20150070 Ver 1_SW Impact Analysis and Final Design_20150421

t
�G�OCi=rO
WILLOWCROFT (CHESNUT LANE)
STALLINGS, NORTH CAROLINA
EDENR-'
2 l 2015
TER RFCni o
STORMWATER IMPACT ANALYSIS & FINAL DESIGN OF
STORMWATER MANAGEMENT FACILITY
PROJECT NUMBER:
DESIGNED BY:
DATE:
'J
MRH -13040
JOSH ALLEN, PE, CFM
TAYLOR EDMONDS, El
APRit 2015
Mc-ADAMS
2905 MERIDIAN PARKWAY
DURHAM, NORTH CAROLINA 27713
NC Lic. # C -0293
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RCDENR
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
November 12, 2014
McAdams Company
Attn. Mr Joshua C Allen, PE
2905 Meridian Parkway
Durham, North Carolina 27713
RE Chestnut Lane Dam (heritage Homes)
Union County
Dear Mr Allen-
John E Skvarla, III
Secretary
A review has been made of the information submitted to our office on August 29, 2014, requesting a
determination of the applicability of the Dam Safety Law of 1967 to the subject dam. In order for our
office to make a final determination, additional information or revision is requested for the following
items
1. Please provide a detailed description of the methods used to determine the downstream breach wave
elevations noted on the table in the hazard classification data form. What failure scenarios were
considered and how was the downstream breach wave modeled to determine downstream flood
elevations9
2 Based on an inspection of the dam site and downstream areas by Dam Safety staff, the downstream
hazards of concern are the roadway known as Fairforest Drive and a single - family residence located
at 3116 Fairforest Drive Please provide a detailed narrative describing the anticipated worst -case
conditions for these potential hazards in the event of a failure of the subject dam based on the dam
failure model Is there significant potential for overtopping and/or damage to Fairforest Drive or
impact to the residence at 3116 Fairforest Drive?
It would greatly aid further review if a response to each of the above comments were made in a cover
letter submitted with two sets of the applicable data
Please contact this office should you have any questions concerning the above items.
Sincerely, �(
6�A'C: 0.
William H Denton, IV, PE
Assistant State Dam Safety Engineer
Land Quality Section
Division of Energy, Mineral, and Land Resources
Energy Section • Geological Survey Section - Land Quality Section
1612 Mad Service Center, Raleigh, North Carolina 27699 - 1612.919 -707 -9200 I FAX 919 - 715 -8801
512 North Salisbury Street, Raleigh, North Carolina 27604 • Internet http //portal ncdenr org /web /Ir/
An Equal Opportunity 1 Affirmative Action Employer - 50% Recycled 110% Post Consumer Paper

Mr. Joshua C. Allen, PE
Request for Additional Information
November 12, 2014
Page 2 of 2
cc• Mr. Robert Price, Meritage Homes
Mr. Zahid Khan, CPESC, Regional Supervisor - MRO
Filename UNION - 20141112_JD revreq_Chestnut Lane (Meritage Homes)
Chestnut Lane Dam (Meritage Homes)
Union County

WILLOWCROFT (CHESNUT LANE)
Stormwater Impact Analysis and Final Design of Stormwater Management Facility
General Description
Located north of the intersection of Chesnut Lane and Red Barn Trail in Stallings, North
Carolina, is the proposed residential development currently known as Willowcroft (formerly
known as Chesnut Lane). Proposed development on this site will consist of the construction of
54 single family lots, along with associated landscaping, utility, and stormwater management
improvements.
The proposed development is located within the Twelve Mile Creek watershed with stormwater
runoff from the proposed development draining into an unnamed tributary to Twelve Mile Creek.
Per Town of Stallings regulations, stormwater management on this site shall meet the stormwater
management performance standards for development set forth in the Post - Construction Storm
Water Ordinance (PCSWO) and the Charlotte Mecklenburg Best Management Practices (BMP)
Design Manual. These are as follows:
SECTION 303: DEVELOPMENT STANDARDS FOR TWEL VE MILE AND
CROOKED CREEK DISTRICT
(B) Development Standards For High Density Projects
Any drainage area within a project is considered high density when said drainage area has
greater than or equal to 24% built upon area. Such high - density projects shall implement storm
water treatment systems that comply with each of the following standards.
(1) Storm Water Quality Treatment Volume
Storm water quality treatment systems shall treat runoff from a 1 -inch rainfall event..
(2) Storm Water Quality Treatment
Storm water quality treatment systems shall be designed to have a minimum of 85%
average annual removal for Total Suspended Solids from the Storm Water Quality
Treatment Volume.
(3) Storm Water Treatment System Design
General engineering design criteria for all projects shall be in accordance with 15A
NCAC 2H. 1008(c), as explained in the Design Manual
(4) Storm Water Volume Control
Storm water treatment systems shall be installed to control the difference in the storm
water runoff from pre- development and post development conditions for the ]-year, 24-
hour storm. Runoff volume drawdown time shall be a minimum of 24 hours, but not more
than 120 hours.
6) Storm Water Peak Control
For developments greater than or equal to 24% built upon area, peak control shall be
installed for the 10 yr and 25 yr, 6 -hr storms. The emergency overflow and outlets work
for any pond or wetland discharge with a minimum recurrence frequency as specified in

the Design Manual. For detention basins, the temporary storage capacity shall be
restored within 72 hours. Requirements of the Dam Safety Act shall be met when
applicable.
To meet the above standards, the existing onsite pond will be retrofitted to provide detention.
Three Contech CDS devices will be used to treat the Stormwater Quality Treatment Volume.
Please refer to the appropriate section of this report for additional information.
Calculation MethodoloPy
• Rainfall data for this analysis was taken from the City of Charlotte BMP Design Manual.
Please reference the precipitation information section within this report for additional
information.
Using maps contained within the Union County Soil Survey, the on -site soils were
determined to be hydrologic soil group (HSG) `B' and 'C' soils (Cecil sandy clay loam,
Gaston clay loam and Helena fine sandy loam). 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).
• 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 -, 25 -, and 100 -year storm events, as well as routing calculations for
the proposed stormwater management facility.
• 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:
o The starting water surface elevation in the facility, dust prior to the 100 -year storm
event, is at the invert of the secondary orifice. This scenario could occur as a
result of a clogged primary 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 storage pool.
o 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
facility.
The on- and off -site topography information used in the analysis is from a survey
provided by The John R. McAdams Company, Inc. and supplemental GIS data.
Discussion of Results
Peak Runoff Control Requirements
The proposed project will result in a significant increase in peak flow rates. To mitigate this
impact, the proposed stormwater management facility has been sized such that post - development

peak flow rates are no greater than pre - development levels in the 10 -year and 25 -year storm
events.
Pollutant and Nutrient Control Requirements
The proposed Contech CDS devices will treat the 1 -inch rainfall and provide the required 85%
TSS removal in accordance with City of Charlotte standards.
Conclusion
If the development on this tract is built as proposed within this report, then the requirements set
forth in Town of Stallings regulations will be met without additional stormwater management
facilities. However, modifications to the proposed development may require that this analysis be
revised. Some modifications that would require this analysis to be revised include:
1. The proposed site impervious surface exceeds the amount accounted for in this report.
2. The post - development watershed breaks change significantly from those used to prepare
this report.
The above modifications may result in the assumptions within this report becoming invalid. The
computations within this report will need to be revisited if any of the above conditions become
apparent as development of the proposed site moves forward.

1
SUMMARY OF RESULTS
2
MISCELLANEOUS SITE DATA
3
PRECIPITATION DATA
4
WATERSHED SOILS DATA
5
PRE- DEVELOPMENT
HYDROLOGY CALCULATIONS
6
POST- DEVELOPMENT
HYDROLOGY CALCUATIONS
7
EXISTING POND CALCULATIONS
8
STORMWATER MANAGEMENT
FACILITY DESIGN
CALCULATIONS
9
CONTECH CDS
DESIGN CALCULATIONS

SUMMARY OF RESULTS
CHESTNUT LANE
MRH -13040

CHESNUT LANE SUMMARY OF RESULTS J ALLEN, PE, CFM
M RH -13040 4/15/2015
-_> RELEASE RATE °MANACEMENTxRES.ULTS e -:a _�
POA #1
Return Period
Pre - Development
[cfs]
Post - Development
[cfs]
% Increase
[ %]
10 -Year
3932
2824
-282%
25 -Year N
7429
71 18
-42%
POA #2
Return Period
Pre - Development
[cfs]
Post - Development
[cfs]
% Increase
[ %]
10 -Year
7366
7366
00%
25 -Year
10021
10021
00%
c– — * �° -�_ - �_- - _
>sl -YEAR VOLUME M ,NAGEMiNT-RESULTrS`
Sub -basin ID
Pre- develo ment Runoff Volume
1cl1
[acre -feet]
1 -To Existing Pond
18,949
044
y� 1- Bypass
^
6,081
_
_ 014 _
2
0
000
_ _
Unanalyzed
613
001
Totals =
259642
0.59
Sub -basin ID
Post- development Runoff Volume_
�[cl]
[acre -feet]
1 -to SWMF IA
5,424_
0 12
1 -to SWMF 1 B
15,457
035
1 - to Stormfilter 1
39,992
092
1 - to Stormfilter 2
12,118
028 _
1 - Bypass
3,716
009
Unanalyzed
880
002
Totals =
77,586
1.78
POA Required Treated Runoff Volume
[cq [acre -feet]
1 51,944 1 19
Totals = 51,944 1.19

CHESNUT LANE SUMMARY OF RESULTS J ALLEN, PE, CFM
MRH -13040 4/15/2015
STORMWWTER MANAGEMENT FACILITYBOUTING PJ UIrTS Rum
Return Period
Inflow
[cfs]
Outflow
[cfs]
Max. WSE
[ft]
Freeboard
[ft]
1 Inch WQ
707
022
69507
593
1 -Year 24 -Hour
3119
0 86
69744
356
2 -Year
3131
0 80
697 10
390
10 -Year
10547
2784
69942
158
25 -Year
14607
7032
69979
1 121
100 -Year
20879
13289
70022
078
100 -Year (Worst Case)
20879
14290
70029
071
Design Drainage Area =
1697
acres
Design Impervious Area =
7 14
acres
% Impervious =
421%
WQ Volume Elevation =
69505
ft
Top of Dam =
701 00
ft
Riser Size =
8 ft x 8 ft
Riser Crest =
69900
ft
Onfice Elevation =
695 10
ft
Orifice Diameter =
3 000
inches
Siphon Elevation =
69441
ft
Siphon Diameter =
3 375
inches
Barrel Diameter=
48
inches
# of Barrels =
1
Invert In =
691 00
feet
Invert Out =
68950
feet
Length =
53
feet
Slope =
00283
ft/ft

MISCELLANEOUS SITE INFORMATION
CHESTNUT LANE
MRH -13040

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Copyright:© 2013 National a graph_ ociety, i -cubed
N USGS TOPO MAP 11
o soo soo 1,200 UNION COUNTY, NC
Feet CHESTNUT LANE
1 inch = 600 feet MRH -13040 MC A DA M S

SrMFrF� ��r
Cryu
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City of Charlotte
370159 '".
e�
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A 250 0 250 500
C 760 1,000
,w x
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668
- -,' <ONE X
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4
PANEL 4488J
FIRM
FLOOD INSURANCE RATE MAP
NORTH CAROLINA
PANEL 4488
(SEE LOCATOR DIAGRAM OR MAP INDEX FOR FIRM PANEL
LAYOUT)
CONTAINS:
COMMUNITY
CID No.
PANEL
SUFFIX
CHARLOTTE, CITY OF
370159
4488
J
INDIAN TRAIL, TOWN OF
370235
4488
J
MECKLENBURG COUNTY
370158
4488
J
STALLINGS, TOWN OF
370472
4488
J
UNION COUNTY
370234
4488
J
WEDDINGTON. TOWN OF
370518
4488
J
Notice to User. The Map Number shown below should be used
when placing map orders, the Community Number shown above
should be used on insurance applications for the subject
community.
EFFECTIVE DATE MAP NUMBER
OCTOBER 116,,�2y008 3710448800J
STORM
M-,
LAM s�
�.. ✓ PhD SbG
State of North Carolina
Federal Emergency Management Agency
This is an oMcial copy of a portion of the above referenced flood map. It
was extracted using F-MIT On -Une. This map does not reflect changes
or amendments which may have been made subsequent to the date on the
title dock. For the latest product information about National Flood Insurance
Program hood maps check the FEMA Flood Map Store at www. msc.fama.gc

