutes (SCS Lag = 0.6* Tc)
Time - Increment - minutest =- 0.29 *SCS -Lag)

NEW HILL PLACE
HYDROLOGIC CALCULATIONS
B. IHNATOLYA, PE
KRG -11000
Pre - development - Subbasin #ID
12/6/2011
' SCS CURVE 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%
HSG'B'=
58.5%
HSG'C' =
0.0%
HSG 'D' =
41.5%
Cover Condition
SCS CN
Comments
Impervious
98
-
Open
69
Assume good condition
Wooded
64
Assume good condition
II. PRE - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres] Comments
Onsite impervious
98
0.00 -
Onsite open
69
0.00 Assume good condition
Onsite wooded
64
0.48 Assume good condition
Onsite pond
100
0.00 -
Offsite impervious
98
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 =
0.48
acres
0.0008
sq.mi.
Composite SCS CN =
64
% Impervious =
0.7%
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 =
221 ft
Height =
9.3
ft Height =
45.8 ft
Slope =
0.0930
ft/ft 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
I
SCS Lag Time = 6.98 minutes (SCS Lag = 0.6* Tc)
Trme-fitcrement= ­10-2-minutes-(=
-- --

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre- development - Subbasin #1 E 12/6/2011
SCS CURVE NUMBERS
HSG Impervious Open Wooded
�m.. A 98 I .. - 39 i -- 30 -
98 61 55
C 98 74 70
D
98 t - 80� 77
Assume: HSG'A' =
0.0%
HSG 'B' =
92.2%
HSG 'C' =
0.0%
HSG'D'=
7.8%
Cover Condition
SCS CN Vomments
Impervious_
98
�T� Open_
62 Assume good condition
Wooded
Y
57 Assume good condition
11. PRE - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
j
SCS CN
Area [acres] j Comments
€
Onsite impervious (
Onsite open_
988 n 0.10
62 1 0.27 Assume good condition
_
Onsite wooded
57
1 7.56 i A_ ssum_e_good- condition
Onsite pond +�TV�100
Height =
M
0.00_
A yOffsite impervious 98
� 00
tt� �..
Offsite open
62
0.01 Assume good condition
Offsite wooded
57
0.00 Assume good condition
Offsite pond
100
0.00
Total area =
7.94
acres
3.48
0.0124
sq.mi.
Composite SCS CN =
57
23.75
% Impervious =
1.3%
minutes
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 = 290
ft
Height =
1.4
ft
Height = 30.7
ft
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 = 5.25
ft/sec
Segment Time =
23.75
minutes
Segment Time = 0.92
minutes
Segment 3: Channel Flow
Length =
565
ft
- Height= -
- 3- 1 -.3G -
-ft
- - -
Slope=
0.0555
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 I' Channel)
Channel Velocity =
4.91
ft/sec
Segment Time =
1.92
minutes
Time of Concentration = 26.59
minutes
SCS Lag Time = 15.95
minutes (SCS Lag = 0.6* Tc)
Time Increment = 4.63
minutes (= 0.29 *SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre - development - Subbasin #1 F 12/6/2011
' SCS CURVE NUMBERS
HSG
Impervious I
Open Wooded
A _ . I
.. 98
39 30
B i
98
61 55
C
98
74 70
D I
98
80 77
Assume. HSG'A' =
0.0%
HSG'B' =
56.8%
HSG 'C' =
0.0%
HSG'D'=
43.2%
Cover Condition (
SCS CN
Comments
Impervious
98
Open
69
Assume good condition
Wooded I
64
Assume good condition
II. PRE - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres] Comments
Onsite impervious
98
0.06 -
Onsite open
69
0.02 Assume good condition
Onsite wooded
64
1.73 Assume good condition
Onsite pond
100
0.00 -
Offsite impervious
98
0.00 -
Offsite open
69 j
0.00 Assume good condition
Offsite wooded
64
0.00 Assume good condition
.. . Offsite pond
E1
100 4
0 .0 0 ._
. _ -
Total area =
1.82
acres
0.0028
sq.mi.
Composite SCS CN =
66
% Impervious =
3.5%
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 =
155 ft
Height =
11
ft Height =
30.28 ft
Slope =
0.1100
ftift Slope =
0.1954 ft/ft
Manning's n =
0.40
Woods - Light Underbrush Paved ? =
No
P (2- year /24 -hour) =
3.48
inches (Wake County, NC) Velocity =
7.13 ft/sec
Segment Time =
10.41
minutes Segment Time =
0.36 minutes
Time of Concentration = 10.77 minutes
SCS Lag Time = 6.46 minutes (SCS Lag = 0.6* Tc)
T1me4ncremeni-- 1-.-67 . ,.,. I ies — . 9*SCS-Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-11000 Pre-dev . e . I . opmen . I - Subbas . in #JG 1.1,11- 12/6/2011
' SCS CURVE NUMBERS
Hsu
impervious 1
open 1 wooaeo
A
SCS CN
98
39 30
Onsite
98
i 0.13 i
55
C
61
98
74 70
D
15.15 Assume good condition
98
Onsite pond
Assume:
HSG'A'=
0.0%
Offsite impervious
98
HSG'B'=
99.8%
Offsite open 61
1 000 Assume good condition
HSG'C'=
0.0%
55
1 0.00 Assume good condition
11
HSG'D'=
0.2%
00
C!ov—erConditio;
SCS CN
Comments
Im Lealous
acres
98
0.0240
61 1 —1
Assume good condition
-Open
Wooded
55 i
Assume good condition
If. PRE-DEVELOPNIENT
B. Time of Concentration Information
A. Watershed Breakdown
Contributing Area
SCS CN
Area (acres) Comments
Onsite
98
i 0.13 i
Onsite open
61
006 Assume food
Onsite wooded
15.15 Assume good condition
Onsite pond
100
--
Offsite impervious
98
000
Offsite open 61
1 000 Assume good condition
Offsite wooded
55
1 0.00 Assume good condition
11
Offsite pond
00
0.00
Total area =
15.34
acres
0.0240
sq.mi.
Composite SCS CN =
55
% Impervious =
0.9%
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 =
134 ft
Height =
3
It Height =
17.6 ft
Slope =
0.0300
ft/ft Slope =
0.1313 ft/ft
Manning's n =
0.40
Woods - Light Underbrush Paved ? =
No
P (2-year/24-hour) =
3.48
inches (Wake County, NQ Velocity =
5.85 11/sec
Segment Time =
17.51
minutes Segment Time =
0.38 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 2'x 1' Channel)
Wetted Perimeter =
4.00
ft (Assume 2'x I' Channel)
Channel Velocity =
4.64
ft/sec
Segment Time =
5.52
minutes
Time of Concentration = 23.41 minutes
SCS Lag Time = 14.05 minutes (SCS Lag = 0.6* Tc)
Time Increment = 4.07 minutes (-- 0.29*SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre- development - Subbasin #1 H 12/6/2011
s SCS CURVE NUMBERS
IISG
Impervious
Open Wooded
A
98
39 30
B
98
61 55
C
98
74 70
D
98
80 77
Assume: HSG'A' =
0.0%
HSG'B' =
92.5%
HSG'C' =
0.0%
HSG'D' =
7.5%
Cover Condition
SCS CN
Comments
Impervious
98
Open
62
Assume good condition
Wooded
57
{ Assume good condition
11. PRE - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
CS CN
SCS
Area [acres]
� Comments
Onsite impervious
0.19
-
Onsite open
62
1.10 1 Assume good condition
Onsite wooded
57
11.92 ( Assume good condition
Onsite pond
100
0.00 ( -
Offsite impervious
98
0.47 {
Offsite open
62
0.53 { Assume good condition
Offsite wooded
57
0.01 { Assume good condition
Offsite pond
100
0.00 {
Total area =
14.22
acres
0.0222
sq.mi.
Composite SCS CN =
59
% Impervious =
4.6%
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 =
320 ft
Height =
3
ft Height =
31.8 ft
Slope =
0.0300
ft/ft Slope =
0.0994 ft/ft
Manning's n =
0.40
Woods - Light Underbrush Paved ? =
No
P (2- year /24 -hour) =
3.48
inches (Wake County, NC) Velocity =
5.09 ft /sec
Segment Time =
17.51
minutes Segment Time =
1.05 minutes
Segment 3: Channel Flow
Length =
1004
ft
II:.6ht=
42-.36-
t -
-
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
Time of Concentration = 21.78 minutes
I
SCS Lag Time = 13.07 minutes (SCS Lag
= 0.6* Tc)
Time Increment = 3.79 minutes (= 0.29 *SCS
Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre- development - Subbasin #H 12/6/2011
' SCS CURVE NUMBERS
HSG
A
B
29.57 acres
impervious ;
98
98 -- -1
upen a wooaea
39 �"� 30
61 55
pOnsite impervious
Onsite open _
M_�
__. D
2.5_ Assume good condition
98
80 77
Assume:
HSG 'A' =
0.0%
inches (Wake County, NC)
100_
HSG'B'=
98.7%
T _
98 E
HSG 'C' =
0.0%
Manning's n =
61
HSG'D' =
1.3%
sf (Assume 2' x 2' Channel)
Cover Condition
SCS CN
Comments 4
_ Impervious
_ _ ��t
#
98 i
sAssume
Open
5.33
61 i
good condition
Wooded
55
R Assume good condition
IL PRE - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
29.57 acres
i SCS CN Area
j 98
[acres] Comments
0.69 - __
pOnsite impervious
Onsite open _
M_�
_ 61�
2.5_ Assume good condition
Onsite wooded
0.40
55
25.46 Assume good condition
Onsite pond
inches (Wake County, NC)
100_
0.00 -
Offsite impervious
T _
98 E
0.54
`
Offsite open
Manning's n =
61
0.33 1 Assume good c_ondition
_
Offsite wooded �
sf (Assume 2' x 2' Channel)
-_ _ _55 - _
0.00 Assume good condition
_0
Offsite pond
6.00
fi 100 i
0.00 -
Total area =
29.57 acres
ft
0.0462 sq.mi.
Composite SCS CN =
58
% Impervious =
4.2%
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 =
2.3
ft
Slope =
0.0230
ft/ft
Manning's n =
0.40
Woods - Light Underbrush
P (2- year /24 -hour) =
3.48
inches (Wake County, NC)
Segment Time =
19.47
minutes
Segment 2: Concentrated Flow
Length =
271 ft
Height =
24.2 ft
Slope =
0.0893 ft/ft
Paved ? =
No
Velocity =
4.82 ft/sec
Segment Time = 0.94 minutes
Segment 3: Channel Flow
Segment 4: Channel Flow
Length =
1011
ft
Length =
914
--- - -- - - - Height=---
45- -
-ft - --
- Height=--
-23.36
Slope =
0.0445
ft/ft
Slope =
0.0256
Manning's n =
0.045
Natural Channel
Manning's n =
0.045
Flow Area =
4.00
sf (Assume 2' x 2' Channel)
Flow Area =
9.00
Wetted Perimeter =
6.00
ft (Assume 2'x 2' Channel)
Wetted Perimeter =
9.00
Channel Velocity =
5.33
ft/sec
Channel Velocity =
5.29
Segment Time = 3.16 minutes
Time of Concentration =
SCS Lag Time =
Time Increment =
ft
ft-- - - -
ft/ft
Natural Channel
sf (Assume Y x 3' Channel)
ft (Assume Y x 3' Channel)
ft/sec
Segment Time = 2.88 minutes
26.45 minutes
15.87 minutes (SCS Lag = 0.6* Tc)
4.60 minutes (= 0.29 *SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre- development - Subbasin #2A 12/6/2011
' SCS CURVE 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%
HSG'B'=
98.0%
HSG'C'=
0.0%
HSG'D' =
2.0%
Cover Condition
SCS CN
I Comments
Impervious
98
Open
61
( Assume good condition
Wooded
55
Assume good condition
H. 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 -
Offsite open
61
0.00 Assume good condition
Offsite wooded
55
I 0.00 Assume good condition_
Offsitc pond
100
f 0.00 -
Total area =
6.11
acres
0.0095
sq.mi.
Composite SCS CN =
56
% Impervious =
0.5%
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 = 490 ft
Height =
7.6
ft Height = 57.45 ft
Slope =
0.0760
ft/ft Slope = 0.1172 ft/ft
Manning's n =
0.40
Woods - Light Underbrush Paved ? = No
P (2- year /24 -hour) =
3.48
inches (Wake County, NC) Velocity = 5.52 ft/sec
Segment Time =
12.07
minutes Segment Time = 1.48 minutes
Time of
Concentration = 13.55 minutes
SCS Lag Time = 8.13 minutes (SCS Lag = 0.6* Tc)
Time- Increment= - -1,6 Anutes{= �29*SCS -Lag)
--

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre- development - Subbasin #2B 12/6/2011
SCS CURVE NUMBERS
HSG
SCS CN
Impervious
Open i Wooded
Onsite impervious
98
98 639
30 ..
B
65
0.00
1 55
C
60
98
74 70
D
100
98
80 77
Assume:
HSG'A' =
0.0%
-
Offsite open
HSG'B' =
77.5%
Assume good condition
Offsite wooded
HSG'C' =
0.0%
Assume good condition
Offsite pond
HSG'D' =
22.5%
Cover Condition
4.76
SCS CN
Comments
Impervious
0.0074
98
-
Open
60
65
Assume good condition
Wooded
0.0%
60
Assume good condition
H. PRE- DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
f Area [acres]
Comments
Onsite impervious
98
0.00
-
Onsite open
65
0.00
Assume good condition
Onsite wooded
60
4.76
Assume good condition
Onsite pond i
100
0.00
-
Offsite impervious
98
0.00
-
Offsite open
65
0.00 !
Assume good condition
Offsite wooded
60
0.00
Assume good condition
Offsite pond
100
0.00
Total area =
4.76
acres
I
0.0074
sq.mi.
minutes (SCS Lag = 0.6* Tc)
Composite SCS CN =
60
% 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 = 350
ft
Height =
4.2
ft
Height = 43.2
ft
Slope =
0.0420
ft/ft
Slope = 0.1234
ft/ft
Manning's n =
0.40
Woods - Light Underbrush
Paved ? = No
P (2- year /24 -hour) =
3.48
inches (Wake County, NC)
Velocity = 5.67
ft/sec
Segment Time =
15.30
minutes
Segment Time = 1.03
minutes
Time of Concentration = 16.33
minutes
I
SCS Lag Time = 9.80
minutes (SCS Lag = 0.6* Tc)
—
Time - Increment – 241
m ?nutes+---O-.29-*SGS -Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG-I 1000 Pre-development - Subbasin #2C-Onsite 12/6/2011
SCS CURVE NUMBERS
Assume: HSG'A'= 0.0%
HSG'13'= 93.1%
HSG'C'= 0.0%
HSG'D'= 6.9%
over Condition I SCS C i omments
98
Open �2+ Assume good condition
Wooded 57 ssume good condition
1/4 Ac. Lots 76_� Assume 39% Impervious
11. PRE-DEVELOPMENT
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite imlnrY!0Us_ 98 0.05
Onsite open i 62
Onsite wooded 57
0.05 i
21.30
Assume good condition
Assume good condition
Onsite pond j 100 0.00
Offsite impervious 98
T 0.00 1
Offsj�e oEj�,j___
1
Assume good condition
Offlite wooded 57
0.00
Assume good condition
Offlite 1/4 Ac Resid. Lots 4-76
Assume 38% Impervious
Offsite pond 100
1 0.00
Total area = 21.40
acres
0.0334
sq.mi.
Composite SCS CN = 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
ft
Length =
214
ft
Height = 3.38
ft
Height =
1.8
ft
Slope = 0.0338
ft/ft
Slope =
0.0084
ft/ft
Manning's n = 0.40
Woods - Light Underbrush Paved ? =
No
P (2-year/24-hour) = 3.48
inches (Wake County, NQ Velocity =
1.48
ft/sec;
Segment Time = 16.69
minutes
Segment Time =
2.41
minutes
Segment 3: Channel Flow -
Segment 4: Channel-Flow-
-
-
Length = 1131
ft
Length =
398
ft
Height = 50.2
ft
Height =
8.89
ft
Slope = 0.0444
ft/ft
Slope =
0.0223
ft/ft
Manning's n = 0.045
Natural Channel
Manning's n =
0.045
Natural Channel
Flow Area = 4.00
sf (Assume 2'x 2' Channel) Flow Area =
12.00
sf (Assume 4' x3' Channel)
Wetted Perimeter = 6.00
ft (Assume 2'x 2' Channel) Wetted Perimeter =
10.00
ft (Assume 4'x YChannel)
Channel Velocity = 5.32
ft/see
Channel Velocity =
5.59
ft/sec
Segment Time = 3.54
minutes
Segment Time =
1.19
minutes

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre - development - Subbasin #2C- Onsite 12/6/2011
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)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. ffiNATOLYA, PE
KRG -11000 Pre - development - Subbasin #2C- Offsite 12/6/2011
SCS CURVE NUMBERS
Assume: HSG'A'=
0.0%
Area [acres]
HSG'B'=
100.0%
Onsite impervious
HSG'C'=
0.0%
���-
HSG'D'=
0.0%
61
Cover Condition
70
Comments
SCS CN
Impervious
Open
98
61
Assume condition
I
Ofsite pond �
good
--
Wooded!
5T-
Assume good condition
1/4 Ac. Resid. Lots -�
75
Assume 38 %o Impervious
If. PRE -DE% ELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
Onsite impervious
Y 98
0.00
00 �-
���-
-
Assume
Onsite_open
61
Composite SCS CN =
70
good condition
Onsite wooded
55
i 0.00
% Impervious =
good condition
Ofsite pond �
100
I 0.00
_Assume
_
Offsite impervious _ _ _ 98 1.63
Offsite open
i 61
5.00
Assume good condition
Offsite wooded
i 55
0.34
Segment 1: Overland Flow
good condition
Offsite 1/4 Ac Resid. Lots
75 _
- 1 0.77
_Assume
_
Assume 38% Impervious
Offsite pond
; 100
( 0.00
ft
T
-
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
ft
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: C*annet Flow -
Segment 4. Channel
Flaw- -
Length =
143
ft
Length =
73
ft
Height =
11.6
ft
Height =
8.9
It
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
ft (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 =
0.06
minutes

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre- development - Subbasin 42C- 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
SCS CN
HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000
Comments
Pre- development - Subbasin #3A 12/6/2011
SCS CURVE NUMBERS
0.00
HSG
Onsite open
Impervious j
Open j Wooded
A
Assume good condition
98
39 30
B
I
98
61 55
C
Onsite pond
98
74 70
D
j
98
80 77
Assume.
HSG 'A' =
0.0%
Offsite open
HSG 'B' =
100.0%
0.00
Assume good condition
HSG'C'=
0.0%
55
HSG 'D' =
0.0%
Cover Condition
I
SCS CN j
Comments
Impervious
Total area =
98
acres
Open
61
Assume good condition
Wooded
]
55
Assume good condition
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
( 0.95
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 =
0.95
acres
0.0015
sq.mi.
Composite SCS CN =
55
% Impervious =
0.0%
B. Time of Concentration Information
'Time *Time of concentration is calculated using the SCS Segmental Approach (TR -55).
Segment 1: Overland Flow
Segment 2: Concentrated Flow
Length =
100
ft
Length = 219
ft
Height=
14.8
ft
Height= 36
ft
Slope =
0.1480
ft/ft
Slope = 0.1644
ft/ft
Manning's n =
0.40
Woods - Light Underbrush Paved ? = No
P (2- year /24 -hour) =
3.48
inches (Wake County, NC) Velocity = 6.54
ft/sec
Segment Time =
9.25
minutes
Segment Time = 0.56
minutes
Time of Concentration =
9.81 minutes
SCS Lag Time =
5.88 minutes (SCS Lag = 0.6* Tc)
Time4nerement—

