20150739 Ver 1_Stormwater Info_20150724

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Designing °Tomorrow.' Infrastructure ' °& °CQr►ir�iunities °

)URHAM CITY OF DURHAM - STORMWATER SERVICES SITE PLAN SUBMITTAL CHECKLIST
Department of Public Works
101 City Hall Plaza 1 Durham, NC 27701
919.560.43261 F 919.560.4316 Date: 02/16/2015
1 8 6 9 www.durhamnc.00v
cm Of WMW
PROJECT INFORMATION
Project Name: The Corners at Brier Creek
Phase: 1 Planning Case Number: D1400373
Previous Project Name(s): N/A
PIN(s): 0768 -01 -29 -8426
Contact Person: Josh Allen, PE, CFM Phone: [phone]
Company: McAdams Company, Inc Fax: [phone]
Email Address: jailen @mcadamsco.com
INSTRUCTIONS
For each review submittal, including re- submittals, the entire Stormwater Impact Analysis (SIA) and
submittal checklist shall be submitted. Partial SIA and checklist will result In notification of an
Incomplete submittal with no review performed.
Contact Stormwater Services regarding redevelopment or expansion projects for modified requirements.
The following checklist outlines submittal requirements. Initial in the space provided to indicate the
following submittal requirements have been met and supporting documentation is attached.
A. GENERAL REQUIREMENTS
Initials
►5_ (Check One) L1 INSIDE /OUTSIDE Watershed Protection Overlay (WPO).
Indicate the WPO(s) where the project is located:
(Check all that apply) _ F /J -A _, F /J -B ` E -A — E -B — M /LR -A — M /LR -B
If inside WPO, notation of WPO Standards is required on plans.
_ (Check all that apply) _ Jordan Basin _ Falls Basin / Lower Neuse Basin
T{,6, A legible copy of the United States Geological Survey 7.5 Minute Quadrangle map is provided,
including map reference, with site boundary clearly shown and labeled. The map clearly shows
all streams.
A legible copy of the published Durham County Soil Survey is provided, including map reference,
with the site boundary clearly shown and labeled. The map clearly shows all streams, soil types
and soil type boundaries.
Tops of banks for the streams are shown on the plan. [Contact the North Carolina Department of
Environment and Natural Resources for stream identifications in the Neuse River Basin (Falls
and Lower Neuse Basins). Stream determinations in the Jordan Basin shall be submitted per the
Letter to Industry found on Stormwater Development Reviews' web site at New Stream Buffer
Reauirements (First Revision to LTI 07- 03- 081(25Auoust2011)1.
-3Z.N- All Watershed Protection Overlay, Neuse River Basin, Jordan Basin, and City riparian buffers,
measured from the tops of the stream banks, are shown on the plan.
Page 1 of 6

The 10 -foot no build setback, measured from all riparian buffers, is shown on the plan.
Diffuse flow is achieved into riparian buffers.
'Uh (Check One) r Yes 4 No Regulated floodplain located on site.
A legible copy of the effective Federal Emergency Management Agency National Flood
Insurance Program Flood Insurance Rate Map is provided. Map number, map date, and site
boundary are clearly shown and labeled. [This map is required regardless of whether floodplain
is located on the site.) The effective and /or future FEMA 100 -year floodplain, with base flood
elevations (if applicable), are shown on the plan.
'7?.A All applicable notes, per the Standard Notes section of the Reference Guide for Development,
have been added to the plan.
' M% Stormwater Impact Analysis (SIA) sealed and signed by a registered North Carolina Professional
Engineer (NCPE) is provided, including narrative report and drainage calculations. Note: If a site
is exempt from stormwater requirements then a narrative advising of the exemption can be
submitted by any designer.
B. PEAK DISCHARGE RATE EVALUATION
Initials
�cA An introductory narrative describing pre- and post - development site conditions and site
improvement changes, is provided. Note: The baseline conditions for the 1 -year event varies
based upon the regulatory basin in which the project is located.
IZA Drainage area maps (one mao for Dre- development and one mao for Dost- development) are
provided with the following items:
Scale and north arrow (Note: Except in the instance of site -to- drainage area maps, the
scale of each drainage area map shall not exceed 1" = 30').
Sub -basin area(s) delineated with area(s) in acres indicated.
Analysis points clearly identified and labeled.
Segmented TR -55 time of concentration flow paths showing and labeling each segment.
-7A Methodologies and procedures are fully described.
A site plan with contour lines or grading plan identifying pre- and post - development drainage
patterns is provided.
-;ZL Pre- and post - development times of concentration, calculated by TR -55 segmented approach,
are provided.
Calculations for the pre- and post - development peak discharge rates are provided for the 1 -, 2 -,
10 -, and 100 -year, 24 -hour storm using TR -55, TR -20, HEC -HMS, HEC -1 or Rational Method as
applicable. Note: The Rational Method is not accepted for the 1 -year analysis, areas that drain
more than 50 acres, or watersheds that are not homogeneous.
Page 2 of 6

Tick A Summary of Results is provided in the following format:
Site Analvsls Point # _cam s; _ 1 .1�Jl crF �.�fitc
Site Condition Storm Event (cfs)
1 -year (cfs) 2 -year (cfs) 10 -year (cfs) 100 -year (cfs) -year (cfs)
Pre - Development
Post - Development
without Detention
Post - Development
with Detention
Conclusions providing detailed findings are provided.
Stormwater control measure(s) (SCM[s]) are provided (indicate number of each type of SCM).
Level Spreader w/ Vegetative Filter Strip Stormwater Wetland
Wet Detention Basin Sand Filter Bioretention Grassed Swale
Restored Riparian Buffer Dry Extended Detention Basin
Permeable Pavement Green Roof Disconnected Impervious Surface
Rainwater Harvesting System
Proprietary Systems or Other
Not required (provide explanation):
—3Z%% The SCM(s) indicated above are required to control the following peak discharge rates.
1 -year / 2 -year -L-10 -year 100 -year Other
A downstream analysis in accordance with the Reference Guide for Development is provided
with findings, or is
Not required (provide explanation):
C. POLLUTANT CONTROL REQUIREMENTS
'EL The project is exempt based upon cumulative land disturbance as of the applicable baseline
date.
The proposed project is z 16% impervious (Falls and Jordan Basins) / / z 24%
impervious (Lower Neuse Basin), 85% Total Suspended Solids (TSS) removal is provided for
this project, and all the impervious area as reasonably practical is treated by an SCM.
OR
The proposed project is <16% impervious (Falls and Jordan Basins) / <24%
impervious (Lower Neuse Basin), 85% Total Suspended Solids (TSS) removal for all runoff from
non - vegetated conveyances is provided for this project, and all the impervious area as
reasonably practical is treated by an SCM.
The project is low density without non - vegetated conveyances, thus TSS removal is not
required.
Page 3 of 6

oil SCMs for TSS removal are provided (indicate number of each type of SCM): Note: Not all of the
SCMs listed below provide 85% TSS removal as a stand -alone SCM and must be used in series
with other SCMs to achieve the minimum TSS removal of 85 %.
_!/ _Level Spreader w/ Vegetative Filter Strip Stormwater Wetland
Wet Detention Bann Sand Filter Bioretention Grassed Swale
Restored Riparian Buffer Dry Extended Detention Basin
Permeable Pavement Green Roof Disconnected Impervious Surface
Rainwater Harvesting System
Proprietary Systems or Other
Not required (provide explanation),
Both hard copies, and Excel- format electronic copies on a DVD or compact disc, of the following:
• Pre- and post - development nutrient calculations using the Jordan/Falls Lake Stormwater
Nutrient Load Accounting Tool found at
. htto: / /aortal ncdenr.oratweb /iordaniake /implementation - auidance- archive
or htta: / /durhamnc.aov /ich /oo /owd /storm /Pages /SWDevReview.asox
Note: Nutrient calculations are always required regardless if the project is exempt from
treatment requirements.
• The Nutrient Reporting Form (including the Compliance Worksheet tab) per the 3/7/2013
Letter to Industry htta: / /durhamnc.00v /ich /op /Dwd /storm /Pages /LTI- SWDevReview asox
44. Pre- and post - development land use area maps that correspond to the categories used in the
Jordan /Falls Lake Stormwater Nutrient Load Accounting Tool for the nutrient calculations, to
scale no smaller than 1 inch = 100 feet. The maps shall show the map scale, north arrow, and
are to have the different land uses either hatched or shaded with areas indicated in a legend on
the maps. Note: The land use area maps are always required regardless if the project is exempt
from treatment requirements.
Page 4 of 6

SCMs for nutrient control are provided (indicate number of each type of SCM):
Level Spreader w/ Vegetative Filter Strip Stormwater Wetland
Wet Detention Basin Sand Filter Bioretention Grassed Swale
Restored Riparian Buffer Dry Extended Detention Basin
Permeable Pavement Green Roof Disconnected Impervious Surface
Rainwater Harvesting System
Proprietary Systems or Other
Not required (provide explanation):
After meeting the minimum on -site treatment requirements, additional treatment and /or offsite
credit purchases, if needed, is provided by:
Additional SCMs
/ Nutrient Offset Payment to the North Carolina Ecosystem Enhancement Program
Nutrient Offset Payment to an Approved Nutrient Bank
Land Bank Credit Transfer (Commitments shall be made prior to October 1, 2015)
_i 4�& The project site is located in an area subject to a state - approved Total Maximum Daily Load
(TMDL) for bacteria. (As of April 2014, only Northeast Creek has a TMDL for bacteria).
T SCMs rated as medium or high for bacterial removal are provided (indicate number of each type
of SCM):
Bioretention Area Stormwater Wetlands
Wet Detention Basin Sand Filter
Level Spreader w/ Vegetative Filter Strip Restored Riparian Buffer
Dry Extended Detention Basin Permeable Pavement
Other (specify)
Not required (provide explanation):
Page 5 of 6

D. WATERSHED PROTECTION OVERLAY REQUIREMENTS
Initials
-TgA 85% Total Suspended Solids (TSS) removal is required for this project, and 100% of the
impervious area will be treated by an SCM. Note: Not all of the SCMs listed below provide 85%
TSS removal as a stand -alone SCM and must be used in series with other SCMs to achieve the
minimum TSS removal of 85 %.
SCM for TSS removal are provided' (indicate number of each type of SCM):
l Level Spreader w/ Vegetative Filter Strip Ztormwater Wetland
-7Wet Detention Basin Sand Filter Bioretention Grassed Swale
Restored Riparian Buffer Dry Extended Detention Basin
Permeable Pavement Rooftop Runoff Management
Disconnected Impervious Surface Rainwater - Harvesting System
Proprietary Systems or Other m
Not required (provide explanation):
Page 6 of 6

DURHAM
CITY OF DURHAM Neuse, Falls Lake and Jordan Lake Developer Nutrient Reporting Form
Please complete and submit the following information to the City of Durham Stormwater Services to
1 -$ 6 9' characterize your project and assess the need to purchase nutrient offsets. See the
°'Y Or h1EDC04E Citv Stormwater Performance Standards. For nutrient offset information, see nutrient offset intro
PROJECT INFORMATION
Appllcant'Name ': ° m Prepared by:
I
Creekwood Hlghway 70 Alexander, LL"C a (McAdams Company Inc.
Project Name (&,Previous name, ifeapplicable): Site Plan
The' Corners °at Brier Creek - ,phase 1 ° ° ° ID1400373e
Coun
Project Address (if available). °Street: Ciry/Town:° ° e _ ty:
Glennwood Ave (US 70) & TIN AI'exander,Drive ° ° Durham
Date: (mo/d/yr) project Lat: (dec6 degrees) Long: (dec. degrees) PINIPID #s:
41612015: ILocaYn:° ('35.91896 e e (48.71 10768- 01 -29- 8426' °° .
Is °this Redevelopment? I ❑Yes ❑ ° No Development Type (Please check alrthat apply)
Impervious Cover ( %) Pre - Construction: Q; Commercial° ❑ Duplex Residential
1.3 n ❑ industriah ❑ 'Single- Family Resldentiat _
Impervious Cover ( %), Post- Corstruction: ; Ej Institutional ° ❑ Multi - Family Residential
43.7 p ° , T _'Mixed Uses °
WATERSHED INFORMATION (See online map or alternative source for 12 -digit and 6 -digit IDs)
❑ Upper Falls Basin, 12 -digit Watershed ID: Jordan Lake Delivery Factors ( °k)
❑ Lower Falls Basin, 12 -digit Watershed ID: Nitrogen Phosphorus
Q Neuse /Outside of Falls Basin, 03020201 Site Bank: Site: _ °Bank:_
❑ Jordan Lake (Upper New Hope) 6 -digit Small N/A N/A N/A N/A
Watershed ID: Name °of Bank ° ° Name.of Bank.
- - - - � -�� - - -- NIA NIA
Neuse /Falls Lake Delivery Factors: There are no delivery factors, so the Delivery Factor = 1.
'DURHAM STtiCiR-kIWATiER °PERFORMANCE STANDARDS FOR DEVELOPMENT COMPLIANCE ALTERNATIVE `
Nutrient°ioad(ng °limits and on -site treatmenf minimurn�(Sections 70- 740(6) and Sections 70- 741(a))°
Off- -site treat4 ment threshold ( %): ° IN: 1' 0 IF;-.'.'I' 0 41Required on= site °.reduction achieved? IN:: °�`N /A�P: , �I'N %A;
NUTRIEN_ T OFFSET°REQUEST (Must meet the offsite thresholds — see above)
Nitrogen Loading` I Offset Needs (For the Jordan, Falls, and Neuse /Outside of Falls Watershed areas)
(1) (Where
(A) (B) (C) (D) (E) (F) (G) (H) Applicable) 0)
Untreated Treated - Reduction State Buy Down Additional
Loading Needed Loading Load Rate (tbslaclyr) offset Amount Delivered 5 0/6 if bank Total Delivered
Rate Rate Target (from Compi Project Size Duration Site Delivery (Ibs) not in City (Ibs)
(ibs /actyr) (Ibs /aclyr) (lbs/ac/yr) worksheet) (square feet) ° (yrs) Factor D • E . F' G limits (Ibs) H + I
7.17 4.79 ° 3.60 1.19 1,007,293 _210° 1 ➢.00 825.54 N/A 825.54
Phosphorus Loading / Offset Needs ,(For the Jordan'and ,=ails Watershed.areas)
M (1) (Where
(A) (B) (C) (D) (E) (F) (G) (H) Applicable) (J)
Untreated Treated Reduction State Buy Down Additional
Loading Loading Load Rate (t Needed bslactyr) offset Amount Delivered 50/6 if bank Total Delivered
Rate Rate Target (from Compi Project Size Duration Site Delivery (Ibs) not in City (Ibs)
(lbs /ao/yr) (lbs/ac/yr) (Ibs /aclyr) worksheet) (square feet) (yrs) Factor D' E' F' G limits (Ibs) H + I
1.68 0.71 ° NONE NONE 1,007,293 30 1.00 N/A N/A N/A _
Responsible Professional Englrieer's "Name: ° °JOSH ALLEN, PE, CFM PE #:'° 40761
I - e .. ° w � -m - ^ g, `.� ° s, o �eo�_ - "° m8^ c —, °w •'>w.
o,�Staif, mail:-
ail °°
July 30, 2014 Version

Watershed (Select from Menu)
O 3 Falls Lake Basin
I
O Gordan Lake Basin
II
O lfLower Neuse Basin
COMPLIANCE WORKSHEET
Note that if a nutrient bank is used to buy offset credits in
order to achieve compliance with the alternative selected
below, the bank must be located in the same watershed
as the project site.
Compliance Alternative (Pick one alternative, see descriptions and calculations below)
OO 1 PNutrient loading limits and on -site treatment minimum (Sections 70- 740(a) and Sections 70- 741(a))
O (Alternative percentage reduction option for Redevelopment that increases impervious area (Section 70-
0 7.40(b))
O Alternative percentage reduction option for Redevelopment that does not increase impervious area
0 (Section 70- 740(c))
Q 0 jAttemative for low impact development in Falls Basin.
Q 1Exempt from Stormwater Pollutant standards (Section 70 -739)
Project Area Disturbance (Fill In yellow cell below)
1,007,293 1 square feet 23.124 acres
TABLE 1 THRESHOLDS FOR APPLICATION, OF STORMWATER
POLLUTANT REQUIREMENTS
Project Location Land Disturbance
Limited Residential Multifamily & Other
Jordan Basin m 1 acre m 0.5 acres
Falls Basin 0.5 acres 12,000 square feet
Lower Neuse Basin 1 acre 0.5 acres
Note: Thresholds are based upon land disturbance since the applicable
basin Baseline date.
The Project is Located i Outside —jthe Downtown Area (select from menu list)
Per Section 70 -736, Downtown Area means the Downtown Tier, Compact Neighborhoods,
and Suburban Transit Zones as shown on the Durham Comprehensive Land Use Plan most
recently approved by the Durham City Council.
The Project Type `is Mum ItZ ily and Other (select from menu list)
Per Section 70 -736,
Limited Residential means single family and duplex residential and recreational development.
Multifamily and Other Development means development not included in Limited Resdiential, and
includes but is not limited to multifamily and townhomes, and office, industrial, institutional (including local
government institutional), and commercial development.
Other key definitions from Section 70 -736:
Development means Land Disturbance which increases impervious surface on a property, or
alters its location, or results in an increase in runoff from a property or a decrease in infiltration
of precipitation into the soil. It includes both existing development and new development. It
does not include agriculture, mining, or forestry activities.
Redevelopment means Development on a site where structures or impervious surface
already exists. It is a category of new development.
Version 2 DRAFT, April 5,2013

Nutrient Loading Limits and On -Site Treatment Minimum
ORDINANCE REQUIREMENTS
Sec. 70 -740.
(a) Nutrient Loading Rate Limits. Development not exempt under subsection 70 -739 shall
construct and implement SCMs so as °to limit the post construction loading rate of nitrogen
and phosphorus from the °project area to the limits set forth in Table,2 below, or shall
comply with an allowed alternative as set forth in (b) through (d) °below. A portion of the
reduction requirements for nitrogen and phosphorus may be met through off site
measures or payments as set forth in 70 =741.
TABLE`2 NUTRIENT EXPORT LOADING-RATE LIMITS
Project Location Export Limit °Ibs /acre /year
Nitrogen Phosphorus
Jordan Basin m 2.2 0.82
Falls Basin 2.2 0.33
Lower Neuse Basin 36 not required
Sec. 70 -741
(a) On site nutrient treatment requirements. Nitrogen and phosphorus reduction
requirements may be met, in part, through offsite managemerit measures or the
purchase of nutrient credits. At a minimum, however, in the Jordan and Falls Basins a
percentage of the required nitrogen and phosphorus reductions must be achieved through
onsite treatment, in the amount shown in Table 4 below. In addition,to meeting the
percentage reductions below, in the Jordan and Lower Neuse Basins, nitrogen export
load from the site must not exceed 6 lbs. per acre per year for Limited Residential, and
and 10 Ibs per acre per year for Multifamily and Other.
(Note: offsite credit purchases do not meet TSS removal requirements, which must be
met onsite.)
TABLE 4 ONSITE NUTRIENT TREATMENT REQUIREMENTS
Project
Jordan - General
Falls - General
Falls and Jordan within
Downtown Area
Minimum Onsite Nutrient Treatment
Nitrogen Phosphorus
*40% of required *40% of required
,reduction reduction
*50% of required
reduction
*30% of required
reduction
*50% of required
reduction
*30% of required
reduction
Version 2 DRAFT, April 5,2013

Falls and Jordan exceeding m
thresholds but with less than 1 *30% of required *30% of required _
acre land disturbance reduction '
eduction reduction
No percentage ° No percentage
reductions apply, :but° reductions apply, but
Lower,Neuse the 6/10 nitrogen. ° -the 6/10 nitrogen .°
export limit described; expohMmit described',
` in paragraph (a) , ° 'lm "paragraph,(a)°
above must be met ` above must be met,
*The required reduction" is the' difference between ttie °po°st development loading, in
pounds,pe� acre per year multiplied by the site area.in acres before treatment minus °the °
loading target, in pounds,per acre per year multiplied by,the acres.. The, percentage show_ n in
the chart above is applied to °that difference and the resulting, number is °the amountin
pounds /year of nutrient reduction that must be=abhieved onsite: °
CALCULATIONS - ENTER VALUES'IN YELLOW, CELLS
Nitrogen e °
Post Loading Rate, Post Loading Rate Load Rate Target ° Reduction Needed
Untreated (Ibs /ac/yr) Treated,(lbs /ac/yr), (Ibs /ac /yr) (Ibs/ac /yr)
7.17 479 oa 3.6 °1.19
°
-Phosphorus e
Post Loading Rate Post Loading Rate Load °Rate Target Reduction Needed'.
Untreatdd-,(Ibs /ac%yr) o " Treated (Ibs /ac /yr) ° ° ° (Ibs /ac/yr) ° ° ° (Ibs /ac /yr)° °
s. 1.613 m 0.71 NONE":' °NONE, ,
ONSITE °CALCULATIONS-ENTER VALUE_IN YELLOW CELLS :BASED ON T_ABL'E'4
Re wired Onsite R'e_du'ction "Achieved ?° m
Onsite Reduction° q m "
c Required'( %)' ° ➢ " Nitrogen 1 Phosphorus °
YES N/A,
Iln the - Jordan and °L°ower'Neuse Basins; the° nitrogen export loading rate`from.the ° 1.
site does °not exceed °6` 61ac /yr for limited' Residential; or; '10 Ib /ae/yr fo_,Multlfamily TRUE
and - Other.
Version 2 DRAFT, April 5,2013

Alternative percentage reduction option for Redevelopment that increases Impervious area
ORDINANCE REQUIREMENTS
Sec. 70 -740.
(b) Alternative percentage reduction option for Redevelopment that increases impervious
area.
As an alternative to meeting the loading rate reductions described in (a) above, Redevelopment
not exempt under 70 -739 that increases impervious area may reduce the pre - development
nutrient loading rate from the entire project site for nitrogen and °phosphorus,by< the °percentage
loading rateareduction shown, in Table 3 below. The pre- deyelopnient °nutrient loading -rate is
calculated'asof the,Applicable °Baseline: ate .Load,reducfions °already achieved,sh°all be credited.
TABLE 3 PERCENTAGIt REDUCTION OPTION-FOR REDEVELOPMENT.
REDEVELOPMENT.
Percentl:Zading,Rafe Red'u_cfiori,from Pre =Dev Loading Rate
Project1oaation - - -
Nitrogen _ �� _ °Phosphorus
Jordan r ' ° 5% °
Falls °40 %0 - 77%
Lower'N @use 30% Not' - pp Iicable
CALCULATIONS - ENTER _VALUES INYELLOW_CELLS
_ _ _ o -kl rogen ,
Pre- Dev'Loading Post Loading Rate L'oad`Rate Target
Rates _(Ibs%acfyf) « Treated,(Ibs /,ac /y_r,)� _ (Ili § %aclyr)
n�nn,
Phosphorus,
Reduction Needed -
' (Ibs /ac /ye)- °
Pre -Dev Loading Post Loading -Rate° Load' Rate -Target - ° `Reduction Needed
°Rate * <(Itis /ac/yr_,)_° Treatetl'(Ibs /ac /y_r`)- °(16s/ac/yr) _ (Ifis /ac /yr) e
NE',
° "Ass sf the Appli able Base ne Date
ONSITE CALCUL?ATIONSr ENTER�VALUE ,IN_YELLOW$CELLS�BASED ONfTABLE 4-atiove mm
`Onsite N,ReductiX£ ,g Onsite P Reduction <� Requir_ed Onsite Reduction °Achieved? = A° ° ®B e
Re'gu(; /o )k 9.8 osp- ors�,
6 ° 4
NIA 6
In'J6Fd6n andxL "oweraNeu°se °Basins,1he nitrogen exjWq loadingf-rate=from`the�site° o m a ,
]doep' xc ed 6Ib %actyr.f or, Limited Residential; or�10Elli /ac /yrfor °Multifamily and' J., TRUE
Other.
Version 2 DRAFT, April 5,2013