NC DENR - DIVISON OF WATER QUALITY
.0308 CATAWBA RIVER BASIN
me of Stream Description
Class
Class Date Index No.
Little Sugar Creek
From source to North
C
09/01/74
11 -137 -8
Carolina -South Carolina
State Line
Dairy Branch
From source to Little Sugar
C
09/01/74
11- 137 -8 -1
Creek
Brier Creek
From source to Little Sugar
C
08/01/85
11- 137 -8 -2
Creek
Edwards Branch
From source to Brier Creek
C
03/01/77
11- 137 -8 -2 -1
Little Hope Creek
From source to Little Sugar
C
08/01/85
11- 137 -8 -3
Creek
McAlpine Creek (Waverly
From source to North
C
09/01/74
11 -137 -9
Lake)
Carolina -South Carolina
State Line
Campbell Creek
From source to McAlpine
C
09/01/74
11- 137 -9 -1
Creek
Irvins Creek (McEwen Lake)
From source to McAlpine
C
09/01/74
11- 137 -9 -2
Creek
Lake Windermere and Chillis
Entire lakes and connecting
C
09/01/74
11- 137 -9 -3
Lake
streams to McAlpine Creek
Fourmile Creek
From source to McAlpine
C
09/01/74
11- 137 -9 -4
Creek
-ky Branch
From source to Fourmile
C
09/01/74
11- 137 -9 -4 -1
Creek
Lake Providence
Entire lake and connecting
C
09/01/74
11- 137- 9 -4 -1 -1
stream to Rocky Branch
McMullen Creek
From source to McAlpine
C
08/01/85
11- 137 -9 -5
Creek
Steele Creek
From source to North
C
09/01/74
11- 137 -10
Carolina -South Carolina
State Line
Walker Branch
From source to Steele Creek
C
09/01/74
11- 137 -10 -1
Polk Ditch
From source to Walker Branch
C
09/01/74
11- 137- 10 -1 -1
Blankmanship Branch
From source to North
C
09/01/74
11- 137 -10 -2
Carolina -South Carolina
State Line
Clems Branch
From source to North
C
09/01/74
11- 137 -11
Carolina -South Carolina
State Line
Twelvemile Creek
From source to North
C
03/01/62
11 -138
Carolina -South Carolina
State Line
West Fork Twelvemile Creek
From source to Twelvemile
C
09/01/74
11 -138 -1
Creeek
Culvert Branch
From source to West Fork
C
09/01/74
11- 138 -1 -1
Twelvemile Creek
Sys Run
From source to West Fork
C
09/01/74
11- 138 -1 -2
Twelvemile Creek
2B .0300
Page 38 of 40 2013 -12 -09 10:46:19

WA TERSHED SOILS INFORMA TION
CHESTNUT LANE
MRH -13040

CHESTNUT LANE WATERSHED SOIL INFORMATION J ALLEN, PE, CFM
MRH -13040 10/9/2014
Watershed soils from the Union County Soil Survey
Symbol
Name
Soil Classification
CeB2
Cecil gravelly sandy clay loam
B
LdB2, LdC2
Lloyd clay loam
B
HeB
Helena fine sandy loam
D
W
Water
-
References:
Soil Survey Union County, North Carolina
United States Department of Agriculture Soil Conservation Service (in cooperation
with North Carolina Agriculture Experiment Station)
SCS TR -55
United States Department of Agriculture Soil Conservation Service 1986
COVER CONDITION SCS CN - HSG B
Impervious
98
Open
61
Wooded
55
Pond
100
COVER CONDITION SCS CN - HSG D
Impervious
98
Open
80
Wooded
77
Pond
100

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UNITED STATES DEPARTMENT OF AGRICULTURE
NATURAL RESOURCES CONSERVATION SERVICE
SOIL LEGEND
Map Umf symbols and narres are WphaDetical Map rynhpors ae seders a a cdfstbwlaban of letters and a
rhAnber rtw 6rw capttw 'erter B the "sal Otte Of the map Writ dome. The secato Ymer d 10werCa70. The
Ihud totter t ucod, 4 Glpblized and utdaca7c. +loth loss of slope A final rumba d 2 ehdhcat6e that the Gal m
moi iwy erooied
SYMBOL NAME
Ae8 A,by-Appirq complex. 2 to 8 percent slopes
AqC Ailey- AppNng complex. 8 to 15 percethl slopes. bculdery
Ape Appeng sally team. 2 to 8 percent slopes
AoC Apping sandy loam. 8 to 15 percent slopes
AiS Appinq -Urban Wad cotrplex. 2 to 8 percent slopes
Bab Badn Gunnery ser loam. 2 so 8 percers slopes
Bad Bade Hrm,ery Idl ban+ 8 to 15 proeM s lopes
Bde2 Bade Gww v sorry day IOaarR 2 to 8 pe> slopes- eroded
BdC2 Badin cannery saty cry, toaM 8 to 15 percent :Woes. eroded
BuB Baron -Urban Iod complex. 2 to 8 percent slopes
Buc Bacon -Urban Iartd complex. 8 to 15 percent slopes
CeW Cecil gravelly sand" day loam, 2 to 8 percent slopes, eroded
CeC2 Cecil gnavNty sandy day loam. 8 to IS percent slopes. eroded
CIA Chewacia sa teem. 0 to 2 per[Mr slopes. Irppuenty !boded
CmS Cd dnnnery, sl barn. I W 5 perpxq slopes
CnB C4Ufban Land complex. I to 5 percent Sl pea
Cook Cof x sandy loam. 0 to 3 peroom slopes
ChB Creedrrtoor bam, 2 10 8 wreee:t slopes
Ga92 Gaston Gay Want. 2 to 8 percent slopes. eroded
GaC2 Gaston day berth, B b 15 percent slopes, a tided
Gee Georg lber sill Ioarft 2 to 8 percent slopes
0182 G —Q-,Se sett' clay loam. 2 to 8 percent slopes. eroded
GOC GoidsM very Gunnery ell ban. a to t5 paroem slopes
GoE GokWm very G,ennery s& loam. 15 to 15 Percent slopes
Gee Gdfdslprt -eadn complex. 2 10 8 pPcant Stop's
GsC GaiostomBadrh coirplex, 8 to 15 percent slopes
GIE Gddstori -Bade ewou, 15 10 45 pertem slopes
HeB Helena fine san*j- loam. 210 8 percent slopes
kA Iredell loam. 0 to 3 percem slopes
Ma82 Mecklenburg sally day loam. 2 to 8 percent slopes, eroded
SRW Mise liev t ai -Cid complex- 0 10 3 oercem slopes
PISEZ Pacolet savvy day loam. 15 to 40 percent stop's. eroded
PgC Pamlet -Guted IoM cdnp4x- a'ro 1S owcmV scopes
SCA Secresl Cid complex. 0 td 3 Loom slopes
TaB Tatum gravelly sA dam. 2 to 8 paces stapes
TaC Tatum gravelly sill dam. 8 to 15 percent slopes
TaD Tatum gravely sal loam, 15 to 35 plocsm slopes
TbEI2 Tatum gravely silty, day loam. 2 to 8 percent slopes, eroded
TbC2 Tatum gravely silty etay Imam, 8 to 115 percent slopes, eroded
rug Tatum -Urtwh land conviex. 2 to 8 percent sWde+s
Ud tJeonhems. bony
WhS Witte Store foam. 2 to 8 pww m sW e*
WhC White Sture loam. Boo 1S percent slopes
ZnS Lon graneiy loam. 2 to 8 percent slopes
ZrtC Zion grave" loam. 8 lo 15 percent sWpas
UNION COUNTY, NORTH CAROLINA
NORTH CAROLINA DEPARTMENT OF ENVIRONMENT. HEALTH. AND NATURAL RESOURCES
NORTH CAROLINA AGR]CULTURAL RESEARCH SERVICE
NORTH CAROLINA COOPERATIVE EXTENSION SERVICE
UNION COUNTY SOIL AND WATER CONSERVATION DISTRICT
UNION COUNTY BOARD OF COMMISSIONERS
CONVENTIONAL AND SPECIAL
SYMBOLS LEGEND
SPECIAL SYMBOLS FOR
CULTURAL FEATURES SOIL SURVEY
BOUNDARIES
Natrpom, slate, or prowhce
- - -- —
Covlry or pansn
—
Minor pull arvisrpn
— -- — —
Reswv~ (naIhonal lomst 7 park . stale
State
ofesf of Dank. and 4xpe arrval;
County, torn or ranch
L.]M grant
— ..
Umrt of sow survey IL'hpel',
POWER TRANSMISSION tINE
Field s."!et matt:) h and nea)))r._.
(fwrmaay not shown)
AD HOC BOUNDARY Rebell
�r+••�w�i± —:
Smarr ampert. a0elo, pork, athelo.
See w
' —
Cemetery. or flow pod
• �° ' —
STATE COORDINATE TICK
Wuhan road
1 890 000 FEET
With road
LAND DIVISION CORNER
}
(sseeons, and Land grantsl
DAMS
ROADS
Large in scale)
DrAdW (nle3en shown it scale pereats)
Oder
roads
Try
- - -- —
ROAD EMBLEM d DESIGNATIONS
Ire"stafe
t7
Federal
State
O
County, torn or ranch
1nl
RAILROAD
r -
POWER TRANSMISSION tINE
(fwrmaay not shown)
_
PIPE LM I++ormally rot shown)
--• �—•� —+
9ENCE fnorm'attl, nor shown)
LEVEES
Wuhan road
�.r..r,• r.,.,.....r ,.
With road
.......... ..... ........
Wsh ras'Cad
�;;
DAMS
Large in scale)
Medium or Small
L_ —•• 1
(Named w►lete applrulDle)
PITS
Gravel art
r.
Mineor Qwvey
<.
MISCELLANEOUS CULTURAL FEATURES
Famhstead. Muse (ort++ in urban areal
ICocLcmd)
CNrdh
tndian mound i Lobel)
Located obWl Itabol)
Tani, tlabvi
Wefes oil or gas
Whr0.
l(Acnen mdoen
WATER FEATURES
DRAINAGE
Pererwul, doubl' Iola
Pwwn,al. s[ngle 're
lhleffni tent
Drainage old
Canals or ditches
Doh.ble4r a tlabet)
Dranage and-or argaton
LAKES. PONDS AND RESERVOIRS
Perennv
Intetmlhem
MISCELLANEOUS WATER FEATURES
marsh or Pwarry
Sprwv
Wes, anesun
Well. irrigation
wet spot
i
O Toww
e 3i'
A
g
n
� /—
err
O
T
SOIL DELtNEAT1ONS AND SYMBOLS
ESCARPMENTS
Bednlch Ipdnts down s,opel
Other Man bedrock Ipanrs down scope)
SHORT STEEP SLOPE
GULLY
DEPRESSION OR SINK
SOIL SAMPLE (normally rot shown)
SSCELLANEOUS
Blowoul
Clay spot
Gravely sod
Guano, mice or scabby spot ($odic)
Dumps and attar smWar rhos sal areas
Promrnenl NOT d Deal,
Rock ou'.Croo (artludeS sandstone
and st`dle)
Saline spot
Sandy spot
Sawrefy eroded spot
Slide a slip {ape Pont Upa40pol
Stony spot very slorry spot
v v v v v v v
nnnnnivr
O
v
X
0
V
O 00