NEW HILL PLACE
SCS CN
HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000
Pre- development - Subbasin #3B 12/6/2011
x SCS CURVE NUMBERS
0.00
HSAG
Onsite open
Impervious
Op9en
( Wooded
Onsite wooded
55
! 30
B
I
98
61
55
C
`
98
74
` 70
D
0.00
98
80
I 77
Assume:
HSG'A' =
0.0%
Assume good condition
HSG 'B' =
100.0%
55
0.00
HSG'C'=
0.0%
Offsite pond (
HSG 'D' =
0.0%
-
Cover Condition
SCS CN
Comments
Impervious
98
Open
0.0008
61
Assume good condition
Wooded
55
Assume good condition
II. PRE - DEVELOPMENT
A. Watershed Breakdown
Contributing Area I
SCS CN
Area [acres]
Comments
Onsite impervious
98
0.00
Onsite open
61
1 0.00
Assume good condition
Onsite wooded
55
0.51
I
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 =
0.51
acres
0.0008
sq.mi.
Composite SCS CN =
55
% 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 =
163
ft
Height =
7.4
ft
Height =
20.2
ft
Slope =
0.0740
ft/ft
Slope =
0.1239
ft/ft
Manning's n =
0.40
Woods - Light Underbrush Paved ? =
No
P (2- year /24 -hour) =
3.48
inches (Wake County, NC) Velocity =
5.68
fl/sec
Segment Time =
12.20
minutes
Segment Time =
0.48
minutes
Time of Concentration = 12.68 minutes
SCS Lag Time = 7.61 minutes (SCS Lag = 0.6* Tc)
Time4ii" -ement – —2-2 -1 minutes- (= 0.-2-9 *ECC I ag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre- development - Subbasin #3C f 12/6/2011
SCS CURVE NUMBERS
HSG
( Impervious j
open wooaea
A
98
39 30
-- -- .B
98
61 55
C
_ _ ___..
98
__.._..
74 70
80
D
98
0.00__
Assume:
HSG 'A' = 0.0%
0.00
HSG 'B' = 100.0%
open
61
HSG'C'= 0.0%
Assume good condition
_O_ffsite
Offsite wooded
HSG 'D' = 0.0%
Cover Condition SCS CN i
Comments
Impervious_
98 i
SCS Segmental Approach (TR -55).
�- Open 61 - - - -�-
- Assume good condition
Segment 1: Overland Flow
Assume good condition
H. PRE- DEVELOPMENT
Segment 2: Concentrated Flow
Length =
A. Watershed Breakdown
ft
Length =
Contributing Area
SCS CIS k Area
[acres]
Comments
nsite impervious
98
0.00 i
0.0308
_ _ _O_nsite open
Onsite wooded
61
�
0.00
17.49 _ -
Assume good condition
Assume good condition
Onsite pond
_5� _5_
_ 100 -t
0.00__
w
Offsiteimpervious ___98
0.00
0.0%
open
61
0.00
Assume good condition
_O_ffsite
Offsite wooded
_
55
Assume good condition
Offsite pond
; 100 00
1
SCS Segmental Approach (TR -55).
Total area =
19.72
acres
0.0308
sq.mi.
Composite SCS CN =
55
% 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 =
301
ft
Height =
3.2
ft
Height =
17.8
ft
Slope =
0.0320
ft/11
Slope =
0.0591
ft/ft
Manning's n =
0.40
Woods - Light Underbrush
Paved ? =
No
P (2- year /24 -hour) =
3.48
inches (Wake County, NC)
Velocity =
3.92
ft/sec
Segment Time =
17.06
minutes
Segment Time =
1.28
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
It (Assume 2'x 1' Channel)
Channel Velocity =
5.19
ft/sec
Segment Time =
3.59
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)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000
Pre - development - Sub basin #3D 12/6/2011
` SCS CURVE NtIMBERS
Hsu
i
impervious
1 upen a wooaea
A
ii-
98
_55
100 -";-
y _ B —
98 _ �F�
61 - --
98
1 61 1 55
S. Time of Concentration Information
98
-� 74 w ~� 70 _o
�J
_C
D W
t _
98
8077
86
Assume:
HSG'A' =
0.0%
7.9
ft
HSG 'B' =
100.0%
ft/ft
Manning's n =
HSG 'C' =
0.0%
P (2- year /24 -hour) =
3.48
HSG 'D' =
0.0%
11.89
Cover Condition
SCS CN
Comments
Impervious
Length =
98
1
- Open
61
Assume good conditionµ,L,
Wooded
ft/ft
55
1 Assume good condition
ti. PRE- DEVELOPATENT
A. Watershed Breakdown
Contributing Area
Onsite impervious
_v Onsite open
Onsite wooded
Onsite pond
Offsite impervious
Offsite open
Offsite wooded��
SCS CN Area [acres]
98
0.00
_
__
61 0
0
_
1
3.28_ u
_55
100 -";-
0.00
98 _ �F�
61 - --
0.00
0.00_
55
S. Time of Concentration Information
106--
0.00
** *Time of concentration is calculated using the SCS Segmental Approach (TR -55).
Segment 1: Overland Flow
Comments
Assume good condition
Assume good condition
Assume good condition
Total area =
3.28
acres
Height =
0.0051
sq.mi.
Composite SCS CN =
55
No
% Impervious =
0.0%
Segment Time =
S. Time of Concentration Information
** *Time of concentration is calculated using the SCS Segmental Approach (TR -55).
Segment 1: Overland Flow
Length =
100
It
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 =
11.89
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 P Channel)
Channel Velocity =
6.09
ft/sec
Segment Time =
0.74
minutes
Segment 2: Concentrated Flow
Length =
202 ft
Height =
15 ft
Slope =
0.0743 ft/ft
Paved ? =
No
Velocity =
4.40 ft/sec
Segment Time =
0.77 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 - Subbctsin #3E- Onsite 12/6/2011
' SCS CURVE NUMBERS
Assume: HSG 'A' =
0.0%
acres
HSG'B' =
100.0%
0.00
} 0.00
HSG'C' =
0.0%
Onsite wooded 55
-
HSG'D'=
0.0%
Assume_ good condition
Cover Condition
Oi _00
^0.00_
Comments
SCS CN -
._�..
Impervious�
_.._ TM6�
98
_e.-_.__.____
Open
1?
Assume good condition
_._.__...__Wooded_
55
Assume good condition
s..
Assume 38 %Impervious
II. PRE - DEVELOPMENT
-
A. Watershed Breakdown
Contributing Area SCS CN
Area [acres]
acres
Comments
Onsite impervious 98
Onsite open t 61
0.00
} 0.00
-
Assume good condition_ v_
Onsite wooded 55
-
8.20
��
Assume_ good condition
Onsite pones nd 100
Oi _00
^0.00_
W Offsite impervious _ 98 � � � v
Offsite open 61
0.00
Assume good condition
Offsite wooded 55
_ Offsite_ 1/4 Ac Resid_. Lots ! 75�
! 0.00
0.00
Assume good condition
Assume 38% Impervious
d ite s pond _^ 100
i 0.00
-
Total area =
8.20
acres
0.0128
sq.mi.
Composite SCS CN =
55
% 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 =
196
ft
Height=
1.1
ft
Height=
30.9
ft
Slope =
0.0110
ft/ft
Slope =
0.1577
ft/ft
Manning's n =
0.40
Woods - Light Underbrush
Paved ? =
No
P (2- year /24 -hour) =
3.48
inches (Wake County, NC)
Velocity =
6.41
ft/sec
Segment Time =
26.15
minutes
Segment Time =
0.51
minutes
Segment 3. Channel Flow
Segment 4: Channel
Flow
Length =
406
ft
Length =
506
ft
Height =
29.6
ft
Height =
14.37
ft
Slope =
0.0729
ft/ft
Slope =
0.0284
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 =
6.00
sf (Assume Tx 2' Channel)
Wetted Perimeter =
4.00
ft (Assume 2'x 1' Channel)
Wetted Perimeter=
7.00
ft (Assume Tx 2' Channel)
Channel Velocity =
5.63
ft/sec
Channel Velocity =
5.03
ft/sec
Segment Time =
1.20
minutes
Segment Time =
1.67
minutes

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

NEW HILL PLACE HYDROLOGIC CALCULATIONS, B. IHNATOLYA, PE
KRG -I 1000 Pre - development - Subbasin #3E- Offsite 12/6/2011
SCS CI'R%'E NUMBERS
Assume: HSG'A' = 0.0%
HSG'B' = 100.0%
HSG 'C' = 0.0%
HSG'D'= 0.0%
Cover Condition SCS CN Comments
Impervious __ v 98
Open 61 ! Assume good condition
Wooded 55 Assume good condition
1/4 Ac. Resid. Lots _ 75 Assume 3 8% Impervious
It. PRE - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
i SCS CN
Area [acres] '
Comments
Onsite impervious
!�
8
i
0.00
Composite SCS CN =
Onsite open
�
61_
% Impervious =
0.00
Assume.g&ood condition
_ Onsite wooded'----
Onsite pond
55
100
0.00
0.00
Assume good condition
***Time of concentration is calculated using the
SCS Segmental Approach (TR -55).
Segment 1: Overland Flow
�1.35�~
Offsite impervious
m - -�`
98
ft
Length =
229
Height =
Offsite open_
ft
61�
26.3
Slope =
4.61
Assume good condition
Offsite wooded
_
55
0.40
Woods - Light Underbrush
� 1.31 I
Assume good condition
Offsite 1/4 Ac Resid. Lots
75
_
5.47
3.88_ i
- -�
Assume 38% Impervious
_ �Offsite pond
Segment Time =
100
Segment 3a- Channel Flow
0.00 1
-
Total area =
11.15
acres
0.0174
sq.mi.
Composite SCS CN =
70
% Impervious =
12.1%
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 =
229
Height =
6.3
ft
Height =
26.3
Slope =
0.0630
ft/ft
Slope =
0.1148
Manning's n =
0.40
Woods - Light Underbrush
Paved ? =
No
P (2- year /24 -hour) =
3.48
inches (Wake County, NC)
Velocity =
5.47
Segment Time =
13.01
minutes
Segment Time =
0.70
Segment 3a- Channel Flow
-
Segment ¢ Channel -Flow
Length =
253
ft
Length =
367
Height =
14.7
R
Height =
2.2
Slope =
0.0581
ft/ft
Slope =
0.0060
Manning's n =
0.045
Natural Channel
Manning's n =
0.045
Flow Area =
2.00
sf (Assume Tx 1' Channel)
Flow Area =
2.00
Wetted Perimeter =
4.00
ft (Assume 2'x I' Channel)
Wetted Perimeter =
4.00
Channel Velocity =
5.03
ft/sec
Channel Velocity =
1.61
Segment Time =
0.84
minutes
Segment Time =
3.79
ft
ft
ft/ft
ft/sec
minutes
ft
ft
ft/ft
Natural Channel
sf (Assume 2'x 1' Channel)
ft (Assume 2'x 1' Channel)
ft/sec
minutes

NEW HILL PLACE HYDROLOGIC CALCULATIONS
KRG -11000 Pre- development - Subbasin #3E- Offsite
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 Lag)
B. IHNATOLYA, PE
12/6/2011

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre - development - Subbasin #4 12/6/2011
I- SCS CURVE NUMBERS
HSG
{ Impervious E
Open { wooded
A
1 98 1
39 { 30
B
98
-�
55
C_
98 1
74 { 70
Onsite pond 1
100 .
w
8-0 7rf
Assume:
HSG'A' = 0.0%
. 0
HSG'B' = 100.0%
HSG'C'= 0.0%
HSG'D'= 0.0%
Cover Condition SCS CN
Comments
Impervious
_ _._
98
j
Open w-
_ 61
Assume good condition m
__..
Wooded
{ 55
Assume g000d d c co6 nditi___ on
Ii. PRE -DEN ELOPMEN-T
A. Watershed Breakdown
Contributing Area S
SCS CN (
( Area [acres] 1 Comments
� E
Onsite impervious 9
98 0
0.00 _--g---c-
Onsite
61 0
0.00 Assume ood ondition
Onsite wooded 5
55_ t
t 2.62 _
Onsite pond 1
100 .
_i _ A
_ O
- 98 J
. 0
_ _Offsite open _� 61 0.00 1 Assume
Offsite wooded 55 i 0.17 1 Assume
Offsite pond -. -__. 1
100 t- - °0.00 ...
Total area = 2.79 acres
0.0044 sq.mi.
Composite SCS CN = 55
% Impervious = 0.0%
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 = 4.4 ft
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 = 15.02 minutes
Segment 3: Channel Flow
Length = 365 ft
Height- - 22 76 - ft-
Slope = 0.0619 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 I' Channel)
Channel Velocity = 5.19 ft/sec
Segment Time = 1.17 minutes
)d condition
Segment 1: Concentrated Flow
Length = 117 ft
Height= 10.7 ft
Slope = 0.0915 ft/ft
Paved ? = No
Velocity = 4.88 ft/sec
Segment Time = 0.40 minutes
Time of Concentration = 16.59 minutes
SCS Lag Time = 9.96 minutes (SCS Lag= 0.6* Tc)
Time Increment = 2.89 minutes (= 0.29 *SCS Lag)
)d condition
Segment 1: Concentrated Flow
Length = 117 ft
Height= 10.7 ft
Slope = 0.0915 ft/ft
Paved ? = No
Velocity = 4.88 ft/sec
Segment Time = 0.40 minutes
Time of Concentration = 16.59 minutes
SCS Lag Time = 9.96 minutes (SCS Lag= 0.6* Tc)
Time Increment = 2.89 minutes (= 0.29 *SCS Lag)
Time of Concentration = 16.59 minutes
SCS Lag Time = 9.96 minutes (SCS Lag= 0.6* Tc)
Time Increment = 2.89 minutes (= 0.29 *SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre- development - Subbasin #5- Onsite 12/6/2011
{ SCS CL'R4'E NL`MBERS
SCS CN I Area [acres] C
Comments
9_8r, 0.00
3G
_ O
impervious
pen ooded
A .. - e
_...,...
i
98 -t,
--39 30 ~
100 0.00 _
_
Offsite impervious 9
98 0.00
B
_ �] _
98
61 55
C
98 ;
74
D
_. 98 _ j
80
Assume:
HSG'A' =
0.0%
HSG 'B' =
100.0%
HSG'C' =
0.0%
HSG'D'=
0.0%
Cover Conon i
SCS CN
Comments
_ - Impervious
98
-_
Open
61
Assume good condition
Wooded
55 1
Assume good condition
-� 1/4 Ac. Resid. Lots -
75
Assume 38% Impervious
II. PRE- DEVELOPIbiENT
A. Watershed Breakdown
Contributing Area S
SCS CN I Area [acres] C
Comments
9_8r, 0.00
u
_ O
61 I
um
_ 0
-7.68 �I A
Assume good -condition�w�
Onsite pond 1
100 0.00 _
_
Offsite impervious 9
98 0.00
_ �] _
_ _
Total area = 7.68 acres
0.0120 sq.mi.
Composite SCS CN = 55
% Impervious = 0.0%
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 = 6.3 ft
Slope = 0.0630 ft/ft
Manning's n = 0.40 Woods - Light Under
P (2- year /24 -hour) = 3.48 inches (Wake County
Segment Time = 13.01 minutes
Segment 3. Channel F low -
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' Ch
Wetted Perimeter = 4.00 ft (Assume 2'x I' Ch;
Channel Velocity = 4.26 ft/sec
Segment Time = 1.68 minutes
Segment 2: Concentrated Flow
Length = 260
Height= 26.5
Slope = 0.1019
rush Paved ? = No
NC) Velocity = 5.15
Segment Time = 0.84
Segment 4: Channel Flow - -
Length = 389
Height = 11.8
Slope = 0.0303
Manning's n = 0.045
nnel) Flow Area = 6.00
nnel) Wetted Perimeter= 7.00
Channel Velocity = 5.20
Segment Time = 1.25
ft
It
ft/ft
ft/sec
minutes
It
ft
ft/ft
Natural Channel
sf (Assume Y x 2' Channel)
ft (Assume Y x 2' Channel)
ft/sec
minutes
Segment 2: Concentrated Flow
Length = 260
Height= 26.5
Slope = 0.1019
rush Paved ? = No
NC) Velocity = 5.15
Segment Time = 0.84
Segment 4: Channel Flow - -
Length = 389
Height = 11.8
Slope = 0.0303
Manning's n = 0.045
nnel) Flow Area = 6.00
nnel) Wetted Perimeter= 7.00
Channel Velocity = 5.20
Segment Time = 1.25
ft
It
ft/ft
ft/sec
minutes
It
ft
ft/ft
Natural Channel
sf (Assume Y x 2' Channel)
ft (Assume Y x 2' Channel)
ft/sec
minutes
ft
It
ft/ft
ft/sec
minutes
It
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 s. 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* Tc)
Time Increment = 2.92 minutes (= 0.29 *SCS Lag)

NEW HILL PLACE HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
KRG -11000 Pre - development - Subbasin 45- Offsite 12/6/2011
SCS CURVE NUMBERS
HSG
Impervious {
Open Wooded
1/4 Ac. Resid Lots
A
98 '
I
39 k 30
61
B
98 1
61 j 55
75
C
98
74 70
83
D
98
I!
80 77
87
Assume: HSG'A'=
0.0%
0.00
-
HSG 'B' =
100.0%
1.06
-
HSG'C'=
0.0%
3.46
Assume good condition
HSG 'D' =
0.0%
1.91
Assume good condition
Cover Condition
SCS CN }
Comments
Assume 38% Impervious
Impervious
98
-
-
Open
61
Assume good condition
Height =
Wooded
55
Assume good condition
ft/ft
1/4 Ac. Resid. Lots
75 {
Assume 38% Impervious
0.045
H. PRE - DEVELOPMENT
A. Watershed Breakdown
Segment 2: Concentrated Flow
Contributing Area
SCS CN
Area [acres] 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
1.06
-
Offsite open
61
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
Height =
6.9
0.0139
sq.mi.
ft/ft
Composite SCS CN =
68.0
Manning's n =
0.045
% Impervious =
11.9%
0.013
Flow Area =
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
Height =
4.9
ft
Height =
25.9
Slope =
0.0490
ft/ft
Slope =
0.1423
Manning's n =
0.24
Dense Grasses
Paved ? =
No
P (2- year /24 -hour) =
3.48
inches (Wake County, NC)
Velocity =
6.09
Segment Time =
9.56
minutes
Segment Time =
0.50
f gment -3: Channel lylaw
o° ^men• e. Chan .el- law
Length =
117
ft
Length =
166
Height =
9.3
It
Height =
6.9
Slope =
0.0795
ft/ft
Slope =
0.0416
Manning's n =
0.045
Natural Channel
Manning's n =
0.013
Flow Area =
2.00
sf (Assume 2'x 1' Channel)
Flow Area =
1.77
Wetted Perimeter =
4.00
ft (Assume 2'x F Channel)
Wetted Perimeter =
4.71
Channel Velocity =
5.88
ft/sec
Channel Velocity =
12.16
Segment Time =
0.33
minutes
Segment Time =
0.23
ft
ft
ft/ft
ft/sec
minutes
ft
ft
ft/ft
Assume 18" RCP Culvert
sf (Assume 18" RCP)
ft (Assume 18" RCP)
ft/sec
minutes

NEW HILL PLACE HYDROLOGIC CALCULATIONS
KRG -11000 Pre- development - Subbasin #5- Offsite
I 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)
B. IHNATOLYA, PE
12/6/2011

NEW HILL PLACE
REACHES B. IHNATOLYA, PE
KRG -11000
12/6/2011
Ill, CHANNEL
REACH DATA
> Reach #1
Channel Flow
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/sec
Segment Time =
0.54
minutes
Reach #1 Total Time =
0.54
minutes
�_> 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
minutes
Reach #2 Total Time =
3.35
minutes
=> Reach #3
Channel Flow
Length =
1076
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
Segment Time =
4.00
minutes
Reach #3 Total Time =
4.00
minutes
Reach 94
Channel Flow
Length =
26
ft
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 =
0.07
minutes
Reach #4 Total Time =
0.07
minutes

NEW HILL PLACE
Length =
REACHES
RRG -11000
Height =
(_> Reach #5
ft
Channel Flow
0.0142
ft/ft
Length =
155
ft
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
f ✓sec
Segment Time =
0.46
minutes
I Reach #5 Total Thne =
0.46
minutes
_> Reach #6
Channel Flow
13 IHNATOLYA, PE
12/6/2011
Length =
241
ft
Height =
3.42
ft
Slope =
0.0142
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
20.00
sf (Assume 5'x 4' Channel)
Wetted Perimeter =
13.00
It (Assume 5' x 4' Channel)
Channel Velocity =
5.26
ft/sec
Segment Time =
0.76
minutes
Reach #6 Total Time =
0.76
minutes
1_> Reach #7
Channel Flow
Length =
302
ft
Height=
6.74
ft
Slope =
0.0223
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
12.00
sf (Assume Tx 3' Channel)
Wetted Perimeter =
10.00
ft (Assume 4'x Y Channel)
Channel Velocity =
5.59
ft/sec
Segment Time =
0.90
minutes
Reach #7 Total Time =
0.90
minutes
!_> Reach #8
Channel Flow
Length =
568
ft
Height =
13.92
ft
Slope =
0.0245
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
12.00
sf (Assume Tx Y Channel)
Wetted Perimeter =
10.00
ft (Assume Tx 3' Channel)
Channel Velocity =
5 85
ft/sec
Segment Time =
1.62
minutes
Reach #8 Total Time =
1.62
minutes
13 IHNATOLYA, PE
12/6/2011

NEW HILL PLACE
ft
4.8
REACHES
KRG -11000
ft/ft
0.045
Natural Channel
_> Reach #9
sf (Assume 4'x 4' Channel)
12.00
ft (Assume 4'x 4' Channel)
Channel Flow
ft/sec
Length =
692
ft
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
It (Assume 4' x 3' Channel)
Channel Velocity =
5.64
ft/sec
Segment Time =
2.05
minutes
Reach #9 Total Time =
2.05
minutes
_> Reach #10
Channel Flow
Length =
Height =
Slope =
Manning's n =
Flow Area=
Wetted Perimeter =
Channel Velocity =
Segment Time =
Reach #10 Total Time =
I_> Reach 911 1
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 =
Segment Time =
Channel Flow
Length =
Height =
Slope =
Manning's n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
Segment Time =
Reach #11 Total Time =
503
ft
4.8
ft
0.0095
ft/ft
0.045
Natural Channel
16.00
sf (Assume 4'x 4' Channel)
12.00
ft (Assume 4'x 4' Channel)
3.92
ft/sec
2.14 minutes
234 minutes
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
ft
8.89
ft
0.0223
ft/ft
0.045
Natural Channel
12.00
sf (Assume T x3' Channel)
10.00
ft (Assume Tx Y Channel)
5.59
ft/sec
139 minutes
960
ft
15.91
ft
0.0166
ft/ft
0.045
Natural Channel
16.00
sf (Assume 4'x 4' Channel)
12.00
ft (Assume 4'x 4' Channel)
5.16
ft/sec
3.10 minutes
7.83 minutes I
B. IHNATOLYA, PE
12/6/2011

NEW HILL PLACE REACHES
KRG -11000
=> Reach #12
ft
1.7
Channel Flow
0.0153
ft/ft
Length =
58
ft
Height =
1
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 =
Height =
Slope =
Manning's n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
Segment Time =
Reach #13 Total Time =
—Reach #14
Channel Flow
Length =
Height =
Slope =
Manning's n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
Segment Time =
Reach #14 Total Time =
_> Reach #15
Channel Flow
Length =
Height =
Slope =
Manning's n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
111
ft
1.7
ft
0.0153
ft/ft
0.045
Natural Channel
20.00
sf (Assume Y x 4' Channel)
13.00
ft (Assume 5'x T Channel)
5.46
ft/sec
0.34 minutes
0.34 minutes
263
ft
3.7
ft
0.0141
ft/ft
0.045
Natural Channel
20.00
sf (Assume 5' x 4' Channel)
13.00
ft (Assume Tx 4' Channel)
5.23
ft/sec
0.84
minutes
0.84
minutes
394
ft
4.59
ft
0.0116
ft/ft
0.045
Natural Channel
12.00
sf (Assume 4' x 3' Channel)
10.00
ft (Assume 4'x Y Channel)
4.04
fusee
Segment Time = 1.63 minutes
Reach #15 Total Time = 1.63 minutes
B. IHNATOLYA, PE
12/6/2011

NEW HILL PLACE
ft
20.77
REACHES
KRG -11000
ft/ft
0.045
Natural Channel
(_> Reach #16
sf (Assume Y x 2' Channel)
7.00
It (Assume Y x 2' Channel)
Channel Flow
ft/sec
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
It (Assume 4'x Y Channel)
Channel Velocity =
5.14
ft/sec
Segment Time =
2.51
minutes
Reach 06 Total Time =
2.SI
minutes 4
=> Reach #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 3' 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
_> Reach #18
Channel Flow
Length =
730
ft
Height =
10.65
ft
Slope =
0.01.46
Rift
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
Reach #18 Total Time =
2.51
minutes I
�= >Reach #19
Channel Flow
Length =
Height =
Slope =
Manning's n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
Segment Time =
Reach #19 Total Time =
608
ft
20.77
ft
0.0342
ft/ft
0.045
Natural Channel
6.00
sf (Assume Y x 2' Channel)
7.00
It (Assume Y x 2' Channel)
5.52
ft/sec
1.84 minutes
1.84 minutes
B. IHNATOLYA, PE
12/6/2011