Alternative.for Low Impact Development In Falls Basin -
ORDINANCE REQUIREMENTS
Sec. 70 -740.
(d) Alternative for low impact "development in Falls basin. Development in the Falls Basin
will'be considered compliantwith the nutrient reduction obligations of this Section, 70 -740 if it
demonstrates that it meets °the post development hydrologic criteria set forth in Chapter 2 of the
,North Carolina Low Impact Development Guidebook dated June of 2009, as it may be amended
from time to time.
❑ (This development meets the post- development hydrologic criteria in Chapter 2 of the, .
North Carolina,Low Impact Development Guidebook dated June 2009, as amended.
_NO NUTRIENT OFFSET'REPORT IS NEEDED WITH, THIS ALTERNATIVE.
Version 2 DRAFT, April 5,2013

Exempt from`Stormwater Pollutant standards °(Section 70 -739)
-ORDINANCE REQUIREMENTS.
Sec. 70 -739.
('a) Exemptions for limited disturbances. Development in which Land Disturbance,
calculated 'cumulatively as.of the,Applicable Baseline Date, is Jess than the thresholds in Table 1
below is exempt from the standards in subsections 70 =740 and'70 =.741; subject to- paragraphs (,1) °
-and (2) below.,
TABLE ,1 THRESHOLD FOR APPLICATION'OF.STORMWATER•POL` LUTANT °
REQUIREMENTS-, m _
° °• - o
Project Location
Land° Dis`turban'ceQ�
'Limlted.Residentlalo <Multifamljy & Ofher' -
Jordan _Basin_ - ° 1 °acre, ° ° .•dA,a_cre -
Falls Basin _ 0.5,acre. 12,000 sq: -ft
Lower Neuse Basin "° a'� e 1 acre _ . • - `0:5 acre _
(1)- Common Plan of Development Development thatli part°ofla- .Comirion Plan of
Development shall be included' in the calculation. If the applicable threshold set forth in,
Table- fis exceeded, all other portlorfs °of the Common Plan. Eire subject to the °requirements
of this Aiticle;; 8
,d
(2) RedevelopmenkintL`E xisting Development; maintenance of treatment . a
Reds °velopment an_d, 'Existing °bevelopment'that•are, exempt under these,thresriolds must .
continue to maintain and reconstruct-all �SCW in, compliance with approved plans;, prior
ordinance requirements,'and'City Standards.
(b) Other exeir ptions . Additionally, Development- is'ezempt if: a
A. it qualifies'in,its entirety as Existing Development; or,.
° °B. °it is located in the Downtown Area -and does not•ihcrease impervious area over
the Applicable•Baseline Date; or ;
C: it,is °undertaken'tiya,state or federal entity. (Notes Review and approval by `
the state. must be demonstrated); or.
D. it is'a City transportation,o` 'act in the Jordambasin."
❑ This project is exempt because it is below the•appliceble land•disturbance threshold.
❑ This project is'exernpt because it qualifies entirely as Existing> Development.
i El This`project is exempt because -
• It is located in:the Downtown Area and °
It.doe's not increase impervious area over the Applicable Baseline Date:
TO This project exempt because' ° -
It is undeitakeri by, a,staie or federal entity; and
, m
• °A °demonstration _f review and approval by the state hasbeen provided
1 ❑� This project is exempt'becaus_e Wis a City transportation project -in the Jordan Basin. >
Version 2 DRAFT, April 5,2013

THE CORNERS AT BRIER CREEK
DURHAM, NORTH CAROLINA
STORMWATER IMPACT ANALYSIS &
PRELIMINARY DESIGN OF STORMWATER
MANAGEMENT FACILITIES
PROJECT NUMBER:
DESIGNED BY:
TON -14000
JOSH ALLEN, PE, CFM
TAYLOR EDMONDS, El
DATE: APRIL 2015
1
MCADAMS
2905 MERIDIAN PARKWAY
DURHAM, NORTH CAROLINA 27713
NC Lic. # C -0293
\o111111 // //
R�� /���.
_ =or
�a SEALo�

THE CORNERS AT BRIER CREEK
Stormwater Impact Analysis & Preliminary Design of the Site Stormwater Management Facility
General Description
Located in the northeast corner of Glenwood Avenue (US 70) and TW Alexander Drive in
Durham, North Carolina, is the proposed commercial development currently known as The
Corners at Brier Creek. The site is 83.53 acres and is primarily open and wooded in the pre -
development condition. This project is a multi -phase project consisting of 3 phases. Only
improvements associated with Phase 1 are proposed at this time. It should be noted that Phases 2
& 3 are being mass -graded as a part of the Phase 1 development, however no impervious is being
proposed for Phases 2 & 3. Proposed development for Phase 1 will consist of the construction of
commercial buildings, along with associated utility infrastructure, landscaping, and stormwater
management facilities. Please refer to the submitted site plan for additional information.
The proposed development is located within the Upper Neuse watershed with stormwater runoff
from the proposed development draining into Little Brier Creek. According to the N.C. Division
of Water Quality Basin Wide Information Management System (BIMS), Little Brier Creek
[Stream Index # 27- 33 -4 -1] is classified as C;NSW at this location. Per City of Durham
regulations, stormwater management on this site shall meet the stormwater management
performance standards for development set forth in Durham City Code Chapter 70, Article X,
Sections 70 -736 through 70 -741 (effective June 15, 2010) and the City of Durham Reference
Guide for Development. These are as follows:
Sec. 70 -738. Peak runoff control requirements.
(c) Requirements.
(1) Stormwater impact analysis. Development that is not exempt under (b) above shall
submit a Stormwater Impact Analysis or approved alternative to such analysis that
complies with City Stormwater Standards as part of the application for site plan or
subdivision plat approval, or if such is not required, as part of submittals for
construction drawings or utility permit approval Calculations shall be made in
conformance with City Stormwater Standards. No subdivision plats, site plans, utility
permits, or construction drawings shall be approved in the absence of a determination by
the Stormwater Division that required submissions have been made and approved.
(2) One year storm development that increases the peak runoff rate from the .1-year storm
from pre- development conditions shall provide stormwater management facilities in
accordance with City Stormwater Standards such that there is no net increase in peak
runoff rate.
(3) Two and ten year storms. Development that increases the peak runoff rate from either
the 2-year or the 10 year storm from predevelopment conditions may be required to
provide stormwater management facilities to address the impact, as determined in
accordance with City Stormwater Standards.
(4) Other design storms. Development that increases the peak runoff from other design
storms such as the 100 year storm may be required to install stormwater management
facilities to address the impact, as determined in accordance with City Stormwater
Standards.

Sec. 70 -740. Required reductions for nutrients and TSS; alternatives; calculations
(a) Nutrient Loading Limits. Development not exempt under subsection 70 -739 shall construct
and implement SCMs so as to limit the post construction loading of nitrogen and phosphorus
from the project area to the limits set forth in Table 2 below, or shall comply with an allowed
alternative as set forth in (b) through (d) below. A portion of the reduction requirements for
nitrogen and phosphorus may be met through off site measures or payments asset forth in 70-
741.
(e) TSS Reduction. When the impervious percentage of a Development that increases impervious
area equals or exceeds 16% in the Falls or Jordan Basins, or 24% in the Lower Neuse Basin,
TSS removal is required as further described in this subsection (e). All impervious surfaces, as
reasonably practical, must drain to an SCM that is designed to provide a minimum of 85% TSS
removal and is sized to capture runoff from the first 1 inch of rainfall from all surfaces that drain
to the SCM. These requirements are expanded, and /or modified as follows:
(1) Piped Areas in Low Density Projects. Projects that do not require construction of
SCMs because their impervious percentage is less than that described in the paragraph
above must treat TSS from stormwater runoff that is conveyed in non- vegetated
conveyances, such as stormwater pipes, but excluding road and driveway crossings.
(2) Overtreatment to address untreatable areas. Where treatment for TSS is not
reasonably practicable, as determined by the Department, such as when impervious
areas include offsite transportation improvements or small noncontiguous areas at the
edge of a project, additional reductions of TSS may be required in treatable areas, such
as overtreatment in other project areas or treatment of offsite run on.
69 Calculations for Nutrient Loading and TSS Removal. Pollutant loading calculations shall be
made using City Stormwater Standards. All increases in impervious surfaces shall be included,
including but not limited internal and off site transportation improvements. Approved
methodologies for calculating pollutant loading shall be maintained in writing by the Public
Works Department, and shall include those methodologies and calculations required to be used
by the Division of Water Quality or DWQ- approved alternate methodologies.
Sec. 70 -741 On -site treatment requirements; offsite purchase and credit options; bacteria
control.
(a) On site nutrient treatment requirements. Nitrogen and phosphorus reduction requirements
may be met, in part, through offsite management measures or the purchase of nutrient credits. At
a minimum, however, in the Jordan and Falls Basins a percentage of the required nitrogen and
phosphorus reductions must be achieved through onsite treatment, in the amount shown in Table
4 below. In addition to meeting the percentage reductions below, in the Jordan and Lower Neuse
Basins, nitrogen export load from the site must not exceed 6 lbs. per acre per year for Limited
Residential, and 10 lbs per acre per year for Multifamily and Other.(Note: offsite credit
purchases do not meet TSS removal requirements which must be met onsite.)
Export Limit lbs /acre /year
Project Location
Nitrogen
Phosphorous
Jordan Basin
2.2
0.82
Falls Basin
2.2
0.33
Lower Neuse Basin
3.6
not required
(e) TSS Reduction. When the impervious percentage of a Development that increases impervious
area equals or exceeds 16% in the Falls or Jordan Basins, or 24% in the Lower Neuse Basin,
TSS removal is required as further described in this subsection (e). All impervious surfaces, as
reasonably practical, must drain to an SCM that is designed to provide a minimum of 85% TSS
removal and is sized to capture runoff from the first 1 inch of rainfall from all surfaces that drain
to the SCM. These requirements are expanded, and /or modified as follows:
(1) Piped Areas in Low Density Projects. Projects that do not require construction of
SCMs because their impervious percentage is less than that described in the paragraph
above must treat TSS from stormwater runoff that is conveyed in non- vegetated
conveyances, such as stormwater pipes, but excluding road and driveway crossings.
(2) Overtreatment to address untreatable areas. Where treatment for TSS is not
reasonably practicable, as determined by the Department, such as when impervious
areas include offsite transportation improvements or small noncontiguous areas at the
edge of a project, additional reductions of TSS may be required in treatable areas, such
as overtreatment in other project areas or treatment of offsite run on.
69 Calculations for Nutrient Loading and TSS Removal. Pollutant loading calculations shall be
made using City Stormwater Standards. All increases in impervious surfaces shall be included,
including but not limited internal and off site transportation improvements. Approved
methodologies for calculating pollutant loading shall be maintained in writing by the Public
Works Department, and shall include those methodologies and calculations required to be used
by the Division of Water Quality or DWQ- approved alternate methodologies.
Sec. 70 -741 On -site treatment requirements; offsite purchase and credit options; bacteria
control.
(a) On site nutrient treatment requirements. Nitrogen and phosphorus reduction requirements
may be met, in part, through offsite management measures or the purchase of nutrient credits. At
a minimum, however, in the Jordan and Falls Basins a percentage of the required nitrogen and
phosphorus reductions must be achieved through onsite treatment, in the amount shown in Table
4 below. In addition to meeting the percentage reductions below, in the Jordan and Lower Neuse
Basins, nitrogen export load from the site must not exceed 6 lbs. per acre per year for Limited
Residential, and 10 lbs per acre per year for Multifamily and Other.(Note: offsite credit
purchases do not meet TSS removal requirements which must be met onsite.)

TABLE 4 ONSITE NUTRIENT TREATMENT REQUIREMENTS
Minimum Onsite Nutrient Treatment
Project Location
Nitrogen
*40% of required
Jordan — General
reduction
*50% of required
Falls — General
reduction
Falls and Jordan
*30% of required
within Downtown Area
reduction
Falls and Jordan
exceeding thresholds but
with less than 1 acre
land disturbance
Lower Neuse
*30% of required
reduction
No Percentage
reductions apply, but
the 6/10 nitrogen
export limit described
in paragraph (a) above
must be met
Phosphorous
*40% of required
reduction
*50% of required
reduction
*30% of required
reduction
*30% of required
reduction
No Percentage
reductions apply, but
the 6/10 nitrogen
export limit described
in paragraph (a) above
must be met
i
*The "required reduction " is the difference between the post development loading in pounds per
acre per year multiplied by the site area in acres before treatment minus the loading target, in
pounds per acre per year multiplied by the acres. The percentage shown in the chart above is
applied to that difference and the resulting number is the amount in pounds /year of nutrient
reduction that must be achieved onsite.
Reference Guide for Development, Sec. 8.1 Application of the Stormwater Ordinance
(3) A site to drainage area analysis can be used to show that the site is a small percentage of the
total watershed area. Further analysis between the site and the point of analysis of the total
watershed area to determine the impact of the increase in discharge is required. See the table
below for percentage thresholds for using the site to drainage area analysis.
Existing Land Use Proposed Land Use Threshold
— 85% impervious - If the total site area as a percentage of the total
Unimproved (ex. commercial, watershed area at the analysis point is
business, c = 0.75) 2.5% or less, your analysis is complete
— 70% impervious - If the total site area as a percentage of the total
Unimproved (ex. townhouses, watershed area at the analysis point is
c = 0.60) 3% or less, your analysis is complete
— 35% impervious - If the total site area as a percentage of the total
Unimproved (ex. '/ acre single watershed area at the analysis point is
family homes,c= 0.30) 10% or less, your analysis is complete
This report contains preliminary hydrologic and hydraulic calculations detailing the expected
stormwater impacts as a result of the proposed Phase 1 development, including preliminary
design of the proposed stormwater management facilities that will be used to mitigate those
impacts. Please refer to the appropriate section of this report for additional information.

Calculation Methodoloffv
• Rainfall data for this area in the Durham, NC region is from NOAA Atlas 14. This data
contains a depth- duration - frequency (DDF) table describing rainfall depth versus time for
varying return periods in the area. These rainfall depths are input into the meteorological
model within PondPack for peak flow rate calculations. Please reference the precipitation
information section within this report for additional information.
• Using maps contained within the Durham County Soil Survey, the on -site soils were
determined to be hydrologic soil group (HSG) `B' and `D' soils. Since the method chosen
to compute 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 composite SCS Curve Number was calculated for both the pre- and post -
development condition for each subbasin using SCS curve numbers and land cover
conditions. Land cover conditions for the pre- development condition were taken from
survey provided by Durham GIS. Land cover conditions for the post - development
condition were taken from the proposed site plan.
• The time of concentration was 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.
• PondPack Version V8i was used in determining the pre- & post- development peak
flow rates for the 1 -, 2 -, 10 -, and 100 -year storm events, as well as routing
calculations for the proposed stormwater management facilities.
• 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:
• The starting water surface elevation in the facilities, just prior to the 100 -year
storm event, is at the riser crest. This scenario could occur as a result of
clogged orifice 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 low -flow
orifice has an opportunity to draw down the water quality volume.
• A minimum of approximately 0.5 -ft of freeboard was provided between the
peak elevation during the "worst- case" scenario and the top of the dam for the
proposed facilities.
• Durham GIS topography in addition to survey data provided by the John R.
McAdams Company was used in both the pre- and post - development analysis for
offsite drainage. Please refer to the pre - and post - development watershed maps for
more information.
• Pre- and post - development Nitrogen and Phosphorus Export Loading rates were
calculated using the Jordan Lake Accounting Tool, prepared by NC State University
for the NC Division of Water Quality.
Discussion of Results
Peak Runoff Control Requirements
The proposed development will result in a significant increase in peak flow rates to the existing
runoff from the site. The proposed stormwater management facilities have been sized such that

post - development peak flow rates are no greater than pre- development levels in the 1 -year, 2-
year, and 10 -year storm events at the site points of analysis.
Both stormwater management facilities were sized to meet detention requirements for the future
development of the outparcels associated with Phase 1. For the design calculations, the future
development was assumed to be 95% impervious.
Pollutant and Nutrient Control Requirements
This report contains pre- and post- development nitrogen calculations for Phase 1 of the
development only.
The proposed stormwater management facilities provide the minimum on -site reduction in
nutrient levels for Phase 1. The calculations provided show that the anticipated development
results in a nitrogen loading rate above the minimum threshold requirement; therefore nitrogen
credits must be purchased. Please refer to the included nutrient loading calculations for
additional information. It should be noted that the Jordan/Falls Lake Stormwater Accounting
Tool (JFLSAT) was used in the nutrient loading evaluation. Additionally, two versions of the
JFLSAT tool were included as part of the Phase 1 analysis. The first version includes future
development of the outparcei to show that the proposed stormwater management facilities will
provide the necessary treatment for future built -out conditions. The second tool does not include
any future development, and therefore the nutrient buydown payment will be calculated from this
tool.
The proposed stormwater management facilities will provide minimum on -site reduction of TSS
to meet 85% reduction from impervious surfaces. Due to elevation constraints, not all of the
proposed impervious area along the western portion Loop Road (where it connects with
Glenwood Avenue) could be captured. However, both stormwater management facilities were
design in order to capture the most impervious area to the maximum extent practical.
Conclusion
If the development on this tract is built as proposed within this report, then the requirements set
forth in City of Durham regulations will be met. 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.

SUMMARY OF RESULTS
MISCELLANEOUS SITE DATA
WATERSHED SOILS DATA
PRECIPITATION DATA
PRE - DEVELOPMENT
HYDROLOGIC CALCULATIONS
POST - DEVELOPMENT
HYDROLOGIC CALCULATIONS
STORMWATER MANAGEMENT
FACILITY'A' DESIGN
CALCULATIONS
STORMWATER MANAGEMENT
FACILITY'B' DESIGN
CALCULATIONS
9 NUTRIENT EXPORT
CALCULATIONS

SUMMARY OF RESULTS
THE CORNERS AT BRIER CREEK
TON -14000

THE CORNERS AT BRIER CREEK SUMMARY OF RESULTS
TON -14000
>„MRE15EefSEiRATE. .MANAGEMENT
#RESULTS,��;
PDA #1
Return Period
Pre - Development
Post - Development
% Change
[cfs]
[cfs]
[ %]
1-Year
21.19
20.27
-4.3 %
2 -Year
32.32
I
31.24 I
-3.3%
10 -Year
6613
6007 I
-9.2%
PDA #2
Return Period
Pre- Development
Post - Development
% Change
[cfs]
[cfs]
[ %]
1 -Year
29.94
28.14
-6.0%
2 -Year
48.17
42.32
-12.1%
10 -Year
108.34 I
8682
-199%
T EDMONDS, El
4/8/2015

THE CORNERS AT BRIER CREEK SUMMARY OF RESULTS
TON -14000
Return Period Inflow
Outflow
Max. WSE
Freeboard
[cfs]
(cfs]
IN
[ft]
1-year 69.18
2.93
35440
4.10
2-Year 86.28
467
35488
3.62
10 -Year 122.34
8.05
356.44
2.06
100-Year 160.53
42.74
357.44
1.06
100 -Year Worst Case 16053
45.86
357.77
073
Design Drainage Area =
2175
ac
Design Impervious Area =
1372
ac
% Impervious =
63.1%
Top of Dam =
358.50
ft
NWSE =
352.00
ft
Average Depth =
4 19
ft
Required Surface Area at NWSE =
27,521
sf
Surface Area at NWSE =
31,548
sf
Siphon Diameter=
3.75
in
Siphon Elevation =
352.00
ft
Are Orifice Size =
2'x F
Siphon Elevation =
353.90
ft
Riser Size =
4'x 4'
Riser Crest =
356.50
It
Barrel Diameter=
24
in
# of Barrels =
I
Invert In =
348.00
ft
Invert Out =
344.00
ft
Length =
82
ft
Slope=
0.0488
ft/ft
T. EDMONDS, El
4/8/2015

THE CORNERS AT BRIER CREEK SUMMARY OF RESULTS T. EDMONDS, El
TON -14000 4/8/2015
=� STORMW ITER MANAGEME1VTjFcACILITYL -111 t
Max. WSE
Return Period
Inflow
I [ft]
[cfs]
I -Year
8 31
2 -Year - v -_
- -- 10.34
10 -Year
14.58
100 -Year (Siphon Unclogged)
19.06
100 -Year (Siphon Clogged)
19.06
Outflow
Max. WSE
Freeboard
[c is]
I [ft]
[ft]
006
344.24
476
0.07
344.53
4.47
0.09
345.43
3.57
080
346.02
2.98
1264
34637
2.63
Design Drainage Area = 2.57 acres
Design Impervious Area = 1.07 acres
% Impervious = 41.6%
Top of Dam =
34900
ft
NWSE=
343.00
ft
Surface Area at NWSE =
11,482
sf
Water Quality Volume =
3,957
cf
Water Quality Volume Ponding Depth =
4.57
inches
Siphon Diameter =
1.50
inches
Siphon Elevation =
34300
ft
Riser Size =
4'x 4'
Riser Crest =
346.00
ft
Barrel Diameter =
24
inches
# of Barrels =
l
Invert In =
342.90
feet
Invert Out =
342.50
feet
Length =
38
feet
Slope =
0.0105
fvft

THE CORNERS AT BRIER CREEK SUMMARY OF RESULTS
TON -14000
=> NUTRIENTTLOADING OUTPUT,,,;, ., z ,
Site Area =
83.53
acres
Phase 1 Area* =
24.49
acres
Pre Development Nitrogen Loading =
32.82
Ib /yr
=
1.34
Ib /ac /yr
Pre Development Phosphorous Loading =
6.86
lb /yr
=
028
lb /ac /yr
Post Development Nitrogen Loading =
175.61
lb /yr
=
7.17
Ib /ac /yr
Post Development Phosphorous Loading =
41.15
1b/yr
=
1.68
lb /ac /yr
Nitrogen Loading Allowable =
148.13
Ib /yr
=
360
Ib /ac /yr
Phosphorous Loading Allowable =
N/A
Ib/yr
=
N/A
Ib /ac /yr
_> N UT RI E NTSLOAD I NGA ETER TREATMENTS * °'„
Post Treatment Nitrogen Loading =
117.32
Ib/yr
=
4.79
Ib/ac /yr
Post Treatement Phosphorous Loading =
17.39
lb/yr
=
0.71
lb/ac /yr
>,'COMPUTATION±OF`REMAINDER TO,BE;OFFSET, *W,ITH PAYMENT;;'
Add'I Nitrogen Loading to be Removed =
29.15
Ib/yr
=
1.19
Ib/ac /yr
=
874.38
lbs
Add'i Nitrogen Loading to be Rcmovcd (Offsjte Only) =
786
lb/yr
=
032
Ib/ac /yr
=
235.68
Ibs
Add'1 Phosphorous Loading to be Removed =
N/A
lb/yr
=
N/A
lb/ac /yr
=
N/A
lbs
T. EDMONDS, EI
3/31/2015
*includes offsite improvements

MISCELLANEOUS SITE DATA
THE CORNERS AT BRIER CREEK
TON -14000

r ,.I
Fig
i" ; 'i �,` L
g,�=v VP
cp 14
`/ 4
Nit: I ~ :r
pep
, W'P';Wf`
LA
ig
OR
Tj lk
Nsv�o�
7
P) p ti a
q. t N
THE CORNERS AT BRIER CREEK
USGS TOPO MAP
I AALA. 1ITt""r A&. 'r,Z,kl ol *�TALM
It.