PRECIPITATION DA TA
CHESTNUT LANE
MRH -13040

NOAA Atlas 14, Volume 2, Version 3 p,„„„
Location name Matthews, North Carolina, US"`�,�
Coordinates 35 0650, -80 7198 6 41
Elevation 699 ft*
*source Google Maps k
POINT PRECIPITATION FREQUENCY ESTIMATES
G M Bonnin, D Martin B Lin T Parzybok M Yelda, and D Riley
NOAA National Weather Service, Silver Spring, Maryland
PF tabular I PF -graphical I Maas & aenals
PF tabular
PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence Interval (years)
Duration
1 2
F -10 ��
5 10 25 50 100 200 500 1000
0 414 0 490
0 568 0 626 0 691 0 736 0 777 0 813 0 854 0 883
5 -min
(0 382-0449)1(0451-0 532)
(0 522 -0 618) (0 574 -0 678) (0 632-0 748) 1(0669-0 797) (0 703 0 841) (0 732 -0 881) (0 763 0 927) (0 783-0 960)
0 661 0 783
0 910 1 00 1 10 1 17 124 1 29 1 35 1 39
10 -min
(0 610 -0 717) (0 721 -0 851)
(0 837 -0 990) 1 (0 918 -1 08) (1 01 1 19) (1 07 1 27) (1 12 -1 34) (1 16 1 40) (1 21 1 47) (1 23 1 51)
0 827 0 984
1 15 1 27 1 40 1 48 1 56 1 63 1 70 1 75
15 -min
(0 763 -0 897) (0 906 -1 07)
(1 06 1 25) (1 16 1 37) (1 28 1 51) (1 35 1 61) (1 41 1 69) (1 47 1 76) (1 52 1 85) (1 55 1 90)
1 64 1 83 2 07 2 23 2 39 2 53 2 71 2 83
30 -min 1 13 1 36
(1 05 1 23) (1 25 1 48)
(1 50 1 78) (1 68 1 99) (1 89 2 24) (2 03 2 42) (2 16-2 59) (2 28-2 74) (2 42 2 94) (2 50 3 07)
2 10 2 39 2 75 3 03 3 29 3 55 3 88 4 13
60 -min 1 41 1 71
(1 30 1 53) (1 57 1 85)
(1 93 2 28) (2 19 2 59) (2 52 2 98) (2 75 3 28) (298-356) (3 20 3 85) (3 47-4 21) (3 66 4 49)
F-1-64—
2 46 2 82 328 F 399 7 F 480 5 15
1 98
2 -hr
(1 50-1 79) (1 81 2 17)
(2 25 -2 69) 1 (2 57 -3 08) (2 98 -3 58) 1 (359-435) (3 88 4 73) (424-524) (4 51 5 63)
—3--56 -- 3 997 F 595
3 -hr 7 74 210
2 62 3 02
(1 59 1 91) 1 (1 92 -2 31)
1 (3 23 -3 90) 1 (3 60 -4 36) (3 96 4 82) (4 32 5 31) (4 80 5 97) (5 16 -6 50)
F 364 431 484 538 595 672 734
209
hr (1 92 -2 29) (2 31 2 77)
(2 88 3 45) (332-398) (3 91 4 70) (4 36 5 27) (4 82 5 86) (5 27 6 47) (5 88 -7 31) (6 34 7 98)
3 74 4 35 5 18 5 86 6 57 7 30 8 34 9 17
12 -hr 2 47 2 98
512 610 688 769 853 968 1
24 -hr 292 351
(2 70 3 15) (326-380)
441
(4 09 4 77) (4 74 5 54) (5 62 6 59) (6 33 7 43) (7 04 8 31) (7 78 9 22) (8 79 10 5) {9 59-11 5)
96 7 06 7 95 8 85 9 80 11 1 12 1
2 -day 3 43 4 13
5 15 5
(3 18 3 70) (3 83 4 47 )
(4 77 5 57) (5 51 6 44) (6 51-7 63) (7 30 8 59) (8 11 9 58) (8 94 10 6) (10 1 12 0) (11 0 13 2)
F-6-25 F 925 7 10 2 11 6 12 6
3 -day 3 63 4 37
5 42
(3 38 3 92) (4 06 4 72)
(5 03 5 85) (578-674) 1 (848-999) (9 34 11 1) (10 5 12 5) (11 5 13 7)
384 461
569 654 773 867 964 106 121 132
4 -day
(3 57 4 13) (4 29 -4 96)
11 (5 28 -6 13) (6 06 7 04) (7 14 8 32) (7 99 -9 35) (8 86 -10 4) 1 (9 75 -11 5) (11 0 13 0) (12 0 14 3)
E 7 -day ( 444 530
4 16 4 75) (4 96 5 67)
645 738 865 967 107 118 133 145
(6 04 6 91) (6 89 7 89) (8 05 9 26) (8 97 10 4) (9 91 11 5) (10 9 12 6) (12 2 14 3) (13 2 15 6)
605
728 824 955 106 116 127 141 153
10 -day ( 508
4 77 5 43) (567-646)
(6 81 7 78) (7 70 8 80) (8 89 10 2) (9 83 11 3 (11 7 13 6) (13 0 15 1) (14 0 16 4)
) (108-124)
20 -day 680 803
(641 -723) (756 -854)
948 106 122 134 146 159 ) 176 ) 189
(892 -101) (999 -113) (114 -130) (125 -143) (136 -156) (148 -169 (163188 (175 -202)
834 981
114 127 143 156 168 181 197 210
30 -day { 788884) (928104)
(108121 (119134 (135152) (146165) (158178) (169192 (184210 (195 -224)
) ) ) )
141 154 172 185 198 211 228 241
45 -day ( 105 123
10 0 -11 0) (11 7 -12 9)
(13 4 -14 8) (14 6 -16 2 16 3 -18 1 17 5 -19 5 (18 7 -20 9) (19 9 -22 2) (21 4 -24 0 (22 6 -25 4)
) ( ) { ) )
146199
213 227 240
(13 9 -15 3)j
E�d[M]F
7 17 3) (17 1 18 8) (18 9 -20 8, (20 2 22 3) (21 5 23 8) (22 8-25 2 (24 4 27 1 (25 5 28 5
)
in this table are based on frequency analysis of partial duration series (PDS)
•ipitation frequency (PF) estimates
ars in parenthesis are PF estimates
at lower and upper bounds of the 90% confidence interval The probability that precipitation frequency estimates (for
a given duration and average recurrence
interval) will be greater than the upper bound (or less than the lower bound) is 5% Estimates at upper bounds are not
checked against probable maximum precipitation
(PMP) estimates and may be higher than currently valid PMP values
Rease refer to NOAA Atlas 14 document
for more information
Back to Top

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NOAA/NWS /OHD /HDSC Created (GMT): Wed Feb 12 13:57:26 2014
Average recurrence
Interval
(years)
— t
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5
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50
100
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— 500
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
Office of Hydrologic Development
1325 East West Highway
Silver Spring, MD 20910
Questions ?: HDSC.Questions(c-)noaa.gov
Disclaimer

PRE - DEVELOPMENT HYDROLOGIC
CALCULATIONS
CHESTNUT LANE
MRH -13040

CHE° 4E PRE —DEVEL oT HYDROLOGY , 4 PE, CFM
MR]
Sum if Results 10/13/2014
HYDROLOGY [NPUT,SUMMARY _
Sub basin ID
Onsite Area acres _
Offsde Area acres
Total Area
I -To Existing Pond
18 949
044
Impervious
Open
Wooded
Pend
Total
Im ervious
O en
_
Wooded
Pond
1/4 Lots
1/3 Lots
l/2 Lots
M22!
Total
acres
SCS CN
7 c �mm�
I -To Existing Pond
000
053
9 15
2 1 1
1180
005
13 13
3 70
0 00
0 00
0 50
14 32
4
33 94
45 74
66
34 02
I -Bypass
00
1 86
5 13
0 14
7 14
027
2 57
1 24
0 00
0 00
0 00
0 00
0 00
407
I 1 21
59
6
2
000
0 00
000
000
0 00
0 00
8 88
2 69
0 29
8 75
12 92
16 65
6 97
57 16
57 16
74
5
�37
Unanalyzed
000
000
097
0 00
0 97
0 00
0 00
0 00
0 00
0 00
0 00
0 00
000
000
0 97
55
Totals =
000 240 1525 226 1990 032 2457 763 029 R 75 13 47 an 97 Q 1) 1 oa i u
i i c ne
1-YEAR /,24HOUR YOLUMESUMMARY , •,o
Sub -basin ID
post - Development Runoff
1cn
facre-ftj
I -To Existing Pond
18 949
044
_
1- Bypass
6,081
0 14
2
0
000
Unanalyzed
613
001
Totals =
25,642
059

CHESNUT LANE PRE - DEVELOPMENT HYDROLOGY J ALLEN, PE, CFM
MPH -13040 Sub -basin 1 -TO EXISTING POND 10/13/2014
�I SCSCURVE'NUMBERS���'' ��I
HSG
Impervious
I Open
L 1/4 Ac Lot
1/3 Ac Lot
1/2 Ac Lot
Right of Way
Wooded
A
98
39
61
57
54
83
30
B
98
61
75
72
70
89
55
C
98
74
83
81
80
92
70
_
D
98
80
87
86
85
93
77
Assume HSG'A'= 0%
HSG'B'= 95%
HSG'C'= 0%
HSG'D'= 5%
Cover Condition
SCS CN
Comments
Impervious
98
_
Open
62
Assume Eood condition
1/4 Ac Lot
76
62
1/3 Ac Lot
73
Assume good condition
1/2 Ac Lot
71
398,580
_
Right of Way
89
Onsite pond
Wooded
56
Assume good condition
iI[ PRE- DEVELOPMENT
Watershed Breakdown
Contributing Area
SCS CN
Area Jsfj
Area acres
Comments
Onsite im ervious
98
0
000
Onsite open
62
23,223
053
Assume good condition
Onsite wooded
56
398,580
9 15
Assume good condition
Onsite pond
100
92120
211
Offste impervious
98
2,334
005
Offsrte o en
62
572,015
13 13
Offsite 1/4 Ac Lots
76
0
000
Offsite 1/3 Ac Lots
73
21,744
050
Offsite 1/2 Ac Lots
71
623,774
1432
Offsite Right of Way
89
97,608
224
80% Impervious
Offsite wooded
56
161 167
370
Assume good condition
Offsite pond
100
0
000
Total area = 45 74 acres
00715 sq no
Composite SCS CN = 66
% Impervious = 122%

CHESNUT LANE PRE- DEVELOPMENT HYDROLOGY 1 ALLEN, PE CFM
MRH -13040 Sub -basin l -TO EXISTING POND 10/13/2014
B Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR -55)
Segment 1 Overland Flow
152
ft
Length =
300
ft
Top Elv =
729
Bot Elev =
708
ft
Height =
21
ft
Slope =
00700
ft/ft
Manning's n =
040
Woods, light underbrush
P (2- year /24 -hour) =
3 51
inches (Stallings NC)
Segment Time =
2992
minutes
Segment 3 Channel Flow
ft
Segment Time =
Length =
304
ft
Top Elv =
698
Bot Elev =
697
Height =
1
ft
Slope =
00033
ft/ft
Manning's n =
0 045
natural channel
Flow Area =
200
sf (assume 2' x F channel)
Wetted Perimeter =
300
If (assume 2'x F)
Channel Velocity =
145
ft/sec
Segment Time =
350
minutes
Segment 2 Concentrated Flow
Length =
152
ft
Top Elv =
708
Bot Elev =
698
Height =
10
ft
Slope =
00658
ft/ft
Paved 9=
No
Velocity =
4 14
ft/sec
Segment Time =
061
minutes
Segment 4 Surface Water Flow
Length =
426
ft
Segment Time =
000
minutes
Time of Concentration = 3402 minutes
SCS Lag Time = 2041 minutes (SCS Lag = 0 6* Tc)
Time Increment = 592 minutes (= 0 29 *SCS Lag)
Ill 1-YEAR RUN -OFF VOLUME,CAL CULATIONSt: k° R "f I
Post - development runoff volume calculations are based upon the SCSMethod The equation for this method is as follows
Q* = ((P -0 2 *S)i)/ (P+0 8 *S)
where,
O* = Direct Runoff[mches]
S= Potential Abstraction => (1000 /SCS Curve Number) - 10
P = Accumulated Storm Rainfall [inches]
Per Town of Stallings ordinance requirements the increase in volume between pre- and post - development for the 1-year
24 -hour storm shall be treated within the proposed stormwater management facility
On -Site Area = 1180 acres
On -site SCS CN = 64
S= 557
P (I -yr / 24 -hour) = 292 inches
Q* = 044 inches
On -site Run -off Volume = 044 acre -feet
18,949 cf

CHESNUT LANE PRE - DEVELOPMENT HYDROLOGY J ALLEN, PE, CFM
MRH -13040 Sub -basin 1- BYPASS 10/13/2014
Assume
HSG
Impervious
Open
1/4 Ac Lot
1/3 Ac Lot
1/2 Ac Lot
ILght of Way
Wooded
A
98
39
61
57
54
83
30
B
98
61
75
72
70
89
55
C
98
74
83
81
80
92
70
D
98
80
87
86
85
93
77
HSG'A'= 0%
HSG'B'= 100%
HSG'C'= 0%
HSG'D'= 0%
Cover Condition
SCS CN
Comments
Impervious
98
-
en
61
Assume good condition
1/4 Ac Lot
75
61
1/3 Ac Lot
72
Assume good condition
1/2 Ac Lot
70
223,378
Pight of Way
89
Onsite pond
Wooded
55
Assume good condition
II DEVELOPMENT
Watershed Breakdown
Contributing Area
SCS CN
Area Isq
Area jacresl
Comments
Onsne impervious
98
0
000
Onsne open
61
81,220
186
Assume good condition
Onsne wooded
55
223,378
5 13
Assume good condition
Onsite pond
100
6 280
0 14
Offsne impervious
98
11 590
027
Offsne open
61
111,758
2 57
Offsite 1/4 Ac Lots
75
0
000
Offsne 1/3 Ac Lots
72
0
000
Offsne 1/2 Ac Lots
70
0
000
Offstte Right of Way
89
0
000
80% Impervious
Offsne wooded
55
54,109
124
Assume good condition
Offstte pond
100
0
000
Total area = l 1 21 acres
00175 sq nu
Composite SCS CN = 59
Impervious = 24%

CHESNUT LANE PRE- DEVELOPMENT HYDROLOGY 1 ALLEN, PE, CFM
MRH -13040 Sub -basin !- BYPASS 10/13/2014
B Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR -55)
Segment i Overland Flow
Segment 2 Concentrated Flow
Length =
300
ft
Length = 371
ft
Top Elv =
729
Top Elv = 723
Bot Elev =
7225
Bot Elev = 711
Height =
65
ft
Height = 12
ft
Slope =
00217
ft/ft
Slope = 00310
ft/ft
Manning's n =
024
Open
Paved 9= No
P (2- year /24 -hour) =
351
inches (Stallings, NC)
Velocity = 284
ft/sec
Segment Time =
3178
minutes
Segment Time = 218
minutes
Segment 3 Channel Flow
Segment 4 Surface Water Flow
Length =
272
ft
Length = 94
ft
Top Elv =
711
Segment Time = 000
minutes
Bot Elev =
689
Height =
22
ft
Slope =
00809
ft/ft
Manning's n =
0 045
natural channel
Flow Area =
100
sf (assume F x I' channel)
Wetted Perimeter =
300
If (assume 2' x 1')
Channel Velocity =
453
ft/sec
Segment Time =
100
minutes
Time of Concentration = 3496 minutes
SCS Lag Time = 2097 minutes (SCS Lag = 0 6• Tc)
Time Increment = 608 minutes (= 0 29'SCS Lag)
,ll1 1- YEARRUN -OFF VOLUME CALCULATIONS; ^j
Post - development runoff volume calculations are based upon the SCS Method The equation for this method is as follows
Q• = ((P -0 2 *S) =) / (P +0 8 "S)
where,
Q' = Direct Runoff [inches]
S = Potential Abstraction => (1000 I SCS Curve Number) - 10
P = Accumulated Storm Rainfall [inches]
Per Town of Stallings ordinance requirements the increase in volume between pre- and post - development for the 1-year
24-hour storm shall be treated within the proposed stormwater management facility
On -Site Area = 7 14 acres
On -site SCS CN = 57
S= 740
P (I -yr / 24 -hour) = 292 mches
Q. = 023 inches
On -site Run -off Volume= 014 acre -feet
6,081 cf