NEW HILL PLACE
REACHES
KRG -11000
Reach #J. 0
Channel Flow
Length =
481
ft
Height =
25.6
ft
Slope =
0.0532
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 =
5.83
ft/sec
Segment Time =
1.38
minutes
Channel Flow
Length =
389
It
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
minutes
Reach #20 Total Time'--
2.62
minutes
_> Reach #21
Channel Flow
Length =
960
ft
Height =
15.91
ft
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
Reach #21 Total Time =
3.10
minutes
B. IHNATOLYA, PE
12/6/2011

POA al
P�OHA gFgCq
��II11 z
_ _ y
_ n
SUB01A T SU8018
J -3
GµA REq
0.� CH5
FMA
SUB01C ¢
JE SUB010
SUB01H SUB011
Scenario: Pre
MA #2
0.�OH'5 gFACH.'
0
4
SUB02A SUB02B
SUB02C- OFFSITE SUB02C- ONSITE
POA #3
0.FACH_t2 REACH -73
y _ _
SUB03A > SUB030
J -13
POA Nd
An
SUBOa
POA 05
9�
9Cy
0
SUB05 -0NSITF SU805-0FFSITE
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
KRG11000.ppc Center [08.11.01.51]
1218/2011 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
0.84
Label
Scenario
Return
1.10
728.000
Event
730.000
0.16
(years)
SUB01A
Pre 1 year
1
SUB01A
Pre 100 year
100
SUB01B
Pre 1 year
1
SU13O16
Pre 100 year
100
SU601C
Pre 1 year
1
SUB01C
Pre 100 year
100
SUB01D
Pre 1 year
1
SUB01D
Pre 100 year
100
SUBOlE
Pre 1 year
1
SUB01E
Pre 100 year
100
SUB01F
Pre 1 year
1
SUB01F
Pre 100 year
100
SUB01G
Pre 1 year
1
SUB01G
Pre 100 year
100
SUB01H
Pre 1 year
1
SUB01H
Pre 100 year
100
SUB01I
Pre 1 year
1
SUB01I
Pre 100 year
100
SUB02A
Pre 1 year
1
SUB02A
Pre 100 year
100
SUB02B
Pre 1 year
1
SUB02B
Pre 100 year
100
SUB02C- OFFSITE
Pre 1 year
1
SUB02C- OFFSITE
Pre 100 year
100
SUB03A
Pre 1 year
1
SUB03A
Pre 100 year
100
SUB03B
Pre 1 year
1
SUB03B
Pre 100 year
100
SUB03C
Pre 1 year
1
SUB03C
Pre 100 year
100
SUB03D
Pre 1 year
1
SUB03D
Pre 100 year
100
SUB03E- OFFSITE
Pre 1 year
1
SUB03E- OFFSITE
Pre 100 year
100
SUB04
Pre 1 year
1
SUB04
Pre 100 year
100
SUB05- ONSITE
Pre 1 year
1
SUB05- ONSITE
Pre 100 year
100
SUB02C- ONSITE
Pre 1 year
1
- SUBO2C�NS-ITE--
- Pre-t00 -yea
00-
SUB03E-ONSITE
Pre 1 year
1
SUB03E -ONSrM
Pre 100 year
100
SUB05- OFFSITE
Pre 1 year
1
SUB05- OFFSITE
Pre 100 year
100
Hydrograph
Volume
(ac -ft)
0.187
2.606
0.134
1.228
0.022
0.225
0.017
0.138
0.139
1.787
0.074
0.557
0.209
3.192
0.312
3.453
0.580
6.913
0.096
1.328
0.116
1.199
0.420
2.652
0.013
0.198
0.007
0.106
0.269
4.106
0.045
0.685
0.603
3.815
0.038
0.582
0.105
1.601
0.375
4-1--
0.111
1.704
0.421
2.883
Time to Peak Peak Flow
(min) (ft3 /s)
758.000
0.84
736.000
19.75
731.000
1.10
728.000
13.19
730.000
0.16
726.000
2.61
728.000
0.18
726.000
1.62
758.000
0.67
737.000
13.86
728.000
0.91
725.000
6.76
758.000
0.92
734.000
25.86
755.000
1.71
732.000
29.93
758.000
2.93
737.000
54.31
753.000
0.52
728.000
13.98
734.000
0.73
729.000
12.00
727.000
5.90
725.000
32.38
752.000
0.07
725.000
2.33
753.000
0.04
727.000
1.15
757.000
1.21
734.000
34.45
753.000
0.23
728.000
7.14
732.000
6.52
730.000
37.54
754.000
0.19
730.000
5.57
754.000
0.52
730.000
15.19
756.000
1.88
7 -34:000-
760.000
0.45
740.000
12.36
727.000
5.62
725.000
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)
(years)
(ac -ft)
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
3-3
Pre 1 year
1
1.351
757.000
6.79
J -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
J -9
Pre 1 year
1
0.892
755.000
4.64
J -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
- Pre - 100 -yea,
X00-
4. -482-
728 000-
50.32 -
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]
12/812011
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
J -10
J -10
Pre 100 year
Pre 1 year
Pre 100 year
Pre 1 year
Pre 100 year
Pre 1 year
Pre 100 year
Return
Hydrograph
Time to Peak
Peak Flow
Event
Volume
(min)
(ft3 /s)
(years)
(ac -ft)
100
0.138
726.000
1.62
1
0.714
734.000
6.61
100
5.516
733.000
48.40
1
0.421
727.000
5.62
100
2.883
725.000
35.50
1
0.375
756.000
1.88
100
4.821
734.000
39.62
Bentley Systems, Inc. aestad Methods Solution Bentley Pond Pack V8
KRG1 1000.ppc Center (08.11.01.51]
12/8/2011 27 Siemon Company Drive Suite 200 W Page 3 of 3
Watertown, CT 06795 USA [phone]

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DATE: 12-7-2011
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AREA 29.57
F112NAKE:
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T------
DESIGNED Iff-
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DRAWN BY.
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-------------- DATE:
-7-2011
------- ------- 12
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POST - DEVELOPMENT HYDROLOGY
CAL CULA TIONS
HOLLY SPRINGS TC
KRG -11010

HOLLY S GS TOWNE CENTER POST- DEVELOPME INPUT SUMMARY
KRG- 11011, Summary of Results
On -site Area [acres]
Sub -basin ID d
1/4 Ac
Open
Wooded
Impervious
Pond
Total
Open
`
Wooded j
IA
0.50
6.97
0.72
0.00
I 8.19
0.00
0.00
1B
0.22
2.73
0.00
0.00
I 2.95
0.00
0.00
1C €
0.17
0.47
0.00
0.00
0.64
0.00
0.00
1D
0.24
0.10
0.00
0.00
0.34
0.00
0.00 i
lE
0.26
7.54
0.12
0.00
7.92
0.00
0.00
1F -To SWMF 2
8.57
0.00
22.58
1.89
33.04
0.15
0.00 j
1F- Bypass
0.29
0.93
I
0.01
0.00
1.23
0.00
0.00
IG -To SWMF 8
3.67
1.92
1 3.03
0.28
I
I 8.90
0.02
0.00
1G- Bypass
0.34
1.02
0.00
0.00
1.36
0.00
0.00
1H -To SWMF 1
1.85
0.00
, 6.04
0.40
8.29
0.31
I 0.00
1 H- Bypass
1.09
5.84
0.01
0.00
6.94
0.00
0.00
I
1.41
2.14
0.00
0.00
3.55
0.00
0.00
2A
0.12
1.98
0.00
0.00
I 2.10
0.00
0.00
2B
0.51
3.54
I 0.00
0.00
4.05
0.00
0.00
2C -To SWMF 3
3.29
0.00
13.21
0.77
17.27
1.51
0.03
2C -To SWMF 4
3.02
0.19
4.60
0.47
8.28
0.00
0.00
2C- Bypass - Onsite
1.17
2.16
0.09
I
0.00
3.42
0.00
0.00
I
2C- Bypass - Offsite
0.00
0.00
0.00
0.00
0.00
2.23
0.31
3A
0.82
0.53
0.00
0.00
1.35
0.00
I 0.00
3B
0.13
0.05
0.00
0.00
0.18
0.00
0.00
3C -To SWMF 5
5.29
3.64
9.27
0.51
18.71
0.00
0.00
3C- Bypass
0.92
0.66
I
0.00
I
0.00
I 1.58
0.00
0.00
3D -To SWMF 6
5.04
0.69
8.68
0.60
15.01
1.11
0.00
3D- Bypass
0.76
0.56
0.00
0.00
1 1.32
0.00
0.00
3E- Bypass - Onsite
1.41
0.81
0.00
0.00
2.22
0.00
0.00
3E- Bypass - Offsite
0.00
0.00
0.00
0.00
0.00
3.84
1.07
5- Onsite
1.53
0.39
0.00
0.00
I 1.92
0.00
0.00
5- Offsite
0.00
0.00
0.00
0.00
0.00
3.79
I 1.25
Unanalyzed Site Area
0.71
6.57
0.48
0.00
7.76
0.00
0.00
Totals =
43.33
51.43
68.84
4.92
168.52
12.96
2.66
Off -site Area [acres]
1/4 Ac
1 .EN, PE
1/28/2015
Total Area Curve Time of
Pond I Total [acres] Number (min)
0.00 0.00 8.19 61 16.66
0.00 0.00 2.95 64 10.77
0.00 0.00 0.64 64 5.00
0.00 0.00 0.34 72 5.00
0.00 0.00 7.92 58 16.00
0.00 0.28 33.32 88 5.00
0.00 0.00 1.23 70 5.00
0.00 1.09 9.99 77 5.00
0.00 I 0.00 1.36 57 5.00
0.00 1.76 10.05 90 5.00
0.00 0.00 6.94 59 14.54
0.00 0.00 3.55 60 5.00
0.00 0.00 2.10 55 9.91
0.00 0.00 4.05 61 16.33
0.00 3.20 20.47 89 5.00
0.00 I 0.00 8.28 84 5.00
0.00 0.00 3.42 58 10.04
0.00 4.50 4.50 74 15.28
0.00 0.00 1.35 59 5.00
0.00 0.00 0.18 59 5.00
0.00 2.28 20.99 79 5.00
0.00 0.00 1.58 58 5.00
0.00 2.64 17.65 83 5.00
0.00 0.00 1.32 58 5.00
0.00 0.00 2.22 59 5.00
0.00 9.07 9.07 70 17.69
0.00 0.00 1.92 60 5.00
0.00 10.26 10.26 71 10.62
0.00 0.00 7.76 - -- - --
0.00 I 35A8 203.60
0.00 0.00 0.18 59 5.00
0.00 2.28 20.99 79 5.00
0.00 0.00 1.58 58 5.00
0.00 2.64 17.65 83 5.00
0.00 0.00 1.32 58 5.00
0.00 0.00 2.22 59 5.00
0.00 9.07 9.07 70 17.69
0.00 0.00 1.92 60 5.00
0.00 10.26 10.26 71 10.62
0.00 0.00 7.76 - -- - --
0.00 I 35A8 203.60

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 1A
I. SCS CURVE NUMBERS
HSG Impervious
A 98
B 98
Open Wooded
39 30
61 55
C
SCS CN
98
74 70
D
98
98
80 77
Onsite open
Assume.
HSG'A'=
0.0%
Onsite wooded
57
HSG B'=
92.3%
Onsite pond
100
HSG'C'=
0.0%
Offsite impervious
98
HSG D'=
7.7%
Offsite open
Cover Condition
SCS CN _
Comments-
impervious
57
98
Assume good condition
Offsite pond
Open
0.00
62
Total area =
Assume good condition
Wooded
57
0.0128
Assume good condition
11. POST - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
Onsite impervious
98
0.72
-
Onsite open
62
0.50
Assume good 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
Offsite pond
100
0.00
Total area =
8.19
acres
0.0128
sq.mi.
Composite SCS CN =
61
% Impervious =
8.8%
J. ALLEN, PE
8/21/2014

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin IA
B. Time of Concentration Information
** *Time ofconcentration is calculated using the SCS Segmental Approach (TR -SS)
Segment 1: Overland Flow
It
0.3
Length =
86
ft
Height =
2.68
ft
Slope =
0.0312
ft/ft
Manning's n =
0.36
Woods/Dense Grass /Imp.
P (2- year /24 -hour) =
3.48
inches (Wake County, NC)
Segment Time =
14.05
minutes
Segment 3: Channel Flow
Length =
Height =
Slope =
Manning's n =
Flow Area =
Wetted Perimeter =
Channel Velocity=
Segment Time =
41
It
0.3
ft
0.0073
ft/ft
0.013
RCP
1.77
sf (Assume 18" RCP)
4.71
ft (Assume 18" RCP)
5.10
ft/sec
0.13 minutes
Time of Concentration = 16.66
SCS Lag Time = 10.00
Time Increment = 2.90
Segment 2: Channel Flow
Length =
488
Height =
15.8
Slope =
0.0324
Manning's n =
0.012
Flow Area =
0.25
Wetted Perimeter=
1.50
Channel Velocity=
6.77
Segment Time =
1.20
Segment 4: Channel Flow
Length =
445
Height =
34.54
Slope =
0.0776
Manning's n =
0.045
Flow Area =
2.00
Wetted Perimeter=
4.00
Channel Velocity=
5.81
Segment Time = L28
minutes
minutes (SCS Lag = 0.6* Tc)
minutes (= 0.29 *SCS Lag)
J. ALLEN, PE
8/21/2014
ft
ft
ft/ft
Concrete Gutter
sf (Assume 0.5'x 1' Gutter)
ft (Assume 0.5'x 1' Gutter)
ft/sec
minutes
ft
ft
ft/ft
Natural Channel
sf (Assume 2'x 1' Channel)
ft (Assume 2'x 1' Channel)
ft/sec
minutes

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Subbasin 1B 8/21/2014
I. SCS CURVE 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%
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
Onsite impervious
Onsite open
Onsite wooded
Onsite pond
Offsite impervious
Offsite open
Offsite wooded
Offsite pond
SCS CN
Area [acres]
Comments
98
0.00
69
0.22
Assume good condition
64
2.73
Assume good condition
100
0.00
98
0.00
69
0.00
Assume good condition
64
0.00
Assume good condition
100
0.00
-
Total area =
Composite SCS CN =
% Impervious =
2.95 acres
0.0046 sq.mi.
64
0.0%

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).
J. ALLEN, PE
8/21/2014
Segment 1: Overland Flow
Segment 2: Concentrated Flow
Length =
100
ft
Length = 167.3 ft
Height =
11.1
ft
Height = 31.7 ft
Slope =
0.1110
ft/ft
Slope = 0.1895 ft/ft
Manning's n =
0.40
Woods - Light Underbrush
Paved ? = No
P (2- year /24 -hour) =
3.48
inches (Wake County, NC)
Velocity = 7.02 ft/sec
Segment Time =
10.37
minutes
Segment Time = 0.40 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 J. ALLEN, PE
KRG -11010 Subbasin IC 8/21/2014
I. SCS CURVE 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%
HSG'B' =
65.6%
HSG'C' =
0.0%
HSG'D' =
34.4%
Cover Condition SCS CN Comments
Impervious 98 -
Open 68 Assume good condition
Wooded 63 Assume good condition
II. POST - DEVELOPMENT
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious
98
0.00
-
Onsite open
68
0.17
Assume good condition
Onsite wooded
63
0.47
Assume good condition
Onsite pond
100
0.00
-
Offsite impervious
98
0.00
-
Offsite open
68
0.00
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%

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Subbasin IC 8/21/2014
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 J. ALLEN, PE
KRG -11010 Subbasin 1D 8/21/2014
I. SCS CURVE 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%
HSG'B' =
38.2%
HSG'C'=
0.0%
HSG'D' =
61.8%
Cover Condition SCS CN Comments
Impervious 98 —
Open 73 Assume good condition
Wooded 69 Assume good condition
I1. POST - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
Onsite impervious
Onsite open
Onsite wooded
Onsite pond
Offsite impervious
Offsite open
Offsite wooded
Offsite pond
SCS CN Area [acres] 3 Comments
98 0.00 -
73
0.24
Assume good condition
_
69
0.10
Assume good condition
100
0.00
-
98
0.00
-
73
0.00
Assume good condition
69
0.00
Assume good condition
100
0.00
-
Total area =
Composite SCS CN =
% Impervious =
0.34 acres
0.0005 sq.mi.
72
0.0%

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Subbasin ID 8/21/2014
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 1E
L SCS CURVE NUMBERS
HSG
SCS CN
Impervious
Open Wooded
A —
--
98
39 30
B
62
98
61 55
C
57
98
74 70
D
100
98
80 77
Offsite impervious
98
0.00
Assume.
HSG'A'=
0.0%
0.00
Assume good condition
HSG'B'=
92.3%
0.00
Assume good condition
HSG'C' =
0.0%
0.00
HSG'D' =
7.7%
acres
Cover Condition
0.0124
SCS CN
Comments
Impervious
58
98
-
Open
1.5%
62
Assume good condition
Wooded
57
Assume good condition
11. POST - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area jacresl
Comments
Onsite impervious
98
0.12
Onsite open
62
0.26
Assume good condition
Onsite wooded
57
7.54
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
Offsite pond
100
0.00
Total area =
7.92
acres
0.0124
sq.mi.
Composite SCS CN =
58
% Impervious =
1.5%
J. ALLEN, PE
8/21/2014

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin IE
B. Time of Concentration Information
** *Time ofconcentration is calculated using the SCSSegmental Approach (TR -55)
Segment 1: Overland Flow
Length =
218 It
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
Plow Area =
2.00
sf (Assume 2'x 1' Channel)
Wetted Perimeter =
4.00
It (Assume 2'x 1' Channel)
Channel Velocity =
4.91
ft/sec
Segment Time =
1.91
minutes
Time of Concentration = 16.00
SCS Lag Time = 9.60
Time Increment = 2.78
Segment 2: Concentrated Flow
Length =
218 It
Height =
25.8 ft
Slope =
0.1183 ft/ft
Paved ? =
No
Velocity =
5.55 ft/sec
Segment Time =
0.65 minutes
minutes
minutes (SCS Lag = 0.6* Tc)
minutes (= 0.29 *SCS Lag)
J. ALLEN, PE
8/21/2014

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin IF-To SWMF 2
I. SCS CURVE 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%
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
II. POST - DEVELOPMENT Im
A. Watershed Breakdown
Contributing Area
Onsite impervious
Onsite open
SCS CN
98
61
Area [acresi
22.58
8.57
Comments
Assume good condition i
Onsite wooded
Onsite pond
55
100
0.00
1.89
Assume good condition
-
Offsite impervious
98
0.13
_
Offsite open
61
0.15
Assume good condition
Offsite wooded
55
0.00
Assume good condition
Offsite pond
100
0.00
-
Total area =
33.32 acres
0.0521 sq.mi.
Composite SCS CN =
88
% Impervious =
68.2%
J. ALLEN, PE
8/21/2014

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin IF -To SWMF2
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)
J. ALLEN, PE
8/21/2014

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 1F- Bypass
I. SCS CURVE NUMBERS
SCS CN
Area [acres]
Comments
HSG
98
Impervious
Open Wooded
A
73
98
39 30
B
69
98
61 55
C
100
98
74 70
D
98
98
80 77
Assume:
HSG'A' =
0.0%
Assume good condition
Offsite wooded
HSG'B' =
35.8%
Assume good condition
Offsite pond
Total area =
Composite SCS CN =
HSG'C' =
0.0%
-
HSG'D'=
64.2%
Cover Condition
SCS CN
Comments
Impervious
98
-
en
73
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
Offsite pond
Total area =
Composite SCS CN =
100
1.23
0.0019
70
0.00
acres
sq.mi.
-
% Impervious = 0.8%
J. ALLEN, PE
8/21/2014

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin IF- Bypass
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)
J. ALLEN, PE
8/21/2014

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Subbasin I G -To SWMF 8 8/21/2014
I. SCS CURVE NUMBERS -3m
HSG
Impervious
98
Open
39
Wooded
30
A
B
98
61
55
C
98
74
70
D
98
80
77
Assume: HSG'A' =
0.0%
HSG'B'=
93.9%
HSG'C' =
0.0%
HSG'D' =
6.0%
Cover Condition
SCS CN Comments
Impervious
98 -
Open
62 Assume good condition
Wooded
56 Assume good condition
II. POST - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
Onsite impervious
98
3.03
62
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 -
_
i Offsite open
62
0.02 Assume good condition
Offsite wooded
56
0.00 Assume good condition
Offsite pond
100
0.00 -
Total area =
9.99 acres
0.0156 sq.mi.
Composite SCS CN =
77
% Impervious =
41.0%

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 1 G -To SWMF 8
B. Time of Concentration Information
Time of concentration was conservatively assumed to be 5 minutes.
of Concentration = 5.00
SCS Lag Time = 3.00
0.0500
Time Increment = 0.87
minutes
minutes (SCS Rag = 0.6* Tc)
hours
minutes (= 0.29 *SCS Lag)
J. ALLEN, PE
8/21/2014

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Subbasin IG- Bypass 8/21/2014
I. SCS CURVE 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%
HSG'B' =
97.8%
HSG'C' =
0.0%
HSG'D' =
2.2%
Cover Condition SCS CN Comments
Impervious 98
Open 61 Assume good condition
Wooded 55 Assume good condition
I1. POST - DEVELOPMENT
A. Watershed Breakdown
Contributing Area SCS CN Area [acres]
Onsite impervious
98
0.00
Onsite open
61
0.34
Onsite wooded
55
1.02
Onsite pond
100
0.00
Offsite impervious
98
0.00
_
Offsite open
61
0.00
Offsite wooded
55
0.00
Offsite pond
100
0.00
Total area = 1.36 acres
0.0021 sq.mi.
Composite SCS CN = 57
% Impervious = 0.0%
Comments
-
Assume good condition
Assume good condition
;-»Nuuic yuuu wuuiuUu
Assume good condition