. -v ..
jQ t
l
v Ai
vo
tr
141,14
�f
Y.. _�• z i t � .
1p. ut `� I.r�� � �• r .b a^' d t�•.���,t�.•:t'7i
J r _ •
1 .ar '.� '� 'e� a�'l7 r (�` d 4o e ~ .. � o � ���:,5y,�, �.. J or. ��. + 'f . • • /o , o r'
�7y►• �. !. �,' f ,t `' ^ . 1 l `;•ki A L e• : o • . o1'lRa o A")m, WHIM
at
a. �?34Y3'Tl
THE CORNERS AT BRIER CREEK
SITE AERIAL a •
If 95111 511111 111 •• • 1 1 I

NC DENR - DRgSON OF WATER QUALi ry
.0315 NEUSE RIVER BASIN
Name of Stream
Description
Class
Brier Creek
From source to
Crabtree
C;NSW
Lake, Crabtree
Cr.
Little Brier Creek
From source to
Brier Creek
C;NSW
Stirrup Iron Creek
From source to
Brier Creek
C;NSW
Black Creek
From source to
Crabtree
C;NSW
Lake, Crabtree
Cr.
Haleys Branch
From source to
Crabtree
C;NSW
Creek
Reedys Creek (Reedy Creek
From source to
Crabtree
B;NSW
Lake)
Creek
Sycamore Creek (Big Lake)
From source to
Crabtree
B;NSW
Creek
Pots Branch
From source to
Sycamore
B;NSW
Creek
Turkey Creek (Lake Ann)
From source to
Sycamore
B;NSW
Creek
Crabtree Creek
From mouth of Richlands
C;NSW
Creek to Neuse
River
Richlands Creek
From source to
Crabtree
C;NSW
Creek
Hare Snipe Creek (Lake Lynn)
From source to
dam at Lake
B;NSW
Lynn
Hare Snipe Creek
From dam at Lake Lynn to
C;NSW
Crabtree Creek
House Creek
From source to
Crabtree
C;NSW
Creek
Mine Creek
From source to
Crabtree
C;NSW
Creek
Beaverdam Creek
From source to
Crabtree
C;NSW
Creek
Southwest Prong Beaverdam
From source to
Beaverdam
C;NSW
Creek
Creek
Southeast Prong Beaverdam
From source to
Beaverdam
C;NSW
Creek
Creek
Oxford Branch
From source to
Crabtree
C ;NSW
Creek
Big Branch
From source to
Crabtree
C;NSW
Creek
Hog Pen Branch
From source to
dam at Doak
B;NSW
Day Camp Lake
Hog Pen Branch
From dam at Doak
Day Camp
C;NSW
Lake to Big Branch
Pigeon House Branch
From source to
Crabtree
C;NSW
Creek
Williamson Branch
From source to
Pigeon House
C;NSW
Branch
Class
Date Index No.
05/01/88 27 -33 -4
05/01/88 27- 33 -4 -1
05/01/88 27- 33 -4 -2
05/01/88 27 -33 -5
05/01/88 27 -33 -7
05/01/88 27 -33 -8
05/01/88 27 -33 -9
05/01/88 27- 33 -9 -1
05/01/88 27- 33 -9 -2
05/01/88 27- 33 -(10)
05/01/88 27 -33 -11
05/01/88 27- 33- 12 -(1)
05/01/88 27- 33- 12 -(2)
05/01/88 27 -33 -13
05/01/88 27 -33 -14
05/01/88 27 -33 -15
05/01/88 27- 33 -15 -1
05/01/88 27- 33 -15 -2
05/01/88 27 -33 -16
05/01/88 27 -33 -17
05/01/88 27- 33- 17 -1 -(1)
05/01/88 27- 33- 17 -1 -(2)
05/01/88 27 -33 -18
05/01/88 27- 33 -18 -1
2B .0300
Page 12 of 43 2013 -12-09 10:50:02

O�CF WA7EppG ,
C r
Soil:& Environmental Consultants
C/o Bob`ZarzeGki
11010 Raven Ridge Road
Raleigh, W 27614;
Aitn: Mr. Zarzecki
M1 biiabl - #� Easley, Governor
W*W1%-G. Aolte"Jf',,*6&0ary
North Carolina Department of Environment and NpWra!'fteaoufces
Alan W. Klirnek,'P.E. Dbettor
Colleen H. Sullins, Deputy Director
DIYh1An 9! .Mw Quality
December 15, .ZUOS
(Re Won dated 146/0)
7 NOR 65-188
G C G'' " "� �ii's County ,Wake
DEC 21,20%
Ir: 3t i116tt1eiliMl�hlCsitO'11�tri$1 '. -
BASIN:
- •vim_ - - :,-- -- -- - - - •�, s - _ _ . .
CAr
Complaint NOV Buffer Determination X
Incident # Appeal Call
Project Name: Hildebrand Property, Wake Forest (S & ECN 02 -7549)
Location/Directions: Located off of Hwv 70 apd located off of &Wrews C W1 BA, Waite Form_-
Subject Stream: UT to Litde.Brier Crock
Date of Determination: 7/1, 9/05
Feature Starr$uffer End Buffer
GPS Points (if provided)
r
D Subject below 100
E Subject
IPerennial @ flag "E
y�g� wow
•�..�.,_ __
-, ►
property Norther
subleet property
Comments: Area ttbove ftZ 100 is not subject
Raleigh Regional Office 1628 Mall Service Center
Water Quality 8eclion Raleigh, NC 27899.1628
Stream Appeal Located Located on
Form Call on Soil USGS
Survey Topoe2hic
X X
X X
RAFA
GDW phone [phone] Customer Service
facsimile (919) 571 -4718 1- 877 - 623.6748

$6 M.P '40 &Q9-7549
. Mildebcat�dPra�aetty':
1211112005
Page 2 of 2
Tltls'ort= she'debriwination shall expire five (5) year's from the date of this letter. Landowners of o,iftCtEd parties
ihatdtspute a.deterrninatioa made.by.the DWQ or Delegated Local Authority that -a surface water exl9 imil that
it is subject to the buffer rule may request a determination by rhepiredor. A request for a determination by the
Director shall be referred to the Director in• writing c% Cyndi7Caroly, , DWQ WedandV401 Unit, 2321 Crabtree
Blvd, Raleigh, NC 27604 -2260. Individuals that dispute a determination by the DWQ or Delegated Local
rthorityy that "exempts" a surface water from the buffer rule may ask for an ad judicatory hearing. You must
iitft'ie 60 d ItL,- t ou-repeire this letter. Applicants are hereby notif ed that the 60-day statutory
appeal Nine dow n a(7 ut�Fil, q)cW p Yincluding downstream and adjacent landowners) is notifed of
this decision. 4 ecommends that the api&aht conduct this notification in order to be certpin that third.
party appeals are a ltjti};a to yd 'm t r. 4sk for a hearing, send a written petition,. whkh conforms t6 .
Chapter 150B of the North Carolina General Stajutes to the Office of Administrative flearbigs, 6714 Mail
Service Center, Ral #,4pNVi,4t2�769�9-6714 T7{is determination is fna! and binding unless you ask for a hearing
within 60 days
The (owner /future owners) should notify the Division of Water Quality (including any other Local, State, and
Federal decifion:coleeerning arty future correspandences; , of Jl+e_•, t prgp el d.
directed to the Division of Water Quality (Central Offlee) at (919) -733 -1786, and the US Army Corp oJ'ngii+eers
(Raleigh Regulatory Field Offlee) at (919)- 876 -8441.
Respectfuuflyy,�
Michael Horan
Environmemal Spec. I
i
CC: Bill Suussliati<, t*otWake Earest, 401 Elm Streit Wake.l?orest,'NC! 7S$?
Byron Brady, Wake County Environmental Services, P.O. Box 550, Raleigh, NC 27602
John Holley- land. Quality, 3800 Barrett Drive, Raleigh, NC
Wetlands/ Stormwater Branch, 2321 Crabtree Blvd, Suite 250, Raleigh, NC 27604
— Jean Maneule, US Army Corps of Engineers, Raleigh Regulatory Otis.:.
..File Copy' ' '
Central Files
- -' .. - ... X77 {: r7 .. .;•,

r•.
/ - tiioc+A ✓'. 1:fF3 �:.. .1.: - _. �CF+'.j�i.l �,. �lf.i �k_.:•: f^�.�t'...kY` .a.�f `� 1
Te SUBJECT TO THE NEUSE RIYEtt
by the USACE wad AVV Ull.
$UBJEC 40 THE NEUSB Rintt 3t1 K BUFPB�
% by the MACE and D *Q] � c
tv . . • >r '. s '. 7 � v � .:.=F �R�" Al:.i - _ 'Fri -r. �� _ ..
t ' TJiE U.S., POTEN`17 MY SV$JWr TO TAE N40*'V1! SR.34 i1. BUl?FER.S Die, Intel rnittent_
7 the USACE and DWQ]
(Alust be
4
h
AT90 A1tEA � —
• 1<, ^�tm
L . subject from off
�k :w r property to
confluence with E
\Subject throughout
r = , Feature D. Stream
starts at flag G01
i
tieil8 Eavl(PpnttagyjVq�/Jllttats. PA
11010 Raven Ridge ri0ad Raleigh North Gmlina 27619
Phone: [phone] Offix: (91,9) 946 -9467
Project: tQ debr�d 1Yect/$ Efb r #02-7549 !
.L &W ".:J� 30-.2003
SbFtC rcaerrett the light to� t ii hued on more fieldwork,
ya ttttnq ed`dsi4wtlofu aD6 qy *ddiHonal information. t'
apP P! Crete mapped a t�po"taptik Hops and ground tiro '
by Itdwee areal ffe f6'bs 'titb7'must be appmod and'.
a VU E
a� Pmntftted by and U.S. Mmy Cbtps of Engineers. q•; .:�_ '
r*dponal0k w salNe for ttr tmw mu.aw• ...r +.,.,
. Iii toe 96 0. �0. . _
- ..:.Mr.N. tngairtq tent «iii j the -dodo - /wNiYO�t »� "' � , , � .. . 'ra:, ,�, x ,: i ` • � ... -. ,. _t-'� ' '' �,j�ia 1003
Wetted to the owearinte pov "M rd ogeecy. State in Feet

�..d d�'. �° .S•,. is3'.Y.B.V. \i�b.�:?:•fi. k.: t:,.trc: :i^..v k.:...wy L'L'�.t i? Tit_
S&
EC

S&
EC

Pro)ectNumber: 11 229 W1 Map Title: Figure 3- Wetland Sketch
:t Manager: SB Creekwood Properties 8c Environmental Consultants,
Wake County, NC 11010 Raven Ridge Rd.- Raleigh, NC 27614
Scale: [phone] - (919) 8469467
1" = 250' Source: web Page wwwSandEC.com
Date. 9/15111 Wake /Durham Co ISIS

g��
N ®G ^IR
North Carolina Department of Envirenment and Natural Resources
Division of Water Quality
Pat,McCroy Thomas A Reeder
Governor Acting Director
July 11, 2013
Steven Ball
S &EC
11010 Raven Ridge Rd
Raleigh, NC 27614
Determination Type
John E Skvada, III
Secretary
Subject Surface Water Determination Letter
NBRRO# 13 -163
Wake County
Buffer Call Isolated or EIP Call
® Neuse (15A NCAC 2B 0233)
❑ Ephemeral /Intermittent/Perennial Determination
❑ Tar - Pamlico (15A NCAC 2B 0259)
❑ Isolated Wetland Determination
❑ Jordan (15A NCAC 2B 0267)
Project Name Creekwood Addition
Location/Directions Subject property is an undeveloped tract located at 10500 and 10520
Glenwood Avenue in Raleigh
Subject Stream UT to and Little Brier Creek
Determination Date: July 10, 2013 Staff: Martin Richmond
Feature E/l/P* Not Subject Subject Start@ Stop@ I Soil I USGS
Survey { Topo
A E X X
B P X Throughout X I X
*E111P = EphemeratlIntermittent /Perennial
Explanation The feature(s) listed above has or have been located on the Soil Survey of Wake County, North
Carolina or the most recent copy of the USGS Topographic map at a 124,000 scale Each feature that is checked
"Not Subject" has been determined not to be a stream or is not present on the property Features that are checked
"Subject" have been located on the property and possess characteristics that qualify it to be a stream There may b& )eta
NrlVQ CCa,ro
North Carolina Division of Water Quality Raleigh Regional Office Surface Water Protection Phone [phone] Customer Service
Intemet www ncwaterqualdy org 1628 Mad Service Center Raleigh, NC 27699 -1628 FAX [phone]
An Equal OpporturiglAffinnatwe Acton Employer— 50% Recycled/10% Post Consumer Paper

Creekwood Addition
Wake County
July 11, 2013
Page 2. of 2
other streams located on your property'that do not show up on the maps referenced above but, still may be
considered junsdictional according to the US Army Corps of Engineers and/or to-the Division of Water Quality
This on -site determination shall expire five (5) years from the date of this letter Landowners or affected parties that
dispute a dete -rmination made by the DWQ or Delegated Local Authority may request a determination by the
Director An appeal request must be made within sixty (60) days of date of this letter or from the date the affected
party (including downstream and /or adjacent owners) is notified of this letter A request for a determination by the
Director shall be referred to the Director m1writing c/o Karen Higgins, DWQ WeBSCaPe Unit, 1650 Mad Service
Center, Raleigh, NC 27699
This determination is final and binding unless, as detailed above, you,ask for a hearing or appeal within sixty (60)
days
The owner /future owners should notify the Division of Water Quality (including any other Local, State, and Federal
Agencies) of this decision concerning any future correspondences regarding the subject property (stated above) This
project,may require a Section 404/401 Permit for the proposed activity Any inquiries should be directed to the
bivision of Water Quality (Central Office) at (919)-807 -6300, and the US Army Corp of Engineers (Raleigh
Regulatory Field Office) at (919) - 554 -4884
If you have questions regarding this determination, please feel free to contact Martin Richmond at (919) 791 -4200
Respec lly,
'0 "J' �
Danny Sm _
Regional upervisor
cc RRO /SWP File Copy

S&
EC

yy
' Nx`
f � � r +sir \►�"?'r
AL
gS of
. _ .. �.. /� t1 �' � ,1 � , ski �.' � _ . , �;,,•; �''� ?.-.t .
�*"'�• :., fir°' •►•
.5 � `• � � %sue ��\tir � . -t a'�` ��
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S&
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i ag[i[r if �i[iiil ;

FLOOD HAZARD INFORMATION N
NOTESTOUSERS SCALE
—RI:
I —
PANELLAXWOR
Zz�l A
AB
E
NORTH CAROUNA
dmorn R,

WA TERSHED SOILS DA TA
THE CORNERS AT BRIER CREEK
TON -14000

N
N
THE CORNERS AT BRIER CREEK
A NRCS SOIL SURVEY
0 250 500 1,000 PROJECT #: TON -14000
Feet
inch - 500 feet DURHAM, NORTH CAROLINA
'J
MCADAMSJ

P-m!
1. So
o.
Al
Ell
i
�' - Ai

-fig
Iq
LZ
�+ Yi
Ik
ir
if �' ° ' 't -�„►� ,fi '��,'",, �� }� yi,• ~'iii � � �iJi3 �;�,
,Y E', r ,l►
All
':V�

0
EE u3ownN 133HS — VNI101M H18ON A1NnOO WVHtlfq

THE CORNERS AT BRIER CREEK WATERSHED SOIL INFORMATION T. EDMONDS, EI
TON -14000 1/8/2015
Watershed soils from the Durham County Soil Survey
Symbol Name Soil Classification
MfD, MfB, MfB2, MfC, MfC21 MfD2,
MfE, PgF Mayodan Sandy Loam, Pacolet- Gullied land complex B
CmA, CrB, CrC, CrB2, CrC2, MeA, Chewacla sandy loam, Creedmoor sandy loam, Mantachie
WsB, WsB2, WsC, WyA sandy loam, White Store sandy loam, Worsham sandy loam D
References:
1 Soil Survev: Durham 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 I 100

PRECIPITA TION DATA
THE CORNERS AT BRIER CREEK
TON -14000

THE COR. AT BRIER CREEK RAIN. JATA
TON- 14000
Center Weighted Storm Computation - Based on NOAA Atlas 14 Results
Copy input data from NOAA Atlas 14:
Time
(boars)
0.000
1 year
(min)
0.000
2 year
(nn)
0.000
5 year
(min)
0.000
10 year
(mb)
0.000
25 year
(min)
0.000
50 year
(mm)
0.000
100 year 500 year
(tttlla) WIN)
0.000 0.000
5
0.083
0.004
0.005
0.006
1) Have NOAA Atlas 14 results in Internet Explorer Window
0.008
0.008
0.008
0.008
10
0.167
0.009
0.009
0.012
0.014
0.015
0.016
0.016
2) Copy from ARI of one year to 1000 year, 60 day precipitation value.
Do not
include column
headings,
"I" will be in upper left of selection,
1000 -yr:
60 -d8y result
m lower right of selection.
0.024
0.025
0.024
3) Paste with starting point at ARI of I year (first cell in the ARI column, cell A
12). Cannot paste special
to preserve
format, format is via
macro in next
step
0.031
0.032
0.033
0.031
25
4) Place cursor on ARI of 1 year (cell Al2), and press CTRL +f for format - make sure that A
12 is the only all selected before running
the
format macro.
0.034
0.039
0.040
0.041
0.039
30
5) Copy results of output data (below rainfall input) into PondPack
0.026
0.028
0.037
0.041
0.046
0.048
0.049
0.047
35
0.583
0.031
0.032
ARI
S 10 15 30 60 120
3
6
12
24
48
4
7
10
20
30
45
60
(years)
mla min min mis ads sin
Yawn
hours
hours
hours
Yawn
days
days
days
days
days
days
days
1
039 0.63 0.79 1.08 1.35 1.56
1.65
2.00_
2.37
3.00
-3.50
3.26
3.63
4.21
4.79
6.39
7.93
-
_ 10.12
12.16
2
0.46 0.74 0.93 128 1.61 L86
1.98
239
2.84 -
1.000
3.92
4.35
5.02
5.69
7.54
9.33
11.84
14.17
5
0.53 0.85 1.07 1.52 1.% 2.29
2.44
2.95
3.52
4.40
4.86
535
6.10
6.83
8.90
10.83
13.55
15.98
10
0.59 0.94 1.19 1.72 224 2.65
2.84
3.44
4.11
5.10
5.58
6.13
6.95
7.72 _
9.98
12.00
14.88
1738
25
0.65 1.03 1.31 1.94 258 3.08
3.33
4.06
4.89
6.00
635
7.19
8.10
8.92
11.46
13.54
16.60
19.18
501
0.69 1.10 139 2.09 2.83 3.43
3.75
4.57
535
6.70
7.31
8.03
9.01
9.86
12.61
14.72
17.91
20.54
100
0.73 1.16 1.46 223 3.08 3.76
4.15
5.09
622
7.40
8.07
8.88
9.94
10.81
13.78
15.90
1920
21.84
200
0.76 1.20 1.52 2.36 3.31 4.09
4.56
5.62
6.93
8.01
8.85
9.73
10.88
11.77
14.97
17.07
20.47
23.10
500
0.79 1.25 1.58 2.51 3.60 4,51
5.11
6.33
7.88
9.01
9.90
10.90
12.16
13.07
16.57
18.63
22,14
24.72
1000
0.82 1.29 1.62 2.62 3.83 4.84
5.55
6.92
8.69
9.79
10.70
11.80
13.15
14.06
17.81
19.81
2339
25.92
Output Data to Export to PoodPack. 5 minute Intervals
Time
(mom)
0
Time
(boars)
0.000
1 year
(min)
0.000
2 year
(nn)
0.000
5 year
(min)
0.000
10 year
(mb)
0.000
25 year
(min)
0.000
50 year
(mm)
0.000
100 year 500 year
(tttlla) WIN)
0.000 0.000
5
0.083
0.004
0.005
0.006
0.007
0.008
0.008
0.008
0.008
10
0.167
0.009
0.009
0.012
0.014
0.015
0.016
0.016
0.016
15
0250
0.013
0.014
0.018
0.023
0.024
0.025
0.024
_
20
0.333
0.018
0.018
0.024
_0.021
0.027
0.031
0.032
0.033
0.031
25
0.417
0.022
0.023
0.031
0.034
0.039
0.040
0.041
0.039
30
033
0.026
0.028
0.037
0.041
0.046
0.048
0.049
0.047
35
0.583
0.031
0.032
0.043
0.048
0.054
0.056
0.057
0.055
40
0.667
0.035
0.037
0.049
0.055
0.062
0.064
0.066
0.063
45
0.750
0.039
0.041
O.OSS
0.062
0.069
0.072
0.074
0.071
so
0.833
0.041
0.046
0.061
0.069
0.077
0.080
0.082
0.078
55
0.917
0.048
0.067
0.076
0.085
0.088
0.090
60
1.000
0.053
_0.050
0.055
0.073
0.082
0.093
0.096
0.098
0.094
65
1.083
0.057
0.060
0.079
0.089
0.100
0.104
0.107
0.102
70
1.167
0.061
0.064
0.086
0.096
0.108
0.112
O.I i S
0.110
75
_
1.250
0.066
0.069
0.092
0.103
0.116
0.120
0.123
0.118
80
1.333
0.070
0.073
0.098
0.110
0.123
0.128
0.131
0.126
85
IA17
0.074
0.078
0.104
0.117
0.131
0.136
0.139
0.133
90
1.500
0.079
0.082
0.110
0.124
0.139
0.144
0.148
0.141
95
1.583
0.083
0.087
0.116
0.131
0.146
0.152
0.156
0.149
- 100
1.667
0.088
0.092
0.122
0.137
0.154
0.160
0.164
0.157
105
1.750
O.M
0.096
0.128
0.144
0.162
0.168
0.172
0.165
110
1.833
0.0%
0.101
0.134
0.151
0.170
0.176
0.180
0.173
115
1.917
0.101
0.105
0.141
0.158
0.177
0.184
0.188
0.180
120
2.000
0.105
0.110
0.147
0.165
0.185
0.192
0.197
0.188
125
2.083
0.109
0.115
0.153
0.172
0.193
0.200
0.205
0.196
Col u%&tWe PtWnfa0 Di Wbnlion
10.000
9.000
ytar stain
t 2 year storm
8.000
5 year storm
! -._ 10 year seam
7.000
� 25 year storm
•40-- Sn ymr Stattl
C 6.000
L
I (q year stain
5M year sorm
c 5.000
L
c 4.000
D
3.000
2.000
1.000
0.000 w
0.000 4.000
Li
i
8.000 12.000 16.000 20.000 24.000
Time (Hours)
ANDS, El
4!8/2015