CHESNUT LANE PRE- DEVELOPMENT HYDROLOGY J ALLEN, PE, CFM
MRH -13040 Sub -basin 2 10/13/2014
If SCSCURVE NUMBERS+ ­,'.O , : 1
HSG
Impervious
Open
1/4 Ac Lot
I 1/3 Ac Lot I
I/2 Ac Lot Right of Way
I Wooded
A
98
39
61
57
54
83
1 30
B
98
61
75
72
70
89
55
C
98
74
83
81
80
92
70
D
98
80
87
86
85
93
77
Assume HSG'A'= 0%
HSG'B'= 81%
HSG'C' = 0%
HSG'D' = 19%
Cover Condition
SCS CN
Comments
Impervious
98
-_
Open
65
_ Assume good condition
1/4 Ac Lot
77
65
_
1/3 Ac Lot
75
Assume good condmon
1/2 Ac Lot
73
0
Right of Way
90
_
Onsne pond
Wooded
59
Assume good condition
III��PRE„DEVEL'OPMENT. ,i
4
Watershed Breakdown
Contributing Area
SCS CN
Area Isfl
Area lacresl
Comments
Onsne impervious
98
0
000
_
Onsrte open
65
0
000
Assume good condmon
Onsne wooded
59
0
000
Assume good condition
_
Onsne pond
100
0
000
Offsite impervious
98
0
000
Offsite open
65
386 668
8 88
Offsite 1/4 Ac Lots
77
381,269
875
Offsite 1/3 Ac Lots
_
75
562 872
1292
Offsite 1/2 Ac Lots
73
725,330
1665
_
Offsite Right of Way
90
303 793
697
80% Impervious
Offsite wooded
59
117,042
269
Assume good condition
Offsite pond
100
12,797
029
Total area = 57 16 acres
00893 sq mi
Composite SCS CN = 74
% Impervious = 296%

CHESNUT LANE PRE - DEVELOPMENT HYDROLOGY J ALLEN, PE, CFM
MRH -13040
Sub -basin 2 10/13/2014
B Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR -55)
Segment I Overland Flow
Length =
Length =
300
ft
Top Elv =
741
Bot Elev =
Bot Elev =
732
Height =
Height =
9
ft
Slope =
00300
ft/ft
Manning's n =
024
dense grass
P (2- year/24 -hour) =
351
inches (Stallings, NC)
Segment Time =
2790
minutes
Segment 3 Channel Flow
Length =
1720
ft
Top Elv =
728
Bot Elev =
700
Height =
28
ft
Slope =
00163
ft/ft
Manning's n =
0 045
natural channel
Flow Area =
900
sf (assume 3' x 3 channel)
Wetted Perimeter =
900
ft (assume 3' x 3')
Channel Velocity =
422
ft/sec
Segment Time =
679
minutes
Segment 2 Concentrated Flow
Length =
306
ft
Top EN =
732
Bot Elev =
728
Height =
4
ft
Slope =
00131
ft/ft
Paved 9 =
No
Velocity =
1 84
ft/sec
Segment Time =
276
minutes
Time of Concentration = 3745 minutes
SCS Lag Time = 2247 minutes (SCS Lag = 0 6' Tc)
Time Increment = 652 minutes (= 0 29'SCS Lag)

CHESNUT LANE PRE- DEVELOPMENT HYDROLOGY 1 ALLEN, PE, CFM
MRH -13040 Unanalyzed 10/13/2014
Assume
HSG
Impervious
Open
1/4 Ac Lot
1/3 Ac Lot
1/2 Ac Lot
Right of Way
Wooded
A
98
39
61
57
54
83
30
B
98
61
75
72
70
89
55
C
98
74
83
81
80
92
70
D
98
80
87
86
85
93
77
HSG'A'= 0%
HSG'B'= 100%
HSG'C'= 0%
HSG'D'= 0%
Cover Condition
SCS CN
Comments
Impervious
98
Onsite impervious
Open
61
Assume good condition
1/4 Ac Lot
75
61
` 1/3 Ac Lot
72
Assume good condition
1/2 Ac Lot
70
42 244
Right of Way
89
Onsite pond
Wooded
55
Assume good condition
Watershed Breakdown
Contributing Area
SCS CN
Area Jsfj
Area acres
Comments
Onsite impervious
98
0
000
Onsite open
61
0
000
Assume good condition
Onsite wooded
55
42 244
097
Assume good condition
Onsite pond
100
0
000
Offsne impervious
98
0
000
Mite open
61
0
000
Offstte 1/4 Ac Lots
75
0
000
Offstte 1/3 Ac Lots
72
0
000
Offsite 1/2 Ac Lots
70
0
000
Offsrte Right of Way
89
0
000
80% Impervious
Offsite wooded
55
0
000
Assume good condition
Offstte pond
100
0
000
Total area =
097 acres
00015 sq mt
Composite SCS CN =
55
% Impervious =
00%

CHESNUT LANE PRE - DEVELOPMENT HYDROLOGY 7 ALLEN, PE, CFM
MRH -13040 Unanalyzed 10/13/2014
Post - development runoff volume calculations are based upon the SCS Method The equation for this method is as follows
Q- = ((P -0 2-S)')/ (P+0 8 "S)
where,
Os = Direct Runoff[inches]
S= Potential Abstraction => (1000 /SCS Curve Number) - 10
P = Accumulated Storm Rainfall [inches]
Per Town of Stallings ordinance requirements the increase in volume between pre- and post - development for the ]-year
14 -hour storm shall be treated within the proposed stormwater management facility
On -Site Area = 097 acres
On -site SCS CN = 55
S= 818
P (I -yr / 24 -hour) = 292 inches
Q• = 0 17 inches
On -site Run -off Volume = 001 acre -feet
613 cf

M MCADAMS
Scenario: Pro- development
'nut Lane J. Allen, PE, CFM
13040.ppc 12/8/2014

a
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3 /s)
(years) (ft3)
SUB 2
Pre 10 year
10
289,834 000
208 000
7366
SUB 2
Pre 25 year
25
390,191 000
208 000
10021
SUB 1- TO EXISTING
Pre 10 year
10
153,565 000
209 000
3872
POND
0
74291
15689
(N /A)
(N /A)
SUB 1- TO EXISTING
Pre 25 year
25
219,144 000
209 000
5677
POND
304,982 000
SUB 1- BYPASS
Pre 10 year
10
23,882 000
214 000
534
SUB 1- BYPASS
Pre 25 year
1 25
36,605 000
210000,
865,
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3 /S)
(years) (ft3)
POA 1
Pre
10
year
10
320,617
000
1 255
00
00
39
32
POA 1
Pre
25
year
25
498,950
000
2410
0
74291
15689
'ind Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3 /S)
(years) (ft3)
Maximum Maximum
Water Pond Storage
Surface (ft3)
Elevation
(ft)
EXISTING
POND (IN)
Pre 10 year
10
443,398 000
209 000
11220
(N /A)
(N /A)
EXISTING
POND (OUT)
Pre 10 year
10
296,735 000
256 000
3695
69796
258,996 000
EXISTING
POND (IN)
Pre 25 year
25
609,335 000
208 000
15689
(N /A)
(N /A)
EXISTING
POND (OUT)
Pre 25 year
25
462,345 000
242 000
6964
69838
304,982 000
nut Lane J Alien, PE, CFM
13040 ppc 10/20/2014

POST - DEVELOPMENT HYDROLOGIC
CALCULATIONS
CHESTNUT LANE
MRH -13040

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CHESNUT LANE HYDROLOGIC CALCULATIONS T EDMONDS, El
MRH -13040 Post - Development - Subbastn l - to SWMF IA 4/15/2015
IrCS CUV° -� a 1 R
NUMBER �
Assume
HSG
Impervious
Open
1/4 Ac Lot
113 Ac Lot
1/2 Ac Lot
Right of Way
Wooded
A
98
39
61
57
54
83
30
_
y B
1 98
_
61
75
72
_ 70
89
55 _
i^ C
98
74
83
_
_81
80_
92
-
70 _
`77
-
0
80
__g7
86
85
93
045
HSG 'A' = 00%
HSG 'B'= 960%
HSG'C'= 00%
HSG'D'= 40%
Cover Condition
SCS CN
Comments
Impervious
98
Lot Roof Area
Lot Dnveway
Lot Sidewalk
Open
62
Assume good condition
1/4 Ac Lot
75
Assume good condition
_
1/3 Ac Lot
73
000
1/2 Ac Lot
71
-
Right of Way
Wooded
1 89
1� 56
; - Assume good condition
T POST - DEVELOPMENT d
A Onsite Impervious Breakdown
Contributing Area
tt of Units
Area / Unit
Area [sf]
Area acres
Lot Roof Area
Lot Dnveway
Lot Sidewalk
1 0
1 0
0
0
0
0
0 __000
0
0
000
000
Lot Patio
0-
0 -
0
000
_ _
Building
f -
-
10,101
023
-
Roadway_ Area
-�
-_ -
6,014
014
_ _Dnveway / Parking Lot
Sidewalk / Patio
-
1,553 _
2,064
0 04
005
_ _
Other
1248
000
-
0
000
Totals
000
v�
19,732
045
B Watershed Breakdown
Contributing Area
1 SCS CN Area [sfl i
Area Jacresl
Comments
_ Site inipsannu—sl
98 19,732
-_—
045
172%
Onsite open_
62
88681
204
_
Onsite wooded
56
0
000
Assume good condition
Onsite pond
100
0
000
Assume good condition
_ Offsite im ervious
98-
0
000
On
Offsite te 1/ 1/ ope4 Ac Lots s
62
75
543,795
0
1248
000
-
_
Offsite 1/3 Ac Lots 1
r W 73
`-
_
v 0 _
000
v�
Offsite 1/2 Ac Lots_
Right of Way -�
' 71
-- 89
621,067
97,612
1426
224 _
80% Impervious -
___Offsite
Offsite wooded
56
! 96,814
222
Assume good condition
Offsite 2ond
100
0
0 00
Total area =
3369 acres
00526 sq an
Composite SCS CN =
67
% Impervious =
172%
108413
1359288
1467701
0

CHESNUT LANE HYDROLOGIC CALCULATIONS T EDMONDS, EI
MRH -13040 Post- Development - Subbasin 1 - to SWMF IA 4/15/2015
C Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR -55)
Segment 1 Overland Flow
Length =
118 ft
Length =
300
ft
Top Elv =
728
8 ft
But Elev =
708
Paved 9 =
Height =
20
ft
Slope =
00667
ft/ft
Manning's n =
040
Wood, Light Underbrush
P (2- year /24 -hour) =
3 51
inches (Stallings, NC)
Segment Time =
3051
minutes
Segment 2 Concentrated Flow
Length =
118 ft
Top Elv =
708
Bet Elev =
700
Height =
8 ft
Slope =
00678 ft/ft
Paved 9 =
no
Velocity =
420 ft/sec
Segment Time =
047 minutes
Time of Concentration = 3097 minutes
SCS Lag Time = 18 58 minutes (SCS Lag = 0 6* Tc)
Time Increment = 539 minutes (= 0 29 *SCS Lag)
I_ C�l :YEAR RUN OFF VOLUM_ E CALCULATIONS
Post - development runoff volume calculations are based upon the SCS Method The equation for this method is as follows
Q* = ((P -0 2 *S)2) / (P+0 8 *S)
where,
Q* = Direct Runoff[inches]
S = Potential Abstraction => (1000 /SCS Curve Number) - 10
P = Accumulated Storm Rainfall [inches]
Per Town of Stallings ordinance requirements the increase in volume between pre- and post - development for the 1 -year
24 -hour storm shall be treated within the proposed stormwater management facility
On -Site Area = 249 acres
On -site SCS CN = 68
S= 463
P (1 -yr / 24 -hour) = 292 inches
Q* = 060 inches
On -site Run -off Volume = 012 acre -feet
5,424 cf

CHESNUT LANE HYDROLOGIC CALCULATIONS T EDMONDS, El
MRH -13040 Post - Development - Subbasin 1 - to SWMF IB 4/15/2015
I"SCS =CURVE'NUIVIB'ERS�,�;�`� aa;��"
Assume
HSG Impervious
Open 114 Ac Lot
1/3 Ac Lot
1/2 Ac Lot
RightofWayl
Wooded
A 1 98
^- B 98
39_ 61
61 75
_ 57 _
72
54
70 -
83
-30 -
T - -89 �T '
55
�-
83
_
- 81
0 0
Right of Way
70
C s 98
D 98 - - -'
74
80 87
_
- 86 -+
_
85
93 !?
77 -�
HSG 'A' = 00%
HSG B' = 960%
HSG'C'= 00%
HSG D' = 40%
Cover Condition
SCS CN
I Comments
Impervious
98
—
___ -
Open_
62
Assume good condition
�T- 1/4 Ac Lot
- - 75
Assume g2od condition
- 1/3 Ac Lot
T 73 - -�
-_r
1/2 Ac Lot
71-
0 0
Right of Way
89
Wooded
V -
56
Assume good condition
II <POST4DEVELOPMENI�;
A Onsite Impervious Breakdown
Contributing Area
# of Units Area / Unit
Area [sf]
Area acres
Lot Roof Area _
_ - Lot Driveway
0_ _ 0 _
0 0 -
_ 0
0
000
- 000
Lot Sidewalk_
0 y 0
0
000
-Y - -
- _ _
_
Lot Patio
0 0
0 _
22,342
0 00 _
_051_
Roadway Area _
_ 0
_ 000 _
/ Parkuig Loti
-�- �A_
0 __
0 00
_Dnveway
-__ Sidewalk / Patio -_
- -1 --
0
- -
0 00
Other
0
000
Totals
22,342 1 051
B Watershed Breakdown
Contributing Area
SCS CN Areas
Area lacresl
Comments
OnsIIe unpervious _
Onsite
{ 98
62
22,342 1051
93,058
2 14
1 v
open
_ --
Onsite wooded _
Onsite pond
56
_ 100
0 r
_ 52,599
000
121
Assume good condition_
Assume good condition
_ Offsite unpcn ions
98
t 62
0
000
Offsite offer
_ j
75
_
0
006
Offsite 1/4 Ac Lots_
Offsite 1/3 Ac Lots
( 73
0
060
_
_
�� �
Offsite 1/2 Ac Lots �
71
-� _- 0 -
-
0 00
Offsrte Ri t of Wa
g y- _
1 89
0
_ -_
000
-_�
1
80% Impervious -
Offsite wooded
56
[ 0 1
000
Assume good condition
_Offsite fond
100-
0 {
000
p
Total area =
386 acres
00060 sq mi
Composite SCS CN =
79
% Impervious =
13 3%
167999
0
167999
0