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin I G- Bypass
B. Time of Concentration Information
Time of concentration was conservatively assumed to be S minutes.
Time of Concentration = 5.00
SCS Lag Time = 3.00
0.0500
Time Increment = 0.87
minutes
minutes (SCS Lag = 0.6* Tc)
hours
minutes (= 0.29 *SCS Lag)
J. ALLEN, PE
8/21/2014

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Subbasin IH -TO SWMF 1 8/21/2014
I. SCS CURVE NUMBERS
HSG
G x
Impervious
Open
Wooded
A
61
98
39
30
B
Assume good condition
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 98 -
_ Open 61 Assume good condition
Wooded 55 Assume good condition
II. POST - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
Onsite impervious
Onsite
Onsite wooded
Onsite pond
Offsite impervious
Offsite open
Offsite wooded _
Offsite pond
SCS CN Area jacresl Comments
98
61
6.04
1.85
-
Assume good condition
55
100
98
0.00
0.40
1.45
Assume good condition_
61
0.31
Assume good condition
55
0.00
Assume good condition
100
0.00
-
Total area = 1
10.05 a

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin IH -TO SWMF 1
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)
J. ALLEN, PE
8/21/2014

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Subbasin 1H- Bypass 8/21/2014
I. SCS CURVE 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%
HSG'B'=
84.6%
HSG'C' =
0.0%
HSG'D'=
15.4%
Cover Condition SCS CN Comments
_ Impervious 98 -
Open 64 Assume good condition
Wooded 58 Assume good condition
11. POST - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
O_nsite impervious
Onsite oven
Onsite wooded
Onsite pond
Offsite impervious
Offsite open
Offsite wooded
Offsite pond
SCS CN Area [acres] Comments
98
0.01
64
1.09
Assume good condition
58
5.84
Assume good condition
100
0.00 —
98 -
0.00
64
0.00
Assume good condition
58
0.00
Assume good condition
100
0.00
-
Total area =
Composite SCS CN =
% Impervious =
6.94 acres
0.0108 sq.mi.
59
0.1%

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
It
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
It
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
8/21/2014

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Subbasin 11 8/21/2014
1. SCS CURVE NUMBERS
HSG
— — C. _
D
Impervious
Open
Wooded
T
98
39
30
98
61
55
98
74
70
98
80
77
Assume: HSG'A' =
0.0%
98
HSG'B' =
89.0%
1.41
HSG'C' =
0.0%
100
HSG'D' =
11.0%
0.00
Cover Condition
Comments
SCS CN
Impervious
98
-
Open
63
Assume good condition
Wooded
57
Assume good condition
II. POST - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
O_ nsite impervious
Onsite onen
Onsite wooded
Onsite pond
Offsite impervious
Offsite open
Offsite wooded
Offsite pond
SCS CN
Area jacresi
98
0.00
63
1.41
57
2.14
100
0.00
98
0.00
Comments
Assume good condition
63 0.00 Assume good condition
57 0.00 Assume good condition
100 0.00
Total area = 3.55 acres
0.0055 sq.mi.
Composite SCS CN = 60
% Impervious = 0.0%

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 11
B. Time of Concentration Information
Time of concentration was conservatively assumed to be 5 minutes.
Time of Concentrati on = 5.00
SCS Lag Time = 3.00
0.0500
Time Increment= 0.87
minutes
minutes (SCS Lag = 0.6* Tc)
hours
minutes (= 0.29 *SCS Lag)
J. ALLEN, PE
8/21/2014

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Subbasin 2A 8/21/2014
I. SCS CURVE NUMBERS
HSG
Comments
-
Impervious
-
Open
Wooded
A
0.00
-
98
39
30
B
Assume good condition
98
61
55
C
Onsite pond
98
74
70
D
98
98
80
77
61
Assume.
HSG'A' =
0.0%
55
0.00
Assume good condition
HSG'B' =
100.0%
0.00
-
Total area =
HSG'C'=
0.0%
0.0033
HSG'D'=
0.0%
Composite SCS CN =
55
Cover Condition SCS CN
Impervious 98
Comments
-
Open 61
Assume ood condition_
Wooded 55
Assume good condition
II. POST - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
Onsiteimpervious
98
0.00
-
Onsite open
61
0.12
Assume good condition
Onsite wooded
55
1.98
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 =
2.10
acres
0.0033
sq.mi.
Composite SCS CN =
55
% Impervious =
0.0%

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 1: Overland Flow
Length =
Height =
Slope =
Manning's n =
P (2- year /24 -hour) =
Segment Time =
100
It
13.2
ft
0.1320
ft/ft
0.40
Woods - Light Underbrush
3.48
inches (Wake County, NC)
9.68
minutes
Time of Concentration = 9.91
7.56
SCS Lag Time = 5.95
Time Increment = 1.72
Segment 2: Concentrated Flow
Length =
105.7
ft
Height =
23.2
It
Slope =
0.2195
ft/ft
Paved ? =
No
Velocity=
7.56
fVsec
Segment Time = 0.23 minutes
nunutes
minutes (SCS Lag = 0.6* Tc)
minutes (= 0.29 *SCS Lag)
J. ALLEN, PE
8/21/2014

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Subbasin 2B 8/21/2014
I. SCS CURVE 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%
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
II. POST - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
Onsite impervious
98
0.00
Onsite open
65
0.51
Assume good condition
Onsite wooded
60
3.54
Assume good condition
Onsite pond
100
0.00
-
Offsite impervious
98
0.00
Offsite open
65
0.00
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%

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
Segment 2: Concentrated Flow
Length =
100
ft
Length = 350 It
Height =
4.2
ft
Height = 43.1 ft
Slope =
0.0420
ft/ft
Slope = 0.1231 ft/ft
Manning's n =
0.40
Woods - Light Underbrush
Paved ? = No
P (2- year /24 -hour) =
3.48
inches (Wake County, NC)
Velocity = 5.66 ft/sec
Segment Time =
15.30
minutes
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 (= 0.29 *SCS Lag)
J. ALLEN, PE
8/21/2014

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY
KRG -11010
Subbasin 2C -To SWMF 3
I. SCS CURVE NUMBERS
HSG
Impervious
Open Wooded '4 Ac. Resid Lots
A
98
39 3-0 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
Comments
SCS CN
Impervious
98
-
Open _
61
Assume good condition
Wooded
55
Assume good condition
1/4 Ac. Resid. Lots
75
Assume 38% Impervious
H. POST - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres] Comments
Onsite impervious
98
13.21 -
Onsite 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
Offsitc wooded
55
0.03 Assume good condition
Offsite 1/4 Ac Resid. Lots
75
0.20 Assume 38% Impervious
Offsite pond
100
0.00 -
Total area =
Composite SCS CN =
% Impervious =
20.47 acres
0.0320 sq.mi.
89
72.0%
J. ALLEN, PE
8/21/2014

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 2C -To SWMF 3
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)
J. ALLEN, PE
8/21/2014

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010
Subbasin 2C -To SWMF 4 8/21/2014
I. SCS CURVE NUMBERS
3.02
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%
62
HSG'B' = 97.3%
Assume good condition
HSG'C' = 0.0%
0.00
HSG'D' = 2.7%
-
Cover Condition SCS CN
Comments
Impervious 98
Open 62
Assume good condition
Wooded 56
Assume good condition
II. POST - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
Onsite impervious
Onsite open
Onsite wooded
Onsite pond
Offsite impervious
Offsite open
Offsite wooded
Offsite pond
SCS CN Area [acres] Comments
I
98
4.60
62
3.02
Assume good condition_
56
0.19
Assume good condition
100
0.47
-
98
0.00
-
62
0.00
Assume good condition
56
0.00
Assume good condition
-
100 0.00
Total area = 8.28 acres
0.0129 sq.mi.
Composite SCS CN = 84
% Impervious = 55.6%

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 2C -To SWMF 4
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)
J. ALLEN, PE
8/21/2014

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY
KRG -11010 5ubbasin 2C- Bypass - Onsite
1. SCS CURVE Ntfmff3L12S'`
HSG
A
B
C
D
Assume:
HSG'A' =
HSG'B' =
HSG'C' =
HSG'D' =
Cover Condition
Impervious
Open
Wooded
IL POST - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
Onsite impervious
Onsite open
Onsite wooded
Onsite pond
Offsite impervious
Offsite open
Offsite wooded
Offsite pond
Total area =
Composite SCS CN =
% Impervious =
Impervious
98
98
98
98
0.0%
64.6%
0.0%
35.4%
SCS CN
98
68
63
SCS CN
98
61
55
100
98
61
55
100
3.42
0.0053
58
2.6%
Open Wooded 1/4 Ac. Resid Lots
39 30 61
61 55 75
74 70 83
80 77 87
Comments
Assume good condition
Assume good condition
Area [acres]
0.09 1
1.17
2.16
0.00
0.00
0.00
0.00
0.00
acres
sq.mi.
Comments
Assume good condition
Assume good condition
Assume good condition
Assume good condition
J. ALLEN, PE
8/21/2014

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
J. ALLEN, PE
KRG -11010
Subbasin 2C- Bypass - Onsite
8/21/2014
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 = 24
ft
Height =
16.7 ft
Height = 4.4
ft
Slope =
0.1670 ft/ft
Slope = 0.1833
ft/ft
Manning's n =
0.38 Woods /Dense Grasses
Paved ? = No
P (2- year /24 -hour) =
3.48 inches (Wake County, NC)
Velocity = 6.91
ft/sec
Segment Time =
8.46 minutes
Segment Time = 0.06
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
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 J. ALLEN, PE
KRG -11010 Subbasin 2C- Bypass - Offsite 8/21/2014
I. SCS CURVE NUMBERS
HSG
Impervious
Open Wooded
1/4 Ac. Resid Lots
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%
1.38
HSG B' =
100.0%
_
2.23
Assume good condition
HSG'C'=
0.0%
0.31
Assume good condition
HSG T)'=
0.0%
0.58
Assume 38% Impervious
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
IL POST - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
Onsite impervious
1 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
1.38
Offsite open
61 _
_
2.23
Assume good condition
Offsite wooded
55
0.31
Assume good condition
Offsite 1/4 Ac Resid. Lots
75
0.58
Assume 38% Impervious
Offsite pond
100
0.00
-
Total area =
Composite SCS CN =
% Impervious =
4.50 acres
0.0070 sq.mi.
74
35.6%

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 2C- Bypass - Offsite
B. Time of Concentration Information
** *Time ofconcentration 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 Tx 1' Channel)
Wetted Perimeter =
4.00
ft (Assume 2'x P Channel)
Channel Velocity =
4.09
ft/sec
Segment Time =
2.05
minutes
Segment 2: Concentrated Flow
J. ALLEN, PE
8/21/2014
Length =
77
ft
Height =
18.2
R
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
ft
Length =
53
R
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 J. ALLEN, PE
KRG -11010 Subbasin 3A 8/21/2014
I. SCS CURVE 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%
HSG'B' = 100.0%
HSG'C'= 0.0%
HSG'D' = 0.0%
Cover Condition SCS CN Comments
Im ervious 98 -
Open 61 Assume good condition
Wooded 55 Assume good condition
II. POST - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
Onsite impervious
SCS CN
98
Area [acres]
0.00
Comments
Onsite open
61
0.82
Assume good condition
Onsite wooded
55
0.53
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 =
1.35 acres
0.0021 sq.mi.
Composite SCS CN =
59
% Impervious =
0.0%

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 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
8/21/2014

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 3B
I. SCS CURVE NUMBERS
HSG
0.00
0.13
0.05
Impervious
Open
Wooded
A
98
98
39
30
B
Assume good condition
98
61
55
C
0.00
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 _ _ _ 98
Open �61
Wooded 55
II. POST - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
Onsite impervious
Onsite open
Onsite wooded
Onsite pond
Offsite impervious
Offsite open
Offsite wooded
Offsite pond
Total area =
Composite SCS CN =
% Impervious =
Assume good condition
Assume good condition
SCS CN Area jacresl Comments
98
61
55
0.00
0.13
0.05
Assume good condition
Assume good condition
100
0.00
-
98
0.00
-
61
0.00
Assume good condition
55
0.00
Assume good condition
100
0.00
-
0.18 acres
0.0003 sq.mi
59
0.0%
J. ALLEN, PE
8/21/2014

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 3B
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)
J. ALLEN, PE
8/21/2014

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Subbasin 3C -To SWMF 5 11/21/2014
I. SCS CURVE NUMBERS
Assume:
HSG
Impervious
Open
Wooded 1/4 Ac. Resid Lots
A
98
39
30 61
B
98
61
55 75
C
98
74
70 83
D
98
80
77 87
HSG'A'=
0.0%
HSG'B' =
100.0%
HSG'C'=
0.0%
HSG'D'=
0.0%
Cover Condition
SCS CN
Comments
Impervious
98
98
Open
61
Assume good condition
Wooded
55
Assume good condition
1/4 Ac. Resid: Lots
75
Assume 38% Impervious
IL POST - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
Onsite impervious
98
9.27
-
Onsite open
61
5.29
Assume good condition
Onsite wooded
55
3.64
Assume good condition
Onsite pond 100
0.51
-
Offsite impervious 98
0.00
-
Offsite open 61
Offsite wooded 55
0.00
Assume good condition
0.00
Assume good condition
Offsite 1/4 Ac Resid. Lots 75
2.28
Assume 38% Im ervious
Offsite pond 100
0.00
-
Total area =
20.99 acres
0.0328 sq.mi.
Composite SCS CN =
79
% Impervious=
48.3%

HOLLY SPRINGS TOWN CENTER POST- DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Subbasin 3C -To SWMF 5 11/21/2014
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 J. ALLEN, PE
KRG -11010 Subbasin 3C- Bypass 11/21/2014
I. SCS CURVE NUMBERS
Assume:
HSG
Impervious
Open
wooded
A
98
39
30
B
98
61
55
C
98
74
70
D
98
80
77
Cover Co
Imp_ ery
Ope
Woo
11. POST- DEI'ELOPMENT
A. Watershed Breakdown
HSG'A'=
0.0%
HSG'B' =
100.0%
HSG'C'=
0.0%
HSG'D' =
0.0%
ndition S
SCS CN C
Comments
ious 9
98 -
-
n 6
61 A
Assume good condition
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.00 -
Onsite open 61 0.92 Assume good condition
Onsite wooded 55 0.66 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 =
Composite SCS CN =
% Impervious =
1.58 acres
0.0025 sq.mi.
58
0.0%
Total area =
Composite SCS CN =
% Impervious =
1.58 acres
0.0025 sq.mi.
58
0.0%

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Subbasin 3C- Bypass 11/21/2014
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 3D -To SWMF 6
I. SCS CURVE NUMBERS
98
Onsite open
q
61
HSG
55
Impervious
Open Wooded
A
98
98
39 30
B
55
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
_
98
_
Open
61
Assume good condition
Wooded
55
Assume good condition
II. POST - DEVELOPMENT
A. Watershed Breakdown
Contributing Area SCS CN
Onsite impervious
98
Onsite open
q
61
Onsite wooded
55
Onsite pond
__100
Offsite impervious
98
_ Offsite open
61
Offsite wooded
55
Offsite pond
100
Total area = 17.65
0.0276
Composite SCS CN = 83
% Impervious = 57.8%
Area [acres]
8.68 _
5.04 Assume good condition
0.69 Assume good condition _
0.60 -
1.53 -
' ' ' Assume good condition _
Assume good condition
Comments
0.00
acres
sq.mi.
J. ALLEN, PE
1/28/2015

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 3D -To SWMF 6
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)
J. ALLEN, PE
1/28/2015

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 3D- Bypass
L SCS CURVE NUMBERS A�"
HSG
A
Impervious
Open
Wooded
30
98
39
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
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
0.76 Assume good condition
Onsite wooded
55
0.56 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 =
1.32
acres
0.0021
sq.mi.
Composite SCS CN =
58
% Impervious =
0.0%
J. ALLEN, PE
11/21/2014

HOLLY SPRINGS ToWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 3D- Bypass
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)
J. ALLEN, PE
11/21/2014

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Subbasin 3E- Bypass - Onsite 11/21/2014
I. SCS CURVE NUMBERS
Assume:
HSG
Impervious
Open
Wooded 1/4 Ac. Resid Lots
A
98
39
30 61
B
98
61
55 75
C
98
74
70 83
D
98
80
77 87
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
IL POST - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
Onsite impervious
98
0.00
-
Onsite open 61
1.41
Assume good condition
Onsite wooded 55
0.81
Assume good condition
Onsite pond 100
Offsite impervious 98
Offsite open 61
0.00
Assume good condition
Assume good condition
0.00
0.00
0.00
Offsite wooded
55
100
_
Offsite pond
0.00
-
Total area = 2.22 acres
0.0035 sq.mi.
Composite SCS CN = 59
% Impervious = 0.0%

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
Time Increment= 0.87
minutes (= 0.29 *SCS Lag)
J. ALLEN, PE
11/21/2014

HOLLY SPRINGS TOWNE CENTER
POST- DEVELOPMENT INPUT SUMMARY J. ALLEN. PE
KRG -11010
Comments
Subbasin 3E- Bypass- Offsite 8/21/2014
I. SCS CURVE NUMBERS
0.00
-
HSG
- ,
impervious
-
O en p Wooded 1/4 Ac. Resid Lots
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%
61
HSG 'B'=
100.0%
Offsite wooded
HSG'C'=
0.0%
Assume good condition
HSG D' =
0.0%
2.78
Cover Condition
SCS CN
Comments
Impervious _�
98
Total area =
Open
61
Assume good condition
Wooded
55
Assume good condition
1/4 Ac. Resid. Lots
75
Assume 38% Impervious
IL POST- DEVELORI7ENT
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
1.38
Offsite open
61
3.84
Assume good condition
Offsite wooded
55
1.07
Assume good condition
_
Offsite 1/4 Ac Resid. Lots
75
2.78
Assume 38% Impervious
Offsite pond
100
0.00
-
Total area =
9.07
acres
0.0142
sq.mi.
Composite SCS CN =
70
% Impervious = 26.9%

HOLLY SPRINGS TOWNE CENTER
POST- DEVELOPMENT INPUT SUMMARY
1. ALLEN, PE
KRG -11010
Subbasin 3E- Bypass- Offsite
8/21/2014
B. Time of Concentration Information
** *Time ofconcentration is calculated using the
SCS Segmental Approach (TR -55).
Segment 1: Overland Flow
Segment 2: Concentrated Flow
Length =
100
ft
Length =
229
ft
Height =
6.3
ft
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/sec
Segment Time =
13.01
minutes
Segment Time =
0.70
minutes
Segment 3: Channel Flow
Segment 4: Channel Flow
Length =
253
ft
Length =
367
ft
Height =
14.7
ft
Height =
2.2
It
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 =
5.00
sf (Assume 5'x 1' Channel)
Wetted Perimeter =
4.00
ft (Assume 2'x 1' Channel)
Wetted Perimeter =
7.00
ft (Assume 5'x 1' Channel)
Channel Velocity =
5.03
ft /sec
Channel Velocity =
2.05
ft/sec
Segment Time =
0.84
minutes
Segment Time =
2.99
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
ft (Assume 18" RCP)
Channel Velocity =
18.52
ft /sec
Segment Time =
0.15
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 J. ALLEN, PE
KRG -11010 Subbasin 5- Onsite 11/25/2014
L SCS CURVE NUMBERS
Assume:
HSG
Impervious
Open
Wooded
1/4 Ac. Resid Lots
A
98
39
30
61
B
C
98
61
74
55
70
75
83 _
98
D
98
80
77
87
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
IL POST - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
0.00
1.53
Comments
Assume good condition
Onsite impervious
98
Onsite open
61
Onsite wooded
Onsite pond
Offsite impervious
_ 55
100
98
0.39
0.00 _
0.00
Assume good condition
-
Offsite open
61
Assume good condition
Offsite wooded e
55
0.00
Assume good condition
Offsite 1/4 Ac Resid. Lots
75
0.00
Assume 38 % Impervious
Offsitc pond
100
0.00
-
Total area =
Composite SCS CN =
% Impervious =
1.92 acres
0.0030 sq.mi.
60
19.9%

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY
KRG -11010 Subbasin 5- 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
Time Increment = 0.87
minutes (= 0.29 *SCS Lag)
J. ALLEN, PE
11/25/2014

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Subbasin 5- Offsite 11/21/2014
I. SCS CURVE NUMBERS
Assume:
A 98
B 98
C 98
D 98
HSG'A'= 0.0%
HSG'B'= 100.0%
HSG'C'= 0.0%
HSG'D'= 0.0%
'pen
Wooded
1/4 Ac. Resid Lots
39
30
61
61
55
75
74
70
83
80
77
87
Cover Condition
SCS CN
Comments
Impervious
98
0.00
Open
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
Area [acres]
Onsite impervious
98
0.00
Onsite open
61
0.00
Onsite wooded
55
0.00
Onsite pond
100
0.00
Offsite impervious
98
1.65
Offsite open
61
4.58
Offsite wooded
55
1.25_
Fsite 1/4 Ac Resid. Lots
75
3.57_
Offsite pond
Total area =
Composite SCS CN =
% Impervious =
100
11.05
0.0173
70
27.2%
0.00
acres
sq.mi.
Comments
Assume good condition
Assume good condition
Assume good condition
Assume good condition
Assume 38% Impervious

HOLLY SPRINGS TOWNE CENTER
POST - DEVELOPMENT INPUT SUMMARY
J. ALLEN, PE
KRG -11010
Subbasin 5- Offsite
11/21/2014
B. Time of Concentration Information
* * *Time of concentration is calculated using the
SCS Segmental Approach (TR -55).
Segment I: Overland Flow
Segment 2: Concentrated Flow
Length =
100
ft
Length =
182
ft
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: Channel Flow
Length =
117
ft
Length =
166
ft
Height =
9.3
ft
Height =
6.9
ft
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 1' Channel)
Wetted Perimeter =
4.71
ft (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
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)