THE CORN AT BRIER CREEK RAINF .ATA 1 ADS, El
TOW 14000 418/2015
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)
130
2 167
0 114
0 119
0 159
0.179
0200
0208
0 213
0204
135
2 250
oils
0 124
0 165
0.186
0208
0 216
0 221
0 212
140
2 333
0 123
0 128
0 171
0 192
0 216
0 224
0 229
0 220
145
2 417
0 127
0 133
0 177
0 199
0 224
0.232
0 238
0 228
150
2 500
0 131
0 138
0.183
0206
0 231
0.240
0 246
0 235
155
2 583
0 136
0 142
0.189
0 213
0 239
0 248
0.254
0 243
160
2 667
0 140
0 147
0 196
0 220
0 247
0 256
0 262
0.251
165
2 750
0 144
0 151
0.202
0 227
0.254
0 264
0 270
0.259
170
2 833
0 149
0 156
0208
0 234
0 262
0.272
0 279
0 267
175
2 917
0 153
0 160
0 214
0241
0 270
0 280
0.287
0 275
180
3 000
0 158
0 165
0 220
0.247
0 277
0 288
0.295
0.283
185
3.083
0 162
0 170
0.226
0.254
0 285
0 295
0 303
0.290
190
3 167
0.166
0 174
0 232
0.261
0.293
0 303
0 311
0.298
195
3 250
0 171
0 179
0 238
0 268
0.301
0.311
0 320
0 306
200
3.333
0 175
0 183
0 244
0 275
0308
0.319
0 328
0314
205
3 417
0 179
0 188
0.251
0 282
0 316
0.327
0 336
0 322
210
3.500
0 184
0.193
0 257
0 289
0 324
0 335
0 344
0 330
215
3 583
0188
0197
0,263
0 296
0331
0 343
0 352
0 337
220
3 667
0 193
0202
0 269
0 302
0339
0.351
0 361
0 345
225
3.750
0 197
0206
0 275
0 309
0 347
0359
0.369
0 353
230
3.833
0201
0.211
0 281
0 316
0 355
0.367
0 377
0 361
235
3917
0206
0.215
0 287
0 323
0 362
0.375
0385
0 369
240
4.000
0 210
0 220
0 293
0.330
0 370
0 383
0.393
0.377
245
4 083
0 214
0 225
0 299
0.337
0 378
0 391
0 402
0.385
250
4 167
0 219
0.229
0 306
0 344
0 385
0 399
0.410
0 392
255
4 250
0.223
0 234
0 312
0 351
0 393
0 407
0 418
0 400
260
4 333
0.228
0 238
0 318
0 357
0.401
0.415
0.426
0 408
265
4 417
0.232
0 243
0 324
0 364
0 409
0 423
0 434
0 416
270
4.500
0.236
0 248
0 330
0 371
0 416
0.431
0 443
0.424
275
4.583
0 241
0 252
0.336
0 378
0 424
0 439
0 451
0 432
280
4 667
0 245
0 257
0 342
0 385
0 432
0 447
0 459
0.439
285
4 750
0 249
0 261
0 348
0 392
0 439
0 455
0 467
0 447
290
4 833
0.254
0.266
0 354
0 399
0 447
0 463
0 475
0 455
295
4 917
0.258
0.270
0 361
0 406
0 455
0 471
0.483
0 463
300
5 000
0 263
0.275
0 367
0 412
0 462
0 479
0.492
0 471
305
5.083
0 267
0 280
0.373
0 419
0.470
0 487
0.500
0 479
310
5 167
0.271
0 284
0 379
0 426
0 478
0 495
0 508
0.487
315
5 250
0.276
0 289
0.385
0 433
0 486
0 503
0 516
0 494
320
5 333
0.280
0 293
0.391
0 440
0 493
0 511
0 524
0 502
325
5 417
0.284
0.298
0 397
0 447
0 501
0 519
0 533
0 510
330
5.500
0 289
0 303
0 403
0 454
0 509
0 527
0 541
0 518
335
5 583
0 293
0 307
0 409
0 461
0 516
0.535
0 549
0 526
340
5 667
0 298
0 312
0 416
0 467
0 524
0 543
0 557
0.534
345
5 750
0 302
0 316
0 422
0 474
0 532
0 551
0 565
0 541
350
5 833
0 306
0.321
0 428
0.481
0 540
0 559
0 574
0 549
355
5 917
0 311
0.325
0.434
0 488
0.547
0 567
0 582
0 557
360
6.000
0 315
0 330
0 440
0 495
0 555
0 575
0 590
0 565
365
6.083
0 320
0 336
0.448
0.504
0 567
0 589
0 606
0 587
370
6.167
0 325
0 343
0 456
0.514
0 578
0 602
0 621
0 608

THE COI. AT BRIER CREEK RAIL, DATA ONDS, El
TON -14000 4/8/2015
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)
375
6 250
0 330
0 349
0 464
0 523
0 590
0 616
0 637
0 630
380
6 333
0 336
0 355
0 472
0 532
0 601
0 629
0 653
0 651
385
6 417
0 341
0.361
0 480
0 542
0 613
0 643
0 668
0 673
390
6.500
0.346
0.368
0 488
0 551
0 624
0 657
0 684
0.694
395
6 583
0.351
0 374
0 495
0 560
0 636
0 670
0 700
0 716
400
6.667
0 356
0 380
0 503
0 569
0 647
0 684
0 716
0 737
405
6.750
0 361
0 386
0 511
0 579
0 659
0 697
0 731
0 759
410
6 833
0 366
0 393
0 519
0 588
0 670
0 711
0 747
0 780
415
6 917
0 372
0.399
0 527
0 597
0 682
0 725
0 763
0.802
420
7 000
0 377
0.405
0 535
0 607
0 693
0.738
0 778
0.823
425
7.083
0.382
0.411
0 543
0 616
0 705
0 752
0 794
0 845
430
7 167
0.387
0.418
0.551
0 625
0 716
0 766
0 810
0.866
435
7.250
0.392
0.424
0.559
0 635
0 728
0 779
0 825
0.888
440
7.333
0 397
0 430
0 567
0 644
0 739
0.793
0 841
0 909
445
7 417
0 402
0.436
0 575
0 653
0 751
0 806
0 857
0.931
450
7 500
0 408
0 443
0 583
0 663
0 762
0 820
0.873
0 953
455
7 583
0 413
0.449
0 590
0 672
0 774
0 834
0 888
0 974
460
7 667
0 418
0.455
0 598
0 681
0 786
0 847
0.904
0 996
465
7 750
0.423
0 461
0 606
0 690
0 797
0 861
0 920
1 017
470
7 833
0.428
0.468
0.614
0 700
0 809
0 674
0 935
1 039
475
7 917
0.433
0 474
0.622
0 709
0 820
0 888
0 951
1 060
480
8 000
0 438
0 480
0.630
0.718
0 832
0 902
0 967
1 082
485
8 083
0 443
0.486
0.638
0 728
0 843
0 915
0 982
1 103
490
8 167
0 449
0 493
0 646
0 737
0 855
0 929
0 998
1 125
495
8 250
0 454
0 499
0 654
0 746
0 866
0 942
1 014
1.146
500
8 333
0 459
0 505
0 662
0 756
0 878
0 956
1 029
1 168
505
8 417
0 464
0.511,
0 670
0 765
0 889
0 970
1.045
1 189
510
8 500
0 469
0.518
0 678
0 774
0 901
0 983
1 061
1211
515
8 583
0 474
0 524
0 685
0 783
0 912
0.997
1 077
1 232
520
8 667
0.479
0.530
0.693
0 793
0.924
1 011
1 092
1 254
525
8 750
0 485
0.536
0 701
0 802
0 935
1 024
1 108
1 275
530
8 833
0 490
0.543
0.709
0 811
0 947
1 038
1 124
1 297
535
8 917
0 495
0 549
0 717
0.821
0 958
1 051
1 139
1 318
540
9.000
0 500
0 555
0 725
0 830
0 970
1 065
1 155
1 340
545
9 083
0 510
0 566
0 739
0.847
0 990
1 088
1 181
1 374
550
9 167
0.519
0 578
0 753
0 863
1 011
1 111
1.207
1 408
555
9 250
0 529
0 589
0 768
0 880
1 031
1 133
1 233
1 442
560
9 333
0 539
0.601
0 782
0.897
1.051
1 156
1 259
1 476
565
9 417
0.549
0 612
0 796
0 913
1.071
1 179
1 286
1 509
570
9 500
0 558
0 623
0 610
0 930
1.092
1202
1 312
1 543
575
9 583
0.568
0 635
0.824
0 947
1.112
1 224
1 338
1 577
580
9 667
0 578
0 646
0.838
0 963
1 132
1247
1 364
1 611
585
9.750
0.588
0 658
0.853
0 980
1 153
1.270
1 390
1 645
590
9 833
0 597
0 669
0 867
0 997
1 173
1 293
1 416
1 679
595
9 917
0 607
0 680
0 881
1 013
1 193
1 316
1 442
1 713
600
10 000
0 617
0 692
0 895
1 030
1 213
1 338
1 468
1 747
605
10 083
0 626
0 703
0 909
1 047
1.234
1 361
1 494
1.781
610
10 167
0.636
0 714
0 923
1 063
1.254
1 384
1 521
1 814
615
10 250
0 646
0 726
0 938
1080
1 274
1.407
1 547
1848

THE COR, AT BRIER CREEK RAIN. BATA .OHDS, El
TOW 14000 4/8/2015
Output Data to Export to PondPack, 5 minute intervals
Time Tune 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) (rain)
620 10333 0 656 0 737 0 952 l 097 1 294 1 429 1 573 1 882
625 10.417 0 665 0 749 0 966 1 113 1 315 1 452 1.599 1.916
630 10 500 0 675 0 760 0 980 1 130 1 335 1 475 1 625 1.950
635 10 583 0 683 0 770 0 993 1 146 1.356 1 502 1.658 2,000
640 10.667 0 690 0 780 1 005 1 162 1.377 1 528 1 690 2050
645 10750 0.698 0.790 1 018 1 178 1.398 1.555 1 723 2.100
650 10.833 0 705 0.800 1 030 1 193 1.418 1 582 1 755 2 150
655 10 917 0 713 0 810 1 043 1.209 1.439 1 608 1 788 2200
660 11 000 0 720 0 820 1 055 1 225 1 460 1 635 1820 2 250
665 11 083 0 738 0 841 1 083 1259 1.502 1 685 1 877 2 326_
670 11 167 0.755 0 862 1 110 1 293 1 543 1.735 1933 2 402
675 11 250 0.773 0.883 1 138 1 328 1 585 1.785 1.990 2 478_
680 11.333 0 790 0 903 1 165 1 362 1,627 1 835 2.047 2.553
685 11 417 0.808 0.924 1 193 1396 1 668 1 885 2 103 2 629
690 11 500 0.825 0.945 1 220 1 430 1.710 1935 2.160 2 705
695 11 583 0 887 1.021 1,319 1 547 1 851 2095 2 340 2 929
700 11 667 0 949 1 096 1 418 1 663 1 992 2 255 2.520 3 154
705 11.750 1 012 1.172 1 517 1 780 2 133 2 415 2.700 3 378
710 11 833 1 074 1 247 1 616 1 897 2 274 2 575 2.880 3 603
715 11917 1 274 1 482 1 886 2 197 2 604 2 925 3245 3 998
720 12 000 1 664 1942 2 416 2 787 3 254 3 615 3 975 4 788 _
725 12083 1 864 2.177 2 686 3 087 3 584 3 965 4.340 5 183
730 12.167 1 926 2,253 2 784 3203 3 726 4 125 4 520 5 407
735 12 250 1 988 2 328 2 883 3 320 3.867 4 285 4 700 5 632
740 12 333 2051 2 404 2 982 3 437 4 008 4 445 4 880 5.856
745 12 417 2 113 2 479 3 081 3 553 4 149 4 605 5 060 6.081
750 12.500 2 175 2 555 3 180 3 670 4 290 4 765 5 240 6 305
755 12583 2.193 2.576 3208 3 704 4 332 4 815 5 297 6 381
760 12.667 2 210 2.597 3.235 3.738 4 373 4.865 5 353 6 457
765 12 750 2.228 2.618 3 263 3 773 4 415 4.915 5 410 6 533
770 12 833 2 245 2 638 3 290 3.807 4 457 4 965 5 467 6 608
775 12 917 2 263 2 659 3 318 3 841 4 498 5 015 5 523 6 684
780 13.000 2.280 2 680 3 345 3 875 4 540 5 065 5 580 6 760
785 13083 2.288 2 690 3 358 3 891 4 561 5 092 5 613 6 810
790 13 167 2.295 2 700 3.370 3 907 4 582 5 118 5 645 6 860
795 13 250 2.303 2 710 3.383 3 923 4.603 5 145 5 678 6 910
800 13.333 2 310 2 720 3.395 3.938 4 623 5 172 5 710 6 960
805 13 417 2 318 2 730 3 408 3 954 4 644 5 198 5.743 7 010
810 13 500 2 325 2 740 3 420 3.970 4 665 5 225 5 775 7 060
815 13583 2 335 2 751 3 434 3 987 4 685 5 248 5 801 7 094
820 13 667 2 344 2.763 3 448 4 003 4 706 5.271 5 827 7 128
825 13 750 2.354 2.774 3 463 4,020 4 726 5 293 5 853 7.162
830 13.833 2.364 2 786 3.477 4 037 4 746 5 316 5 879 7 196
835 13.917 2 374 2 797 3.491 4 053 4.766 5 339 5 906 7 229
840 14.000 2 383 2 808 3 505 4 070 4 787 5 362 5 932 7 263
845 14 083 2 393 2 820 3 519 4 087 4 807 5 384 5 958 7 297
850 14 167 2.403 2 831 3 533 4 103 4 827 5 407 5.984 7 331
855 14 250 2 413 2 843 3.548 4 120 4 848 5 430 6 010 7 365
860 14 333 2 422 2 854 3 562 4.137 4 868 5 453 6.036 7 399

THE COR AT BRIER CREEK RAIN BATA JNDS, El
TON -14000 418!2015
Output Data to Export to PondPack, 5 minute intervals
Time Time 1 year 2 year 5 year 10 year 25 year 50 ytar 100 year 500 year
(min) (hours) (min) (min) (min) (min) (min) (min) (min) (min)
865 14 417 2 432 2 865 3 576 4 153 4 888 5 476 6 062 7 433
870 14 500 2 442 2 877 3 590 4 170 4 908 5.498 6 088 7 467
875 14 583 2.451 2.888 3.604 4.187 4.929 5 521 6114 7 501.
880 14 667 2.461 2.899 3.618 4203 4 949 5 544 6 141 7 534
885 14 750 2.471 2 911 3 633 4 220 4 969 5.567 6 167 7 568
890 14 833 2.481 2.922 3 647 4 237 4 989 5 589 6 193 7 602
895 14 917 2 490 2 934 3.661 4 253 5 010 5 612 6 219 7 636
900 15 000 2 500 2 945 3 675 4.270 5 030 5 635 6 245 7 670
905 15 083 2 505 2 951 3 683 4 279 5 042 5 649 6 261 7 692
910 15 167 2 510 2 958 3 691 4 289 5.053 5 662 6 276 7 713
915 15.250 2 515 2.964 3 699 4 298 5.065 5 676 6 292 7 735
920 15 333 2.521 2.970 3.707 4.307 5.076 5 689 6.308 7 756
925 15.417 2.526 2.976 3.715 4 317 5 088 5.703 6 323 7 778
930 15.500 2 531 2 983 3.723 4 326 5.099 5 717 6 339 7 799
935 15583 2 536 2 989 3 730 4.335 5 111 5 730 6 355 7 821
940 15.667 2 541 2 995 3 738 4.344 5 122 5 744 6 371 7 842
945 15 750 2 546 3 001 3 746 4.354 5 134 5 758 6 386 7 864
950 15 833 2 551 3 008 3 754 4 363 5.145 5.771 6 402 7 885
955 15 917 2 557 3 014 3 762 4 372 5.157 5 785 6 418 7 907
960 16 000 2.562 3.020 3 770 4.382 5 168 5 798 6 433 7 928
965 16 083 2.567 3 026 3.778 4 391 5 180 5 812 6 449 7 950
970 16 167 2.572 3 033 3.786 4 400 5 191 5.826 6.465 7 971
975 16.250 2 577 3 039 3 794 4,410 5203 5 839 6 480 7 993
980 16.333 2 582 3 045 3 802 4.419 5 214 5 853 6 496 8 014
985 16 417 2 587 3 051 3 810 4.428 5 226 5 866 6 512 9 036
990 16 500 2 593 3 058 3 818 4 438 5.238 5 880 6 528 8 058
995 16.583 2.598 3 064 3 825 4 447 5.249 5 894 6 543 8 079
1000 16 667 2 603 3.070 3 833 4.456 5.261 5 907 6 559 8 101
1005 16.750 2 608 3.076 3 841 4 465 5 272 5 921 6.575 8 122
1010 16 833 2 613 3 083 3 849 4 475 5.284 5.934 6 590 8 144
1015 16 917 2 618 3 089 3 857 4 484 5.295 5 948 6 606 8 165
1020 17 000 2 623 3 095 3 865 4 493 5.307 5 962 6.622 8 187
1025 17083 2 628 3.101 3 873 4 503 5 318 5 975 6.637 8208
1030 17 167 2.634 3.108 3.881 4 512 5 330 5 989 6.653 8 230
1035 17.250 2 639 3 114 3 889 4 521 5 341 6.003 6.669 8 251
1040 17 333 2 644 3.120 3 897 4 531 5.353 6.016 6.684 8 273
1045 17 417 2 649 3 126 3.905 4 540 5.364 6 030 6.700 8 294
1050 17 500 2.654 3 133 3 913 4 549 5.376 6 043 6.716 8 316
1055 17 583 2 659 3 139 3 920 4 558 5.387 6 057 6 732 8 337
1060 17 667 2 664 3 145 3 928 4 568 5 399 6 071 6.747 8 359
1065 17 750 2 670 3 151 3 936 4.577 5 410 6 084 6 763 8 380
1070 17 833 2 675 3 158 3 944 4 586 5 422 6 098 6 779 8 402
1075 17 917 2 680 3 164 3 952 4 596 5.433 6 111 6 794 8 423
1080 18 000 2.685 3 170 3 960 4 605 5.445 6 125 6 810 8 445
1085 18 083 2.689 3.175 3 966 4.612 5 453 6.133 6 818 8 453
1090 18.167 2.694 3 179 3.972 4 619 5 460 6.141 6.826 8 461
1095 18 250 2 698 3 184 3.978 4 626 5 468 6 149 6.835 8.469
1100 18 333 2 703 3 188 3 984 4 633 5 476 6 157 6 843 8 476
1105 18 417 2 707 3 193 3 991 4 639 5 484 6 165 6 851 8 484

THE COR AT BRIER CREEK RAIN. BATA )NDS, El
TON -14000 4/8/2015
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)
1110 18.500 2 711 3 198 3 997 4 646 5.491 6173 6 859 8.492
1115 18 583 2 716 3.202 4 003 4 653 5.499 6181 6 867 8.500
1120 18 667 2 720 3.207 4.009 4 660 5.507 6 189 6 876 8.508
1125 18 750 2.724 3.211 4 015 4 667 5.514 6 197 6.884 8 516
1130 18 833 2 729 3.216 4 021 4 674 5 522 6205 6 892 8 523
1135 18.917 2.733 3 220 4 027 4 681 5.530 6 213 6 900 8 531
1140 19 000 2.738 3 225 4 033 4 688 5 538 6.221 6 908 8.539
1145 19.083 2 742 3 230 4 039 4 694 5.545 6 229 6 917 8 547
1150 19 167 2 746 3 234 4 046 4.701 5 553 6 237 6 925 8.555
1155 19.250 2 751 3 239 4 052 4.708 5 561 6 245 6 933 8 563
1160 19 333 2 755 3 243 4 058 4 715 5 568 6 253 6 941 8 571
1165 19 417 2 759 3.248 4 064 4 722 5 576 6 261 6 949 8 578
1170 19 500 2 764 3 253 4 070 4 729 5.584 6.269 6 958 8 586
1175 19 583 2.768 3.257 4 076 4 736 5.591 6 277 6 966 8 594
1180 19,667 2 773 3 262 4 082 4 743 5.599 6 285 6 974 8 602
1185 19 750 2.777 3 266 4.088 4 749 5.607 6 293 6 982 8 610
1190 19.833 2 781 3 271 4 094 4 756 5 615 6 301 6 990 8 618
1195 19.917 2 786 °3.275 _ 4.101 4 763 5 622 6 309 6 998 8 625
1200 20 000 2,790 3 280 4 107 4 770 5 630 6 317 7 007 8 633
1205 20.083 2 794 3 285 4 113 4.777 5 638 6 325 7 015 8 641
1210 20.167 2 799 3.289 4 119 4 784 5 645 6 333 7 023 8 649
1215 20 250 2.803 3 294 4 125 4 791 5.653 6.341 7 031 8 657
1220 20 333 2 808 3.298 4 131 4 798 5,661 6 349 7 039 8 665
1225 20.417 2 812 3 303 4 137 4 804 5.669 6 357 7 048 8 673
1230 20.500 2 816 3 308 4,143 4.811 5.676 6 365 7 056 8,680
1235 20.583 2 821 3 312 4 149 4.818 5 684 6 373 7 064 8 688
1240 20 667 2 825 3 317 4 156 4 825 5 692 6 381 7 072 8 696
1245 20 750 2 829 3 321 4 162 4.832 5 699 6 389 7 080 8 704
1250 20 833 2.834 3.326 4 168 4 839 5 707 6 397 7 089 8 712
1255 20 917 1838 3 330 4 174 4 846 5.715 6,405 7 097 8 720
1260 21 000 2 843 3 335 4 180 4 853 5 723 6.413 7 105 8 727
1265 21 083 2.847 3 340 4.186 4 859 5 730 6 420 7 113 8 735
1270 21.167 2.851 3 344 4192 4 866 5 738 6,428 7 121 8 743
1275 21 250 1856 3 349 4 198 4 873 5 746 6.436 7 130 8 751
1280 21 333 2 860 3 353 4.204 4 880 5 753 6 444 7.138 8 759
1285 21.417 2 864 3 358 4 211 4 887 5 761 6.452 7 146 8 767
1290 21.500 2 869 3 363 4 217 4 894 5 769 6 460 7 154 8 775
1295 21 583 2 873 3.367 4 223 4 901 5 776 6 468 7 162 8 782
1300 21.667 2 878 3 372 4 229 4.908 5 764 6 476 7 171 8 790
1305 21,750 2 882 3 376 4 235 4 914 5 792 6 484 7 179 8 798
1310 21 833 2 886 3.381 4.241 4 921 5 800 6.492 7 187 8 806
1315 21 917 2 891 3385 4,247 4 928 5 807 6 500 7 195 8 814
1320 22 000 2 895 3.390 4 253 4 935 5.815 6.508 7203 8 822
1325 22.083 2 899 3.395 4 259 4 942 5.823 6 516 7 212 8 830
1330 22 167 2 904 3 399 4 266 4 949 5 830 6 524 7220 8 837
1335 22.250 2 908 3 404 4 272 4 956 5 838 6.532, 7.228 8845
1340 22 333 2 913 3 408 4 278 4 963 5 846 6 540 7 236 8 853
1345 22 417 2 917 3 413 4 284 4 969 5 854 6 548 7 244 8 861
1350 22.500 2.921 3 418 4 290 4 976 5 861 6 556 7 253 8'869