CHESNUT LANE HYDROLOGIC CALCULATIONS T EDMONDS, EI
MRH -13040 Post - Development - Subbasin I - to SWMF 1B 4/15/2015
C Time of Concentration Information
Time ofconcentration is calculated using the SCS Segmental Approach (TR -55)
Time of Concentration = 500 minutes
SCS Lag Time = 300 minutes (SCS Lag = 0 6* Tc)
Time Increment = 087 minutes (= 0 29 *SCS Lag)
IIT;1 YEARRUNO' FF YOL[RVIESCULEITIO „NS;� - y
Post - development runoff volume calculations are based upon the SCS Method The equation for this method is as follows
Q* = ((P -0 2 *S)2) / (P+0 8 *S)
where,
Q* = Direct Runoff[inches]
S= Potential Abstraction => (1000 /SCS Curve Number) - 10
P = Accumulated Storm Rainfall [inches]
Per Town of Stallings ordinance requirements, the increase in volume between pre- and post - development for the ! year
24 -hour storm shall be treated within the proposed stormwater management facility
On -Site Area =
386 acres
On -site SCS CN =
79
S=
273
P (1 -yr / 24 -hour) =
292 inches
Q* =
1 10, inches
On -site Run -off Volume = 0.35 acre -feet
15,457 cf

CHESNUT LANE HYDROLOGIC CALCULATIONS T EDMONDS, Et
MRH -13040 Post - Development - Subbasm I - to Stormfilter 1 4/15/2015
ICS CUR<<E ^NUMBERS ,Ii
Assume
HSG
Impervious
Open
1/4 Ac Lot
113 Ac Lot
1/2 Ac Lot Right of Way
Wooded
A
98
39
61
57
54 83
30
_ B
C
98
98
_
61
74
75
83
72
81
0 89
70
80 92 _
55 _ _
70
_
D
98
_
80
_
87
86
85 93
77
HSG 'A' = 00%
HSG B' = 1000%
HSG'C'= 00%
HSG'D'= 00%
Cover Condition
SCS CN
Comments
impervious
98
Lot Roof Area
_
Open
61
Assume good condition
1/4 Ac Lot
75
Assume good condition
1/3 Ac Lot
72
_
1/2 Ac Lot _
70
0
Right of Way
89
_
Lot Patio
Wooded
55
Assume good condition
ii 7. ST= DEVELOPMENT
A Onsite Impervious Breakdown
Contributing Area
# of Units
Area / Unit
Area [sf]
Area acres
Lot Roof Area
0
0
_ 0
000 _
_
Lot Dnveway
0
0 _
0�
000 _
Lot Sidewalk
0
0
�_ 0
000 _
_
Lot Patio
0 �t
0
0
0 00
_ _
Buildin g
- —�
_
-
113,176
260
_
i Roadway Area
_ Off tte 1/2 Ac Lots
53,525
1 123
Driveway /Parkin Lot
=�
89 ! 0
_ 21,872
050
Sidewalk / Patio
55 42,126
097
18,532
0 43
_
Other
000
0
000
Totals
207,105
475
B Watershed Breakdown
Contributing Area
SCS CN Areas
Area jacresl
Comments
_ Onsite impervious
Onstte open_
98 207,105
61 169,934
475
390
_ _-
_
Onsite wooded
55 0
000
Assume good condition
_ _
Onsrte pond
_
100 i 0
0 00 _
Assume good condition
Offsite impervious
98 9,186
_
_ 0 21
Offsite open
_ 61 ! 205,119
471 _ _
1-
Offsite 1/4 Ac Lots
75 0
0_00_
_
�Offsite 1/3 Ac Lots
_
72 0
000
_ Off tte 1/2 Ac Lots
70 �+ 12,091
028
Offsite R io t of Way
89 ! 0
__ 0 00 _
80% Impervious
Offsite wooded
55 42,126
097
Assume good condition _
Offsite pond
100 0
000
Total area =
1482 acres
00232 sq mi
Composite SCS CN =
73
Composite Rational C =
046
% Impervious =
340%

CHESNUT LANE HYDROLOGIC CALCULATIONS T EDMONDS, EI
MP-H-13040 Post- Development - Subbasin I - to Stormfilter 1 4/15/2015
C Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR -55)
Time of Concentration = 500 minutes
SCS Lag Time = 300 minutes (SCS Lag = 0 6* Tc)
Time Increment = 087 minutes (= 0 29 *SCS Lag)
Post - development runoff volume calculations are based upon the SCS Method The equation for this method is as follows
Q* = ((P-0 2 *S)2) / (P+0 8 *S)
where,
Q* = Direct Runoff[inches]
S = Potential Abstraction => (1000 /SCS Curve Number) - 10
P = Accumulated Storm Rainfall [inches]
Per Town of Stallings ordinance requirements, the increase in volume between pre- and post - development for the ]-year
24 -hour storm shall be treated within the proposed stormwater management facility
On -Site Area = 866 acres
On -site SCS CN = 81
S= 230
P (1 -yr / 24 -hour) = 292 inches
Q* = l 27 inches
On -site Run -off Volume = 092 acre -feet
39,992 cf

CHESNUT LANE HYDROLOGIC CALCULATIONS T EDMONDS, El
MRH -13040 Post- Development - Subbasm I - to Stormfilter 2 4/15/2015
Assume
HSG
Impervious
Open
1/4 Ac Lot
113 Ac Lot
1/2 Ac Lot
Right of Way
Wooded
A
98
39
61
57
54
83
30
B
98
61
75
72
70
89
55
C
98
74
83
81
80
92
70
D
98
80
87
86
85
93
77
HSG'A'= 00%
HSG B'= 1000%
HSG 'C' = 00%
HSG D' = 00%
Cover Condition
SCS CN
Comments
Impervious
98
Lot Roof Area
Open
61
Assume good condition
1/4 Ac Lot
75
Assume good condition
1/3 Ac Lot
72
000
1/2 Ac Lot
70
0
Right of Way
89
Lot Patio
Wooded
55
Assume good condition
A. Onsite Impervious Breakdown
Contributing Area
# of units
Area/ Unit
Area [sf[
Area acres
Lot Roof Area
0
0
0
000
Lot Driveway
0
0
0
000
Lot Sidewalk
0
0
0
000
Lot Patio
0
0
0
000
_
Building
-
-
35,009
080
Roadway Area
61
0
14,590
0 33
Driveway Pazkm Lot
75
0
7,075
016
Sidewalk / Patio
72
0
4,773
oil
Other
70
0
0
000
Totals
89
0
61,447
1 41
B Watershed Breakdown
Contributing Area
SCS CN
Area Jsfj
Area lacresi
Comments
Onsite impervious
98
61,447
141
688%
Onsite open
61
27,871
064
Onsite wooded
55
0
000
Assume good condition
Onsite pond
100
0
000
Assume good condition
Off tte un ious
98
0
000
Offsite open
61
0
000
Offsite 1/4 Ac Lots
75
0
000
Offsrte 1/3 Ac Lots
72
0
000
Offsite 1/2 Ac Lots
70
0
000
Offsite Right of Way
89
0
000
80% Impervious
Offsite wooded
55
0
1 000
Assume good condition
Offsite pond
100
0
1 000
Total area =
205 acres
00032 sq cm
Composite SCS CN =
86
Composite Rational C =
073
% Impervious =
688%

CHESNUT LANE HYDROLOGIC CALCULATIONS T EDMONDS, El
MRH -13040 Post - Development - Subbasm I - to Stormfilter 2 4/15/2015
C Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR -55)
Time of Concentration = 500 minutes
SCS Lag Time = 300 minutes (SCS Lag = 0 6* Tc)
Time Increment = 087 minutes (= 0 29 *SCS Lag)
III IyYE`ARrRL7N OFnVOLUME AECUI SAIRF
Post - development runoff volume calculations are based upon the SCS Method The equation for this method is as follows
Q* = ((P -0 2 *S)2)/ (P+0 8 *S)
where,
Q* = Direct Runoff[inches]
S= Potential Abstraction => (1000 /SCS Curve Number) - 10
P = Accumulated Storm Rainfall [inches]
Per Town of Stallings ordinance requirements the increase in volume between pre- and post - development for the 1 -year
24 -hour storm shall be treated within the proposed stormwater management facility
On -Site Area =
205 acres
On -site SCS CN =
86
S =
1 57
P (l -yr / 24 -hour) =
292 inches
Q* =
163 inches
On -site Run -off Volume = 028 acre feet
12,118 cf

CHESNUT LANE HYDROLOGIC CALCULATIONS T EDMONDS, El
MRH -13040 Post - Development - Subbastn 1 - Bypass 4/15/2015
1 SGS CURVE NUMBE.fRS`V
Assume
HSG
Impervious I Open
1/4 Ac Lot
1/3 Ac Lot
1/2 Ac Lot ! Rught of Way
Wooded
A
39
61
57
54 83
30
B
_ _98
`98�
61
75
72
70 89 _
55
C
98
74
83
81
80 92
70
D
98
80
_
87
86
85 93
77
HSG 'A' = 00%
HSG B' = 100 0%
HSG'C'= 00%
HSG D' = 00%
Cover Condition
SCS CN Comments
Impervious
98 _
Open
61 Assume good condition
1/4 Ac Lot
75
_ Assume good condition _
_ _
1/3 Ac Lot_
72
0
1/2 Ac Lot
70
Lot Sidewalk
Right of Way
89
0
Wooded
55
Assume good condition
A Onsite Impervious Breakdown
Contributing Area
# of Umts i Area/Unit
Area Isf]
Area jacresl
Lot Roof Area
0
0
0
000
Lot Driveway
0
0
0
000
Lot Sidewalk
0
0
0
000
Lot Patio ~
0
_
! 0 _
000
Buildmp-______
Offsite unpervious
_ 98
9,830
023
Roadway Area
Offsite open
61
0
000
Dnveway / Parkmg Lot
Offsite 1/4 Ac Lots
75
0
0 00
Sidewalk / Patio
��—
72
0
1 000 _
Other
Offsite I/2 Ac Lots
70
0
000
Totals
Offsite Right of Way_ _
89
�55
9,830
023
B Watershed Breakdown
Contributing Area
! SCS CN
Area Isfl
Area jacresl
Comments
Onsite un ep rvious
98
9,830
023
Onsite open
61
40,433_
093
Onsite wooded
55
38,618
089
Assume ood condition
Ons to pond
100_
_
6,280
014
Assume good cond�tton
Offsite unpervious
_ 98
0
i _ 0 00
Offsite open
61
9,706
022
Offsite 1/4 Ac Lots
75
0
000
Offsite 1/3 Ac Lots
72
0
000
Offsite I/2 Ac Lots
70
0
000
v_
Offsite Right of Way_ _
89
�55
0
000
_80% Impervious
Offsite wooded
1 0 44
Assume good condition
Offsite pond
100
_19,089
0
000
Total area =
285 acres
00044 sq mm
Composite SCS CN =
63
% Impervious =
79%

CHESNUT LANE HYDROLOGIC CALCULATIONS T EDMONDS, El
MRH -13040 Post - Development - Subbasin / - Bypass 4/15/2015
C Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR -55)
Segment 1 Overland Flow
120
ft
Segment 2 Concentrated Flow
Length =
145
ft
Length =
77 ft
Top Elv =
714
ft
Top Elv =
695
Bot Elev =
695
0 045
Bot Elev =
691
Height =
19
ft
Height =
4 ft
Slope =
0 1310
ft/ft
Slope =
00519 ft/ft
Manning's n =
040
Woods, light underbrush
Paved 9 =
no
P (2- year /24 -hour) =
3 51
inches (Stallings, NC)
Velocity =
3 68 ft/sec
Segment Time =
1301
minutes
Segment Time =
035 minutes
Segment 3 Channel Flow
Length =
120
ft
Top Elv =
691
Bot Elev =
689
Height =
2
ft
Slope =
00167
ft/ft
Manning's n =
0 045
natural channel
Flow Area =
200
sf (assume 2'x 2' channel)
Wetted Perimeter =
400
ft (assume 2'x 2)
Channel Velocity =
269
ft/sec
Segment Time=
0.74
minutes
Time of Concentration = 1410 minutes
SCS Lag Time = 846 minutes (SCS Lag = 0 6* Tc)
Time Increment = 245 minutes (= 0 29 *SCS Lag)
❑T 1 °- YEARRUN -OFF VOLUME CALCULATIONS- °gyp
Post - development runoff volume calculations are based upon the SCS Method The equation for this method is as follows
Q* = ((P -0 2 *S)Z) / (P+0 8 *S)
where,
Q* = Direct Runoff [inches]
S = Potential Abstraction => ( 1000 /SCS Curve Number) - 10
P = Accumulated Storm Rainfall [inches]
Per Town of Stallings ordinance requirements the increase in volume between pre- and post - development for the ]-year
24 -hour storm shall be treated within the proposed stormwater management facility
On -Site Area = 2 18 acres
On -site SCS CN = 65
S= 539
P (1 -yr / 24 -hour) = 292 inches
Q* = 047 inches
On -site Run -off Volume = 009 acre -feet
3,716 of