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
Y-RG -11010 Reach Data 8/21/2014
111. CHANNEL REACH DATA
=> Reach 0- Subbasin #IB
Channel Flow
Length =
Height =
Slope =
Manning's n =
Flow Area =
Wetted Perimeter=
Channel Velocity =
Segment Time =
I Reach #1 Total Time =
I => Reach #24unction #3 -P0A #1
Channel Flow
Length =
Height =
Slope=
Manning's n=
Flow Area =
Wetted Perimeter=
Channel Velocity =
Segment Time =
Channel Flow
Length =
Height =
Slope =
Manning's n =
Flow Area =
Wetted Perimeter=
Channel Velocity =
Segment Time =
Reach #2 Total Time =
=> Reach #9- Junc6ni #6 - Junction #3
Channel Flow
Length =
Height =
Slope =
Manning's n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
Segment Time =
Reach #3 Total Time =
I- Reach #4- Subbasin WE
Channel Flow
Length =
Height =
Slope=
Manning's n=
Flow Area=
Wetted Perimeter =
Channel Velocity =
Segment Time =
I Reach #4 Total Time =
704
5.7
0.0081
0.045
20.00
13.00
3.97
2.96
2.96
212
4
0.0189
0.013
28.27
18.85
20.63
0.17
771
8.6
0.0112
0.045
20.00
13.00
4.66
2.76
2.93
123
1.9
0.0154
0.045
20.00
13.00
5.48
0.37
0.37
302
6.9
0.0228
0.045
12.00
10.00
5.65
0.89
0.89
ft
ft
ft/ft
Natural Channel
sf (Assume 5' x 4' Channel)
ft (Assume 5' x 4' Channel)
ft/sec
minutes
minutes 1
I
R
ft
ft/ft
Assume 72" RCP Culvert
sf (Assume 72" RCP)
R (Assume 72" RCP)
ft/sec
minutes
ft
ft
ft/ft
Natural Channel
sf (Assume 5' x 4' Channel)
R (Assume Y x 4' Channel)
ft/sec
minutes
minutes I
ft
ft
Wit
Natural Channel
sf (Assume Tx 4' Channel)
ft (Assume 5'x 4' Channel)
ft/see
minutes
minutes
ft
ft
ft/ft
Natural Channel
sf (Assume 4'x 3' Channel)
ft (Assume 4'x 3' Channel)
ft/sce
minutes
minutes

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Reach Data 8/21/2014
�_> Reach #5- Subbasin #1F -To SWMF2
Channel Flow
Length =
Height =
Slope =
Manning's n =
Flow Area =
Wetted Perimeter=
Channel Velocity =
Segment Time =
Length =
Height =
Slope =
Manning's n =
Flow Area =
Wetted Perimeter=
Channel Velocity =
Segment Time =
Reach #5 Total Time =
-Reach #6- Subbasin #IG -To SWMF8
Channel Flow
Length =
Height =
Slope =
Manning's n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
Segment Time =
Reach #6 Total Time =
_> Reach #7- Junction #9 - Junction #6
Channel Flow
Length =
Height =
Slope=
Manning's n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
Segment Time =
Reach #7 Total Time =
Reach #8- Subbasin #IR - -To SWMF1
Channel Flow
Length =
Height =
Slope =
Mammng's n =
Flow Area =
Wetted Perimeter=
Channel Velocity =
Segment Time =
Channel Flow
Length
Height
Slope
Manning's n
Flow Area
Wetted Perimeter
Channel Velocity
123
1.3
0.0106
0.045
2.00
4.00
2.14
0.96
282
6.8
0.0241
0.045
12.00
10.00
5.81
0.81
1.77
108
4.2
0.0389
0.045
2.00
4.00
4.11
0.44
0.44
691
15.74
0.0228
0.045
12.00
10.00
5.64
2.04
2.04
105
9.3
0.0886
0.045
2.00
4.00
6.21
a28
74
3.06
0.0414
0.045
4.00
6.00
5.14
ft
ft
Wit
Natural Channel
sf (Assume 2'x l' Channel)
ft (Assume 2'x l' Channel)
ft/sec
minutes
ft
ft
tuft
Natural Channel
sf (Assume 4'x 3' Channel)
R (Assume 4'x 3' Channel)
Wsec
minutes
minutes I
ft
ft
fdft
Natural Channel
sf (Assume 2'x P Channel)
R (Assume 2'x l' Channel)
ft/sec
minutes
minutes I
ft
ft
tuft
Natural Channel
sf (Assume 4'x 3' Channel)
ft (Assume 4'x 3' Channel)
ft/sec
minutes
minutes I
ft
It
tuft
Natural Channel
sf (Assume 2' x 1' Channel)
ft (Assume 2'x 1' Channel)
ft/sec
minutes
ft
ft
ft/ft
Natural Channel
sf (Assume 2'x 2' Channel)
R (Assume 2'x 2' Channel)
ft/sec
Segment Time= 0.24 minutes
Reach #8 Total Time = 0.51 minutes

HOLLY SPRINGS TOWNE CENTER POST- DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 Reach Data 8/2112014
�_> Reach #9- Subbasin #2A
Channel Flow
Length =
Height =
Slope =
Manning's n =
Flow Area=
Wetted Perimeter=
Channel Velocity =
Segment Time =
Reach #9 Total Time =
Reach #10- Subbasin #2B
Channel Flow
Length =
Height =
Slope =
Manning's n =
Flow Area =
Wetted Perimeter=
Channel Velocity =
Segment Time =
Reach #10 Total Time =
I_> Reach #11- Junction #4 - POA #2
Channel Flow
Length =
Height=
Slope =
Manning's n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
Segment Time =
Channel Flow
Length =
Height =
Slope =
Manning's n =
Flow Area =
Wetted Perimeter=
Channel Velocity =
Segment Time =
Reach #11 Total Time =
Reach #12- Subbasin #2C -To SWMF4
Channel Flow
Length =
Height=
Slope =
Manning's n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
Segment Time =
Charwel Flow
Length =
Height=
Slope =
Manning's n =
Flow Area =
Wetted Perimeter=
Channel Velocity =
411
6.2
0.0151
0.045
16.00
12.00
4.93
1.39
1.39
502.66
5.3
0.0105
0.045
16.00
12.00
4.12
2.03
2.03
292
9
0.0308
0.013
15.90
14.14
21.76
0.22
623
8.7
0.0140
0.045
16.00
12.00
4.74
2.19
2.41
40
4
0.1000
0.045
2.00
4.00
6.60
0.10
119
1
0.0084
0.045
12.00
10.00
3.43
ft
ft
ft/ft
Natural Channel
sf (Assume 4'x 4' Channel)
R (Assume 4'x 4' Channel)
ft/sec
minutes
minutes
ft
ft
Rift
Natural Channel
sf (Assume 4'x 4' Channel)
ft (Assume 4'x 4' Channel)
ft/sec
minutes
minutes 1
ft
ft
Rift
Assume 54" RCP Culvert
sf (Assume 54" RCP)
ft (Assume 54" RCP)
ft/sec
minutes
ft
ft
ft/ft
Natural Channel
s£(Assume 4'x 4' Channel)
ft (Assume 4'x 4' Channel)
ft/sec
minutes
minutes
ft
ft
tuft
Natural Channel
sf (Assume 2'x 1' Channel)
ft (Assume 2'x 1' Channel)
ft/sec
minutes
ft
ft
ft/ft
Natural Channel
sf (Assume 4' x3' Channel)
ft (Assume 4'x 3' Channel)
fdsec
Segment Time= 0.58 minutes
Reach #12 Total Time = 0.68 minutes

HOLLY SPRINGS TOWNE CENTER
POST - DEVELOPMENT INPUT SUMMARY
KRG -11010
Reach Data
I_> Reach #13- Subbasin #2C -To S{VMF3
Channel Flow
Length =
34
It
Height=
5.1
ft
Slope=
0.1500
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 l' Channel)
Channel Velocity =
8.08
ft/sec
Segment Time=
0.07
minutes
Channel Flow
Length=
92
ft
Height=
0.9
ft
Slope=
0.0098
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
12.00
sf (Assume 4'x3' Channel)
Wetted Perimeter =
10.00
It (Assume 4'x 3' Channel)
Channel Velocity =
3.70
ft/sec
Segment Time=
0.41
minutes
Reach #13 Total Time =
0.48
minutes
_> Reach #14- Subbasin #3A
Channel Flow
Length =
50
ft
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
R (Assume 5' x 4' Channel)
Channel Velocity =
11.34
ft/sec
Segment Time=
0.07
minutes
Reach #14 Total Time =
0.07
minutes
=> Reach #15- Subbasin #3C - To SWMF #5
to Junction #13
Channel Flow
Length =
114
R
Height=
6
ft
Slope=
0.0526
fl/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 V Channel)
Channel Velocity =
4.79
ft/sec
Segment Time=
0.40
minutes
Channel Flow
Length =
363
ft
Height =
4.1
ft
Slope=
0.0113
Wit
Manning's n =
0.045
Natural Channel
Flow Area =
12.00
sf (Assume 4'x 3' Channel)
Wetted Perimeter=
10.00
It (Assume 4'x 3' Channel)
Channel Velocity =
3.97
RAM
Segment Time =
L52
minutes
Reach #15 Total Time =
1.92
minutes
J. ALLEN, PE
8/2112014

HOLLY SPRINGS TOWNE CENTER
POST - DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010
Reach Data 8/21/2014
I _> Reach #16- Subbasin #3D -To SHXF6 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 l' Channel)
Wetted Perimeter=
4.00
It (Assume 2'x I' Channel)
Channel Velocity =
10.77
Riser
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
It (Assume 4'x 3' Channel)
Channel Velocity =
1.44
ft/sec
Segment Time=
0.77
minutes
Reach #16 Total Time =
0.80
minutes
-�Reach #17- Jumcdon #13 To POA #3
Channel Flow
Length =
178
ft
Height =
2.9
It
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
ft/sec
Segment Time =
0.19
minutes
Channel Flow
Length =
50
ft
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 =
0.26
minutes
= >Reach #18- Junction #5 To Junction #13
Channel Flow
Length = '
71
It
Height =
2
ft
Slope =
0.0282
Rift
Manning's n =
0.013
Assume 48" RCP Culvert
Flow Area =
3.14
sf (Assume 48" RCP)
Wetted Perimeter=
6.28
R (Assume 48" RCP)
Channel Velocity =
12.12
ft/sec
Segment Time=
0.10
minutes
Channel Flow
Length =
820
ft
Height=
16.1
It
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 Tx 3' Channel)
Channel Velocity =
5.24
ft/sec
Segment Time=
2.61
minutes
Reach #18 Total Time =
2.71
minutes
_> Reach #20- Subbasin #5 To POA #5
Channel Flow
Length =
168
It
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 Titre =
0.12
minutes
Reach #20 Total Time =
0.12
minutes

HOLLY SPRINGS TOWNE CENTER POST - DEVELOPMENT INPUT SUMMARY J. ALLEN, PE
KRG -11010 React Data 8/21/2014
_> Reach #21- Subbasin #2C- Bypass Offsite
Channel Flow
Length =
20
ft
Height=
0.2
ft
Slope=
0.0100
fVft
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
Segment Time=
0.06
minutes
Channel Flow
Length=
623
It
Height=
15.2
ft
Slope=
0.0244
ft/ft
Manning's a =
0.013
Assume 30" RCP Culvert
Flow Area =
4.91
sf (Assume 30" RCP)
Wetted Perimeter=
7.85
ft (Assume 30" RCP)
Channel Velocity =
13.09
ft/sec
Segment Time=
0.79
minutes
Channel Flow
Length=
658
ft
Height=
19.4
ft
Slope=
0.0295
Wilt
Manning's n =
0.045
Natural Channel
Flow Area =
12.00
sf (Assume 4'x3' Channel)
Wetted Perimeter =
10.00
ft (Assume 4'x Y Channel)
Channel Velocity =
6.42
ft/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
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' z 2' Channel)
Channel Velocity =
5.44
ft/sec
Segment Time=
L74
minutes
Reach #22 Total Time =
L74
minutes
_> Reach #13- Subbasin #5- Offsite
Channel Flow
Length =
437
ft
Height=
25.6
ft
Slope=
0.0586
ft/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
ft/sec
Segment Time=
0.42
minces
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
Mee
Segment Time=
1.12
minutes
Reach #23 Total Time =
1.53
minutes

.J McADAMS
Scenario: Post - development
POA #1
REACH,J
Su9013
S0001A ^'
J -3
SUBOIC
J6
SUBOIG -BYP
SUBOIF -BYP
SUB01F- TOSV4MF2
S
U
SUBOIH -BYP
Outlet -1
SWMF-I
SUBOIH- TOSWMFI
POA #2
FE1'CH-9 RR,yC11.10
A
D
SUH02A PC�13 f ��I FtE SUB028
VaF -3 ^
SUB030 -BYP
C�pa�OH22
8U603E -B'f tiFFS!TE SUBT3E- BYP- ONSITE
S0002C- BVP- OFFSITE
SVJA -0F -i
9
SOS;
G�ti°
SU6G2C- BYP- 1,NSITE
SUB02C- TOS! -4
SUB05- OFFSITE
POA #3
�OH,1 4
R
SUEJ3_.
SUBO"
SUB030 -BYP
C�pa�OH22
8U603E -B'f tiFFS!TE SUBT3E- BYP- ONSITE
HOLLY SPRINGS TC J. ALLEN, El
KRG11010.ppc 10/7/2013
POP #5
9
SOS;
G�ti°
SUB05- OFFSITE
SUB05- ONSITE
HOLLY SPRINGS TC J. ALLEN, El
KRG11010.ppc 10/7/2013

M" McADAMS
Subsection: Master Network Summary
Catchments Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
Event
Volume
(min)
(ft3 /s)
(years)
(ac -ft)
SUB01A
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
SUB01C
Post 1 year
1
0.022
723.000
0.31
SUBOIC
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
SUB01E
Post 1 year
1
0.156
753.000
0.88
SUB01E
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
SUBOIF- 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
SUB01G- TOSWMF8
Post 100 year
100
4.082
721.000
63.45
SUB01H -BYP
Post 1 year
1
0.153
733.000
0.91
SUBOIH -BYP
Post 100 year
100
1.689
729.000
17.62
SUB0IH-TOSWMF1
Post 1 year
1
1.576
721.000
34.19
SUB0IH-T0SWMF1
Post 100 year
100
5.366
721.000
79.27
SUBOII
Post 1 year
1
0.087
726.000
0.89
SUB01I
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 1 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
1.936
722.000
40.66
SUB03C- TOSWMF5
Post 100 year
100
8.976
721.000
139.05
SUB03C -BYP
Post 1 year
1
0.031
727.000
0.25
SUB03C -BYP
Post 100 year
100
0.372
721.000
5.51
SUB03E- BYP- OFFSITE
Post 1 year
1
0.491
731.000
5.42
SUB03E- BYP- OFFSITE
Post 100 year
100
3.104
729.000
31.00
HOLLY SPRINGS TC
KRG11010.ppc
J. ALLEN, PE
1/29/2015

W1 MCADAMS
Subsection: Master Network Summary
Catchments Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
Peak Flow
Event
Volume
(min)
(ft3 /s)
(min)
(ft3 /s)
(years)
(ac -ft)
(years)
SUB03E- BYP- ONSITE
Post 1 year
1
0.049
726.000
0.46
SUB03E- BYP- ONSITE
Post 100 year
100
0.541
721.000
8.08
SUB03D -BYP
Post 1 year
1
0.026
727.000
0.21
SUB03D -BYP
Post 100 year
100
0.310
721.000
4.60
SUB03D- TOSWMF6
Post 1 year
1
1.995
721.000
42.85
SUB03D- TOSWMF6
Post 100 year
100
8.223
721.000
126.00
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
0.485
721.000
7.29
SUB05- OFFSITE
Post 1 year
1
0.594
727.000
8.64
SUB05- OFFSITE
Post 100 year
100
3.611
725.000
44.65
Node Summary
J. ALLEN, PE
1/29/2015
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
J -3
Post 1 year
1
3.378
753.000
5.83
3-3
Post 100 year
100
26.289
730.000
178.37
J -6
Post 1 year
1
3.338
754.000
5.69
J -6
Post 100 year
100
25.991
729.000
176.47
J -9
Post 1 year
1
0.600
751.000
1.74
J -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 year
1
0.103
728.000
1.14
Post 100 year
100
0.849
725.000
10.25
Post 1 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
Posts 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
Postl 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
Post 1 year
1
0.941
904.000
1.58
Post 100 year
100
8.500
752.000
41.62
HOLLY
SPRINGS TC
KRG11010.ppc
J. ALLEN, PE
1/29/2015

'J McADAMS
Subsection: Master Network Summary
Node Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
Event
Volume
(min)
(ft3 /s)
(years)
(ac -ft)
1 -4
Post 1 year
1
1.789
732.000
5.31
3-4
Post 100 year
100
13.925
732.000
78.31
Post 1 year
1
0.469
902.000
0.70
Post 100 year
100
2.919
751.000
16.94
Post 1 year
1
0.313
729.000
4.11
Post 100 year
100
1.708
728.000
18.21
Post 1 year
1
0.030
726.000
0.28
Post 100 year
100
0.329
721.000
4.92
Post 1 year
1
0.572
1,086.000
0.59
Post 100 year
100
7.413
755.000
21.87
Post 1 year
1
0.491
731.000
5.42
Post 100 year
100
3.104
729.000
31.00
Post 1 year
1
0.325
1,440.000
0.34
Post 100 year
100
6.422
753.000
29.07
1
Post 1 year
1
0.540
733.000
5.66
1
Post 100 year
100
3.643
731.000
34.16
Post 1 year
1
1.492
736.000
6.63
Post 100 year
100
18.151
734.000
74.73
POA #5
Post 1 year
1
0.641
728.000
9.10
POA #5
Post 100 year
100
4.094
727.000
49.72
Post 1 year
1
0.594
727.000
8.64
Post 100 year
100
3.611
725.000
44.65
Post 1 year
1
0.047
726.000
0.48
Post 100 year
100
0.485
721.000
7.29
POA #3
Post 1 year
1
1.524
737.000
6.80
POA #3
Post 100 year
100
18.518
735.000
76.68
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
post 1 year 1
2.286
785.000
3.57
370.21
3.070
(OUT)
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)
HOLLY SPRINGS
TC
KRG11010.ppc
J. ALLEN, PE
1/29/2015

'.JI 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
Post 100 year
100
3.034
727.000
38.18
355.87
1.383
(OUT)
SWMF -1 (IN)
Post 1 year
1
1.576
721.000
34.19
(N /A)
(N /A)
SWMF -1
post 1 year
1
0.361
1,086.000
0.36
382.41
1.227
(OUT)
SWMF -1 (IN)
Post 100 year
100
5.366
721.000
79.27
(N /A)
(N /A)
SWMF -1
Post 100 year
100
3.791
727.000
47.18
383.99
2.149
(OUT)
SWMF -3 (IN)
Post 1 year
1
3.068
721.000
66.72
(N /A)
(N /A)
SWMF -3
post 1 year
1
0.941
904.000
1.58
364.49
2.225
(OUT)
SWMF -3 (IN)
Post 100 year
100
10.729
721.000
159.58
(N /A)
(N /A)
SWMF -3
Post 100 year
100
8.500
752.000
41.62
366.77
4.533
(OUT)
SWMF -4 (IN)
Post 1 year
1
0.983
721.000
21.21
(N /A)
(N /A)
SWMF -4
post 1 year
1
0.469
902.000
0.70
361.23
0.611
(OUT)
SWMF -4 (IN)
Post 100 year
100
3.938
721.000
60.10
(N /A)
(N /A)
SWMF -4
Post 100 year
100
2.919
751.000
16.94
363.45
1.871
(OUT)
SWMF -5 (IN)
Post 1 year
1
1.936
722.000
40.66
(N /A)
(N /A)
SWMF -5
post 1 year
1
0.572
1,086.000
0.59
328.66
1.390
(OUT)
SWMF -5 (IN)
Post 100 year
100
8.976
721.000
139.05
(N /A)
(N /A)
SWMF -5
Post 100 year
100
7.413
755.000
21.87
332.45
4.528
(OUT)
SWMF -6 (IN)
Post 1 year
1
1.995
721.000
42.85
(N /A)
(N /A)
SWMF -6
Post 1 year
1
0.325
1,440.000
0.34
322.22
1.670
(OUT)
SWMF -6 (IN)
Post 100 year
100
8.223
721.000
126.00
(N /A)
(N /A)
SWMF -6
Post 100 year
100
6.422
753.000
29.07
324.78
4.026
(OUT)
HOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/29/2015

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9.Qn-r% m,_rfrjjck-n pick-ruman-tr
McADAm
Durham, North Carolina 27713
Ucense No.: C-0293
S [phone] m McAdamsCo.com
O/

STORMWA TER MANA GEMENT FA CILITY #4
DESIGN CAL CULA TIONS
HOLLY SPRINGS TC
KRG -11010

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #4
KRG -11010 SSFxn Above NP
STAGE - STORAGE FUNCTION - ABOVE NORMAL POOL
__..
Accumulated
Estimated
Average
Contour
Stage
Contour
Contour
Contour
Stage
Area
Area
(feet)_
(feet)
(SF)
(SF)
360.00
0.00—
20,459
123781
362.00
2.00
24,256
22358
364.00
4.00
27,174
25715
365.00
5.00
28,100
27637
140000
120000 -
100000
v 80000 -
m
rn
f6 60000 -
Cn
40000 -
20000 -
0
0.00
J. ALLEN, PE
8/22/2014
Incremental
Accumulated
Estimated
Contour
Contour
Stage
Volume
Volume
w/ S -S Fxn
(CF)
(CF)
(feet)
44715
44715
2.00
51429
96145
3.99
27637
123781
5.01
Storage vs. Stage
y = 20707x' 109
R = 1
11
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
Zone
Deep Pool
Low Marsh
High Marsh
Woodv Unlar
Zone
Deep Pool
Low Marsh
High Marsh
Woodv Uplar
Depth at Normal Pool
Depth at Temp Pool
Portion of Wetland
(inches)
inches I
Surface Area
18 to 36
18 to 48
20%
3 to 6
15 to 18
40%
0 to 3
0 to 15
30%-40%
n/a
0 to 12 ;
Remaining %
Permanent Pool Elevation =
Wetland Surface Area =
Elevation (feet'.
358.50 to 357.00
359.75 to 359.50
360.00 to 359.75
n/a
360.00
20,459
Measured Area
(SO
4,002
8,393
8.064
Portion of Wetland
Surface Area
19.56%
41.02%
39.41 %
0.00%
J. ALLEN, PE
8/22/2014

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #4
KRG -11010 WQV Calculation
DETERMINATION OF WATER QUALITY VOLUME
WQ v = (P)(R v)(,) 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
Stage /Storage Data:
Ks
b
Zo
Volume in 1" rainfall
16531 cf.
20707
1.110
360.00
16531 cu. ft
Calculated values:
Depth of WQv in Basin = 0.82 ft
9.80 inches
Elevation = 360.82 ft
J. ALLEN, PE
8/22/2014