THE COR. AT BRIER CREEK RAIN, jATA JNDS, El
TON -14000 4/812015
Output Data to Export to PondPael4 5 minute intervals
Time Time 1 year
(min) (hours) (min)
1355 22 583 2.926
1360 22.667 2 930
1365 22.750 2 934
1370 22 833 2 939
1375 22 917 2 943
1380 23 000 2.948
1385 23 083 2.952
1390 23 167 2 956
1395 23 250 2 961
1400 23 333 2 965
1405 23 417 2.969
1410 23 500 2 974
1415 23.583 2 978
1420 21667 2 983
1425 23 750 2 987
1430 23 833 2 991
1435 23 917 2 996
1440 24 000 3 000
2 year
(min)
3.422
3 427
3 431
3 436
3 440
3.445
3 450
3.454
3 459
3.463
3 468
3.473
3.477
3.482
3 486
3.491
3.495
3 500
5 year 10 year 25 year 50 year 100 year 500 year
(min) (min) (min) (min) (min) (min)
4.296 4 983 5 869 6 564 7 261 8 877
4.302 4 990 5 877 6 572 7.269 8 884
4.308 4 997 5 884 6 580 7.277 8 892
4 314 5 004 5 892 6 588 7285 8 900
4 321 5 011 5 900 6 596 7 293 8 908
4.327 5 018 5 908 6 604 7 302 8 916
4.333 5 024 5 915 6 612 7 310 8 924
4.339 5 031 5.923 6 620 7 318 8 932
4 345 5 038 5 931 6 628 7 326 8.939
4 351 5 045 5 938 6 636 7 334 8 947
4 357 5 052 5 946 6 644 7 343 8 955
4.363 5 059 5 954 6 652 7 351 8 963
4 369 5 066 5 961 6 660 7 359 8 971
4 376 5 073 5 969 6 668 7 367 8 979
4 382 5 079 5 977 6 676 7 375 8 986
4 388 5.086 5.985 6 684 7 384 8.994
4 394 5.093 5.992 6 692 7 392 9 002
4 400 5 100 6 000 6 700 7 400 9 010

PRE DEVELOPMENT HYDROLOGIC
CALCULATIONS
THE CORNERS AT BRIER CREEK
TON -14000

CORNERS BRIER CREEK HYDROLOGIC L CULATIONS T. EF NDS, EI
TON -1400 24/2015
Pre - Development - _Inmary ojResulu
*v6ROLQGY:IjVPUT _SI1M141ARY
Sub -basin ID
Onsite Area [acres]
Offsite Area [acres]
Total Area SC C>\
Tc min
l I
Impervions
Open Wooded Pond
Total
Impervious
Open
Wooded
Pond
Total
Iacres)
1
0.49
( 7.12 � 1732 000 1
24.93
0.30 j
1.64
13 66
0.00 j
1560
40.54 70
24.00
2
1.12
9.79 47.68 0.00
58.59
1.83 1
1191
12 06
0.00 l
25 80
84.40 67
29.77
Totals = Z 1.61
__.
1 1692 j 65.00 0.00
83.53
213 1
1355
( _
2572
000
41.41
[ 124.94
PHASE- 1;iVI7 ROGEtY-/ P- IIOSPIOROUS
EXPURwI INPUT_5UN1hiARYr ,�;' ?
Onslte Area [sf]
Sub -basin ID
Roadway
Driveway Roof WaflWPatio
Man Open
Wooded
Pond
Total
1 9,848
I 0 1 0 0
203,199
305,895
0
518,942
2 3,003
0 ; 0 I 0
236,831 I
187,537
0
427,371
Totals = 12,851
j 0 1 0 i 0 i
440,030 i
493,432
0
946,313
OkFSIT_ltH TROGEIY;rPHUSYHOEiOLISEXPUlt1 NPtIT,SUIVIMAli1!r;`.;= ize'„;:
Offsite Area Isq
Sub -basin ID
Roadway
Driveway Roof Walks /Patio
Man Open
Wooded
Pond
Total
l
0 _
0 I 0 0.. _ i
0
0 i
0
0
2
0
0 ! 0 0
60,980
0
0
60,980
Totals =
0
1 0 0 0
60,980
0 !
0
j 60,980

THE CORNERS AT BRIER CREEK HYDROLOGIC CALCULATIONS T. EDMONDS, El
TON -14000 Pre - Development - Subbasin 1 2/23/2015
HSG
Impervious
A
98 j
B
98
C
98
D
98
Assume. HSG 'A' =
00%
HSG B'=
380%
HSG'C'=
00%
HSG D'=
62.0%
Cover Condition
SCS CN I
hnPe►v ous
98
Open
73
Wooded
69
ilg PR&DEVELOPMBIV-'.
A. Phase I Impervious Breakdown
0.00
Contributing Area
# of Units
Lot Roof Area
0
Lot Driveway
0
Lot Sidewalk
0
Lot Patio
0
Building
0.00
Roadway Area
I
Driveway / Parking Lot
0
Sidewalk / Patio
000
Other
5,912
Totals
-
B. Remaining Onsite Impervious Breakdown
Contributing Area
# of Units
Lot Roof Area
0
Lot Driveway
0
Lot Sidewalk
0
Lot Patio
0
Building
-
Roadway Area
Area Jsfl
Driveway / Parking Lot
Comments
Sidewalk / Patio
0.23
Other
203,199
Totals
Assume good condition
C. Watershed Breakdown
7.02
Contributing Area
SCS CN
Phase 1 impervious
98
Phase 1 open
73
Phase 1 wooded
69
Phase 1 pond
100
Remaining onsite impervious
98
Remaining onsite open
73
Remaining onsite wooded
69
Remaining onsite pond
100
Offsite impervious
98
Offsite open
73
Offsite wooded
69
Offsite pond
100
Total area =
Composite SCS CN —
% Impervious =
Open
Wooded
39
30
61
55
74
70
80 I
77
Comments
Assume good condition
Assume good condition
Area / Unit
Area Isfl
Area jaeresl
0
0
I 0.00
0
0
0.00
0
0
I 0.00
0
0
I 0.00
-
0
I 0.00
9,848
023
0
0.00
I 0
0.00
0
0.00
9,848
0.23
Area / Unit
Area lsq
Area Iacresl
0
0
000
0
0
0.00
0
0
0.00
0
0
000
-
5,912
014
-
5,595
0.13
-
0
0.00
-
0
0.00
-
0
000
-
11,507
0.26
Area Jsfl
I Area Lacresl
Comments
9,848
0.23
203,199
4.66
Assume good condition
305,895
7.02
Assume good condition
0
0.00
11,507
0.26
-
107,049
2.46
Assume good condition
448,664
1030
Assume good condition
0
1 0.00
13,019
1 0.30
71,560
164
Assume good condition
595,169
13.66
Assume good condition
0
0.00
40.54
acres
0.0633
sq.mi
70
13%

THE CORNERS AT BRIER CREEK HYDROLOGIC CALCULATIONS
TON -14000 Pre - Development - Subbasin 1
D. Time of Concentration Information
Time ojconcentration is calculated using the SCS Segmental Approach (7R -55).
Segment 1: Overland Flow
ft
3
Segment 2: Concentrated Flow
Length =
100
ft
Length =
224
ft
Height =
3
It
Height =
16
ft
Slope =
00300
Wit
Slope =
0.0714
ft/ft
Manning's n =
024
(Dense Grass)
Paved 7 =
No
P (2- year /24 -hour) =
3.42
inches (Durham, NC)
Velocity =
4.32
ft/sec
Segment Time=
11.74
minutes
Segment Time =
0.86
minutes
Segment 3: Channel Flow
Segment 4: Channel Flow
Length =
1679
ft
Length =
275
ft
Height =
53
ft
Height =
4
ft
Slope =
0.0316
ft/ft
Slope =
0.0145
tuft
Manning's n =
0 045
natural channel
Manning's n =
0 013
natural channel
Flow Area =
4 00
sf (assume 2'x 2' channel)
Flow Area =
079
sf (12" RCP)
Wetted Perimeter =
600
ft (assume 2'x T channel)
Wetted Perimeter =
3 14
It (12" RCP)
Channel Velocity=
4.49
ft/sec
Channel Velocity =
5.49
ft/sec
Segment Time =
6.23
minutes
Segment Time =
0.84
minutes
Segment S: Channel Flow
Length =
Height =
Slope =
Maiming's n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
Segment Time =
1121
ft
3
ft
00027
Wit
0 045
natural channel
14400
sf (assume 12'x 12' channel)
3600
ft (assume 12'x 12' channel)
4.32
ft/sec
4.33
minutes
'Time of Concentration = 24.00
SCS Lag Time = 14.40
Time Increment = 4.18
minutes
minutes (SCS Lag = 0.6• Tc)
minutes (= 0.29'SCS Laq)
T. EDMONDS, EI
2/23/2015

THE CORNERS AT BRIER CREEK
HYDROLOGIC CALCULATIONS
TON -14000
Pre - Development - Subbasin 2
ItSt S rC U R lffiw NU -
HSG
Impervious I
Open
Wooded
A
98 1
39
30
B
98 1
61
55
C
98
74
70
D
98
80
77
Assume. HSG'A'=
00%
HSG'B'=
540%
HSG'C'=
00%
HSG 'D' =
46.0%
Cover Condition
SCS CN I
Comments
Impervious
98
-
Open
70
Assume
good condition
Wooded
65
Assume
good condition
]I. PM- DEY,ELOPMENV'i' P a
A. Phase I Impervious Breakdown
Contributing Area
# of Units
Area / Unit
Area [sf]
I Area (acres)
Lot Roof Area
0
0
0
0.00
Lot Driveway
0
0
0
000
Lot Sidewalk
0
0
0
0.00
Lot Patio
0
0
0
0.00
Building
-
-
0
0.00
Roadway Area
3,003
007
Driveway / Parking Lot
0
000
Sidewalk / Patio
0
0.00
Other
I 0
0.00
Totals
-
1 3,003
0.07
B. Remaining Onsite Impervious Breakdown
Contributing Area
# of Units
Area Unit
Area [sf[
Area (acresl
Lot Roof Area
0 I
0
0
0.00
Lot Driveway
0
0
0
0.00
Lot Sidewalk
0 I
0
0
0.00
Lot Patio
0
0
0
0.00
Building
-
-
2,648
006
Roadway Area
43,215
0.99
Driveway / Parking Lot
0
0.00
Sidewalk / Patio
0
000
Other
0
0.00
Totals
-
45,863
1 1.05
C. Watershed Breakdown
Contributine Area
SCS CN
Area Lsfl
Area Lacresl
Comments
Phase 1 impervious
98
3,003
0.07
-
Phase 1 open
70
236,831
544
Assume good condition
Phase 1 wooded
65
187,537
431
Assume good condition
Phase 1 pond
100
0
1 0.00
Ramming onsite impervious
98
45,863
1.05
Remaining onsite open
70
189,817
4.36
Assume good condition
Remaining onsite wooded
65
1,889,322
I 43.37
Assume good condition
Remammi s onsite pond
100
0
0.00
-
Offsite impervious
98
79,870
1.83
Offsrte open
70
518,803
1191
Assume good condition
Offsite wooded
65
525,378
12.06
Assume good condition
Offsite pond
100
0
0.00
Total area =
84.40
acres
0.1319
sq.mi.
Composite SCS CN =
67
% Impervious =
2.3%
T. EDMONDS, El
2/23/2015

THE CORNERS AT BRIER CREEK HYDROLOGIC CALCULATIONS
TON -14000 Pre- Development - Subbasin 2
D. Time of Concentration Information
Time ojconcentratton is calculated using the SCS Segmental Approach (TR -55)
T EDMONDS, El
2/23/2015
Segment l: Overland Flow
Segment 2: Concentrated Flow
Length =
100
ft
Length = 163
ft
Height =
2
ft
Height = 9
ft
Slope =
0.0200
ft/ft
Slope = 0.0552
tuft
Manning's n =
024
(Dense Grass)
Paved ? = No
P (2-year/24-hour) =
342
inches (Durham, NC)
Velocity = 380
ft/sec:
Segment Time =
13.80
minutes
Segment Time = 0.72
minutes
Segment 3: Channel Flow
Segment 4: Channel Flow
Length =
831
ft
Length = 3118
ft
Height =
52
ft
Height = 22
ft
Slope =
0.0626
ft/ft
Slope = 00071
ft/ft
Manning's n =
0.045
natural channel
Manning's n = 0 045
natural channel
Flow Area =
100
sf (assume 1' x P channel)
Flow Area = 3600
sf (assume 6'x 6' channel)
Wetted Perimeter =
300
ft (assume 1' x 1' channel)
Wetted Perimeter = 18.00
ft (assume 6'x 6' channel)
Channel Velocity =
398
ft/sec
Channel Velocity = 442
ft/sec
Segment Time =
3.48
minutes
Segment Time = IL 77
minutes
Time of Concentration = 29.77
minutes
i
SCS Lag Time = 17.86
minutes (SCS Lag = 0 6• Tc)
I
Time Increment = 5.18
minutes (= 0 29FSCS Lag)

I M M (' "A 1) A M
Scenario: Pre - Development
,mars @ Brier Creek Bentley Systems, Inc. Haested Methods Solution Center J. Allen, PE, CFM
1N- 14000.ppc Bentley PondPack V8i 4/8/2015
[08.11.01.56]

a�J McADaMs
Time of
Concentration
(min)
24.00
29.77
5.00
5.00
45.79
24.00
imers @ Brier Creek Bentley Systems, Inc Haestad Methods Solution Center J. Allen, PE, CFM
JN -14000 ppc Bentley PondPack V81 4/8/2015
(08 11.01.56]
FlexTable: Catchment Table
(TON- 14000.ppc)
Current Time: 0.00 min
Notes
Label Area SCS CN
(acres)
PRE
SUB 1
40.54 70
PRE
SUB 2
84.40 67
POST
SUB 1 -TO SWMF A
21.75 89
POST
SUB 2 -TO SWMF B
2.57 90
POST
SUB 2- BYPASS
71.87 71
POST
SUB 1- BYPASS
28.75 73
Time of
Concentration
(min)
24.00
29.77
5.00
5.00
45.79
24.00
imers @ Brier Creek Bentley Systems, Inc Haestad Methods Solution Center J. Allen, PE, CFM
JN -14000 ppc Bentley PondPack V81 4/8/2015
(08 11.01.56]

''N MCADAMs
Subsection: Master Network Summary
Catchments Summary
Label
Scenario
Return
Hydrograph
'nme to Peak
Peak Flow
Event
Volume
(min)
(ft3 /s)
(years)
(ac -ft)
SUB i
Pre i Year
1
2.399
736.00
21.19
SUB 1
Pre 2 Year
2
3.390
736.00
32.32
SUB 1
Pre 10 Year
10
7.095
733.00
66.13
SUB 2
Pre 1 Year
1
4.175
742.00
29.94
SUB 2
Pre 2 Year
2
6.057
739.00
48.17
SUB 2
Pre 10 Year
10
13.263
738.00
108.34
Node Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
Event
Volume
(min)
(ft3 /s)
(years)
(ac -ft)
POA 1
Pre i Year
1
2.399
736.00
21.19
POA 1
Pre 2 Year
2
3.390
736.00
32.32
POA 1
Pre 10 Year
10
7.095
733.00
66.13
POA 2
Pre 1 Year
1
4.175
742.00
29.94
POA 2
Pre 2 Year
2
6.057
739.00
48.17
'OA 2
Pre 10 Year
10
13.263
738.00
108.34
Mers @ Brier Creek Bentley Systems, Inc Haestad Methods Soluhon Center J Allen, PE, CFM
:)N- 14000.ppc Bentley PondPack V81 4/8/2015
108 11 01.561

3�t T �.. =�, r
L-
N.
gig,
PRE

POST - DEVELOPMENT HYDROLOGIC
CALCULATIONS
THE CORNERS AT BRIER CREEK
TON -14000

CORNER, BRIER CREEK HYDROLOGIC LCULATIONS .1 ALL' ''E, CFM
TON -1400 Post - Developmen. .mmary of Results 2412015
HYDk(jI GY-, INPUT'SUMNiAItI',
Sub -basin ID
Onsite Area ]acresl
Offsite Area ]acres]
Total Area
SCS CN
Tc ]mint
Impervious
Open Wooded Pond
Total
Impervious
Open
Wooded
Pond
Total
jacresl
1- to SWMF A
13.72
7 31
0.00 072
21.75
0.00
0.00
0.00
I 000
000
21.75
89 j
5.00
1- Bypass
0.46
j 9.25
3.49 j 000
13.19
0.31 i
158
j 1366
1 000
i 1555
2875
73
2400
2 -to SWMF B
0.08
i 008
0.00 1 000 !
0 16
099
1.16
i 0.00
026
1 241
2.57
90
5.00
2- Bypass
0.73
37.19 i 10.51 i 0.00
48.43
2.12 i
12.72
i 8.61
J 000
1 23.45
71.87
71
4579
Totals =
1498
� � 0 72 4
53 82 14.00
83.53
3 42 '
15.45
� 22.27
0 26
1 41.41
124.94
PFIA3E11V[TIiOGEN /_PKOSPI30$OUS,EXPOR'I1CNPUT
Onsite Area Ist]
Sub -basin ID
Roadway
Driveway Roof Walks/Patio
Man Open
Wooded*
Pond
Total
• Wooded areas to be coded in the JFLAT as managed pervious
1- to SWMF A
94,041
i 211,568 1 79,576 I 21,961 i
363,624 ?
0
31,548
I 802,318
1- Bypass
211
i 0 ; 0 1 158 1
70,556
51,325 ?
0
i 122,250
2 -to SWMF B
3,152
1 0 0 346 1
Ii
3,499 j
0 i
0
6,997
2- Bypass
1,995
0 M 0 ; 502 j
12,251
0
0
14,748
Totals-
99,399
211,568 79,576 22,967 j
449,930 ;
51,325 (
31,548
1 946,313
OFFSiTE P1ITROGEN;l PF10SPHORq�SSE?CPQItT;I1VP[t7 StI1VFMikR0 ' 2 "K,
Offslte Area ]sQ
Sub -basin ID
Roadway
Driveway Roof Walks/Patio
Man Open
Wooded
Pond
Total
1- to SWMF A
0
0 0 0
0
0
0
0
1- Bypass
0
0 0
0 i
0
0
0
0
2 -to SWMF B
38.900
1 0 0
! 4,089 i
0
0
0
42,989
2- Bypass
15,960
0 0 I 2,031
0 1
0
0
17,991
Totals=
54,860
i 0 0 6,120
0
0
0
60,980

CORNERS AT BRIER CREEK HYDROLOGIC CALCULATIONS
TON -14000 Post - Development - Subbasin 1 -to SWMNA
.I: CSC. CITRVE,IVUN16EItS��,,�:�,�'s,�f
HSG
Impervious
Open
Wooded
A
98
39
30
B
98
61
55
C
98
74
70
D
98
80
77
Assume:
HSG 'A' = 00%
0
000
HSG B'= 450%
HSG'C'= 00%
HSG'D' = 550%
Cover Condition SCS CN Comments
Impervious 98 -
Open 71 Assume good condition
Wooded 67 Assume good condition
Li�g`RE-- II)F?MRLOPMENV - L_.P ° ,_I
A. Phase 1 Impervious Breakdown
Contributing Area
# of Units
Area / Unit
Lot Roof Area
0
0
Lot Driveway
0
0
Lot Sidewalk
0
I 0
_Lot Patio
0
I 0
Building
-
-
Roadway Area
0.72
Remaining onsite impervious
Driveway / Parking Lot
0
000
Sidewalk / Patio
71
145,132
Other
Remaining onsite wooded
67 I
Totals
0.00
Remaining onsite pond
B. Remaining Onsite Impervious Breakdown
0
Contributing Area
# of Units
Area / Unit
Lot Roof Area
0
0
Lot Driveway
0
0
Lot Sidewalk
0
0
Lot Patio
0
0
Building
-
-
Roadway Area
21.75
acres
Driveway / Parking Lot
0.0340
Sidewalk / Patio
Composite SCS CN =
89
Other
% Impervious =
63.1%
Totals
C. Watershed Breakdown
Area Ism
0
0
0
0
79,576
94,041
211,568
21,961
190,376
597,522
Area Is8
0
0
0
0
0
0
0
0
0
0
Contributing Area
SCS CN I
Area (stl
Area lacresl
Phase 1 impervious
98
597,522
13.72
Phase I open
71
173,248
3.98
Phase 1 wooded
67
0
0.00
Phase 1 pond
100
31,548
0.72
Remaining onsite impervious
98
0
000
Remaining onsite open
71
145,132
3.33
Remaining onsite wooded
67 I
0
0.00
Remaining onsite pond
100 I
0
0.00
Offsite impervious
98 j
0
0.00
Offsite open
71
0
0.00
Offsite wooded
67
0
0.00
Offsite pond
100
0
0.00
Total area =
21.75
acres
0.0340
sq.mi
Composite SCS CN =
89
% Impervious =
63.1%
Area (acres,
0.00
0.00
0.00
0.00
1.83
I 2.16
I 4.86
0.50
4.37
13.72
Area (acres)
000
0.00
0.00
0.00
0.00
0.00
0.00
000
0.00
000
Comments
Assume good condition
Assume good condition
Assume good condition
Assume good condition
Assume good condition
Assume good condition
J. ALLEN, PE, CFM
2/23/2015