CHESNUT LANE HYDROLOGIC CALCULATIONS T EDMONDS, EI
MRH -13040 Post- Development - Subbasin 2 4/15/2015
Assume
HSG
Impervious
Open
1/4 Ac Lot
1/3 Ac Lot
1/2 Ac Lot
Right of Way
Wooded
A
98
39
61
57
54
83
30
B
98
61
75
72
70
89
55
C
98
74
83
81
80
92
70
D
98
80
87
86
85
93
77
HSG'A' = 00%
HSG 13'= 810%
HSG'C'= 00%
HSG D'= 190%
Cover Condition
SCS CN
Comments
Impervious
98
Lot Roof Area
Open
65
Assume good condition
114 Ac Lot
77
Assume good condition
1/3 Ac Lot
75
000
1/2 Ac Lot
73
0
Right of Way
90
Lot Patio
Wooded
59
Assume good condition
A Onsite Impervious Breakdown
Contributing Area
# of Units
Area / Unit
Area [sf[
Area acres
Lot Roof Area
0
0
0
000
Lot Driveway
0
0
0
000
Lot Sidewalk
0
0
0
000
Lot Patio
0
0
0
000
Building
-
-
0
000
Roadway Area
65
386,668
0
000
Driveway / Parking Lot
77
381,269
0
000
Sidewalk/Patio
75
562,872
0
000
Other
73
725,330
0
000
Totals
90
303,793
0
000
B Watershed Breakdown
Contributing Area
SCS CN
Areas
Area Jacresl
Comments
Onsite un ervious
98
0
000
Onsite open
65
0
000
Onsite wooded
59
0
0 00
Assume good condition
Onsite pond
100
0
000
Assume good condition
Offsite impervious
98
0
000
Offsite open
65
386,668
888
Offsite 1/4 Ac Lots
77
381,269
875
Offsite 1/3 Ac Lots
75
562,872
1292
Offsite 1/2 Ac Lots
73
725,330
1665
Offsite Right of Way
90
303,793
697
80% Impervious
Offsite wooded
1 59
117,042
269
Assume good condition
Offsrte pond
1 100
12,797
029
Total area =
57 16 acres
00893 sq on
Composite SCS CN =
74
% Impervious =
296%

CHESNUT LANE HYDROLOGIC CALCULATIONS T EDMONDS, El
MRH -13040 Post - Development - Subbasin 2 4/15/2015
C Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR -55)
Segment I Overland Flow
1662
ft
Length =
300
ft
Top Elv =
741
4 ft
Bot Elev =
732
ft
Height =
9
ft
Slope =
00300
ft/ft
Manning's n =
024
dense grass
P (2- year /24 -hour) =
351
inches (Stallings, NC)
Segment Time =
2790
minutes
Segment 3 Channel Flow
Length =
1662
ft
Top Elv =
728
Bot Elev =
Bot Elev =
700
4 ft
Height =
28
ft
Slope =
00168
Wit
Manning's n =
0 045
natural channel
Flow Area =
900
sf (assume 3' x 3' channel)
Wetted Perimeter =
900
ft (assume 3' x 3')
Channel Velocity =
430
ft/sec
Segment Time =
645
minutes
Segmentl Concentrated Flow
Length =
306 ft
Top Elv =
732
Bot Elev =
728
Height =
4 ft
Slope =
00131 ft/ft
Paved 9=
No
Velocity =
184 ft/sec
Segment Time =
276 minutes
Time of Concentration = 37 11 minutes
SCS Lag Time = 2227 minutes (SCS Lag = 0 6* Tc)
Time Increment = 646 minutes (= 0 29 *SCS Lag)
L

CHESNUT LANE HYDROLOGIC CALCULATIONS T EDMONDS, El
MRH -13040 Post- Development - Unanalyzed 4/15/2015
'1 SCS CURVE °NUMBERS " '
Assume
HSG Impervious
Open
1/4 Ac Lot
1/3 Ac Lot
1/2 Ac Lot
Right of Way Wooded
A 98
39
_ 61 _
57
54_
83 _ 30
^_
B 98
61
75
72
70
89 _55
_ -�� v_
C y 98
-
74
� 83 _
81
80
92 70 -�
D 98
80
87
86
85
93T ' 77
HSG'A'= 00%
HSG B' = 1000%
HSG'C'= 00%
HSG D'= 00%
Cover Condition
SCS CN
Comments
Impervious
98
Lot Roof Area
Open
61
Assume good condition
_
1/4 Ac Lot
75
Assume good condition _
1/3 Ac Lot
72
000 _
1/2 Ac Lot i
70
0
Right of Way
89
Lot Patio
Wooded
I 55
Assume good condition
II POSTDE V EELO —PM
ENT�_�s
A Onsite Impervious Breakdown
Contributing Area
# of Units
Area / Unit
Area Isfj
Area jacresl
Lot Roof Area
0
0
0
000 _
_
Lot Driveway
_
0
0
0
000 _
_
Lot Sidewalk
0
0
000
000 _
Lot Patio
0
_
0
_0
0�
000 _
_
Building
-- -
_
- - -
0
000
_ Roadway Area
-_
2,890
007
Driveway / Parking Lot
�—
0
000 _
_
Sidewalk / Patio
Offsitep and 1 100
1 0
_
399
001
_
Other
_
�'
_
_
0
000
Totals
3,289
008
B Watershed Breakdown
Contributing Area SCS CN
Areas
Area jacresl
Comments
Onsite im_ ep rvious 98
Onsite open _ 1 61
_ 3,289 _
9,975 _
008
023
_
Onsite wooded y 55`
15,558
036
Assume good condition
Onsrte pond 100
�i�
000
Assume good condition
Offstte impervious 98
0
000
=`
Offsite open 61
0
000
_
Offsite 1/4 Ac Lots 75
0
000
Otlslte 1/3 Ac Lots 72
0
000
Offsite 1/2 Ac Lots 70
_
0
' 000
_ Offs rte Right of Way 89 _
Offsite wooded_ 55
0
0 _
000
_ 0 00
_
80% Impervious
Assume good condition
Offsitep and 1 100
1 0
000
Total area =
066 acres
00010 sq mi
Composite SCS CN =
62
% Impervious =
114%

CHESNUT LANE HYDROLOGIC CALCULATIONS T EDMONDS, El
MRH -13040 Post - Development - Unanalyzed 4/15/2015
C Time of Concentration Information
Time ofconcentration is calculated using the SCS Segmental Approach (TR -SS)
Time of Concentration = 500 minutes
SCS Lag Time = 300 minutes (SCS Lag = 0 6* Tc)
Time Increment = 087 minutes (= 0 29 *SCS Lag)
II~I 1- YEARtRUN =OFF � OLUM0CAL_7C7WATIONS
Post - development runoff volume calculations are based upon the SCS Method The equation for this method is as follows
Q* = ((P-0 2 *S)2) / (P+0 8 ;S)
where,
Q* = Direct Runoff[inches]
S = Potential Abstraction => (1000 /SCS Curve Number) - 10
P = Accumulated Storm Rainfall [inches]
Per Town of Stallings ordinance requirements, the increase in volume between pre- and post - development for the !-year
24 -hour storm shall be treated within the proposed stormwater management facility
On -Site Area =
066 acres
On -site SCS CN =
62
S=
613
P (I -yr / 24 -hour) =
292 inches
Q-=
037 inches
On -site Run -off Volume = 002 acre -feet
880 cf

'JMcAnaMs
Scenario: Post - development
snut Lane Bentley Systems. Inc. Haestad Methods Solution Center J. Allen, PE, CFM
,113040.ppc Bentley Pond Pack V8i 4/1512015
[08.11.01.561

Subsection Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3 /s)
( vears) (ft3)
SUB 2
Post 10 year
10
289,834 000
208 000
7366
SUB 2
Post 25 year
25
390,191 000
208 000
10021
SUB1- BYPASS
Post 10 year
10
7,984 000
194 000
298
SUB1- BYPASS
Post 25 year
25
11,709 000
194 000
4 58
SUB1 -TO SWMFIA
Post 10 year
10
119,697 000
207 000
3206
SUB1 -TO SWMFIA
Post 25 year
25
169,403 000
206 000
4656
SUB1 -TO SWMFIB
Post 10 year
10
24,407 000
186 000
14 67
SUB1 -TO SWMFIB
Post 25 year
25
31,892 000
186 000
1882
SUB1 -TO
Post 10 year
10
17,099 000
186 000
10 14
STORMFILTER 2
(N /A)
SWMF -A
post 10 year
10
381,917 000
SUB1 -TO
Post 25 year
25
21,527 000
186 000
12 44
STORMFILTER 2
SUB1 -TO
Post 10 year
10
71,691 000
186 000
4242
STORMFILTER 1
(N /A)
SWMF -A
post 25 year
25
531,945 000
SUB1 -TO
post 25 year
25
97,138 000
186 000
57 13
STORMFILTER 1
lode Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3 /s)
(veafS) (ft3)
POA 1
Post 10 year
10
255,379 000
273 000
28 24
POA 1
1 Post 25 year
25
446,048 000
2440001
71 18
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3 /s)
(years) (ft3)
Maximum
Maximum
Water
Pond Storage
Surface
(ft3)
Elevation
(N /A)
(ft)
post 10 year
SWMF -B (IN)
Post 10 year
10
495,113 000
213 000
10723
(N /A)
(N /A)
SWMF -B
post 10 year
10
247,396 000
273 000
2784
69942
338,893 000
(OUT)
SWMF -B (IN)
Post 25 year
25
682,502 000
212 000
14905
(N /A)
(N /A)
SWMF -B
post 25 year
25
434,339 000
244 000
7032
69979
368,287 000
(OUT)
SWMF -A (IN)
Post 10 year
10
409,531 000
208 000
10547
(N /A)
(N /A)
SWMF -A
post 10 year
10
381,917 000
216 000
9634
69947
38,815 000
(OUT)
SWMF -A (IN)
Post 25 year
25
559,594 000
208 000
14607
(N /A)
(N /A)
SWMF -A
post 25 year
25
531,945 000
217 000
13395
70005
51,176 000
(OUT)
esnut Lane Bentley Systems Inc Haestad Methods Solution Center J Allen PE CFM
tH13040 ppc Bentley PondPack V8i 4/15/2015
[08 11 01 561

EXISTING POND CAL CULA TIONS
CHESNUT LANE
MRH -13040

CHESNUT LANE EXISTING POND CALCULATIONS T EDMONDS, EI
MRH -13040 SSFxn Above NP 10/13/2014
STAGE- STORAGE FUNCTI N ABOVE`NORMAL POOL
Contour
(feet)
Stage
(feet)
Contour
Area
(SF)
Average
Contour
Area
(SF)
Incremental
Contour
Volume
(CF)
Accumulated
Contour
Volume
(CF)
Estimated
Stage
w/ S -S Fxn
(feet)
69441
000
51,102
69500
059
58,266
54684
32264
32,264
062
69600
1 59
70,603
64435
64435
96,698
1 52
69700
259
80,429
75516
75516
172,214
244
69800
3 59
102,693
91561
91561
263,775
346
69900
459
128,685
115689
115689
379,464
466
70000
559
149,189
138937
138937
518,401
602
Storage vs. Stage
600,000
500,000
y = 57832x' 2223
a 400,000 RI = 0 9957
U
m 300,000
U) 200,000
100,000
0
000 1 00 200 300 400 500 600
Stage (feet)
Ks = 57832
b = 1.2223

STORMWA TER MANA GEMENT FA CILITY
DESIGN CALCULATIONS
CHESNUT LANE
MRH -13040

CHESNUT LANE S
STORMWATER MANAGEMENT FACILITY J
J ALLEN, PE, CFM
MRH -13040 S
SSFxn Above NP- Upstream of Culvert 4
4/15/2015
STAGE- STORAGE FUNCT,ION�,�ABOVE N
NORMAL,POOL� e
i�
Estimated
Average Incremental Accumulated E
Contour Contour Contour Contour S
Stage
Contour S
Stage Area Area Volume Volume w
w/ S -S Fxn
(feet) (
(feet) (SF) (SF) (CF) (CF) (
(feet)
69600 0
000 154
69800 200 11,967 6061 12121 12121 200
70000 400 30,051 21009 42018 54139 401
70100 500 34,901 32476 32476 86615 499
Storage vs Stage
100000
90000 2 1493
y = 2736 1 x
80000 R2 = 1
70000
v 60000
50000
0 40000
N 30000
20000
10000
0
000 1 00 200 300 400 500 600
Stage (feet)
Ks = 2736
b = 2.1493
Ks = 2736
b = 2.1493