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #4
KRG -11010 WQVDrawdown Calculation
DRAWDOWN SIPHON DESIGN
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
8/22/2014
D orifice =
2.5 inch
# orifices =
1
Ks=
20707
b =
1.1096
Cd siphon =
0.60
Normal Pool Elevation =
360.00 feet
Volume
@ Normal Pool =
0 cf
Orifice Invert =
360.00 feet
WSEL @ 1"
Runoff Volume =
360.82 feet
WSEL
Vol. Stored
Siphon Flow
Avg. Flow Incr. Vol.
Incr. Time
(feet)
(cf)
(cfs)
(cfs)
(cf)
(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
8/22/2014

'J McADAMS
HOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 8/22/2014
Holly Springs Town Center -
Phase 2
Subsection: Elevation -Area Volume
Curve
Return Event: 1 years
Label: SWMF -4
Storm Event: 1 -Year
Elevation
Planimeter
Area
Al +A2 +sqr Volume
Volume (Total)
(ft)
(ft2)
(ft2)
(Al *A2) (ac -ft)
(ac -ft)
(ft2)
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 8/22/2014

'='II Mc.ADAMS
Holly Springs Town Center -
Phase 2
Subsection: Outlet Input Data
Label: SWMF #4
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
Orifice -Area
Orifice - 2
Forward
Culvert - 1
Inlet Box
Riser - 1
Forward
Culvert - 1
Orifice - Circular
Orifice - 1
Forward
Culvert - 1
Culvert- Circular
Culvert - 1
Forward
TW
Tailwater Settings
Tailwater
Return Event: 1 years
Storm Event: 1 -Year
E1
E2
(ft)
(ft)
361.00
365.00
363.00
365.00
360.00
365.00
357.00
365.00
(N /A)
(N /A)
ACILLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 8/22/2014

'2 McADAMS
Holly Springs Town Center -
Phase 2
Subsection: Outlet Input Data
Label: SWMF #4
Structure ID: Riser- 1
Structure Type: Inlet Box
Number of Openings
Elevation
Orifice Area
Orifice Coefficient
Weir Length
Weir Coefficient
K Reverse
Manning's n
Kev, Charged Riser
Weir Submergence
Orifice H to crest
1
363.00 ft
16.0 ft2
0.600
16.00 ft
3.00 (ft^0.5) /s
1.000
0.000
0.000
False
False
Return Event: 1 years
Storm Event: 1 -Year
.iOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 8/22/2014

' McADAMS
Holly Springs Town Center -
Phase 2
Subsection: Outlet Input Data
Label: SWMF #4
Structure ID: Culvert- 1
Structure Type: Culvert- Circular
Number of Barrels
Diameter
Length
Length (Computed Barrel)
Slope (Computed)
Outlet Control Data
Manning's n
Ke
Kb
Kr
Convergence Tolerance
Inlet Control Data
Equation Form
K
M
C
Y
T1 ratio (HW /D)
T2 ratio (HW /D)
Slope Correction Factor
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
T2 Elevation 359.60 ft T2 Flow
1
24.0 in
60.00 ft
60.01 ft
0.017 ft/ft
0.013
0.500
0.012
0.500
0.00 ft
Form 1
0.0098
2.0000
0.0398
0.6700
1.152
1.298
-0.500
Return Event: 1 years
Storm Event: 1 -Year
15.55 ft3 /S
17.77 ft3 /S
.iOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 8/22/2014

M" McADAMS
Holly Springs Town Center -
Phase 2
Subsection: Outlet Input Data
Label: SWMF #4
Structure ID: Orifice - 1
Structure Type: Orifice- Circular
Number of Openings
Elevation
Orifice Diameter
Orifice Coefficient
Structure ID: Orifice - 2
Structure Type: Orifice -Area
Number of Openings
Elevation
Orifice Area
Top Elevation
Datum Elevation
Orifice Coefficient
1
360.00 ft
2.5 in
0.600
1
361.00 ft
0.3 ft2
361.25 ft
361.00 ft
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 8/22/2014

'J McADAMS
Holly Springs Town Center -
Phase 2
Subsection: Composite Rating Curve Return Event: 1 years
Label: SWMF #4 Storm Event: 1 -Year
Composite Outflow Summary
Water Surface Flow
Elevation (ft3 /s)
(ft)
Tailwater Elevation Convergence Error Contributing Structures
(ft) (ft)
360.00
0.00
(N /A)
0.00
(no Q: Orifice - 2,Riser - 1,Orifice -
1,Culvert - 1)
360.20
0.05
(N /A)
0.00
Orifice - 1,Culvert - 1 (no Q: Orifice -
2,Riser - 1)
360.40
0.09
(N /A)
0.00
Orifice - 1,Culvert - 1 (no Q: Orifice -
2,Riser - 1)
360.60
0.12
(N /A)
0.00
Orifice - 1,Culvert - 1 (no Q: Orifice -
2,Riser - 1)
360.80
0.14
(N /A)
0.00
Orifice - 1,Culvert - 1 (no Q: Orifice -
2,Riser - 1)
361.00
0.15
(N /A)
0.00
Orifice - 1,Culvert - 1 (no Q: Orifice -
2,Riser - 1)
361.20
0.65
(N /A)
0.00
Orifice - 2,Orifice - 1,Culvert - 1 (no
Q: Riser - 1)
361.40
0.95
(N /A)
0.00
Orifice - 2,Orifice - 1,Culvert - 1 (no
Q: Riser - 1)
361.60
1.13
(N /A)
0.00
Orifice - 2,Orifice - 1,Culvert - 1 (no
Q: Riser - 1)
361.80
1.29
(N /A)
0.00
Orifice - 2,Orifice - 1,Culvert - 1 (no
Q: Riser - 1)
362.00
1.43
(N /A)
0.00
Orifice - 2,Orifice - 1,Culvert - 1 (no
Q: Riser - 1)
362.20
1.55
(N /A)
0.00
Orifice - 2,Orifice - 1,Culvert - 1 (no
Q: Riser - 1)
362.40
1.67
(N /A)
0.00
Orifice - 2,Orifice - 1,Culvert - 1 (no
Q: Riser - 1)
362.60
1.78
(N /A)
0.00
Orifice - 2,Orifice - 1,Culvert - 1 (no
Q: Riser - 1)
362.80
1.88
(N /A)
0.00
Orifice - 2,Orifice - 1,Culvert - 1 (no
Q: Riser - 1)
363.00
1.98
(N /A)
0.00
Orifice - 2,Orifice - 1,Culvert - 1 (no
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 -
1
363.60
24.51
(N /A)
0.00
Orifice - 2,Riser - 1,Orifice - 1,Culvert -
1
363.80
35.26
(N /A)
0.00
Orifice - 2,Riser - 1,Orifice - 1,Culvert -
364.00
37.52
(N /A)
0.00
Riser - 1,Culvert - 1 (no Q: Orifice -
2,Orifice - 1)
364.20
38.18
(N /A)
0.00
Riser - 1,Culvert - 1 (no Q: Orifice -
2,Orifice - 1)
AOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 8/22/2014

'J Mc-
ADaMs
Holly Springs Town Center -
Phase 2
Subsection: Composite Rating Curve Return Event: 1 years
Label: SWMF #4 Storm Event: 1 -Year
Composite Outflow Summary
Water Surface Flow Tailwater Elevation Convergence Error Contributing Structures
Elevation (ft3 /s) (ft) (ft)
(ft)
364.40
38.82
(N /A)
0.00
Riser - 1,Culvert - 1
(no Q: Orifice -
2,Orifice - 1)
364.60
39.45
(N /A)
0.00
Riser - 1,Culvert - 1
(no Q: Orifice -
2,Orifice - 1)
364.80
40.08
(N /A)
0.00
Riser - 1,Culvert - 1
(no Q: Orifice -
2,Orifice - 1)
365.00
40.69
(N /A)
0.00
Riser - 1,Culvert - 1
(no Q: Orifice -
2,Orifice - 1)
iOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 8/22/2014

Rill
McADAMS
Holly Springs Town Center -
Phase 2
Subsection: Level Pool Pond Routing Summary
Label: SWMF -4 (IN)
Infiltration
Infiltration Method No Infiltration
(Computed)
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
Flow (Peak In) 21.21 ft3 /s
Flow (Peak Outlet) 0.70 ft3 /s
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 %
Time to Peak (Flow, In)
Time to Peak (Flow, Outlet)
Return Event: 1 years
Storm Event: 1 -Year
721.000 min
902.000 min
10LLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 8/22/2014

�JI McADAMS
Holly Springs Town Center -
Phase 2
Subsection: Level Pool Pond Routing Summary Return Event: 10 years
Label: SWMF -4 (IN) Storm Event: 10 -Year
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
0.000 ac -ft
Elevation (Water Surface,
360.00 ft
Initial)
0.000 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
Flow (Peak In) 42.52 ft3 /s
Flow (Peak Outlet) 1.84 ft3 /s
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 %
Time to Peak (Flow, In) 721.000 min
Time to Peak (Flow, Outlet) 786.000 min
HOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 8/22/2014

'="J' MCADAMS
Holly Springs Town Center -
Phase 2
Subsection: Level Pool Pond Routing Summary Return Event: 100 years
Label: SWMF -4 (IN) Storm Event: 100 -Year
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
0.000 ac -ft
Elevation (Water Surface,
360.00 ft
Initial)
0.000 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
Flow (Peak In) 60.10 ft3 /s
Flow (Peak Outlet) 16.94 ft3 /s
Elevation (Water Surface, 363.45 ft
Peak)
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%
Time to Peak (Flow, In) 721.000 min
Time to Peak (Flow, Outlet) 751.000 min
HOLLY SPRINGS TC J. ALLEN, PE
KRG 11010. ppc 8/22/2014

'J McADAMS
Holly Springs Town Center -
Phase 2
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
El
E2
(ft)
(ft)
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)
,10LLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 8/22/2014

'.-'!I MCADAMS
Holly Springs Town Center -
Phase 2
Subsection: Outlet Input Data
Label: SWMF #4 -WC
Structure ID: Riser- 1
Structure Type: Inlet Box
Number of Openings
Elevation
Orifice Area
Orifice Coefficient
Weir Length
Weir Coefficient
K Reverse
Manning's n
Kev, Charged Riser
Weir Submergence
Orifice H to crest
1
363.00 ft
16.0 ftz
0.600
16.00 ft
3.00 (ft ^0.5) /s
1.000
0.000
0.000
False
Fa Ise
Return Event: 100 years
Storm Event: 100 -Year
, -IOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 8/22/2014

'J McADAMS
Holly Springs Town Center -
Phase 2
Subsection: Outlet Input Data
Label: SWMF #4 -WC
Structure ID: Culvert- 1
Structure Type: Culvert- Circular
Number of Barrels
Diameter
Length
Length (Computed Barrel)
Slope (Computed)
Outlet Control Data
Manning's n
Ke
Kb
Kr
Convergence Tolerance
Inlet Control Data
Equation Form
K
M
C
Y
T1 ratio (HW /D)
T2 ratio (HW /D)
Slope Correction Factor
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
T2 Elevation 359.60 ft T2 Flow
1
24.0 in
60.00 ft
60.01 ft
0.017 ft/ft
0.013
0.500
0.012
0.500
0.00 ft
Form 1
0.0098
2.0000
0.0398
0.6700
1.152
1.298
-0.500
Return Event: 100 years
Storm Event: 100 -Year
15.55 ft3 /s
17.77 ft3 /S
HOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 8/22/2014

pi
u••
Holly Springs Town Center -
Phase 2
Subsection: Outlet Input Data
Label: SWMF #4 -WC
Structure ID: Orifice - 2
Structure Type: Orifice -Area
Number of Openings
Elevation
Orifice Area
Top Elevation
Datum Elevation
Orifice Coefficient
1
361.00 ft
0.3 ft2
361.25 ft
361.00 ft
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 8/22/2014

'J McADAMS
Subsection: Composite Rating Curve
Label: SWMF #4 -WC
Composite Outflow Summary
Water Surface Flow
Elevation (ft3 /s)
(ft)
Holly Springs Town Center -
Phase 2
Return Event: 100 years
Storm Event: 100 -Year
Tailwater Elevation Convergence Error Contributing Structures
(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
Riser - 1,Culvert - 1 (no Q: Orifice - 2)
HOLLY SPRINGS TC
KRG11010.ppc
J. ALLEN, PE
8/22/2014

1111 McADAMs
Holly Springs Town Center -
Phase 2
Subsection: Level Pool Pond Routing Summary Return Event: 100 years
Label: SWMF -4 (IN) Storm Event: 100 -Year
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
1.600 ac -ft
Elevation (Water Surface,
363.00 ft
Initial)
0.000 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
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 8/22/2014

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
Note: 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 = =>
Base length =
Base width =
Base Thickness =
CY of concrete total in base =
Concrete unit weight in added base >_
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 OK
8.00 feet
8.00 feet
19.00 inches
3.75 CY
142 PCF
OK
J. ALLEN, PE
12/17/2013

25 �-
20 —j
I \
15 ( II
d 10
> I I
I f
I
5
of
0 1 2
Figure 8.06.b.1
T-14-7r-
3 4 5
Pipe diameter (ft)
12/17/2013
JCA
Zone from graph above =
DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
Project
HOLLY SPRINGS TC Date
Project No.
KRG -11010 Designer
Outlet ID
SWMF #4
Flow, Qlo_y,
1.84 cfs
Slope, S
1.67 %
Pipe Diameter, D,,
24 inches
Pipe Diameter, Do
2 feet
Number of pipes
1
Pipe separation
0 feet
25 �-
20 —j
I \
15 ( II
d 10
> I I
I f
I
5
of
0 1 2
Figure 8.06.b.1
T-14-7r-
3 4 5
Pipe diameter (ft)
12/17/2013
JCA
Zone from graph above =
1
Outlet pipe diameter
24 in.
Outlet flowrate
1.8 cfs
Outlet velocity
5.2 ft/sec
Material =
Class A
6 7 8 9 10
Length =
8.0 ft.
Width =
6.0 ft.
Stone diameter =
4 in.
Thickness =
9 in.
Zone
1
I Material
Class A
Diameter
4
Thickness
9
Length
4 x D(o)
Width
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 11
14
27
10 x D(o)
3 x D(o)
6
Class H
14
27
10 x D(o)
3 x D(o)
7 i 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, CFM
KRG -11010 SSFxn Above NP 8/21/2014
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
22,405
327.00
0.50
26,970
24688
12344
12344
0.51
328.00
1.50
29,465
28218
28218
40561
1.47
330.00
3.50
34,625
32045
64090
104651
3.40
332.00
5.50
40,011
37318
74636
179287
5.48
334.00
7.50
45,623
42817
85634
264921
7.75
Storage vs. Stage
300000
250000 -
-. 200000 -
W
U
150000 -
m
0
U) 100000 -
50000 --
0
0.00
2.00 4.00 6.00
Stage (feet)
Ks = 263231
b = 1.1277 +I
8.00

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #5 J. ALLEN, PE, CFM
KRG -11010 SSFxn Main Pool 8/21/2014
STAGE - STORAGE FUNCTION - MAIN POOL
90000 -
80000 —
70000 —
LL 60000 —
v 50000 —
d
a�
40000 —
0
CO 30000 —
20000 —
10000 —
0
0.00
Storage vs. Stage
2.00 4.00 6.00 8.00 10.00
Stage (feet)
Ks = 50841
b = 1.2881
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
5,617
320.00
2.00
7,168
6393
12785
12785
2.05
322.00
4.00
9,093
8131
16261
29046
3.87
324.00
6.00
11,440
10267
20533
49579
5.86
326.00
8.00
13,959
12700
25399
74978
8.08
326.50
8.50
16,781
15370
7685
82663
8.71
90000 -
80000 —
70000 —
LL 60000 —
v 50000 —
d
a�
40000 —
0
CO 30000 —
20000 —
10000 —
0
0.00
Storage vs. Stage
2.00 4.00 6.00 8.00 10.00
Stage (feet)
Ks = 50841
b = 1.2881

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #5 J. ALLEN, PE, CFM
KRG -11010 SSFxn Forebay 8/21/2014
STAGE - STORAGE FUNCTION - FOREBAY
25000 -
20000 —
LL 15000 —
d
�a
`0 10000
5000 —
0
0.00
Storage vs. Stage
y = $20.3X1.5213
R2 = 0.9971
I 1 1
2.00 4.00 6.00
Stage (feet)
Ks = 820.3
b = 1.5213
I
I i
8.00 10.00
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
904
320.00
2.00
1,550
1227
2454
2454
2.06
322.00
4.00
2,352
1951
3902
6356
3.84
324.00
6.00
3,307
2830
5659
12015
5.84
326.00
8.00
4,415
3861
7722
19737
8.09
326.50
8.50
5,624
5020
2510
22247
8.75
25000 -
20000 —
LL 15000 —
d
�a
`0 10000
5000 —
0
0.00
Storage vs. Stage
y = $20.3X1.5213
R2 = 0.9971
I 1 1
2.00 4.00 6.00
Stage (feet)
Ks = 820.3
b = 1.5213
I
I i
8.00 10.00

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #5
KRG -11010 Volume Calculation
TOTAL VOLUME OF FACILITY
Volume of Main Pool = 82,663
cf
Volume of Forebay = 22,247
cf
Total Volume Below NWSE = 104,910
cf
= 2.41
acre -ft
Total Volume Above NWSE = 264,921 cf
6.08 acre -ft
Total Volume of Facility= 369,831 cf
8.49 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 = 104,910 cf
Volume of Forebay = 22,247 cf
% Forebay = 21.2%
AVERAGE DEPTH OF POND
Total Volume Below NWSE = 104,910 cf
Surface Area at NWSE = 22,405 sf
Average Depth = 4.68 ft
J. ALLEN, PE, CFM
8/21/2014

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #5 J. ALLEN, PE, CFM
KRG -11010 Surface Area Calculation 8/21/2014
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 = 21.02 acres
Total impervious area to pond = 10.16 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 = 21.02 acres @ 48.3% impervious
Estimate the surface area required at pond normal pool elevation = =>
Wet Detention Basins are based on an minimum average depth of
From the DWQ BMP Handbook (1999), the required SAIDA ratio for
4.5 4.68
Lower Boundary => 40.0 1.90
Site % impervious => 48.3 2.23 2.14
Upper Boundary => 50.0 2.30
Therefore, SA/DA required = 2.14
4.68 feet (Calculated)
90% TSS Removal =_>
5.0
1.80
1.97
2.00
Surface area required at normal pool = 19,554 ft
0.45 acres
Surface area provided at normal pool = 22,405 ft2

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #5
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 =
21.02 acres
Impervious area =
10.16 acres
Percent impervious cover, I =
48.3 %
Rainfall, P =
1.00 inches
Calculated values:
Rv= 0.48
WQv= 0.85 acre -ft
36996 cf.
ASSOCIATED DEPTH IN POND
WQv
Stage /Storage Data:
Ks
b
Zo
Volume in 1" rainfall
36996 c£
26323
1.128
326.50
36996 cu. ft
Calculated values:
Depth of WQv in Basin = 1.35 ft
16.23 inches
Elevation = 327.85 ft
J. ALLEN, PE, CFM
8/21/2014

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #5
KRG -11010 WQVDrawdown Calculation
DRAWDOWN SIPHON DESIGN
Drawdown Time = 2.40 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 = 0.614 feet
Orifice composite loss coefficient = 0.600
Cross - sectional area of siphon = 0.049 sf
Q= 0.1852 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec /day)
Drawdown Time = 2.31 days
J. ALLEN, PE, CFM
8/21/2014
D orifice =
3
inch
# orifices =
1
Ks=
26323
b =
1.1277
Cd siphon =
0.60
Normal Pool Elevation =
326.50
feet
Volume
@ Normal Pool =
0
cf
Orifice Invert =
326.50
feet
WSEL @ V
Runoff Volume =
327.85
feet
WSEL
Vol. Stored
Siphon Flow
Avg. Flow
Incr. Vol.
Incr. Time
(feet)
(cf)
(cfs)
(cfs)
(cf)
(sec)
327.85
36996
0.261
327.73
33386
0.249
0.255
3610
14156
327.62
29820
0.235
0.242
3566
14748
327.50
26302
0.221
0.228
3518
15442
327.38
22836
0.205
0.213
3466
16274
327.26
19429
0.189
0.197
3407
17299
327.15
16089
0.170
0.179
3340
18610
327.03
12825
0.150
0.160
3263
20377
326.91
9654
0.126
0.138
3171
22972
326.79
6599
0.097
0.111
3056
27412
326.68
3700
0.049
0.073
2899
39710
Drawdown Time = 2.40 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 = 0.614 feet
Orifice composite loss coefficient = 0.600
Cross - sectional area of siphon = 0.049 sf
Q= 0.1852 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec /day)
Drawdown Time = 2.31 days
J. ALLEN, PE, CFM
8/21/2014

"U MCADAMS
JLLY SPRINGS TC J. ALLEN, PE
KRG 11010. ppc 11/25/2014
Holly Springs Town Center -
Phase 2
Subsection: Elevation -Area Volume Curve
Return
Event: 1 years
Label: SWMF -5
Storm Event: 1 -Year
Elevation
Planimeter
Area
Al +A2 +sqr
Volume
Volume (Total)
(ft)
(ftz)
(acres)
(Al *A2)
(ac -ft)
(ac -ft)
(acres)
326.50
0.0
0.514
0.000
0.000
0.000
327.00
0.0
0.619
1.698
0.283
0.283
328.00
0.0
0.676
1.943
0.648
0.931
330.00
0.0
0.795
2.205
1.470
2.400
332.00
0.0
0.919
2.568
1.712
4.112
334.00
0.0
1.047
2.947
1.964
6.077
JLLY SPRINGS TC J. ALLEN, PE
KRG 11010. ppc 11/25/2014

''J McADAMS
Holly Springs Town Center -
Phase 2
Subsection: Outlet Input Data
Label: SWMF #5
Return Event: 1 years
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
El
E2
(ft)
(ft)
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
KRG 11010. ppc 11/25/2014