CORNERS AT BRIER CREEK HYDROLOGIC CALCULATIONS J. ALLEN, PE, CFM
TON -14000 Post - Development - Subbasin 1 -to SWMF A 2/23/2015
D. Time of Concentration Information
Assume the time ojconcentration is equal to 5 minutes.
Time of Concentration = 5.00 minutes
SCS Lag Time = 300 minutes (SCS Lag = 0.6* Tc)
Time Increment — 087 minutes (= 0.29 *SCS Lao)

CORNERS AT BRIER CREEK HYDROLOGIC CALCULATIONS J ALLEN, PE, CFM
TON -14000 Post - Development - Subbasin l- Bypass 2/23/2015
I §jbS Z, URVCNUMBERSI- °`Fi 4
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%
-
Remaining onsite open
HSG'B'= 300%
HSG'C'= 00%
HSG 'D' = 700%
Cover Condition SCS CN Comments
Impervious 98
Open 74 Assume good condition
Wooded 70 Assume good condition
�Il° RFr FiYE`LOPMENTF�ai,;,� �'o�?'
A. Phase 1 Impervious Breakdown
Contributing Area
# of Units
Area / Unit
Lot Roof Area
0
0
Lot Driveway
I 0
0
Lot Sidewalk
0
I 0
Lot Patio
0
0
Building
-
100
Roadway Area
-
Remaining onsite impervious 98
Drivewav / Parking Lot
-
Remaining onsite open
Sidewalk / Patio
-
807
Other
-
100,698
Totals
-
100
B. Remaining Onsite Impervious Breakdown
000
Contributing Area
# of Units
I Area/ Unit I
Lot Roof Area
0
! 0
Lot Driveway
0
0
Lot Sidewalk
0
0
Lot Patio
0
0
Building
-
-
Roadway Area
acres
Driveway / Parking Lot
0.0449
sq.mi.
Sidewalk / Patio
73
I
Other
% Impervious =
2.7%
Totals
C. Watershed Breakdown
Area lsq
0
0
0
0
0
211
0
158
19,436
19,805
Area lsfl
0
0
0
0
0
0
0
20
0
20
Contributine Area
SCS CN
Area (sfl
I Area !acresl
Phase 1 impervious
98
19,805
0.45
Phase 1 open
74
51,120
1 17
Phase 1 wooded
70
51,325
1.18
Phase 1 pond
100
0
0.00
Remaining onsite impervious 98
20
000
Remaining onsite open
74
351,718
807
Remaining onsite wooded
70
100,698
2.31
Remaining onsite pond
100
0
000
Mite impervious
98
13,394
0.31
Offsite open
74
68,920
1.58
Offsite wooded
70
595,169
13.66
Mite pond
100 I
0
0.00
Total area =
28.75
acres
0.0449
sq.mi.
Composite SCS CN =
73
% Impervious =
2.7%
I Area (acresl
0.00
0.00
0.00
0.00
0.00
0.00
I 0.00
I 0.00
0.45
+ 0.45
Area (acresl
000
000
000
0.00
000
0.00
0.00
0.00
0.00
0.00
Comments
Assume good condition
Assume good condition
Assume good condition
Assume good condition
Assume good condition
j Assume good condition
I -

CORNERS AT BRIER CREEK HYDROLOGIC CALCULATIONS J. ALLEN, PE, CFM
TON -14000 Post - Development - Subbasin l- Bypass 2/23/2015
D. Time of Concentration Information
Time ojconcentration is calculated using the SCS Segmental Approach (7'R -55)
Segment l: Overland Flow
Segment 2: Concentrated Flow
Length =
100
ft
Length =
224
ft
Height =
3
ft
Height =
16
ft
Slope =
00300
ft/ft
Slope =
0.0714
ft/ft
Manning's n =
024
(Dense Grass)
Paved ? =
No
P (2- year/24 -hour) =
342
inches (Durham, NC)
Velocity =
4.32
ft/sec
Segment Time =
11.74
minutes
Segment Time =
0.86
minutes
Segment 3: Channel Flow
Segment 4: Channel Flow
Length =
1679
ft
Length =
275
ft
Height =
53
ft
Height =
4
ft
Slope =
00316
ft/ft
Slope =
0.0145
ft/ft
Manning's n =
0 045
natural channel
Manning's n =
0 013
natural channel
Flow Area =
400
sf (assume 2' x 2' channel)
Flow Area =
079
sf (12" RCP)
Wetted Perimeter =
600
ft (assume 2'x T channel)
Wetted Perimeter —
3 14
ft (12" RCP)
Channel Velocity =
4.49
ft/sec
Channel Velocity =
5.49
ft/sec
Segment Time =
623
minutes
Segment Time =
0.84
minutes
Segment S: Channel Flow
Length =
1121
ft
Height =
3
R
Slope =
00027
ft/ft
Manning's n =
0 045
natural channel
Flow Area =
144.00
sf (assume 12'x 12' channel)
Wetted Perimeter =
3600
ft (assume 12'x 12' channel)
Channel Velocity =
4.32
ft/sec
Segment Time =
4.33
minutes
Time of Concentration = 24.00
minutes
I
SCS Lag Time = 14.40
minutes (SCS Lag = 0.6• Tc)
Time Increment = 4.18
minutes (= 0.29 +SCS
Lag)

CORNERS AT BRIER CREEK HYDROLOGIC CALCULATIONS
TON -14000 Post - Development - Subbasin 2 -to SWMF B
L SCS -CURVE'NUMBERS ,
HSG
Impervious
Often Wooded
-- —
?
- - -98 _ _
.. 39 - - - - -- 30 - -
--
_ - - -- - -
B
-
61 -
_ 80
- - - - - -- — --
C
-98 -
- 98
- --
74 70
- -
0
-- - - - -�
- 0
0
- 000 - -
0.00
Assume: HSG 'A' =
00%
--___--_------_--
HSG'B' =
00%
-
0
HSG V, =
00%
--
--------- -______..__
HSG'U=
1000%
0.00
-
Cover Condition j
SCS CN
Comments
000 -
-- -
- -- - - - -
_
---
0
I
9pen '-
80
- -77 --
- -- Assume good condition
--
Wooded
0.00
Assume good condition
$0
M'- P,R&DEVELOP,MENt. ? ;
].16
Assume good condition
Offsitc wooded
A. Phase 1 Impervious Breakdown
- 0
0.00
- Assume good condition
-- --
Contributing Area
# of Units
Area / Unit Area Isfl
1 Area Incresl
Roof Area
U_ _
0 0 _
2.57
- 000 --
— -Lot
_ _
0.00
Lot Sidewalk
0 - --
0 0 _
--- - - - - - -_ -_ __. _
_ 0.00
Lot Patio
_- _ - U -
0- - o
0.00
_� -- Builder _ , -_
- _._�__
-_-
Roadway Area
-___•
-_ _
_ Driveway / Parkin�Lot
-
-
_ 0 -
--
-
Sidewalk / Patio
_
346
"-
001
-- - Other -` - ---
-- __
0
0.00
Totals
3,498
008
B. Remaining Onsite Impervious Breakdown
Contributing Area
Lot Roof Area _
- -Lot Driveway --
- - Lot Sidewalk
Lot Patio -
_ _ Building
Roadway Area --
-- Driveway / Parking Lot -
Sidewalk / Patio
Other
Totals
C. Watershed Breakdown
# of Units Area / Unit Area IsfJ 1 Area (acres)
0
0
0
- -0—
-- —
0.00
Ph_ ase 1 _i pervious _ _ _
98 -
_3,498 ______008
0.00
0
_ 80
0
- _�_ _
-0 00
- -
0
-- - - - -�
- 0
0
- 000 - -
0.00
Phase I pond
_ -�
--___--_------_--
000
Remammg onsite impervious ......
-
0
- - 0.00- -- - --
0.00
--
--------- -______..__
0
0.00_ _
0.00
-
77
0
- -- 0.00 y
000 -
-- -
- -- - - - -
_
---
0
I
0.00
- Offsite impernous
98
0
j
0.00
Contributing Area
SCS CN
Area tsfl
Area lacresl
Comments
Ph_ ase 1 _i pervious _ _ _
98 -
_3,498 ______008
Ph6'.08
ase I open
_ 80
3,499
-_
Assume good condition
- - -_
Phase 1 wooded
77
0
- 000 - -
Assume good condition
Phase I pond
_ -�
--___--_------_--
Remammg onsite impervious ......
98---- --
-- -_ 0 _-
- - 0.00- -- - --
---- �_-- -- ---- _
Remaining onsite open
80
0
0.00_ _
- Assum good condition
Remaining-onsite wooded
77
0-
- -- 0.00 y
Assume-good condition
- Rema pLng onsite pond -
_
- -
-_
0 __
- Offsite impernous
98
43,043
�Ot3srte open
$0
50,372
].16
Assume good condition
Offsitc wooded
_ _77._
- 0
0.00
- Assume good condition
-- --
_- _-
Offsitepond
100
11,482-
0.26-
Total area =
2.57
acres
0.0040
sq.mi.
Composite SCS CN =
90
%
Impervious=
41.6%
J. ALLEN, PE, CFM
2/23/2015

CORNERS AT BRIER CREEK HYDROLOGIC CALCULATIONS J. ALLEN, PE, CFM
TON -14000 Post - Development - Subbastn 2 -to SWMF B 2/23/2015
D. Time of Concentration Information
Assume the time ojconcentralum is equal to 5 minutes.
Time of Concentration = 500 minutes
SCS Lag Time = 300 minutes (SCS Lag = 0.6* Tc)
Time Increment = 087 minutes (= 0.29 *SCS Lag)

CORNERS AT BRIER CREEK
# of Units
HYDROLOGIC CALCULATIONS
TON-14000
Area jacresi
Post -Development - Subbasin 2-Bypass
I. SCS CURVE NUMBERS
0
0
HSG
Impervious
Open Wooded
A
98
39 30
B
98
61
C
98
74 70
D
98
80 77
Assume: HSG'A'=
00%
14SG'B'=
460%
0.0-0---
HSG'C'=
00%
1,613 959
HSG'D'=
5,10%
y /Parking Lot
DriySwa
Cover Condition
SCS CN
Comments
_____Lm2ervious
- - - --- Imperviou
98
100
0 _
--
— —
6 .01
Wooded
67
Assume good condition
II., PRE::DEVELOPMENT,
A. Phase I Impervious Breakdown
Contributing Area
# of Units
Area / Unit
Area Ist)
Area jacresi
Lot Roof Area
0
0
0
0.66
dKe v
0
0
0
0.00
Lot Sidewalk
_0
0
0
0.00
Lot Patio
100
0
000
0.-06-1 I
jjoqpte gnp qrK!Sjus_
22,938
0
0.0-0---
Roadway Area
1,613 959
1,995
0.05
y /Parking Lot
DriySwa
67
457,870
0
0.00 __
§tiFk / Patio
100
0 _
--
— —
6 .01
Other
92.360
6,403
0.15
Totals
71
553,918
8,960
0.20
B. Remaining Onsite Impervious Breakdown
Contributing Area
#ofUnits
I Area/Unit
Area jsfj
I Area lacresl
Lot Roof Area
0
U
0
0.00
Lot Driveway
0
0
0
0.00
Lot Sidewalk
_0
0
0
0.00
Lot Patio
100
0
000
jjoqpte gnp qrK!Sjus_
22,938
- —0
0.00
__-Building
Roadway Area
1,613 959
22,938
0.53
y /Parking Lot
DriySwa
67
457,870
0
0.00
Sidewalk/Patio
100
0 _
0.00 —
0.00
Other
92.360
0
000
Totals
71
553,918
22,938
0.53
C. Watershed Breakdown
Contributing Area
SCS CN
Area [kfl
Area jacresl
Comments
Phase I impervious
98
8900
020
Phase I open
__71
5,848
—0 13
Assume good condition
Phase I wooded
67
0
.MsiL- good condition
Phase I pond
100
0
000
jjoqpte gnp qrK!Sjus_
22,938
0.53
—
Remaining _ on - t _­�P en
1,613 959
Assume good c o!1d i Llctn_
Remaining onsite wooded
67
457,870
10.51
Assumc good cqndition___,
Remaining onsite pond
100
0 _
0.00 —
92.360
011site open
71
553,918
12.72
Assume good condition
Offsite wooded
67
375,029
8.61
Assume _Sgod condition__
Offsite pond
100
0
0.00
Total area =
71.87
acres
0.1123
sq.mi.
Composite SCS CN =
71
%
Impervious =
32%
J. ALLEN, PE, CFM
2/23/2015

CORNERS AT BRIER CREEK HYDROLOGIC CALCULATIONS J. ALLEN, PE, CFM
TON -14000 Post - Development - Subbasin 2- Bypass 2/23/2015
D. Time of Concentration Information
Time ojconcentration is calculated using the SCS Segmental Approach (TR -55)
Segment /: Overland Flow
Segment 2: Concentrated Flow
Length =
100
R
Length = 867
ft
Height =
0.5
ft
Height = 35.5
R
Slope =
0.0050
ft/ft
Slope = 0.0409
ft/ft
Manning's n =
024
(Dense Grass)
Paved 7 = No
P (2- year/24 -hour) =
342
inches (Durham, NC)
Velocity — 3.27
ft/sec
Segment Time =
24.03
minutes
Segment Time = 4.42
minutes
Segment 3: Channel Flow
Segment 4: Channel Flow
Length =
577
R
Length = 1558
ft
Height =
38
R
Height = 2
ft
Slope =
0.0659
ft/ft
Slope = 0.0013
ft/ft
Manning's n =
0.045
natural channel
Manning's n = 0 045
natural channel
Flow Area =
1.00
sf (assume 1' x 1' channel)
Flow Area = 30.00
sf (assume 6'x 6' channel)
Wetted Perimeter —
300
ft (assume 1' x 1' channel)
Wetted Perimeter = 17.00
ft (assume 6'x 6' channel)
Channel Velocity =
4.09
ft/sec
Channel Velocity = 1.73
ft/sec
Segment Time —
2.35
minutes
Segment Time = 14."
minutes
Time of Concentration 45.79
minutes
SCS'Lag Time = 27.48
minutes (SCS Lag = 0.6* Tc)
Time Increment = . 7.97
minutes (= 0.29 *SCS Lag)

Corners 0 Brier Creek
Subsection: Outlet Input Data
Label: SWMF A
Requested Pond Water Surface Elevations
Minimum (Headwater) 352.00 ft
Increment (Headwater) 0.50 ft
Maximum (Headwater) 358.50 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall
Orifice -Area
Orifice
Inlet Box
Riser
Orifice - Circular
Siphon
Culvert- Circular
Culvert
Tailwater Settings
Tallwater
Forward
Culvert
Forward
Culvert
Forward
Culvert
Forward
TW
Return Event: 1 years
Storm Event: 1 year
E1
E2
(ft)
(ft)
353.90
358.50
356.50
358.50
352.00
358.50
348.00
358.50
(N /A)
(N /A)
ners @ Brier Creek J Allen, PE, CFM
ION- 14000.ppc 2/23/2015

'AMCADAMS
Scenarlo: Post- Development
rners @ Brier Creek Bentley Systems, Inc. Haestad Methods Solution Center J. Allen, PE, CFM
1N- 14000.ppc Bentley PondPack V& 4/812015
[08.11.01.56]

''J McADaMs
-)mers @ Brier Creek Bentley Systems, Inc. Haestad Methods Solution Center J. Allen, PE, CFM
JN- 14000.ppc Bentley PondPack V81 4/8/2015
[08.11.01.56]
FlexTable: Catchment Table
(TON- 14000.ppQ
Current Time: 0.00 min
Notes
Label Area SCS CN
Time of
(acres)
Concentration
(min)
PRE
SUB 1
40.54
70
24.00
PRE
SUB 2
84.40
67
29.77
POST
SUB 1 -TO SWMF A
21.75
89
5.00
POST
SUB 2 -TO SWMF B
2.57
90
5.00
POST
SUB 2- BYPASS
71.87
71
45.79
POST
SUB 1- BYPASS
28.75
73
24.00
-)mers @ Brier Creek Bentley Systems, Inc. Haestad Methods Solution Center J. Allen, PE, CFM
JN- 14000.ppc Bentley PondPack V81 4/8/2015
[08.11.01.56]

e'J McADaMs
Subsection: Master Network Summary
Catchments Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Post 2 Year
SWMF A
Event
Volume
(min)
SWMF A (IN)
Post 10 Year
(years)
(ac -ft)
(OUT7
SUB 1 -TO SWMF A
Post 1 Year
1
3.459
721.00
SUB 1 -TO SWMF A
Post 2 Year
2
4.289
721.00
SUB 1 -TO SWMF A
Post 10 Year
10
7.027
721.00
SUB 2 -TO SWMF B
Post 1 Year
1
0.416
721.00
SUB 2 -TO SWMF B
Post 2 Year
2
0.515
721.00
SUB 2 -TO SWMF B
Post 10 Year
10
0.839
721.00
SUB 2- BYPASS
Post 1 Year
1
4.490
751.00
SUB 2- BYPASS
Post 2 Year
2
6.299
751.00
SUB 2- BYPASS
Post 10 Year
10
12.982
751.00
SUB 1- BYPASS
Post 1 Year
1
2.030
736.00
SUB 1- BYPASS
Post 2 Year
2
2.798
736.00
SUB 1- BYPASS
Post 10 Year
10
5.603
733.00
Node Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Post 2 Year
SWMF A
Event
Volume
(min)
SWMF A (IN)
Post 10 Year
(years)
(ac -ft)
(OUT7
,POA 1
Post 1 Year
1
3.754
736.00
POA 1
Post 2 Year
2
5.329
736.00
POA 1
Post 10 Year
10
10.695
733.00
POA 2
Post 1 Year
1
4.552
751.00
POA 2
Post 2 Year
2
6.369
751.00
POA 2
Post 10 Year
10
13.075
751.00
Pond Summary
Label Scenario
SWMF A (IN) Post 1 Year
SWMF A
Post 1 Year
(OUT)
(N /A)
SWMF A (IN)
Post 2 Year
SWMF A
Post 2 Year
(OUT)
721.00
SWMF A (IN)
Post 10 Year
SWMF A
Post 10 Year
(OUT7
354.88
SWMF B (IN)
Post 1 Year
SWMF B
Post 1 Year
(OUT)
781.00
xners Q Brier Creek
ON- 14000.ppc
1 0.416
Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3 /s)
(years) (ac -ft)
Maximum
Water
Surface
Elevation
(ft)
1 3.459
721.00
69.18
(N /A)
1 1.724
783.00
2.93
354.40
2 4.289
721.00
86.28
(N /A)
2 2.531
781.00
4.67
354.88
10 7.027
721.00
122.34
(N /A)
10 5.093
781.00
8.05
356.44
1 0.416
721.00
8.31
(N /A)
1 0.062
1,440.00
0.06
344.24
Bentley Systems, Inc Haestad Methods Solution Center
Bentley PondPack V81
[08.11.01 56]
Peak Flow
(ft3 /S)
69.18
86.28
122.34
8.31
10.34
14.58
28.09
42.26
86.74
19.07
27.71
53.10
Peak Flow
(ft3 /S)
20.27
31.24
60.07
28.14
42.32
86.82
Maximum
Pond Storage
(ac -ft)
(N /A)
2.093
(N /A)
2.556
(N /A)
4.156
(N /A)
0.353
J. Allen, PE, CFM
4/8/2015

NJ MCADAMs
Subsection: Master Network Summary
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3 /s)
(years) (ac -ft)
SWMF B (IN)
Post 2 Year
2
0.515
721.00
10.34
SWMF B
Post 2 Year
2
0.071
1,440.00
0.07
(OUT)
0.443
(N /A)
(N /A)
345.43
0.746
SWMF B (IN)
Post 10 Year
10
0.839
721.00
14.58
SWMF B
Post 10 Year
10
0.093
1,440.00
0.09
(OUT)
Maximum
Maximum
Water
Pond Storage
Surface
(ac -ft)
Elevation
(ft)
(N /A)
(N /A)
344.53
0.443
(N /A)
(N /A)
345.43
0.746
wners @ Brier Creek Bentley Systems, Inc. Haestad Methods Solution Center J. Allen, PE, CFM
JN- 14000.ppc Bentley PondPack V8i 4/8/2015
[08 11 01 56]

Hill
.RF y
SUB 2- BYPASS
AREA . 711
d,
.iNF
t
}
{ 5 Si . ,
i SvAIa F
Rt•
AE A =2 ] - -,` -
E
1, `4 SUB By
SEA
AREA = 28.7
U U 5 oc
R EVEIOPrAE,', U °
AR&A.—b-YYVr
'7 SUd 1 f0
A
REA 21.75 .75
i' �r ` `I�, \ ✓! ., r� POST

STORMWA TER MANAGEMENT FACILITY `A'
DESIGN CALCULATIONS
THE CORNERS AT BRIER CREEK
TON -14000

THE CORNERS AT BRIER CREEK STORMWATER MANAGEMENT FACILITY'A' T.EDMONDS, EI
TON -14000 SSFxn Above NP 2/23/2015
STALE7STORA GErFUNGTION -ABOVE NORMAL POOL
Average
Incremental
Accumulated
Estimated
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
w/ S -S Fxn
(feet)
(feet)
(SF)
(SF)
(CF)
(CF)
(feet)
352.0
0._00
31,548
352.5
36,646
_
34097
17049 _
17049
0.51
354.0
2.00
40,372
38509
57764
74812
1.96~
356.0
4.00
45,538
^ 42955
85910
160722
3.94
358.0
6.00
50,930
_
48234
96468
257190
6.05
358.5
6.50
52,3 13
51622 �-
25811
+283001 ��6.61
_
Storage vs. Stage
300000 -- __ -____�
250000 - y = 35889xl ors
Rz = 0.9997
LL 200000 -
v
o, 150000 -
0
N 100000 -
50000 - 00000,00
0 1 1 1 1
000 1.00 200 3 00 4.00 5.00 600 700
Stage (feet)
Ks = 358891
I b = 1.0939

THE CORNERS AT BRIER CREEK STORMWATER MANAGEMENT FACILITY 'At T.EDMONDS, EI
TON -14000 SSFxn Main Pool 2/23/2015
STAGE - STORAGE FUNCTION,'=

THE CORNERS AT BRIER CREEK STORMWATER MANAGEMENT FACILITY 'A' T.EDMONDS, EI
TON -14000 SSFxn Forebay 2/23/2015
STAGE- STORAGE
Storage vs. Stage
30000 - - — --
25000 y = 2442.'
R' =O.E
20000
LL
U
rn 15000
s
v7 10000
5000 -
0 1 1
0.00 200 400 6.00 8.)0
Stage (feet)
Ks = 2442.74
b = 1.3008
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)
346.0
0.00
2,503
348.02_00
3,575
3039
6078
6078 u—
2.02
350.0
4.00
4178
8356
14434
3.92
_ 351.5
5.50
_4,781
5,771
4673
16356
22434 -
- 5.50
352.0
6.00
6,718
6245
3122
25556
6.08
Storage vs. Stage
30000 - - — --
25000 y = 2442.'
R' =O.E
20000
LL
U
rn 15000
s
v7 10000
5000 -
0 1 1
0.00 200 400 6.00 8.)0
Stage (feet)
Ks = 2442.74
b = 1.3008