CHESNUT LANE STORMWATER MANAGEMENT FACILITY J ALLEN, PE, CFM
MRH -13040 SSFxn Above NP- Downstream of Culvert 4/15/2015
;STAGE= ST;OR°AGE,F,U1�1C�`,I'ON ABOVE NORMAL °POOL °'; �° R
500000
450000
Storage vs. Stage
Average
Incremental
Accumulated
Estimated
400000
RZ = 09997
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
w/ S -S Fxn
(feet)
(feet)
(SF)
(SF)
(CF)
(CF)
(feet)
69441
000
47,193
_
69600
159
63,225
55209
87782
87782
160
69800
359
73,850
68538
137075
224857
354
70000
559
87,259
80555
161109
385966_
558
70100
659
92,594
89927
_
89927
475893
666
500000
450000
Storage vs. Stage
y = 50261 x1858
400000
RZ = 09997
350000
U 300000
250000
0 200000
N 150000
100000
50000
0
000 200 400 600 800
Stage (feet)
Ks = 50261
b = 1.1858

CHESNUT LANE STORMWATER MANAGEMENT FACILITY J ALLEN, PE, CFM
MRH -13040 Total SSFxn Above NP 4/15/2015
iSTAGE= STORAGE.FUNCTION-ABOVE 1�iORMAL- POOL "¢� � ° <� °I
Storage vs Stage
600000
500000 y = 47165x1 2995
R2 = 09984
a 400000
v
a� 300000
R
w
y 200000
100000
0
000 200 400 600 800
Stage (feet)
Ks = 47165
b = 1.2995
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)
69441
000
47,193
69600
159
63,379
55286
87905
87905
161
69800
359
85,817
74598
149196
237101
346
70000
559
117,310
101564
203127
440228
5 58
70100
659
127,495
122403
122403
562630
674
Storage vs Stage
600000
500000 y = 47165x1 2995
R2 = 09984
a 400000
v
a� 300000
R
w
y 200000
100000
0
000 200 400 600 800
Stage (feet)
Ks = 47165
b = 1.2995

CHESNUT LANE STORMWATER MANAGEMENT FACILITY J ALLEN, PE, CFM
MRH -13040 WQV Calculation 4/15/2015
FDETERMINATION,_OE WATERQUA�ITY VOLUME ^�
WQ v = (P')(R v)(A) 112
where,
WQv= water quality volume (in acre -ft)
Rv = 0 05 +0 009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data
47165
Total area, A =
1924 acres
Impervious area =
736 acres
Percent impervious cover, I =
382 %
Rainfall, P =
100 inches
Calculated values
Stage /Storage Data
Rv= 039
WQv = 063 acre -ft
= 27,526 cf
ASSOCIATED DEPTH, IN POND _ , L j
WQv= 27,526 cf
Stage /Storage Data
Ks =
47165
b =
1 299
Zo =
69441
Volume in I" rainfall =
27,526 cu ft
Calculated values
Depth of WQv in Basin = 066 ft
793 inches
Elevation = 69507 ft
'DETERM'IN ITA ON°O� F 1- YEAR/24 -HR VOLUME
1 -Year Volume= 51,944 cf
1 19 acre -ft
SASSOCIA:I'ED =I YEAR�VOL -UME DEPTH [N POND.•T��
1 -Year Volume=
51,944
cf
WQv=
27,526
cf
Volume Difference=
24,418
cf
Stage /Storage Data
Ks =
47,165
b =
1 299
Zo =
69507
Volume of additional detention =
24,418
cf
Calculated values
Depth of I -yr in Basm =
060
ft
=
723
inches
Elevation =
69567
ft

CHESNUT LANE STORMWATER MANAGEMENT FACILITY
MRH -13040 WQV Drawdown Calculation
DRAWDOWN`SIPHON
D onfice =
3 375 inch
# onfices =
l
Ks=
47165
b =
1 2995
Cd siphon =
060
Normal Pool Elevation =
69441 feet
Volume @ Normal Pool =
0 cf
Onfice Invert =
69441 feet
WSEL @ 1" Runoff Volume =
695 07 feet
WSEL
(feet)
Vol Stored
W)
Siphon Flow
(cfs)
Avg Flow
(cfs)
Incr Vol.
(cf)
Incr Time
(sec)
69507
27526
0 215
69502
24594
0204
0 210
2931
13988
69496
21742
0 191
0 198
2853
14442
69491
18973
0 178
0 185
2769
14990
69485
16295
0 164
0 171
2678
15669
69480
13714
0 148
0 156
2580
16548
69474
11241
0 131
0 139
2473
17749
69469
8888
0 110
0 120
2353
19586
69463
6672
0 079
0 094
2217
23516
69458
4614
0 051
0 065
2057
31583
69452
2753
0 028
0 040
1862
46640
Drawdown Time = 2 49 days
By comparison, if calculated by the average head over the onfice
(assuming average head is half the total depth), the result would be
Average driving head on onfice = 0 260 feet
Orifice composite loss coefficient = 0 600
Cross - sectional area of siphon = 0 062 sf
Q = 0 1525 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec /day)
Drawdown Time = 2 09 days
J ALLEN, PE, CFM
4/15/2015

CHESNUT LANE STORMWATER MANAGEMENT FACILITY
MRH -13040 1 -Year Drawdown Calculation
DRA DOW SIPHON�DESIGN „
D onfice =
3 inch
# onfices =
1
Ks =
47165
b =
1 2995
Cd siphon =
060
WSEL @ I" Runoff Volume =
695 07 feet
Orifice Invert =
695 10 feet
WSEL @ 1- year /24 -hr Runoff Volume=
695 67 feet
WSEL
(feet)
Vol Stored
(cf)
Siphon Flow
(cfs)
Avg Flow
(cfs)
Incr Vol.
(cf)
Incr. Time
(sec)
69567
22887
0 163
69563
20475
0 155
0159
2412
15175
69558
18127
0146
0 150
2348
15606
695 53
15847
0 137
0 141
2280
16116
69548
13640
0 127
0 132
2207
16733
69544
11513
0 116
0 122
2127
17506
69539
9473
0 104
0 110
2040
18517
69534
7530
0 091
0 097
1943
19930
69530
5697
0 072
0 081
1833
22542
69525
3992
0 051
0 061
1705
27841
69520
2442
0 032
0 041
1550
37509
Drawdown Time = 2 40 days
By comparison, if calculated by the average head over the onfice
(assuming average head is half the total depth), the result would be
Average driving head on onfice = 0 149 feet
Orifice composite loss coefficient = 0 600
Cross - sectional area of siphon = 0 049 sf
Q = 0 0914 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec /day)
Drawdown Time = 290 da s
J ALLEN, PE, CFM
4/15/2015

'!Jl MCADAMS
Chesnut Lane
Subsection Elevation -Area Volume Curve
Label SWMF -A
Elevation Planlmeter Area Al +A2 +sqr
(ft) (ftz) (acres) (Al *A2)
(acres)
Return Event 0 years
Storm Event 1 Inch
Volume Volume (Total)
(ft3) (ft3)
69600
00
0 004
0 000
0 000
0 000
69800
00
0 275
0 309
8,986 000
8,986 000
70000
00
0 690
1 400
40,654 000
49,640 000
701 00
00
0 801
2 235
32,446 000
82,086 000
snut Lane Bentley Systems Inc Haestad Methods Solution Center J Allen, PE, CFM
H 13040 ppc Bentley PondPack V8i 4/15/2015
108 11 01 561

JHJ P; MCADA k
Chesnut Lane
Subsection Elevation -Area Volume Curve
Label SWMF -B
Elevation Planimeter Area Al +A2 +sqr
(ft) (ftz) (acres) (Al *A2)
(acres)
Return Event 0 years
Storm Event 1 Inch
Volume Volume (Total)
(ft3) (ft3)
69441
00
1 083
0 000
0 000
0 000
69600
00
1 451
3 789
87,472 000
87,472 000
69800
00
1 695
4 715
136,938 000
224,410 000
70000
00
2003
5 541
160,923 000
385,332 000
70200
00
2 126
6 192
179,827 000
565,159 000
snut Lane Bentley Systems, Inc Haestad Methods Solution Center J Allen PE, CFM
H13040 ppc Bentley PondPack V& 4/15/2015
[08 11 01 561

1J McADAMS
Chesnut Lane
Subsection Outlet Input Data
Label CULVERT
Requested Pond Water Surface Elevations
Return Event 0 years
Storm Event cinch
Minimum (Headwater) 696 00 ft
Increment (Headwater) 0 50 ft
Maximum (Headwater) 700 00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
Culvert - Circular
Culvert
Forward +
TW
69600
70100
Reverse
Tallwater Settings
Tallwater
(N /A)
(N /A)
snut Lane Bentley Systems Inc Haestad Methods Solution Center J Allen, PE, CFM
rill 3040 ppc Bentley PondPack V81 4/15/2015
[08 11 01 561

®'
McADAMS
Chesnut Lane
Subsection Outlet Input Data Return Event 0 years
Label CULVERT Storm Event 1 inch
Structure ID Culvert
Structure Type Culvert - Circular
Number of Barrels
2
Diameter
48 000 in
Length
84 00 ft
Length (Computed Barrel)
84 01 ft
Slope (Computed)
0 012 ft/ft
Outlet Control Data
Manning's n
0 013
Ke
0 500
Kb
0 005
Kr
0 000
Convergence Tolerance
0 00 ft
Inlet Control Data
Equation Form
Form 1
K
00078
M
20000
C
00379
Y
06900
T1 ratio (HW /D)
1 130
T2 ratio (HW /D)
1 290
Slope Correction Factor
-0500
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 700 52 ft T1 Flow
87 96 ft3 /s
T2 Elevation 701 16 ft T2 Flow
100 53 ft3 /s
'nut Lane Bentley Systems Inc Haestad Methods Solution Center J Allen, PE, CFM
113040 ppc Bentley PondPack V81 4/15/2015
[08 11 01 561_

0'1�����
Chesnut Lane
Subsection Composite Rating Curve
Label CULVERT
Composite Outtlow Summary
Water Surface Flow Tallwater Elevation Convergence Error
Elevation (ft3 /s) (ft) (ft)
(ft)
Return Event 0 years
Storm Event 1 inch
Contributing Structures
69600
000
69441
000
None Contributing
69641
180
69441
000
Culvert
69650
267
69441
000
Culvert
69691
863
69441
000
Culvert
69700
1033
69441
000
Culvert
69741
2004
69441
000
Culvert
69750
2254
69441
000
Culvert
69791
3554
69441
000
Culvert
69800
3876
69441
000
Culvert
69841
5463
69441
000
Culvert
69850
5832
69441
000
Culvert
69891
7659
69441
000
Culvert
69900
8079
69441
000
Culvert
69941
10079
69441
000
Culvert
69950
10541
69441
000
Culvert
69991
12678
69441
000
Culvert
70000
13156
69441
000
Culvert
70041
15361
69441
000
Culvert
70050
15851
69441
000
Culvert
70091
18085
69441
000
Culvert
70100
18570
69441
000
Culvert
snut Lane Bentley Systems Inc Haestad Methods Solution Center J Allen, PE, CFM
113040 ppc Bentley PondPack V& 4/15/2015
[08 11 01 561

IN MCADAMS
Chesnut Lane
Subsection Outlet Input Data
Label SWMF
Return Event 0 years
Storm Event 1 Inch
Requested Pond Water Surface Elevations
Minimum (Headwater) 694 41 ft
Increment (Headwater) 0 50 ft
Maximum (Headwater) 702 00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall E1 E2
(ft) (ft)
Inlet Box
Riser
Forward
Culvert
69900
70200
Orifice- Circular
Orifice
Forward
Culvert
695 10
70200
Culvert- Circular
Culvert
Forward
TW
69100
70200
Orifice - Circular
Siphon
Forward
TW
69441
70200
Tallwater Settings
Tailwater
(N /A)
(N /A)
snut Lane Bentley Systems, Inc Haestad Methods Solution Center J Allen, PE, CFM
x113040 ppc Bentley PondPack V& 4115/2015
[08 11 01 561

R91 MCADAMS
Chesnut Lane
Subsection Outlet Input Data Return Event 0 years
Label SWMF Storm Event 1 Inch
Structure ID Culvert
Structure Type Culvert- Circular
Number of Barrels
1
Diameter
48 000 In
Length
53 00 ft
Length (Computed Barrel)
53 02 ft
Slope (Computed)
0 028 ft/ft
Outlet Control Data
Manning's n
0 013
Ke
0 500
Kb
0 005
Kr
0 000
Convergence Tolerance
0 00 ft
Inlet Control Data
Equation Form
Form 1
K
00098
M
20000
C
00398
Y
06700
T1 ratio (HW /D)
1 146
T2 ratio (HW /D)
1 293
Slope Correction Factor
-0500
Use unsubmerged Inlet control 0 equation below T1
elevation
Use submerged Inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
Inlet control,
Interpolate between flows at T1 & T2
TI Elevation 695 58 ft T1 Flow
87 96 ft3 /s
T2 Elevation 696 17 It T2 Flow
100 53 ft3 /s
snut Lane Bentley Systems Inc Haestad Methods Solution Center J Allen PE, CFM
r113040 ppc Bentley PondPack V& 4/15/2015
(08 11 01 561