11 U MCADAMS
Holly Springs Town Center -
Phase 2
Subsection: Outlet Input Data
Label: SWMF #5
Structure ID: Riser
Structure Type: Inlet Box
Number of Openings
Elevation
Orifice Area
Orifice Coefficient
Weir Length
Weir Coefficient
K Reverse
Manning's n
Kev, Charged Riser
Weir Submergence
Orifice H to crest
1
332.30 ft
16.0 ftz
0.600
16.00 ft
3.00 (ft ^0.5) /s
1.000
0.000
0.000
False
False
Return Event: 1 years
Storm Event: 1 -Year
JLLY SPRINGS TC J. ALLEN, PE
RRG11010.ppc 11/25/2014

01 U MCADAMS
Holly Springs Town Center -
Phase 2
Subsection: Outlet Input Data
Label: SWMF #5
Structure ID: Culvert
Structure Type: Culvert- Circular
Number of Barrels
Diameter
Length
Length (Computed Barrel)
Slope (Computed)
Outlet Control Data
Manning's n
Ke
Kb
Kr
Convergence Tolerance
Inlet Control Data
Equation Form
K
M
C
Y
TI ratio (HW /D)
T2 ratio (HW /D)
Slope Correction Factor
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
T2 Elevation
322.50 ft T1 Flow
325.10 ft T2 Flow
1
24.0 in
57.00 ft
57.00 ft
0.009 ft/ft
0.013
0.500
0.012
0.500
0.00 ft
Form 1
0.0098
2.0000
0.0398
0.6700
0.000
1.302
-0.500
Return Event: 1 years
Storm Event: 1 -Year
15.55 ft3 /S
17.77 ft3 /S
JLLY SPRINGS TC J. ALLEN, PE
KRG 11010. ppc 11/25/2014

I McADAMS
Holly Springs Town Center -
Phase 2
Subsection: Outlet Input Data
Label: SWMF #5
Structure ID: Siphon
Structure Type: Orifice- Circular
Number of Openings
Elevation
Orifice Diameter
Orifice Coefficient
Structure ID: Orifice
Structure Type: Orifice -Area
Number of Openings
Elevation
Orifice Area
Top Elevation
Datum Elevation
Orifice Coefficient
1
326.50 ft
4.0 in
0.600
2
328.80 ft
1.0 ftz
329.30 ft
329.05 ft
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
JLLY SPRINGS TC J. ALLEN, PE
KRG 11010. ppc 11/25/2014

11 U MCADAMS
Holly Springs Town Center -
Phase 2
Subsection: Composite Rating Curve
Label: SWMF #5
Composite Outflow Summary
Return Event: 1 years
Storm Event: 1 -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: 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
14.67
(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
17.22
(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, Siphon,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)
0.00
Riser,Culvert (no Q: Orifice,Siphon)
JLLY SPRINGS TC J. ALLEN, PE
KRG 11010. ppc 11/25/2014

11 U MCADAMS
Holly Springs Town Center -
Phase 2
Subsection: Level Pool Pond Routing Summary Return Event: 1 years
Label: SWMF -5 (IN) Storm Event: 1 -Year
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
0.000 ac -ft
Elevation (Water Surface,
326.50 ft
Initial)
0.000 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
Flow (Peak In)
40.66 ft3 /s Time to Peak (Flow, In) 722.000 min
Flow (Peak Outlet)
0.59 ft3 /s Time to Peak (Flow, Outlet) 1,086.000 min
Elevation (Water Surface, 328.66 ft
Peak)
Volume (Peak) 1.390 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
1.936 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
0.572 ac -ft
Outflow)
Volume (Retained)
1.363 ac -ft
Volume (Unrouted)
-0.001 ac -ft
Error (Mass Balance)
0.1%
ALLY SPRINGS TC J. ALLEN, PE
KRG 11010. ppc 11/25/2014

I MCADAMS
Holly Springs Town Center -
Phase 2
Subsection: Level Pool Pond Routing Summary
Label: SWMF -5 (IN)
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
326.50 ft
Initial)
5.030 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
Flow (Peak In) 92.80 ft3 /s
Flow (Peak Outlet) 11.32 ft3 /s
Elevation (Water Surface, 330.25 ft
Peak)
Volume (Peak) 2.598 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
5.030 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
3.497 ac -ft
Outflow)
Volume (Retained)
1.531 ac -ft
Volume (Unrouted)
-0.002 ac -ft
Error (Mass Balance)
0.0%
Time to Peak (Flow, In)
Time to Peak (Flow, Outlet)
Return Event: 10 years
Storm Event: 10 -Year
721.000 min
755.000 min
ALLY SPRINGS TC J. ALLEN, PE
..RG11010.ppc 11/28/2014

14 B MCADAMS
Holly Springs Town Center -
Phase 2
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
0.000 ac -ft
Elevation (Water Surface,
326.50 ft
Initial)
0.000 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
Flow (Peak In)
139.05 ft3 /s Time to Peak (Flow, In) 721.000 min
Flow (Peak Outlet)
21.87 ft3 /s Time to Peak (Flow, Outlet) 755.000 min
Elevation (Water Surface, 332.45 ft
Peak)
Volume (Peak) 4.528 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
8.976 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
7,413 ac -ft
Outflow)
Volume (Retained)
1.561 ac -ft
Volume (Unrouted)
-0.002 ac -ft
Error (Mass Balance)
0.0%
JLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 11/25/2014

"J MCADAMS
Holly Springs Town Center -
Phase 2
Subsection: Outlet Input Data
Label: SWMF #5 - WC
Return Event: 100 years
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)
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)
ALLY SPRINGS TC J. ALLEN, PE
KRG 11010. ppc 11/26/2014

14 9 MCADAMS
Holly Springs Town Center -
Phase 2
Subsection: Outlet Input Data
Label: SWMF #5 - WC
Structure ID: Riser
Structure Type: Inlet Box
Number of Openings
Elevation
Orifice Area
Orifice Coefficient
Weir Length
Weir Coefficient
K Reverse
Manning's n
Kev, Charged Riser
Weir Submergence
Orifice H to crest
1
332.30 ft
16.0 ftz
0.600
16.00 ft
3.00 (ft ^0.5) /s
1.000
0.000
0.000
False
False
Return Event: 100 years
Storm Event: 100 -Year
.OLLY SPRINGS TC J. ALLEN, PE
KRG 11010. ppc 11/25/2014

11 B MCADAMS
Holly Springs Town Center -
Phase 2
Subsection: Outlet Input Data
Label: SWMF #5 - WC
Structure ID: Culvert
Structure Type: Culvert- Circular
Number of Barrels
Diameter
Length
Length (Computed Barrel)
Slope (Computed)
Outlet Control Data
Manning's n
Ke
Kb
Kr
Convergence Tolerance
Inlet Control Data
Equation Form
K
M
C
Y
TI ratio (HW /D)
T2 ratio (HW /D)
Slope Correction Factor
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
T2 Elevation
324.81 ft T1 Flow
325.10 ft T2 Flow
1
24.0 in
57.00 ft
57.00 ft
0.009 ft/ft
0.013
0.500
0.012
0.500
0.00 ft
Form 1
0.0098
2.0000
0.0398
0.6700
1.156
1.302
-0.500
Return Event: 100 years
Storm Event: 100 -Year
15.55 ft3 /S
17.77 ft3 /S
.OLLY SPRINGS TC J. ALLEN, PE
KRG 11010. ppc 11/25/2014

I McADAMS
Holly Springs Town Center -
Phase 2
Subsection: Outlet Input Data
Label: SWMF #5 - WC
Structure ID: Orifice
Structure Type: Orifice -Area
Number of Openings
Elevation
Orifice Area
Top Elevation
Datum Elevation
Orifice Coefficient
2
328.80 ft
1.0 ftz
329.30 ft
329.05 ft
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
JLLY SPRINGS TC J. ALLEN, PE
KRG 11010. ppc 11/25/2014

��9 MCADAMS
Holly Springs Town Center -
Phase 2
Subsection: Composite Rating Curve Return Event: 100 years
Label: SWMF #5 - WC Storm Event: 100 -Year
Composite Outflow Summary
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,Culvert (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,CuIvert
332.70
30.53
(N /A)
0.00
Riser,Orifice,CuIvert
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)
0.00
Riser,Culvert (no Q: Orifice)
JLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 11/25/2014

wrffwrl!
Holly Springs Town Center -
Phase 2
Subsection: Level Pool Pond Routing Summary Return Event: 100 years
Label: SWMF -5 (IN) Storm Event: 100 -Year
Infiltration
Infiltration Method
(Computed) No Infiltration
Initial Conditions
1.490 ac -ft
Elevation (Water Surface,
328.80 ft
Initial)
0.000 ac -ft
Volume (Initial)
1.490 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)
139.05 ft3 /s Time to Peak (Flow, In) 721.000 min
Flow (Peak Outlet)
34.97 ft3 /S Time to Peak (Flow, Outlet) 752.000 min
Elevation (Water Surface, 332.81 ft
Peak)
Volume (Peak) 4.873 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
1.490 ac -ft
Volume (Total Inflow)
8.976 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
8,855 ac -ft
Outflow)
Volume (Retained)
1.609 ac -ft
Volume (Unrouted)
-0.002 ac -ft
Error (Mass Balance)
0.0%
ALLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 11/25/2014

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
Note: NC Products lists unit wt. of
manhole concrete at 142 PCF.

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #5
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 = =>
Base length =
Base width =
Base Thickness =
CY of concrete total in base =
Concrete unit weight in added base >=
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
8.00 feet
8.00 feet
24.00 inches
4.74 CY
142 PCF
OK
J. ALLEN, PE
12/18/2013

DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
Project
HOLLY SPRINGS TC
Project No.
KRG -11010
Outlet ID
SWMF #5
24 in.
Flow, Q10_},,
11.32
cfs
Slope, S
1.00
%
Pipe Diameter, D,,
24
inches
Pipe Diameter, Do
2
feet
Number of pipes
1
8 in.
Pipe separation
0
feet
Manning's n
0.013
22 in.
Figure 8.06.b.1
Date 11/28/2014
Designer JCA
21T-
20 I one 6
15 I \
Lva J
10
-�� I 60114
I
5 ( `` ' 1
I i �. � �a Em► Z _
0
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter (ft)
Zone from graph above =
2
Outlet pipe diameter
24 in.
Length =
12.0 ft.
Outlet flowrate
11.3 cfs
Width =
6.0 ft.
Outlet velocity
7.2 ft/sec
Stone diameter =
8 in.
Material =
Class B
Thickness =
22 in.
Zone
Material
Diameter
Thickness
Length
13
Width
1
Class A
4
9
4 x D(o)
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
11/28/2014

STORMWA TER MANAGEMENT FACILITY #6
DESIGN CAL CULA TIONS
HOLLY SPRINGS TC
KRG -11010

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #6 J. ALLEN, PE, CFM
KRG -11010 SSFxn Above NP 11/21/2014
STAGE - STORAGE FUNCTION - ABOVE NORMAL POOL j
Storage vs. Stage
250000 -
y = 304$2X1.113
200000 —
R = 0.9996
v 150000 —
m
a�
m
`0 100000
U)
50000 —
0 1 I 1 1 1
0.00 1.00 2.00 3.00 4.00 5.00 6.00
Stage (feet)
Ks = 30482
b = 1.1130
7.00
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......_26,047
_.
320.50
0.50
31,081
28564
14282
14282
0.51
322.00
2.00
35,521
33301
49952
64234
1.95
324.00
4.00
41,270
38396
76791
141025
3.96 _
326.00
6.00
47,077
44174
a 88347
_
229372
6.13
Storage vs. Stage
250000 -
y = 304$2X1.113
200000 —
R = 0.9996
v 150000 —
m
a�
m
`0 100000
U)
50000 —
0 1 I 1 1 1
0.00 1.00 2.00 3.00 4.00 5.00 6.00
Stage (feet)
Ks = 30482
b = 1.1130
7.00

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #6
KRG -11010 SSFxn Main Pool
STAGE - STORAGE FUNCTION - MAIN POOL
J. ALLEN, PE, CFM
11/21/2014
90000
80000 -
70000 -
LL 60000 -
V 50000 -
m
rn
40000
0
w
W 30000
20000 -
10000 -
0
0.00
Storage vs. Stage
y = 866!
R 2 = C
2.00 4.00 6.00 8.00
Stage (feet)
Ks = 8669
b = 1.2140
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)
314.00
0.00
8,867
316.00
2.00
_
11,396
' 10132
20263
20263
2.01
_ 318.00
4.00
14,071
12734
25467
45730
_ _
3.93
319.50
5.50
16,283
15177
22766
68496
5.49
320.00
6.00
19,605
17944
8972
77468
6.07
90000
80000 -
70000 -
LL 60000 -
V 50000 -
m
rn
40000
0
w
W 30000
20000 -
10000 -
0
0.00
Storage vs. Stage
y = 866!
R 2 = C
2.00 4.00 6.00 8.00
Stage (feet)
Ks = 8669
b = 1.2140

HOLLY SPRINGS TC
STORMWATER MANAGEMENT FACILITY #6
J. ALLEN, PE, CFM
KRG -11010
SSFxn Forebay
11/21/2014
STAGE - STORAGE FUNCTION
- FOREBAY
Estimated
Average
Incremental
Accumulated
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
w/ S -S Fxn
(feet)
(feet)
(SF)
(SF)
(CF)
(CF)
(feet)
314.00
0.00
1,918
316.00
2.00
2,910
2414
4828
4828
2.02
318.00
4.00
4,032
3471
6942
11770
3.91
319.50
5.50
5,070
4551
6827
18597
5.49
320.00
6.00
6,441
5756
2878
21474
6.10
Storage vs. Stage
Wfifif
20000 — y = 1873
R2 =0
LL 15000 -
m
rn
m
0 10000 -
.11I1I6]
0 I I I
0.00 2.00 4.00 6.00
Stage (feet)
KS = 1873.8
b = 1.3483
8.00

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #6
KRG -11010 Volume Calculation
TOTAL VOLUME OF FACILITY
Volume of Main Pool = 77,468
cf
Volume of Forebay = 21,474
cf
Total Volume Below NWSE = 98,942
cf
= 2.27
acre -ft
Total Volume Above NWSE = 229,372 cf
5.27 acre -ft
Total Volume of Facility = 328,313 cf
7.54 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 = 98,942 cf
Volume of Forebay = 21,474 cf
% Forebay = 21.7%
AVERAGE DEPTH OF POND
Total Volume Below NWSE = 98,942 cf
Surface Area at NWSE = 26,047 sf
Average Depth = 3.80 ft
J. ALLEN, PE, CFM
11/21/2014

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #6 J. ALLEN, PE, CFM
KRG -11010 Surface Area Calculation 1/28/2015
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 = 17.65 acres
Total impervious area to pond = 10.21 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 = 17.65 acres @ 57.8% 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 =_>
3.5 3.80
4.0
Lower Boundary => 50.0 2.80
2.50
Site % impervious => 57.8 3.11 2.89
2.74
Upper Boundary => 60.0 3.20
2.80
Therefore, SA/DA required = 2.89
Surface area required at normal pool = 22,203
ft
= 0.51
acres
Surface area provided at normal pool = 26,047
W

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #6
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 =
17.65 acres
Impervious area =
10.21 acres
Percent impervious cover, I =
57.8 %
Rainfall, P =
1.00 inches
Calculated values:
Rv = 0.57
WQv= 0.84 acre -ft
36560 cf.
ASSOCIATED DEPTH IN POND
WQv
Stage /Storage Data:
Ks
b
Zo
Volume in 1" rainfall
36560 cf.
30482
1.113
320.00
36560 cu. ft
Calculated values:
Depth of WQv in Basin = 1.18 ft
14.13 inches
Elevation = 321.18 ft
J. ALLEN, PE, CFM
1/28/2015

HOLLY SPRINGS TC STORMWATER MANAGEMENT FACILITY #6 J. ALLEN, PE, CFM
KRG -11010 WQVDrawdown Calculation 1/28/2015
DRAWDOWN SIPHON DESIGN
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 = 0.526 feet
Orifice composite loss coefficient = 0.600
Cross - sectional area of siphon = 0.049 sf
Q= 0.1715 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec /day)
Drawdown Time = 2.47 days
D orifice =
3 inch
# orifices =
1
Ks=
30482
b =
1.1130
Cd siphon =
0.60
Normal
Pool Elevation =
320.00 feet
Volume
@ Normal Pool =
0 cf
Orifice Invert =
320.00 feet
WSEL @ 1"
Runoff Volume =
321.18 feet
WSEL
Vol. Stored
Siphon Flow
Avg. Flow Incr. Vol.
Incr. Time
(feet)
(cf)
(cfs)
(cfs)
(cf)
(sec)
321.18
36560
0.242
321.07
33022
0.230
0.236
3537
14986
320.97
29524
0.217
0.224
3499
15652
320.87
26066
0.204
0.210
3457
16437
320.77
22655
0.189
0.196
3411
17384
320.66
19295
0.173
0.181
3360
18560
320.56
15994
0.156
0.164
3301
20080
320.46
12762
0.136
0.146
3233
22164
320.35
9611
0.113
0.125
3151
25300
320.25
6563
0.084
0.099
3048
30941
320.15
3656
0.038
0.061
2907
47496
Drawdown Time =
2.65 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 = 0.526 feet
Orifice composite loss coefficient = 0.600
Cross - sectional area of siphon = 0.049 sf
Q= 0.1715 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec /day)
Drawdown Time = 2.47 days

M" McADAMS
MOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/29/2015
Holly Springs Town Center -
Phase 2
Subsection: Elevation -Area Volume Curve
Return Event: 1 years
Label: SWMF -6
Storm Event: 1 -Year
Elevation
Planimeter
Area
Al +A2 +sqr
Volume Volume (Total)
(ft)
(ftz)
(acres)
(Al *A2)
(ac -ft) (ac -ft)
(acres)
320.00
0.0
0.610
0.000
0.000 0.000
320.50
0.0
0.724
1.999
0.333 0.333
322.00
0.0
0.822
2.317
1.159 1.492
324.00
0.0
0.957
2.667
1.778 3.270
326.00
0.0
1.051
3.011
2.007 5.277
MOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/29/2015

1111
=j McADAMS
Holly Springs Town Center -
Phase 2
Subsection: Outlet Input Data
Label: SWMF #6
Return Event: 1 years
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
El
E2
(ft)
(ft)
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)
HOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/29/2015

1111 McADaMs
Holly Springs Town Center -
Phase 2
Subsection: Outlet Input Data
Label: SWMF #6
Structure ID: Riser
Structure Type: Inlet Box
Number of Openings
Elevation
Orifice Area
Orifice Coefficient
Weir Length
Weir Coefficient
K Reverse
Manning's n
Kev, Charged Riser
Weir Submergence
Orifice H to crest
1
324.50 ft
16.0 ftz
0.600
16.00 ft
3.00 (ft ^0.5) /s
1.000
0.000
0.000
False
False
Return Event: 1 years
Storm Event: 1 -Year
HOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/29/2015

M11 McADAMS
Holly Springs Town Center -
Phase 2
Subsection: Outlet Input Data
Label: SWMF #6
Structure ID: Culvert
Structure Type: Culvert- Circular
Number of Barrels
Diameter
Length
Length (Computed Barrel)
Slope (Computed)
Outlet Control Data
Manning's n
Ke
Kb
Kr
Convergence Tolerance
Inlet Control Data
Equation Form
K
M
C
Y
T1 ratio (HW /D)
T2 ratio (HW /D)
Slope Correction Factor
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
T2 Elevation
318.81 ft T1 Flow
319.10 ft T2 Flow
1
24.0 in
55.00 ft
55.00 ft
0.009 ft/ft
0.013
0.500
0.012
0.500
0.00 ft
Form 1
0.0098
2.0000
0.0398
0.6700
1.156
1.302
-0.500
Return Event: 1 years
Storm Event: 1 -Year
15.55 ft3 /S
17.77 ft3 /S
HOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/29/2015

1111 McADaMs
Holly Springs Town Center -
Phase 2
Subsection: Outlet Input Data
Label: SWMF #6
Structure ID: Siphon
Structure Type: Orifice- Circular
Number of Openings
Elevation
Orifice Diameter
Orifice Coefficient
Structure ID: Orifice
Structure Type: Orifice -Area
Number of Openings
Elevation
Orifice Area
Top Elevation
Datum Elevation
Orifice Coefficient
1
320.00 ft
3.0 in
0.600
3
322.30 ft
1.0 ft2
322.80 ft
322.55 ft
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 1/29/2015

TJ MCADAMS
Subsection: Composite Rating Curve
Label: SWMF #6
Composite Outflow Summary
Water Surface Flow
Elevation (ft3 /s)
(ft)
Holly Springs Town Center -
Phase 2
Tailwater Elevation Convergence Error
(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
0.06
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
320.40
0.12
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
320.60
0.16
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
320.80
0.19
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
321.00
0.22
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
321.20
0.25
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
321.40
0.27
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
321.60
0.29
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
321.80
0.31
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
322.00
0.32
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
322.20
0.34
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
322.30
0.35
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
322.40
1.80
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
322.60
4.70
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
322.80
7.61
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
323.00
10.09
(N /A)
0.00
Orifice, Siphon,Culvert (no Q: Riser)
323.20
12.05
(N /A)
0.00
Orifice, Siphon,Culvert (no Q: Riser)
323.40
13.73
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
323.60
15.23
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
323.80
16.60
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
324.00
17.84
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
324.20
19.01
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
324.40
20.11
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
324.50
20.66
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
324.60
22.69
(N /A)
0.00
Orifice, Riser,Siphon,Culvert
324.80
29.96
(N /A)
0.00
Orifice, Riser,Siphon,Culvert
325.00
36.55
(N /A)
0.00
Orifice, Riser,Siphon,Culvert
325.20
40.60
(N /A)
0.00
Orifice, Riser, 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
45.01
(N /A)
0.00
Riser,Culvert (no Q: Orifice,Siphon)
HOLLY SPRINGS TC
KRG11010.ppc
J. ALLEN, PE
1/29/2015

1 611 IN
Holly Springs Town Center -
Phase 2
Subsection: Level Pool Pond Routing Summary Return Event: 1 years
Label: SWMF -6 (IN) Storm Event: 1 -Year
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
0.000 ac -ft
Elevation (Water Surface,
320.00 ft
Initial)
0.000 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
Flow (Peak In)
42.85 ft3 /s Time to Peak (Flow, In) 721.000 min
Flow (Peak Outlet)
0.34 ft3 /s Time to Peak (Flow, Outlet) 1,440.000 min
Elevation (Water Surface, 322.22 ft
Peak)
Volume (Peak) 1.670 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
1.995 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
0.325 ac -ft
Outflow)
Volume (Retained)
1.670 ac -ft
Volume (Unrouted)
-0.001 ac -ft
Error (Mass Balance)
0.0%
HOLLY SPRINGS TC J. ALLEN, PE
KRG 11010. ppc 1/29/2015