THE CORNERS AT BRIER CREEK STORMWATER MANAGEMENT FACILITY'A'
TON -14000 Volume Calculation
MISIT[ti�^�!Vi
Volume of Main Pool = 106,505 cf
Volume of Forebay = 25,556 cf
Total Volume Below NWSE = 132,061 cf
3.03 acre -ft
Total Volume Above NWSE = 283,001 cf
6.50 acre -ft
Total Volume of Facility = 415,062 cf
9.53 acre -ft
OREB'ERCEIVTAGE OPE�ANENZPVOLi14i _5.,
Pet NCDWQ design guidelines, the forebay volume should equal approximately 20% of the
total permanent pool volume.
Total Volume Below NWSE = 132,061 cf
Volume of Forebay = 25,556 cf
% Forebay = 19.4%
Total Volume Below NWSE = 132,061 cf
Surface Area at NWSE = 31,548 sf
Average Depth = 4.19 ft
T.EDMONDS, El
2/23/2015

THE CORNERS AT BRIER CREEK STORMWATER MANAGEMENT FACILITY 'A'
TON -14000 Surface Area Calculation
Wlj DETENTION BASIN,Si1MMARY
From Storm water Best Management Practices Manual NCDENR. Division of Water Quality.
Enter the drainage area characteristics =>
Total drainage area to pond = 21 75 acres
Total impervious area to pond = 13.72 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 = 21.75 acres @ 63.1% 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 IIandbook , the required SAIDA ratio for
4.0 4.19
Lower Boundary => 60.0 2.80
Site % impervious => 63.1 2.95 1.90
Upper Boundary => 70.0 330
1 Therefore, SA/DA required = Z90
4.19 feet (Calculated)
90% TSS Removal = =>
4.5
2.70
2.82
3.10
Surface area required at normal pool = 27,521 ft
— 0.63 acres
Surface area provided at normal pool = 31,548 ft2
T.EDMONDS, EI
2/23/2015

THE CORNERS AT BRIER CREEK STORMWATER MANAGEMENT FACILITY 'A'
TON -14000 WQV Calculation
DETERMINATION; OF, WATER QUAL' ITY,VOL' UME
WQ v = (P) (R v) (A )/12
where,
WQv = water quality volume (in acre -ft)
Rv= 0.05 +0.009(1) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area, A = 21.75 acres
Impervious area = 13.72 acres
Percent impervious cover, I = 63.1 %
Rainfall, P = 1.00 inches
Calculated values:
Rv = 0.62
WQv= 1.12 acre -ft
= 48762 cf.
ASSOGYATED-•DEFM iN-PQND;
•s. >_'. ; sibs -F;,,,
WQv=
48762 cf.
Stage /Storage Data:
Ks =
35889
b =
1.094
Zo =
352.00
Volume in V rainfall =
48762 cu. ft
Calculated values:
Depth of WQv in Basin = 1.32 ft
15.88 inches
Elevation= 353.32 ft
T.EDMONDS, EI
2/23/2015

THE CORNERS AT BRIER CREEK STORMWATER MANAGEMENT FACILITY 'A' T.EDMONDS, EI
TON -14000 WQV Drawdown Calculation 2/2312015
DRAWDOWN SIPHOKRESIGN {„
D orifice =
3 75 inch
# orifices =
1
Ks=
35889
b=
1.0939
Cd siphon =
0.60
Normal Pool Elevation =
352.00 feet
Volume @ Normal Pool =
0 cf
Orifice Invert =
352.00 feet
WSEL @ 1" Runoff Volume=
353.32 feet
WSEL
Vol. Stored Siphon Flow
Avg. Flow Incr. Vol.
Incr. Time
(feet)
(cf) (cfs)
(cfs)
(cf)
(sec)
353.32
48762 0.398
353.21
44098 0 378
0.388
4664
12016
353.09
39476 0.356
0.367
4622
12586
352.97
34900 0.334
0.345
4576
13263
352.86
30375 0.309
0.321
4525
14084
352.74
25907 0.282
0 296
4468
15112
352.63
21505 0.253
0 268
4402
16457
352.51
17179 0.219
0.236
4326
18329
352.39
12945 0.180
0199
4234
21224
352.28
8829 0.122
0.151
4116
27260
352.16
4876 0.054
0.088
3953
44785
Drawdown Time =
2.26 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 =
0.584 feet
Orifice composite loss coefficient =
0.600
Cross - sectional area of siphon =
0.077 sf
Q=
0.2821 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec /day)
Drawdown Time =
2.00 days

A MCADAMS
Subsection: Elevation -Area Volume Curve
Label: SWMF A
Elevation Pianimeter Area
(ft) (ft2) (acres)
Corners 0 Brier Creek
352.00
0.0
0.72
352.50
0.0
0.84
354.00
0.0
0.93
356.00
0.0
1.05
358.00
0.0
1.17
358.50
0.0
1.20
Return Event: 1 years
Storm Event: 1 year
Al +A2 +sqr
Volume
Volume (Total)
(Ai *A2)
(ac -ft)
(ac -ft)
(acres)
0.00
0.000
0.000
2.35
0.391
0.391
2.65
1.326
1.717
2.96
1.971
3.688
3.32
2.213
5.901
3.56
0.593
6.494
xners @ Brier Creek Bentley Systems, Inc. Haestad Methods Solution Center J. Allen, PE, CFM
JN- 14000.ppc Bentley PondPack V& 4/8/2015
[08 11 01 561

''J McADAMs
Corners 0 Brier Creek
Subsection: Outlet Input Data
Label: SWMF A
Requested Pond Water Surface Elevations
Minimum (Headwater) 352.00 ft
Increment (Headwater) 0.50 ft
Maximum (Headwater) 358.50 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall
Orifice -Area
Orifice
Inlet Box
Riser
Orifice- Circular
Siphon
Culvert- Circular
Culvert
Tailwater Settings
Tailwater
Forward
Culvert
Forward
Culvert
Forward
Culvert
Forward
TW
Return Event: 1 years
Storm Event: 1 year
E1
E2
(ft)
(ft)
353.90
358.50
356.50
358.50
352.00
358.50
348.00
358.50
(N /A)
(N /A)
veers @ Bner Creek Bentley Systems, Inc Haestad Methods Solution Center J. Allen, PE, CFM
JN -14000 ppc Bentley PondPack V8i 4/8/2015
(0811 01 58)

NJ McADaMs
Corners 0 Brler Creek
Subsection: Outlet Input Data
Label: SWMF A
Structure ID: Siphon
Structure Type: Orifice - Circular
Number of Openings
Elevation
Orifice Diameter
Orifice Coefficient
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
352.00 ft
3.750 in
1
1
356.50 ft
16.0 ft2
1
16.00 ft
3.00 (ft ^0.5)/s
1
0
0
False
False
Return Event: 1 years
Storm Event: 1 year
imers @ Brier Creek Bentley Systems, Inc Haestad Methods Solution Center J. Allen, PE, CFM
JN- 14000.ppc Bentley PondPack V8i 4/8/2015
[08.11.01.561

1�J MCADAMS
Corners 0 Brier Creek
Subsection: Outlet Input Data
Label: SWMF A
Structure ID: Culvert
Structure Type: Culvert- Circular
Number of Barrels
Diameter
Length
Length (Computed Barrel)
Slope (Computed)
Outlet Control Data
Manning's in
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 unsdbmerged 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 348.00 ft T1 Flow
T2 Elevation 350.56 ft T2 Flow
1
24.000 in
82.00 ft
82.10 ft
0.049 ft/ft
0.013
1
0
0
0.00 ft
Form 1
0.0098
2.0000
0.0398
0.6700
0
1
-1
Return Event: 1 years
Storm Event: 1 year
15.55 ft3 /s
17.77 ft3 /s
,mers a Brier Creek Bentley Systems, Inc. Haestad Methods Solution Center J Allen, PE, CFM
JN -14000 ppc Bentley PondPack V8i 4/812015
[08.11 01 561

NJ McADAMs
Corners 0 Brier Creek
Subsection: Outlet Input Data
Label: SWMF A
Structure ID: Orifice
Structure Type: Orifice -Area
Number of Openings
1
Elevation
353.90 ft
Orifice Area
1.0 ft2
Top Elevation
354.40 ft
Datum Elevation
354.15 ft
Orifice Coefficient
1
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
veers @ Beer Creek Bentley Systems, Inc. Haestad Methods Solution Center J Allen, PE, CFM
JN- 14000.ppc Bentley PondPack V8i 4/8Y2015
[08.11.01.56]

T MCADAMS
Subsection: Composite Rating Curve
Label: SWMF A
Composite Outflow Summary
Corners 0 Brier Crook
Return Event: 1 years
Storm Event: 1 year
Water Surface
Flow
Tailwater Elevation
Convergence Error
Contributing Structures
Elevation
(ft3 /s)
(ft)
(ft)
(ft)
352.00
0.00
(N /A)
0.00
(no Q: Orifice, Rlser,Siphon,Cuivert)
352.50
0.22
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
353.00
0.34
(N /A)
0.00
Slphon,Culvert (no Q: Orifice,Riser)
353.50
0.43
(N /A)
0.00
Siphon,Culvert (no Q: Orifice,Riser)
353.90
0.49
(N /A)
0.00
Siphon,Culvert (no Q: Oriflce,Riser)
354.00
0.98
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
354.50
3.41
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
355.00
5.06
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
355.50
6.27
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
356.00
7.27
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
356.50
8.15
(N /A)
0.00
Orifice,Siphon,Culvert (no Q: Riser)
357.00
25.90
(N /A)
0.00
Orifice,Riser,Siphon,Culvert
357.50
45.12
(N /A)
0.00
Riser,Culvert (no Q: Oriflce,Siphon)
358.00
46.47
(N /A)
0.00
Riser,Culvert (no Q: Orifice,Siphon)
358.50
47.79
(N /A)
0.00
Rlser,Culvert (no Q: Oriflce,Siphon)
)mers @ Brier Creek Bentley Systems, Inc. Haestad Methods Solution Center J Allen, PE, CFM
JN -14000 ppc Bentley PondPack V8i 4/812015
[08.11.01 561

''J MCADA M.s
Corners @ Brier Crook
Subsection: Level Pool Pond Routing Summary Return Event: 1 years
Label: SWMF A (IN) Storm Event: 1 year
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
352.00 ft
Initial)
Volume (Initial)
0.000 ac -ft
Flow (Initial Outlet)
0.00 ft3 /s
Flow (Initial Infiltration)
0.00 ft3 /s
Flow (Initial, Total)
0.00 ft3 /s
Time Increment
1.00 min
Inflow /Outflow Hydrograph Summary
Flow (Peak In) 69.18 ft3 /s
Flow (Peak Outlet) 2.93 ft3 /s
Elevation (Water Surface, 354.40 ft
Peak)
Volume (Peak) 2.093 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
Volume (Total Inflow)
Volume (Total Infiltration)
Volume (Total Outlet
Outflow)
Volume (Retained)
Volume (Unrouted)
Error (Mass Balance)
0.000 ac -ft
3.459 ac -ft
0.000 ac -ft
1.724 ac -ft
1.734 ac -ft
-0.002 ac -ft
0.1
Time to Peak (Flow, In) 721.00 min
Time to Peak (Flow, Outlet) 783.00 min
xners @ Bner Creek Bentley Systems, Inc Haestad Methods Solution Center J Allen, PE, CFM
JN -14000 ppc Bentley PondPack V& 418/2015
[08 11.01.561

''JMCADAMs
Corners Q Brier Creek
Subsection: Level Pool Pond Routing Summary Return Event: 2 years
Label: SWMF A (IN) Storm Event: 2 year
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
352.00 ft
Initial)
Volume (Initial)
0.000 ac -ft
Flow (Initial Outlet)
0.00 ft3 /s
Flow (Initial Infiltration)
0.00 ft3 /s
Flow (Initial, Total)
0.00 ft3 /s
Time Increment
1.00 min
Inflow /Outflow Hydrograph Summary
Flow (Peak In) 86.28 ft3 /s
Flow (Peak Outlet) 4.67 ft3 /s
Elevation (Water Surface, 354.88 ft
Peak)
Volume (Peak) 2.556 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
Volume (Total Inflow)
Volume (Total Infiltration)
Volume (Total Outlet
Outflow)
Volume (Retained)
Volume (Unrouted)
Error (Mass Balance)
0.000 ac -ft
4.289 ac -ft
0.000 ac -ft
2.531 ac-ft
1.756 ac-ft
-0.002 ac -ft
0.1
Time to Peak (Flow, In) 721.00 min
Time to Peak (Flow, Outlet) 781.00 min
rners @ Brier Creek Bentley Systems, Inc. Haestad Methods Solution Center J. Allen, PE, CFM
iN -14000 ppc Bentley PondPack V8i 4/8/2015
[08.11 01 561

''J MCADAMs
Corners 0 Brier Creek
Subsection: Level Pool Pond Routing Summary Return Event: 10 years
Label: SWMF A (IN) Storm Event: 10 year
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
352.00 ft
Initial)
Volume (Initial)
0.000 ac -ft
Flow (Initial Outlet)
0.00 ft3 /s
Flow (Initial Infiltration)
0.00 ft3 /s
Flow (Initial, Total)
0.00 ft3 /s
Time Increment
1.00 min
Inflow /Outflow Hydrograph Summary
Flow (Peak In) 122.34 ft3 /s
Flow (Peak Outlet) 8.05 ft3 /s
Elevation (Water Surface, 356.44 ft
Peak)
Volume (Peak) 4.156 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
Volume (Total Inflow)
Volume (Total Infiltration)
Volume (Total Outlet
Outflow)
Volume (Retained)
Volume (Unrouted)
Error (Mass Balance)
0.000 ac -ft
7.027 ac -ft
0.000 ac -ft
5.093 ac -ft
1.930 ac -ft
-0.005 ac -ft
0.1%
Time to Peak (Flow, In) 721.00 min
Time to Peak (Flow, Outlet) 781.00 min
,mars @ Brier Creek Bentley Systems, Inc. Haestad Methods Solution Center J. Allen, PE, CFM
jN- 14000.ppc Bentley PondPack V81 4/8/2015
[08 11 01.561

0 q MCA.DAMS
Corners Q Brier Creek
Subsection: Level Pool Pond Routing Summary Return Event: 100 years
Label: SWMF A (IN) Storm Event: 100 year
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
352.00 ft
Initial)
Volume (Initial)
0.000 ac -ft
Flow (Initial Outlet)
0.00 ft3 /s
°Flow (Initial Infiltration)
0.00 ft3 /s
Flow (Initial, Total)
0.00 ft3 /s
Time Increment
1.00 min
Inflow /Outflow Hydrograph Summary
Flow (Peak In)
160.53 ft3 /s
Flow (Peak Outlet)
42.74 ft3 /s
Elevation (Water Surface,
357.44 ft
Peak)
Volume (Peak)
5.254 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
11.073 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
8.968 ac -ft
Outflow)
Volume (Retained)
2.100 ac -ft
Volume (Unrouted)
-0.005 ac -ft
Error (Mass Balance)
0.0%
Time to Peak (Flow, In) 721.00 min
Time to Peak (Flow, Outlet) 751.00 min
mers Q Brier Creek Bentley Systems, Inc Haestad Methods Solution Center J. Allen, PE, CFM
jN -14000 ppc Bentley PondPack V8i 4/8/2015
108.11.01.561

''J McADaMs
Corners 0 Brier Creek
Subsection: Outlet Input Data
Label: SWMF A (WC)
Requested Pond Water Surface Elevations
Minimum (Headwater) 352.00 ft
Increment (Headwater) 0.50 ft
Maximum (Headwater) 356.50 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall
Inlet Box
Riser
Orifice -Area
Orifice
Culvert- Circular
Culvert
Tailwater Settings
Tailwater
Forward Culvert
Forward Culvert
Forward TW
Return Event: 100 years
Storm Event: 100 year
E1
E2
(ft)
(ft)
356.50
358.50
353.90
358.50
348.00
358.50
(N /A)
(N /A)
mers @ Brier Creek Bentley Systems, Inc. Haestad Methods Solution Center J Allen, PE, CFM
JN -14000 ppc Bentley PondPack V81 418 /2015
[08 11.01.56]

!M MCADAM.S
Corners 0 Brier Creek
Subsection: Outlet Input Data
Label: SWMF A (WQ
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
356.50 ft
16.0 ft2
1
16.00 ft
3.00 (ft ^0.5) /s
1
0
0
False
False
Return Event: 100 years
Storm Event: 100 year
+mars @ Brier Creek Bentley Systems, Inc. Haestad Methods Solution Center J. Allen, PE, CFM
)N- 14000.ppc Bentley PondPack V& 4/8/2015
[08 11 01 58]

''J McADaMs
Corners 6 Brler Crook
Subsection: Outlet Input Data
Label: SWMF A (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 unsubmenged 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
350.27 ft TI Flow
350.56 ft T2 Flow
1
24.000 In
82.00 ft
82.10 ft
0.049 ft/ft
0.013
1
0
0
0.00 ft
Form 1
0.0098
2.0000
0.0398
0.6700
1
1
-1
Return Event: 100 years
Storm Event: 100 year
15.55 ft3 /s
17.77 ft3 /s
imers @ Brier Creek Bentley Systems, Inc Haestad Methods Solution Center J. Allen, PE, CFM
)N- 14000.ppc Bentley Pond Pack V8i 4/8/2015
[08 11.01 56]

It McADaMs
Corners 0 Brier Creek
Subsection: Outlet Input Data
Label: SWMF A (WC)
Structure ID: Orifice
Structure Type: Orifice -Area
Number of Openings
1
Elevation
353.90 ft
Orifice Area
1.0 ft2
Top Elevation
354.40 ft
Datum Elevation
354.15 ft
Orifice Coefficient
1
Structure ID: TW
Structure Type: TW Setup, DS Channel
Tailwater Type Free Outfall
Convergence Tolerances
Maximum Iterations
30
Tailwater Tolerance
0.01 ft
(Minimum)
Tallwater 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
�mers @ Brier Creek Bentley Systems, Inc Haestad Methods Solution Center J Allen, PE, CFM
JN -14000 ppc Bentley PondPack V& 4/812015
[08.11.01 561

11 MCADAMS
Corners 0 Brier Creek
Subsection: Composite Rating Curve Return Event: 100 years
Label: SWMF A (WC) Storm Event: 100 year
Composite Outflow Summary
Water Surface
Flow
Tailwater Elevation
Convergence Error
Contributing Structures
Elevation
(ft3 /s)
(ft)
(ft)
(ft)
352.00
0.00
(N /A)
0.00
(no Q: Riser,Orifice,Culvert)
352.50
0.00
(N /A)
0.00
(no Q: R[ser,Orlfice,Culvert)
353.00
0.00
(N /A)
0.00
(no Q: Rlser,Oriflce,Culvert)
353.50
0.00
(N /A)
0.00
(no Q: Rlser,Orifice,Culvert)
353.90
0.00
(N /A)
0.00
(no Q: Riser,Orlfice,Culvert)
354.00
0.48
(N /A)
0.00
Oriflce,Culvert (no Q: Riser)
354.50
2.85
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
355.00
4.44
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
355.50
5.59
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
356.00
6.55
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
356.50
7.38
(N /A)
0.00
Orifice,Culvert (no Q: Riser)
357.00
25.09
(N /A)
0.00
Rlser,Orifice,Culvert
357.50
45.12
(N /A)
0.00
Riser,Culvert (no Q: Orifice)
358.00
46.47
(N /A)
0.00
Riser,Cuivert (no Q: Orifice)
358.50
47.79
(N /A)
0.00
Rlser,Cuivert (no Q: Orifice)
,mers @ Brier Creek Bentley Systems, Inc Haestad Methods Solution Center J Allen, PE, CFM
)N -14000 ppc Bentley PondPack V81 4/8/2015
[08 11 01.56]

11 21 MCA.DAMs
Corners 0 Brier Creek
Subsection: Level Pool Pond Routing Summary Return Event: 100 years
Label: SWMF A (IN) Storm Event: 100 year
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
353.90 ft
Initial)
Volume (Initial)
1.624 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
1.00 min
Inflow /Outflow Hydrograph Summary
Flow (Peak In) 160.53 ft3 /s
Flow (Peak Outlet) 45.86 ft3 /s
Elevation (Water Surface, 357.77 ft
Peak)
Volume (Peak) 5.636 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
Volume (Total Inflow)
Volume (Total Infiltration)
Volume (Total Outlet
Outflow)
Volume (Retained)
Volume (Unrouted)
Error (Mass Balance)
1.624 ac -ft
11.073 ac -ft
0.000 ac -ft
10.399 ac -ft
2.292 ac -ft
-0.006 ac -ft
0.1%
Time to Peak (Flow, In) 721.00 min
Time to Peak (Flow, Outlet) 736.00 min
mars @ Brier Creek Bentley Systems, Inc Haestad Methods Solution Center
N- 14000.ppc Bentley PondPack V8i
[08.11.01 561
E
J. Allen, PE, CFM
4/8/2015

Figure 8.06.b.1
25
` 7-me 7 l
20 Zoned
8 15
*-.LL,/ rvsec _ — __
> 10 �\\` =
5
0 ,
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter (ft)
Zone from graph above =
DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET,
Project
CORNERS AT BRIER CREEK Date 4/8/2015
Project No.
TON -14000 Designer TAE
Outlet ID
SWMF A
Flow, Qio.yr
8.05 cfs
Slope, S
4.88 %
Pipe Diameter, Do
24 inches
Pipe Diameter, Do
2.0 feet
Number of pipes
1
Pipe separation
0 feet
Manning's n
0.013
Figure 8.06.b.1
25
` 7-me 7 l
20 Zoned
8 15
*-.LL,/ rvsec _ — __
> 10 �\\` =
5
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
8.1 cfs
Width =
6.0 ft.
Outlet velocity
11.7 ft/sec
Stone diameter =
6 in.
Material =
Class B
Thickness _
22 in.
Zone
Material
Diameter Thickness
Length
Width
1
Class A
3
9
4 x D(o)
3 x D(o)
2
Class B
6
22
6 x D(o)
3 x D(o)
3
Class 1
13
22
8 x D(o)
3 x D(o)
4
Class 1
13
22
8 x D(o)
3 x D(o)
5
Class II
23
27
10 x D(o)
3 x D(o)
6
Class II
23
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
SWMF A - Rip Rap Outlet Protection Design4 /8/2015
e

STORMWA TER MANA GEMENT FA CILITY `B'
DESIGN CALCULATIONS
THE CORNERS AT BRIER CREEK
TON -14000

CORNERS AT BRIER CREEK STORMWATER MANAGEMENT FACILITY'B' J. ALLEN, PE, CFM
TON -14000 SSFxn Above NP 2/23/2015
` STAGE -STORA(4E�F� UN�1�,IO1V.,���`ABO��NU54.�° `L`PUOr„�'4 �LL. •�
Storage vs. Stage
120000
100000 -
y = 12079x+ 1557
80000 — R' = 0.9992
LL
V
60000
N 40000 —
20000 —
0
0. )0 1.00 2.00 3.00 4.00 5.00 6.00 700
Stage (feet)
Ks = 110791
b = 1.1557
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)
343.00
0.00
11,482
344.00
1.00
13,013
12248
12248
12248
1.01
346.00
3.00
16,244
14629
29257
41505
2.91
348.00
5.00
19,701
17973
35945
77450
4.99
349.00
6.00
21,514
20608
20608
98057
612
Storage vs. Stage
120000
100000 -
y = 12079x+ 1557
80000 — R' = 0.9992
LL
V
60000
N 40000 —
20000 —
0
0. )0 1.00 2.00 3.00 4.00 5.00 6.00 700
Stage (feet)
Ks = 110791
b = 1.1557

CORNERS AT BRIER CREEK STORMWATER MANAGEMENT FACILITY'B'
TON -14000 SSFzn Below NP
WETLAIYD:ZONE,TABULATION _
Per NCDWQ BMP Manual
J. ALLEN, PE, CFM
2/23/2015
Depth at Normal Pool
Depth at Temp Pool
Portion of Wetland
Zone
(inches)
I (inches)
Surface Area
Deep Pool
18 to 36
18 to _ 48
_ 20%
T _
Low Marsh_
_
3 4 to
3 18 _
40%
_
High Marsh
_ _6 _
_ 0
to 3
_to
�0 ^— to 15
30% -
Woody Upland
_ _ _
n/a
0 to 12
Remaining %
Permanent Pool Elevation =
343.00
Wetland Surface Area =
11,482
Measured Area
Portion of Wetland
Zone
Elevation (feet)
(sf)
Surface Area
Deep Pool
341.50 to 340.00
2,423
21.10%
Low Marsh
342.75 to
4,504
39.23% _
Hi Marsh^
_342.50
343.00 to 342.75
—� 3,528
30.73%
Woody Upland
n/a
0.00%
J. ALLEN, PE, CFM
2/23/2015

CORNERS AT BRIER CREEK STORMWATER MANAGEMENT FACILITY 'B'
TON -14000 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(1) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area, A = 2.57 acres
Impervious area = 1.07 acres
Percent impervious cover, I = 41.6 %
Rainfall, P = 1.00 inches
Calculated values:
R,— 0.42
WQv= 0.09 acre -ft
= 3957 cf.
ASSOCIATED'DEPTH IN POND
WQv=
3957 cf.
Stage /Storage Data:
Ks =
12079
b =
1.156
Zo =
343.00
Volume in V rainfall =
3957 cu. ft
Calculated values:
Depth of WQv in Basin = 0.38 ft
4.57 inches
Elevation= 343.38 ft
J. ALLEN, PE, CFM
2/23/2015

CORNERS AT BRIER CREEK
TON -14000
DRAWDOWN SIPHON DESIGN
STORMWATER MANAGEMENT FACILITY'B' J. ALLEN, PE, CFM
WQV Drawdown Calculation 2/23/2015
D orifice =
1.5 inch
# orifices =
I
Ks=
12079
b =
11557
Cd siphon =
0.60
Normal Pool Elevation =
343 00 feet
Volume @ Normal Pool =
0 cf
Orifice Invert =
343.00 feet
WSEL @ 1" Runoff Volume =
343.38 feet
WSEL
Vol. Stored Siphon Flow
Avg. Flow Incr. Vol.
Incr. Time
(feet)
(cf) (cfs)
(cfs)
(cf)
(sec)
343.38
3957 0.033
343.35
3565 0.032
0.032
392
12106
34331
3178 0.030
0.031
386
12639
343.28
2798 0.028
0.029
380
13274
343.25
2425 0.025
0.027
373
14053
34322
2059 0.023
0.024
366
15043
343.18
1702 0.021
0.022
357
16364
343.15
1354 0.018
0.019
347
18267
343.12
1019 0.014
0.016
336
21635
34308
698 0.008
0.011
321
29484
34305
396 0.004
0.006
302
49372
Drawdown Time =
2.34 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 onfice =
0.106 feet
Orifice composite loss coefficient =
0.600
Cross - sectional area of siphon =
0.012 sf
Q=
0.0192 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec /day)
Drawdown Time =
2.38 days

1�J MCADAMS
rners @ Brier Creek Bentley Systems, Inc. Haestad Methods Solution Center J Allen, PE, CFM
)N -14000 ppc Bentley PondPack V8i 4/8/2015
[08 1101561
Corners 0 Brier Crook
Subsection: Elevation -Area Volume Curve
Return Event: 1 years
Label: SWMF B
Storm Event: 1 year
Elevation
Planimeter Area
Ai +A2 +sqr Volume
Volume (Total)
(ft)
(ft2) (acres)
(Ai *A2) (ac -ft)
(ac -ft)
(acres)
343.00
0.0
0.26
0.00
0.000
0.000
344.00
0.0
0.30
0.84
0.281
0.281
346.00
0.0
0.37
1.01
0.670
0.951
348.00
0.0
0.45
1.24
0.824
1.775
349.00
0.0
0.49
1.42
0.473
2.248
rners @ Brier Creek Bentley Systems, Inc. Haestad Methods Solution Center J Allen, PE, CFM
)N -14000 ppc Bentley PondPack V8i 4/8/2015
[08 1101561

NjJI MCADAMS
Corners 0 Brier Creek
Subsection: Outlet Input Data
Label: SWMF B
Requested Pond Water Surface Elevations
Minimum (Headwater) 343.00 ft
Increment (Headwater) 0.50 ft
Maximum (Headwater) 349.00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall
Inlet Box
Riser
Orifice- Circular
Siphon
Culvert- Circular
Culvert
Tailwater Settings
Tailwater
Forward Culvert
Forward Culvert
Forward TW
Return Event: 1 years
Storm Event: 1 year
E1
E2
o(ft)
(ft)
346.00
349.00
343.00
349.00
342.90
349.00
(N /A)
(N /A)
,rners @ Brier Creek Bentley Systems, Inc Haestad Methods Solution Center J. Allen, PE, CFM
JN -14000 ppo Bentley PondPack V81 4/8/2015
[08.11.01 56]

''J McADaMs
Corners 0 Brier Crook
Subsection: Outlet Input Data
Label: SWMF B
Structure ID: Siphon
Structure Type: Orifice- Circular
Number of Openings
Elevation
Orifice Diameter
Orifice Coefficient
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
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
1
343.00 ft
1.500 in
1
1
346.00 ft
16.0 ft2
1
16.00 ft
3.00 (ft ^0.5) /s
1
0
0
False
False
1
24.000 In
38.00 ft
38.00 ft
0.011 ft/ft
0.013
1
0
0
0.00 ft
Form 1
0.0098
2.0000
0.0398
Return Event: 1 years
Storm Event: 1 year
,mars @ Brier Creek Bentley Systems, Inc. Haestad Methods Solution Center J. Allen, PE, CFM
)N- 14000.ppc Bentley PondPack V& 4/8/2015
[08 11.01.56]

it MCADAMS
Corners 0 Brier Creek
Subsection: Outlet Input Data
Label: SWMF B
Inlet Control Data
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 345.21 ft T1 Flow
T2 Elevation 345.50 ft T2 Flow
0.6700
1
1
-1
Return Event: 1 years
Storm Event: 1 year
15.55 ft3 /s
17.77 ft3 /s
%mers @ Brier Creek Bentley Systems, Inc Haestad Methods Solution Center J. Allen, PE, CFM
JN- 14000.ppc Bentley PondPack V& 4/8/2015
[08.11 01 561

''A McADaMs
Corners 0 Brier Crook
Subsection: Outlet Input Data
Label: SWMF B
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
Imers @ Brier Creek Bentley Systems, Inc Haestad Methods Solution Center J Allen, PE, CFM
JN- 14000.ppc Bentley PondPack V8i 4/8/2015
[08 11.01 56]

IT MCADAMs
Subsection: Composite Rating Curve
Label: SWMF B
Composite Outflow Summary
Water Surface Flow
Elevation WIN
(ft)
343.00
343.50
344.00
344.50
345.00
345.50
346.00
346.50
347.00
347.50
348.00
348.50
349.00
Corners 0 Brier Crook
Taliwater Elevation Convergence Error
(ft) (ft)
Return Event: 1 years
Storm Event: 1 year
Contributing Structures
0.00
(N /A)
0.00
(no Q: Riser,Siphon,Culvert)
0.04
(N /A)
0.00
Siphon,Culvert (no Q: Riser)
0.06
(N /A)
0.00
Siphon,Culvert (no Q: Riser)
0.07
(N /A)
0.00
Siphon,Culvert (no Q: Riser)
0.08
(N /A)
0.00
Slphon,Culvert (no Q: Riser)
0.09
(N /A)
0.00
Siphon,Culvert (no Q: Riser)
0.10
(N /A)
0.00
Siphon,Culvert (no Q: Riser)
17.03
(N /A)
0.00
Rlser,Siphon,Culvert
26.21
(N /A)
0.00
R[ser,Culvert (no Q: Siphon)
28.48
(N /A)
0.00
Rlser,Culvert (no Q: Siphon)
30.58
(N /A)
0.00
Rlser,Culvert (no Q: Siphon)
32.54
(N /A)
0.00
Rlser,Culvert (no Q: Siphon)
34.39
(N /A)
0.00
Riser,Culvert (no Q: Siphon)
mers @ Brier Creek Bentley Systems, Inc Haestad Methods Solution Center J. Allen, PE, CFM
JN- 14000.ppc Bentley PondPack V& 4/8/2015
[08 11 01 56]

14 MCADAMS
Corners 0 Brier Creek
Subsection: Level Pool Pond Routing Summary Return Event: 1 years
Label: SWMF B (IN) Storm Event: 1 year
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
343.00 ft
Initial)
Volume (Initial)
0.000 ac -ft
Flow (Initial Outlet)
0.00 ft3 /s
Flow (Initial Infiltration)
0.00 ft3 /s
Flow (Initial, Total)
0.00 ft3 /s
Time Increment
1.00 min
Inflow /Outflow Hydrograph Summary
Flow (Peak In) 8.31 ft3 /s Time to Peak (Flow, In)
Flow (Peak Outlet) 0.06 ft3 /s Time to Peak (Flow, Outlet)
Elevation (Water Surface, 344.24 ft
Peak)
Volume (Peak) 0.353 ac -ft
`Mass Balance (ac -ft)
Volume (Initial)
Volume (Total Inflow)
Volume (Total Infiltration)
Volume (Total Outlet
Outflow)
Volume (Retained)
Volume (Unrouted)
Error (Mass Balance)
0.000 ac -ft
0.416 ac -ft
0.000 ac -ft
0.062 ac -ft
0.353 ac -ft
-0.001 ac -ft
0.3%
721.00 min
1,440.00 min
,mers @ Brier Creek Bentley Systems, Inc. Haestad Methods Solution Center J. Allen, PE, CFM
JN- 14000.ppc Bentley PondPack V81 418/2015
108 11.01 -561

NJ MCA.DAMS
Corners Q Brier Creek
Subsection: Level Pool Pond Routing Summary Return Event: 2 years
Label: SWMF B (IN) Storm Event: 2 year
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
343.00 ft
Initial)
0.515 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
lime Increment
1.00 min
Inflow /Outflow Hydrograph Summary
Flow (Peak In) 10.34 ft3 /s
Flow (Peak Outlet) 0.07 ft3 /s
Elevation (Water Surface, 344.53 ft
Peak)
Volume (Peak) 0.443 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
0.515 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
0.071 ac -ft
Outflow)
Volume (Retained)
0.443 ac -ft
Volume (Unrouted)
0.000 ac -ft
Error (Mass Balance)
0.1%
Time to Peak (Flow, In) 721.00 min
Time to Peak (Flow, Outlet) 1,440.00 min
mers @ Brier Creek Bentley Systems, Inc Haested Methods Solution Center J. Allen, PE, CFM
1N- 14000.ppc Bentley PondPack V8i 4/812015
[08.11 01.56]

''� M.CADAMS
Corners @ Brier Crook
Subsection: Level Pool Pond Routing Summary Return Event: 10 years
Label: SWMF B (IN) Storm Event: 10 year
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
343.00 ft
Initial)
Volume (Initial)
0.000 ac -ft
Flow (Initial Outlet)
0.00 ft3 /s
Flow (Initial Infiltration)
0.00 ft3 /s
Flow (Initial, Total)
0.00 ft3 /s
Time Increment
1.00 min
Inflow /Outflow Hydrograph Summary
Flow (Peak In)
14.58 ft3 /s
.Flow (Peak Outlet)
0.09 ft3 /s
Elevation (Water Surface,
345.43 ft
Peak)
Volume (Peak)
0.746 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
Volume (Total Inflow)
Volume (Total Infiltration)
Volume (Total Outlet
Outflow)
Volume (Retained)
Volume (Unrouted)
Error (Mass Balance)
0.000 ac -ft
0.839 ac -ft
0.000 ac -ft
0.093 ac -ft
0.745 ac -ft
-0.001 ac -ft
0.1%
Time to Peak (Flow, In) 721.00 min
Time to Peak (Flow, Outlet) 1,440.00 min
rners @ Brier Creek Bentley Systems, Inc. Haestad Methods Solution Center J Allen, PE, CFM
)N- 14000.ppc Bentley PondPack V81 4/812015
[08.11.01.56]

''J MCADAMs
Corners 0 Brier Creek
Subsection: Level Pool Pond Routing Summary Return Event: 100 years
Label: SWMF B (IN) Storm Event: 100 year
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
343.00 ft
Initial)
Volume (Initial)
0.000 ac -ft
Flow (Initial Outlet)
0.00 ft3 /S
Flow (Initial Infiltration)
0.00 ft3 /S
Flow (Initial, Total)
0.00 ft3 /s
Time Increment
1.00 min
Inflow /Outflow Hydrograph Summary
Flow (Peak In) 19.06 ft3 /S
Flow (Peak Outlet) 0.80 ft3 /S
Elevation (Water Surface,
346.02 ft
Peak)
Volume (Peak)
0.959 ac -ft
'Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
1.318 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
0.365 ac -ft
Outflow)
Volume (Retained)
0.953 ac -ft
Volume (Unrouted)
0.000 ac -ft
Error (Mass Balance)
0.0%
Time to Peak (Flow, In) 721.00 min
Time to Peak (Flow, Outlet) 884.00 min
irners @ Brier Creek Bentley Systems, Inc Haestad Methods Solution Center J. Allen, PE, CFM
JN -14000 ppc Bentley PondPack V81 4/8/2015
[08 1101561

14A MCADAMS
Corners 0 Brier Creek
Subsection: Outlet Input Data
Label: SWMF B (WC)
Requested Pond Water Surface Elevations
Minimum (Headwater) 343.00 ft
Increment (Headwater) 0.50 ft
Maximum (Headwater) 349.00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall
Inlet Box Riser
Culvert- Circular Culvert
Tailwater Settings I Taiiwater
Forward Culvert
Forward TW
Return Event: 100 years
Storm Event: 100 year
E1
E2
(ft)
(ft)
346.001
349.00
342.90
349.00
(N /A)
(N /A)
�mers @ Brier Creek Bentley Systems, Inc. Haestad Methods Solution Center J Allen, PE, CFM
JN -14000 ppc Bentley PondPack V8i 4/8/2015
(08 11.01.561

14 McADaMs
Corners Q Brier Crook
Subsection: Outlet Input Data
Label: SWMF B (WC)
Structure ID: Riser
Structure Type: Inlet Box
Number of Openings
Elevation
Oriflce Area
Oriflce Coefficient
Weir Length
Weir Coefficient
K Reverse
Manning's n
Kev, Charged Riser
Weir Submergence
Orifice H to crest
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
1
346.00 ft
16.0 ft2
1
16.00 ft
3.00 (ft ^0.5)/s
1
0
0
False
False
1
24.000 in
38.00 ft
38.00 ft
0.011 ft/ft
0.013
1
0
0
0.00 ft
Form 1
0.0098
2.0000
0.0398
0.6700
1
1
-1
Return Event: 100 years
Storm Event: 100 year
rners Qa Brier Creek Bentley Systems, Inc Haestad Methods Solution Center J Allen, PE, CFM
jN- 14000.ppc Bentley PondPack V8i 4/812015
P8 11 01 56]

11 MCADAMS
Corners 0 Brier Creek
Subsection: Outlet Input Data
Label: SWMF B (WQ
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...
TS Elevation
T2 Elevation
345.21 ft T1 Flow
345.50 ft T2 Flow
Return Event: 100 years
Storm Event: 100 year
15.55 ft3 /s
17.77 ft3 /s
rners @ Brier Creek Bentley Systems, Inc Haestad Methods Solution Center J Allen, PE, CFM
)N- 14000.ppc Bentley PondPack V& 4/8/2015
[08 11 01 561

14J MCADAMS
Corners Q Brier Creek
Subsection: Outlet Input Data
Label: SWMF B (WC)
Structure ID: TW
Structure Type: TW Setup, DS Channel
Tailwater Type Free Outfali
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
vners Q Brier Creek Bentley Systems, Inc Haestad Methods Solution Center J Allen, PE, CFM
JN -14000 ppc Bentley Pond Pack V& 4/8/2015
[08 11 01 561

''A MCADAMS
Subsection: Composite Rating Curve
Label: SWMF B (WC)
Composite Outflow Summary
Water Surface Flow
Elevation MIA)
(ft)
343.00
343.50
344.00
344.50
345.00
345.50
346.00
346.50
347.00
347.50
348.00
348.50
349.00
Corners 0 Brier Creek
Return Event: 100 years
Storm Event: 100 year
mers @ Brier Creek Bentley Systems, Inc. Haestad Methods Solution Center J Allen, PE, CFM
)N -14000 ppc Bentley PondPack V& 4/8/2015
108 11 01 561
Taliwater Elevation
Convergence Error
Contributing Structures
(ft)
(ft)
0.00
(N /A)
0.00
(no Q: Riser,Culvert)
0.00
(N /A)
0.00
(no Q: Riser,Culvert)
0.00
(N /A)
0.00
(no Q: Riser,Culvert)
0.00
(N /A)
0.00
(no Q: Riser,Culvert)
0.00
(N /A)
0.00
(no Q: Riser,Culvert)
0.00
(N /A)
0.00
(no Q: Riser,Culvert)
0.00
(N /A)
0.00
(no Q: Riser,Culvert)
16.97
(N /A)
0.00
Riser,Culvert
26.21
(N /A)
0.00
Riser,Culvert
28.48
(N /A)
0.00
Rlser,Culvert
30.58
(N /A)
0.00
Riser,Culvert
32.54
(N /A)
0.00
Riser,Culvert
34.39
(N /A)
0.00
Riser,Culvert
mers @ Brier Creek Bentley Systems, Inc. Haestad Methods Solution Center J Allen, PE, CFM
)N -14000 ppc Bentley PondPack V& 4/8/2015
108 11 01 561

''J MCADAMs
Corners 0 Brier Creek
Subsection: Level Pool Pond Routing Summary Return Event: 100 years
Label: SWMF B (IN) Storm Event: 100 year
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
346.37 ft
Elevation (Water Surface,
346.00 ft
Initial)
1.093 ac -ft
Volume (Initial)
0.951 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
1.00 min
Inflow /Outflow Hydrograph Summary
Flow (Peak In) 19.06 ft3 /s
Flow (Peak Outlet) 12.64 ft3 /s
Elevation (Water Surface,
346.37 ft
Peak)
Volume (Peak)
1.093 ac -ft
'Mass Balance (ac -ft)
Volume (Initial)
0.951 ac -ft
Volume (Total Inflow)
1.318 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
1.316 ac -ft
Outflow)
Volume (Retained)
0.954 ac -ft
Volume (Unrouted)
0.000 ac -ft
Error (Mass Balance)
0.0%
Time to Peak (Flow, In) 721.00 min
Time to Peak (Flow, Outlet) 725.00 min
mers @ Brier Creek Bentley Systems, Inc. Haestad Methods Solution Center J. Allen, PE, CFM
JN -14000 ppc Bentley PondPack V8i 418/2015
[08.11.01 56]

25
20
g 15
� 10
5
9.a
0
0
Fi¢ure 8,06.b.1
1 2 3 4 5 6 7 8 9 10
Pipe diameter (ft)
Zone from graph above =
DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
Project
CORNERS AT BRIER CREEK Date 2123/2015
Project No.
TON -14000 Designer TAE
Outlet ID
SWMF B
Flow, Q10_n
0.09 cfs
Slope, S
1.05 %
Pipe Diameter, D,,
24 inches
Pipe Diameter, Do
2.0 feet
Number of pipes
1
Pipe separation
0 feet
Manning's n
0.013
25
20
g 15
� 10
5
9.a
0
0
Fi¢ure 8,06.b.1
1 2 3 4 5 6 7 8 9 10
Pipe diameter (ft)
Zone from graph above =
1
Outlet pipe diameter
24 in.
Length =
8.0 ft.
Outlet flowrate
0.1 cfs
Width =
6.0 ft.
Outlet velocity
1.8 ft/sec
Stone diameter =
3 in.
Material =
Class A
Thickness =
9 in.
Zone
Material Diameter
Thickness
Length
Width
1
Class A
3 9
4 x D(o)
3 x D(o)
2
Class B
6 22
6 x D(o)
3 x D(o)
3
Class 1
13 22
8 x D(o)
3 x D(o)
4
Class 1
13 22
8 x D(o)
3 x D(o)
5
_
11
_
23 27
10 x D(o)_t
3 x D(o)
_
6
_Class
Class II
23 27
10 x D(o) _L
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
SWMF B - Rip Rap Outlet Protection Design2 /23/2015

NUTRIENT EXPORT CAL CULA TIONS
THE CORNERS AT BRIER CREEK
TON -14000

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CORNERS AT BRIER CREEK
TON -14000
SITE COMPOSITE REMOVAL EFFICIENCY
SWMF A = 1372 ac imp at 90.0%
TSS from Wet Pond
SWMF B = 0.08 ac imp. at 90.0%
TSS from Wet Pond
Bypass Area = 0.66 ac imp. at 0 0%
TSS
Total site impervious =
14.46
Total site impervious area treated =
13.80
Total site impervious area bypassed =
066
Bypass impervious as % of total impervious =
4.78
Total weighted site TSS removal =
90
40 0% TSS from Level SpreaderNegetated Filter
acres
acres
acres
= 94 0% TSS total
= 90.0% TSS total
= 0 0% TSS total
T EDMONDS, El
2/23/2015