'J McADAMS
Holly Springs Town Center -
Phase 2
Subsection: Level Pool Pond Routing Summary
Label: SWMF -6 (IN)
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
0.000 ac -ft
Elevation (Water Surface,
320.00 ft
Initial)
0.000 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
Flow (Peak In) 88.15 ft3 /s
Flow (Peak Outlet) 12.42 ft3 /s
Elevation (Water Surface, 323.24 ft
Peak)
Volume (Peak) 2.566 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
4.783 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
3.001 ac -ft
Outflow)
Volume (Retained)
1.781 ac -ft
Volume (Unrouted)
-0.002 ac -ft
Error (Mass Balance)
0.0%
Time to Peak (Flow, In)
Time to Peak (Flow, Outlet)
Return Event: 10 years
Storm Event: 10 -Year
721.000 min
754.000 min
HOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/29/2015

'J McADAMS
Holly Springs Town Center -
Phase 2
Subsection: Level Pool Pond Routing Summary
Label: SWMF -6 (IN)
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
320.00 ft
Initial)
8.223 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
Flow (Peak In) 126.00 ft3 /s
Flow (Peak Outlet) 29.07 ft3 /s
Elevation (Water Surface, 324.78 ft
Peak)
Volume (Peak) 4.026 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
8.223 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
6.422 ac -ft
Outflow)
Volume (Retained)
1.799 ac -ft
Volume (Unrouted)
-0.002 ac -ft
Error (Mass Balance)
0.0%
Time to Peak (Flow, In)
Time to Peak (Flow, Outlet)
Return Event: 100 years
Storm Event: 100 -Year
721.000 min
753.000 min
HOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/29/2015

'J McADAMS
Holly Springs Town Center -
Phase 2
Subsection: Outlet Input Data
Label: SWMF #6 - WC
Return Event: 100 years
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
El
E2
(ft)
(ft)
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)
MOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/29/2015

1 MCADAMS
Holly Springs Town Center -
Phase 2
Subsection: Outlet Input Data
Label: SWMF #6 - WC
Structure ID: Riser
Structure Type: Inlet Box
Number of Openings
Elevation
Orifice Area
Orifice Coefficient
Weir Length
Weir Coefficient
K Reverse
Manning's n
Kev, Charged Riser
Weir Submergence
Orifice H to crest
1
324.50 ft
16.0 ftz
0.600
16.00 ft
3.00 (ft ^0.5) /s
1.000
0.000
0.000
False
False
Return Event: 100 years
Storm Event: 100 -Year
HOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/29/2015

TlilMcADAMS
Holly Springs Town Center -
Phase 2
Subsection: Outlet Input Data
Label: SWMF #6 - WC
Structure ID: Culvert
Structure Type: Culvert- Circular
Number of Barrels
Diameter
Length
Length (Computed Barrel)
Slope (Computed)
Outlet Control Data
Manning's n
Ke
Kb
Kr
Convergence Tolerance
Inlet Control Data
Equation Form
K
M
C
Y
T1 ratio (HW /D)
T2 ratio (HW /D)
Slope Correction Factor
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
T2 Elevation
318.81 ft TI Flow
319.10 ft T2 Flow
1
24.0 in
55.00 ft
55.00 ft
0.009 ft/ft
0.013
0.500
0.012
0.500
0.00 ft
Form 1
0.0098
2.0000
0.0398
0.6700
1.156
1.302
-0.500
Return Event: 100 years
Storm Event: 100 -Year
15.55 ft3 /s
17.77 ft3 /s
HOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/29/2015

M" McADAMS
Holly Springs Town Center -
Phase 2
Subsection: Outlet Input Data
Label: SWMF #6 - WC
Structure ID: Orifice
Structure Type: Orifice -Area
Number of Openings
Elevation
Orifice Area
Top Elevation
Datum Elevation
Orifice Coefficient
3
322.30 ft
1.0 ftz
322.80 ft
322.55 ft
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
MOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/29/2015

�J McADAMS
Holly Springs Town Center -
Phase 2
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,Orifice,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,Orifice,Culvert)
321.80
0.00
(N /A)
0.00
(no Q: Riser,Orifice,Culvert)
322.00
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,Orifice,Culvert
325.20
40.54
(N /A)
0.00
Riser,Orifice,Culvert
325.40
43.25
(N /A)
0.00
Riser,Orifice,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
45.01
(N /A)
0.00
Riser,Culvert (no Q: Orifice)
HOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1/29/2015

ajUTM.T,AjjTA U_
Holly Springs Town Center -
Phase 2
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
1.741 ac -ft
Elevation (Water Surface,
322.30 ft
Initial)
0.000 ac -ft
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
Inflow /Outflow Hydrograph Summary
Flow (Peak In)
126.00 ft3 /s Time to Peak (Flow, In) 721.000 min
Flow (Peak Outlet)
36.01 ft3 /s Time to Peak (Flow, Outlet) 751.000 min
Elevation (Water Surface, 324.99 ft
Peak)
Volume (Peak) 4.238 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
1.741 ac -ft
Volume (Total Inflow)
8.223 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
8.143 ac -ft
Outflow)
Volume (Retained)
1.820 ac -ft
Volume (Unrouted)
-0.002 ac -ft
Error (Mass Balance)
0.0%
HOLLY SPRINGS TC J. ALLEN, PE
KRG11010.ppc 1129/2015

FREIGHT TRAILER PARKING FACILITY STORMWATER MANAGEMENT FACILITY
NWI -14000 Anti - Flotation Block Calculations - SWMF
RISER ANTI - FLOTATION CALCULATION
Input Data = =>
Safety Factor:
Safety factor to use =
Concrete:
Riser:
Openings:
Concrete unit weight =
Inside height of Riser =
Inside length of riser =
Inside width of riser =
Wall thickness of riser =
Base thickness of riser =
Base length of riser =
Base width of riser =
Total Orifice Area =
OD of barrel exiting manhole =
Size of drain pipe (if present) =
Trash Rack:
Bottom Length =
Bottom Width =
Top Length =
Top Width =
Height =
Trash Rack water displacement =
Concrete Present in Riser Structure = =>
Total amount of concrete:
Base of Riser =
Riser Walls =
Adjust for openings:
Opening for Orifices =
Opening for barrel =
Opening for drain pipe =
Total Concrete present, adjusted for openings =
Weight of concrete present =
1.15 (recommend 1.15 or higher)
142.0 PCF
8.00 feet
4.00 feet
4.00 feet
6.00 inches
6.00 inches
5.00 feet
5.00 feet
3.09 SF
30.00 inches
8.0 inches
7.00 feet
7.00 feet
1.00 feet
1.00 feet
2.00 feet
38.00 CF
12.50 CF
72.00 CF
1.54 CF
2.45 CF
0.17 CF
80.327 CF
11,406 lbs
Note: NC Products lists unit wt. of
manhole concrete at 142 PCF.
T. EDMONDS, EI
1/29/2015

FREIGHT TRAILER PARKING FACILITY STORMWATER MANAGEMENT FACILITY
NWI -14000 Anti - Flotation Block Calculations - SWMF
Amount of water displaced by Riser Structure =>
Displacement by concrete =
80.33 CF
Displacement by open air in riser =
128.00 CF
Displacement by trash rack =
38.00 CF
Total water displaced by riser/barrel structure =
246.33 CF
Weight of water displaced =
15,371 lbs
Calculate size of base for riser assembly = =>
Length =
8.00 feet
Width =
8.00 feet
Thickness =
20 inches
Concrete Present =
106.67 CF
Check validity of base as designed = =>
Total Water Displaced =
340.49 CF
Total Concrete Present =
174.49 CF
Total Water Displaced =
21,247 lbs
Total Concrete Present =
24,778 lbs
Actual safety factor = 1.17 OK
Results of design = =>
Base length =
8.00 feet
Base width =
8.00 feet
Base Thickness =
20.00 inches
CY of concrete total in base =
3.95 CY
Concrete unit weight in added base >=
106.667 PCF
T. EDMONDS, EI
1/29/2015

COURTYARDS AT HOMESTEAD STORMWATER MANAGEMENT FACILITY
EPC -13000 Anti - Flotation Block Calculations - SWMFA
II. CALCULATION FOR RISER ANTI - FLOTATION STEEL
Input Data = =>
Cross - Section Calculations = =>
Anti - Floatation Block Length =
8.0
feet
Anti - Floatation Block Width =
8.0
feet
Anti- Floatation Block Thickness =
20
inches
ASC.i to Ate" ,te Ratio =
0.0018
(recommend 0.0018 or higher)
Cross - Section Area* = 13.33 SF
Minimum Steel Area Required = 0.024 SF
3.46 SI
*Note: Assumes a "square "x -sec (L and Wsame)
Rebar Calculations =_>
8.0
inches
Vertical
Clearance between Rebar Mats =
8.0
Bar Size
4
5
6
7
8
Diameter (inches)
0.500
0.625
0.750
0.875
1.000
X -Sec Area (SI)
0.196
0.307
0.442
0.601
0.785
Minimum Number of Bars
18
12
8
6
5
Spacing Calculations = =>
Minimum Offset of Rebar from outside of block =
8.0
inches
Vertical
Clearance between Rebar Mats =
8.0
inches
Maximum Length of Rebar =
6.7
feet
Maximum height of Rebar Mats =
0.3
feet
Number of mats =
2
Bar Size
4 5 6
7
8
Number of Bars each Direction
5 3 2
2
2
Horizontal Spacing (inches O.C.)
20.00 40.00 80.00
80.00
80.00
Total Number of Bars
20 12 8
8
8
Total Cross - Sectional Area (SI)
3.93 3.68 3.53
4.81
6.28
T. EDMONDS, EI
1/29/2015

DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
Project
HOLLY SPRINGS TC
Project No.
KRG -11010
Outlet ID
SWMF #6
24 in.
Flow, Qlo_yr
12.42
cfs
Slope, S
0.91
%
Pipe Diameter, Do
24
inches
Pipe Diameter, Do
2
feet
Number of pipes
1
8 in.
Pipe separation
0
feet
Manning's n
0.013
22 in.
V
d
Z
0
Figure 8.06.b.1
25 - - --
t I
1 I
I I
20
I
1 \
1
15 I \ I
IN \ I -- -`1- --
10 \ \
� � � �1 '1:� ftll✓ �r
5
o
0 1 2 3 4 5 6
Pipe diameter (ft)
Date 1/29/2015
Designer JCA
i
(
,n
7 8 9 10
Zone from graph above =
2
Outlet pipe diameter
24 in.
Length =
12.0 ft.
Outlet flowrate
12.4 cfs
Width =
6.0 ft.
Outlet velocity
7.1 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 H
14
27
10 x D(o)
3 x D(o)
_ _
6
Class H
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
1/29/2015

NUTRIENT LOADING CALCULATIONS
HOLLY SPRINGS TC
KRG -11010

HOLLY SPRINGS TC
KRG -11010
> TN- Loading Input Data
Sub -basin ID
To SWMF #1
To SWMF #2
To SWMF #3
To SWMF #4
To SWMF #5
To SWMF #6
I otals =
_> TN- Loading Output Data
PHASE 2 POST - DEVELOPMENT NITROGEN EXPORT CALCULATIONS 7. ALLEN, PE
Summary of Results 2/2/2015
Phase 1 and 2 Area [acres
Open
Wooded
Impervious
Pond
Total
2.16
0.00
7.49
0.40
10.05
8.58
0.00
22.71
1.89
33.18
1.74
0.00
9.45
0.00
11.19
3.08
0.19
4.60
0.47
8.34
4.54
1.01
9.27
0.52
15.34
5.68
0.00
10.21
1.42
17.31
10.09
5.73
1.02
0.00
16.84
35.87
6.93
64.75
4.70
112.25
Sub -basin ID
Phase 1 and 2 Area [acresl
TN -Load Before
Treatment [lbs/ r
% Removal
TN-Load After Treatment
jibs/ r]
BMP Type
To SWMF #1
10.05
161.86
25%
_121.40
296.41
151.88
61.12
152.40
0.00
37.17
Wet Pond
SW Wetland
Wet Pond
SW Wetland _
Wet Pond
Wet Pond
_
To SWMF #2 33.18
To SWMF #3 11.19
To SWMF #4 8.34
To SWMF #5 15.34
To SWMF #6 17.31
Bypass Area 16.84
494.02
40%
202.51
25%
101.87
40%
203.20
25%
0.00
25%
37.17
0%
Totals = 112.25
1,200.63
TN -Load Before Treatment =
1,200.63
lbs /yr
=
10.70
lbs/ac /yr
Compute Max. Allowable TN- Export with an Offset Payment
Max. Allowable TN- Export =
10.00
lbs/yr
=
1,122.54
Ibs /ac/yr
_> Compute Estimated Offset Payment
Phase 1 and 2 Area =
112.25
acres
Max. TN -Export w/o Offset Payment =
404.12
lbs /yr
3.60
lbs/ac /yr
Computed TN -Export After Treatment =
820.38
lbs /yr
7.31
Ibs /ac /yr
Phase 1 and 2 TN -Export to be Offset =
3.71
lbs /ac /yr
=
12,488.04
lbs
Phase 1 TN -Export (Previously Offset) =
5.45
lbs /ac /yr
=
12,615.66
lbs
Remaining Phase 2 Nitrogen Loading Credit =
127.62
lbs
62U.J?s

J. ALLEN, PE
HOLLY SPRINGS TC PHASE 2 POST- DEVELOPMENT NITROGEN EXPORT CALCULATIONS 2/2/2015
KRG -11010 Phase 1 and 2
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) _ Area _ TN coeff..:_ (4)
2 3
Type of Land Cove TN export from use
[acres] (lbs /ac /yr) (lbs /yr)
Permanently protected undisturbed) I 6.93 I 0.6 4.16
open space (forest, unmown meadow
Permanently protected managed 40.57 I 1.2 48.69
open space (grass, landscaping, etc.)
Impervious surfaces (roads, parking
lots, driveways, roofs, paved storage 64.75 21.2 1372.76
areas, etc.) -
TOTAL 112.25 - -- 1425.61
Total TN Export = 12.70 lbs /ae /yr
% impervious = 57.7%

ALLEN, PE
HOLLY SPRINGS Tc PHASE 2POST- DEVELOPMENT NITROGEN EXPORT CALCULATIONS J. 2i2/2015
KRG -11010 To SWMF #1
METHOD 2:
Quantifying TN Export from Residential Ilndustrial /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).
....,_Area... � TN export coeff. I TN export from
2 3
Type of Land Cover use
[acres] (lbs /ac /yr) (lbs /yr)
Permanently protected undisturbed 0.00 0.6 I 0.00
open space (forest, unmown meadow)
Permanently protected managed I 2.56
open space (grass, landscaping, etc.)
Impervious surfaces (roads, parking
lots, driveways, roofs, paved storage 7.49
areas, etc.)
TOTAL
10.05
1.2 3.07
21.2 1 58 .79
Total TN Export = 16.1 lbs /ac /yr
% impervious = 74.5%

ALLEN, PE
HOLLY SPRINGS TC PHASE 2POST- DEVELOPMENT NITROGEN EXPORT CALCULATIONS J. 2/2/2015
KRG -11010 To SWMF #2
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).
Total TN Export = 14.9 lbs /ac /yr
% impervious = 68.4%
(4)
Type of Land Cover
Area
TN export coeff.
TN export from use
[acres]
(lbs /ac /yr)
( yr)
lbs/ :.._ _.. .
Permanently protected undisturbed
0 00
0 6
0.00
open space (forest, unmown meadow)
Permanently protected managed
10.47
I 1.2
12.56
open space (grass, landscaping, etc)
I
Impervious surfaces (roads, parking
lots, driveways, roofs, paved storage
22.71
21.2
481.45
areas, etc)
TOTAL
33.18
- --
494 02
Total TN Export = 14.9 lbs /ac /yr
% impervious = 68.4%

ALLEN, PE
HOLLY SPRINGS Tc PHASE 2POST- DEVELOPMENT NITROGEN EXPORT CALCULATIONS J. 2/2/2015
KRG -11010 To SWMF #3
METHOD 2:
Quantifying TN Export from Residential / Industrial /Commercial Developments when Footprints of all
Impervious Surfaces are shown.
STEP I: 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
Permanently protected undisturbed
open space (forest, unmown meadow)
Permanently protected managed
open space (grass, landscaping, etc.)
(2) (3 ` (4)
Area TN export coeff. TN export from use
[acres] (lbs /ac /yr) , (lbs /yr)
0.00 0.6 0.00
I �
1.74
Impervious surfaces (roads, parking
lots, driveways, roofs, paved storage 9.45
areas, etc.)
TOTAL 11.19
1.2 2.09
I
21.2 200.42
_. 202.51
Total TN Export = 18.1 lbs /ac /yr
% impervious = 84.5%

HOLLY SPRINGS TC PHASE 2POST- DEVELOPMENT NITROGEN EXPORT CALCULATIONS 7. ALLEN, PE 2/2/2015
KRG -11010 To SWMF #4
METHOD 2:
Quantifying TN Export from Residential /Industrial l 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 TNexportfrom uses at the bottom of
Column (4) by the total area at the bottom of Column (2).
O
(4)
e
Cover
Type of Land Co
Area
TN coeff. TN
ex,-..
port from use
[acres]
(lbs /ac /yr)
(lbs /yr)
.✓.... ... _
Permanently protected undisturbed
0.19
0.6
0.11
o p space en (forest, unmown meadow)
Permanently protected managed
3.55
I 1.2
4.26
open space (grass, landscaping, etc)
Impervious surfaces (roads, parking
lots, driveways, roofs, paved storage
4.60
21.2
97.50
areas, etc)
TOTAL
8.34
7.
---- --
101.87
Total TN Export =
12.2
lbs /ac /yr
% impervious =
55.2%

HOLLY SPRINGS TC PHASE 2 POST - DEVELOPMENT NITROGEN EXPORT CALCULATIONS J. ALLEN, PE
KRG -11010 To SWMF #S 2/2/2015
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
Area
TN export coeff.1
TN export from use
_[acres]
_. (1 bs /ac/ Yr ) _ ......
� ;
..
(lbs /yr).._
_.. _
Permanently protected undisturbed
..
1.01
0.6
0.61
open space (forest, unmown meadow)
Permanently protected managed
5.06
1.2
6.07
open space (grass, landscaping, etc) �
Impervious surfaces (roads, parking
i
lots, driveways, roofs, paved storage
9.27
21.2
196.52
areas, etc.)
TOTAL
15.34
I - --
203.20
Total TN Export = 13.2 lbs /ac /yr
% impervious = 60.4%

PE , LEN
AL
HOLLY SPRINGS TC PHASE 2 POST - DEVELOPMENT NTIROGEN EXPORT CALCULATIONS J. LEN, 15
KRG -11010 To SWMF #6
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 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).
Total TN Export = 13.0 lbs /ac /yr
% impervious = 59.0%
(4)
TN export from use
(lbs /yr)
0.00
8.52
216.45
224.98
3
Type of Land Cover
Area
TN export coeff.
[acres]
(lbs /ac /yr)
Permanently protected undisturbed
0.00
0.6
open space (forest, unmown meadow)
Permanently protected managed f
7.10
` 1.2
open space (grass, landscaping, etc)
I
j
Impervious surfaces (roads, parking
lots, driveways, roofs, paved storage
10.21
21.2
areas, etc)
TOTAL
`. 17.31...
- --
Total TN Export = 13.0 lbs /ac /yr
% impervious = 59.0%
(4)
TN export from use
(lbs /yr)
0.00
8.52
216.45
224.98

PE , ALLEN
HOLLY SPRINGS TC PHASE 2 POST - DEVELOPMENT NITROGEN EXPORT CALCULATIONS J. ALLEN,
KRG -11010 Bypass
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 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)
( )
Type of Land Cover
Area
TN export coeff.
TN export from use
[acres]
(lbs /ac /yr)
(Ib5 /yr)
Permanently protected undisturbed I
573
I 0.6
3.44
open space (forest, unmown meadow )
i -
Permanently protected managed
10.09
j
1.2
12.11
open space (grass, landscaping, etc.)
I
Impervious surfaces (roads, parking
lots, driveways, roofs, paved storage
1.02
21.2
21.62
areas etc.)
.. .. ,._:_ ..
TOTAL-
16 84
_.
--
—
37.17
Total TN Export = 2.2 lbs /ac /yr
% impervious = 6.1%

= 90 Y/-
TSS total
EFFICIENCY
TSS total
COMPOST TE REMOVAL
TSS total
= p 0%
SITE
HOLLY SPR�C'S -vC
90 0% T55 from Wet Pond
KRG -1101
=
at
4.60 ac imp
TSSfromwetPond
SWMP4
a° imp• a t 90.0%
SWMF 5 _
g.2?
90.0% TSS fromWetPon
SwMP 6 —
g.68 ac imp• at
0 0%/0 T55
ac imp• at
0.51 23.12
acres
Bypass P�rea =
ous =
Total site imps
acres
22.55
area treated = 0.51
=
acres
envious
Total site ixn pious area bypassed 2.53
—
% of total impervious
Total site imp
%
Bass
s
impervious a 87.8
site TSS rem °vat
T otal �,ey ghted
= 90 Y/-
TSS total
90 0%
TSS total
— 90 0 °10
TSS total
= p 0%
TSS total
J. ALLEN, PE , 20M

0
Vl
O
W
a
N
N
s
i
00
\ NN,
s
I
GRAPHIC SCALE
200 0 100 200 400
I I I I
1 inch = 200 ft.
gm woe ,
� !.
I
I
�f
r
I
�, � �*. ®• ✓` �ppppFs , 4r. , �'�a9a\�!i sib. ° ���! �/
4
w
NZI
I�
i
/
i IF/
"o"
/
If
/
LEGEND
NITROGEN
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
= 76.87 acres
TOTAL
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FILENAME: KRG11010 —TN CALCS
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DATE: 01 -28 -15
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PROJECT N0. KRG -11010
FILENAME: KRG11010 —TN CALCS
DESIGNED BY: JCA
DRAWN BY: JCA /TAE
SCALE: 1"=200'
DATE: 01 -28 -15
SHEET NO. TN
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION 'Wl MCADAMS