Zw,� ) W.
Chesnut Lane
Subsection Outlet Input Data
Label SWMF
Structure ID Riser
Structure Type Inlet Box
Number of Openings
1
Elevation
699 00 ft
Orifice Area
64 0 ftz
Orifice Coefficient
0 600
Weir Length
32 00 ft
Weir Coefficient
300 (ft ^0 5) /s
K Reverse
1 000
Manning's n
0 000
Kev, Charged Riser
0 000
Weir Submergence
False
Orifice H to crest
False
Structure ID Siphon
Structure Type Orifice - Circular
Number of Openings
1
Elevation
694 41 ft
Orifice Diameter
3 375 in
Orifice Coefficient
0 600
Structure ID Orifice
Structure Type Onfice - Circular
Number of Openings
1
Elevation
695 10 ft
Orifice Diameter
3 000 in
Orifice Coefficient
0 600
Structure ID TW
Structure Type TW Setup, DS Channel
Tailwater Type
Free Outfall
Convergence Tolerances
Maximum Iterations
30
Tailwater Tolerance
0 01 ft
(Minimum)
Tailwater Tolerance
0 50 ft
(Maximum)
Headwater Tolerance
0 01 ft
(Minimum)
Headwater Tolerance
0 50 ft
(Maximum)
Return Event 0 years
Storm Event 1 Inch
snut Lane Bentley Systems Inc Haestad Methods Solution Center J Allen, PE CFM
H13040 ppc Bentley PondPack V81 4115/2015
[08 11 01 561

Chesnut Lane
Subsection Outlet Input Data Return Event, 0 years
Label SWMF Storm Event, 1 Inch
Convergence Tolerances
Flow Tolerance (Minimum) 0 001 ft3 /s
Flow Tolerance (Maximum) 10 000 ft3 /s
snut Lane Bentley Systems, Inc Haestad Methods Solution Center J Allen, PE CFM
H13040 ppc Bentley PondPack V81 4/15/2015
[08 11 01 561

Subsection Composite Rating Curve
Label SWMF
Composite Outflow Summary
Water Surface Flow
Elevation (ft3 /s)
(ft)
Chesnut Lane
Tailwater Elevation Convergence Error
(ft) (ft)
Return Event 0 years
Storm Event 1 inch
Contributing Structures
69441
000
(N /A)
000
(no Q Riser,Orifice,Culvert,Siphon)
69491
0 18
(N /A)
000
Siphon (no Q Riser,Onfice,Culvert)
69510
022
(N /A)
000
Siphon (no Q Riser,Orifice,Cu[vert)
69541
038
(N /A)
000
Onfice,Culvert,Siphon (no Q Riser)
69591
054
(N /A)
000
Onfice,Culvert,Siphon (no Q Riser)
69641
066
(N /A)
000
Onfice,Culvert,Siphon (no Q Riser)
69691
077
(N /A)
000
Onfice,Culvert,Siphon (no Q Riser)
69741
085
(N /A)
000
Onfice,Culvert,Siphon (no Q Riser)
69791
095
(N /A)
000
Orifice,Culvert,Siphon (no Q Riser)
69841
102
(N /A)
000
Orifice,Culvert,Siphon (no Q Riser)
69891
108
(N /A)
000
Orifice,Culvert,Siphon (no Q Riser)
69900
1 10
(N /A)
000
Onfice,Culvert,Siphon (no Q Riser)
69941
2635
(N /A)
000
Riser,Orifice,Culvert,Siphon
69991
8449
(N /A)
000
Riser,Orifice,Culvert,Siphon
70041
16158
(N /A)
000
Riser,Orifice,Culvert,Siphon
70091
17079
(N /A)
000
Riser,Culvert,Siphon (no Q Orifice)
70141
17655
(N /A)
000
Riser,Culvert,Siphon (no Q Orifice)
70191
182 13
(N /A)
000
Riser,Culvert,Siphon (no Q Orifice)
702001
183 12
(N /A)
0001
Riser, Cu[vert,Siphon (no Q Orifice)
;nut Lane Bentley Systems Inc Haestad Methods Solution Center J Allen, PE, CFM
-113040 ppc Bentley PondPack V81 4/15/2015
[08 11 01 561

Maximum Storage
Time to Elevation Volume
Peak (ft) (ft3)
(min)
215 000 69676 3,419 000
Forward Flow Peaks Reverse Flow Peaks
Time to Peak Flow (Peak) Time to Peak Flow (Peak)
(min) (ft3 /s) (min) (ft3 /s)
and Inflow 212 000 725 92 000 000
Pond Outflow 419 000 022 0 026 000
Total Volume In Total Volume Out
Volume Direction Volume Direction
(ft3) (ft3)
Pond Inflow 38,888 000 Forward 0 000 Reverse
Pond Outflow 0 000 Reverse 38,730 000 Forward
Mass Balance (ft3)
Volume (Initial ICPM)
0 000 ft3
Chesnut Lane
30,673 000 ft3
Subsection Interconnected Pond Routing Summary
Return Event 0 years
Label. SWMF -A
0 000 ft3
Elevation (Ending)
Storm Event 1 inch
Infiltration
0 000 ft3
Percent of Inflow Volume
Infiltration Method
No Infiltration
Balance)
(Computed)
Initial Conditions
Calculation Tolerances
Elevation (Starting Water
69600 ft
Flow Tolerance (Minimum)
0 000 ft3 /s
Surface Computed)
Volume (Starting)
0 000 ft3
Maximum Iterations
35
Outflow (Starting)
000 ft3 /s
ICPM Time Step
3 000 min
Maximum Storage
Time to Elevation Volume
Peak (ft) (ft3)
(min)
215 000 69676 3,419 000
Forward Flow Peaks Reverse Flow Peaks
Time to Peak Flow (Peak) Time to Peak Flow (Peak)
(min) (ft3 /s) (min) (ft3 /s)
and Inflow 212 000 725 92 000 000
Pond Outflow 419 000 022 0 026 000
Total Volume In Total Volume Out
Volume Direction Volume Direction
(ft3) (ft3)
Pond Inflow 38,888 000 Forward 0 000 Reverse
Pond Outflow 0 000 Reverse 38,730 000 Forward
Mass Balance (ft3)
Volume (Initial ICPM)
0 000 ft3
Volume (Total In ICPM)
30,673 000 ft3
Volume (Total Out ICPM)
30,673 000 ft3
Volume (Ending)
0 000 ft3
Elevation (Ending)
696 00 ft
Difference
0 000 ft3
Percent of Inflow Volume
(Interconnected Pond Mass
00%
Balance)
>nut Lane Bentley Systems, Inc Haestad Methods Solution Center J Allen, PE, CFM
113040 ppc Bentley PondPack V8i 4/15/2015
[08 1101 561

Maximum Storage
Time to Elevation Volume
Peak (ft) (ft3)
(min)
741 000 69775 7,863 000
Forward Flow Peaks Reverse Flow Peaks
Time to Peak Flow (Peak) Time to Peak Flow (Peak)
(min) (ft3 /s) (min) (ft3 /s)
and Inflow 740 000 3398 0 000 000
Pond Outflow 1,250 000 086 0 000 000
Total Volume In Total Volume Out
Volume Direction Volume Direction
(ft3) (ft3)
Pond Inflow 224,998 000 Forward 0 000 Reverse
Pond Outflow 0 000 Reverse 223,555 000 Forward
Mass Balance (ft3)
Volume (Initial ICPM)
0 000 ft3
Chesnut Lane
183,447 000 ft3
Subsection Interconnected Pond Routing Summary
Return Event 1 years
Label SWMF -A
0 000 ft3
Elevation (Ending)
Storm Event 1 YR 24 HR
Infiltration
13,598 000 ft3
Percent of Inflow Volume
Infiltration Method
No Infiltration
Balance)
(Computed)
Initial Conditions
Calculation Tolerances
Elevation (Starting Water
69600 ft
Flow Tolerance (Minimum)
0 000 ft3 /s
Surface Computed)
Volume (Starting)
0 000 ft3
Maximum Iterations
35
Outflow (Starting)
000 ft3 /s
ICPM Time Step
3 000 min
Maximum Storage
Time to Elevation Volume
Peak (ft) (ft3)
(min)
741 000 69775 7,863 000
Forward Flow Peaks Reverse Flow Peaks
Time to Peak Flow (Peak) Time to Peak Flow (Peak)
(min) (ft3 /s) (min) (ft3 /s)
and Inflow 740 000 3398 0 000 000
Pond Outflow 1,250 000 086 0 000 000
Total Volume In Total Volume Out
Volume Direction Volume Direction
(ft3) (ft3)
Pond Inflow 224,998 000 Forward 0 000 Reverse
Pond Outflow 0 000 Reverse 223,555 000 Forward
Mass Balance (ft3)
Volume (Initial ICPM)
0 000 ft3
Volume (Total In ICPM)
183,447 000 ft3
Volume (Total Out ICPM)
169,849 000 ft3
Volume (Ending)
0 000 ft3
Elevation (Ending)
696 00 ft
Difference
13,598 000 ft3
Percent of Inflow Volume
(Interconnected Pond Mass
74%
Balance)
;nut Lane Bentley Systems, Inc Haestad Methods Solution Center J Allen, PE, CFM
113040 ppc Bentley PondPack V81 4/15/2015
[08 1101 56]

Maximum Storage
Time to Elevation Volume
Peak (ft) (ft3)
(min)
215 000 69776 7,907 000
Forward Flow Peaks Reverse Flow Peaks
Time to Peak Flow (Peak) Time to Peak Flow (Peak)
(min) (ft3 /s) (min) (ft3 /s)
)ond Inflow 212 000 3555 0 000 000
Pond Outflow 404 000 080 0 000 000
Total Volume In Total Volume Out
Volume Direction Volume Direction
(ft3) (ft3)
Pond Inflow 173,215 000 Forward 0 000 Reverse
Pond Outflow 0 000 Reverse 54,423 000 Forward
Mass Balance (W)
Volume (Initial ICPM)
0 000 ft3
Chesnut Lane
134,672 000 ft3
Subsection Interconnected Pond Routing Summary
Return Event 2 years
Label SWMF -A
2,057 000 ft3
Elevation (Ending)
Storm Event 2 year
Infiltration
1,500 000 ft3
Percent of Inflow Volume
Infiltration Method
No Infiltration
Balance)
(Computed)
Initial Conditions
Calculation Tolerances
Elevation (Starting Water
69600 ft
Flow Tolerance (Minimum)
0 000 ft3 /s
Surface Computed)
Volume (Starting)
0 000 ft3
Maximum Iterations
35
Outflow (Starting)
000 ft3 /s
ICPM Time Step
3 000 min
Maximum Storage
Time to Elevation Volume
Peak (ft) (ft3)
(min)
215 000 69776 7,907 000
Forward Flow Peaks Reverse Flow Peaks
Time to Peak Flow (Peak) Time to Peak Flow (Peak)
(min) (ft3 /s) (min) (ft3 /s)
)ond Inflow 212 000 3555 0 000 000
Pond Outflow 404 000 080 0 000 000
Total Volume In Total Volume Out
Volume Direction Volume Direction
(ft3) (ft3)
Pond Inflow 173,215 000 Forward 0 000 Reverse
Pond Outflow 0 000 Reverse 54,423 000 Forward
Mass Balance (W)
Volume (Initial ICPM)
0 000 ft3
Volume (Total In ICPM)
134,672 000 ft3
Volume (Total Out ICPM)
131,116 000 ft3
Volume (Ending)
2,057 000 ft3
Elevation (Ending)
696 46 ft
Difference
1,500 000 ft3
Percent of Inflow Volume
(Interconnected Pond Mass
1 1 %
Balance)
snut Lane Bentley Systems, Inc Haestad Methods Solution Center J Allen PE, CFM
H13040 ppc Bentley PondPack V8i 4/15/2015
[08 11 01 56]

i
Forward Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
'ond Inflow 213 000 10723
Pond Outflow 273 000 2784
Total Volume In
Volume Direction
(ft3)
Pond Inflow 495,113 000 Forward
Pond Outflow 0 000 Reverse
Reverse Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
0 000 000
0 000 000
Total Volume Out
Volume Direction
(ft3)
0 000 Reverse
247,396 000 Forward
Mass Balance (ft3)
Maximum Storage
Chesnut Lane
Elevation Volume
Subsection. Interconnected Pond Routing Summary
Return Event 10 years
Label. SWMF -A
409,531 000
270 000
Storm Event 10 year
Infiltration
ft3
Volume (Ending)
15,115 000
Infiltration Method
No Infiltration
698 30
ft
(Computed)
12,499 000
ft3
Percent of Inflow Volume
Initial Conditions
Calculation Tolerances
3 1
Elevation (Starting Water
69600 ft
Flow Tolerance (Minimum)
0 000 ft3 /s
Surface Computed)
Volume (Starting)
0 000 ft3
Maximum Iterations
35
Outflow (Starting)
000 ft3 /s
ICPM Time Step
3 000 min
Forward Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
'ond Inflow 213 000 10723
Pond Outflow 273 000 2784
Total Volume In
Volume Direction
(ft3)
Pond Inflow 495,113 000 Forward
Pond Outflow 0 000 Reverse
Reverse Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
0 000 000
0 000 000
Total Volume Out
Volume Direction
(ft3)
0 000 Reverse
247,396 000 Forward
Mass Balance (ft3)
Maximum Storage
Time to
Elevation Volume
Peak
(ft) (ft3)
(min)
409,531 000
270 000
699 47 38,815 000
Forward Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
'ond Inflow 213 000 10723
Pond Outflow 273 000 2784
Total Volume In
Volume Direction
(ft3)
Pond Inflow 495,113 000 Forward
Pond Outflow 0 000 Reverse
Reverse Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
0 000 000
0 000 000
Total Volume Out
Volume Direction
(ft3)
0 000 Reverse
247,396 000 Forward
Mass Balance (ft3)
Volume (Initial ICPM)
0 000
ft3
Volume (Total In ICPM)
409,531 000
ft3
Volume (Total Out ICPM)
381,917 000
ft3
Volume (Ending)
15,115 000
ft3
Elevation (Ending)
698 30
ft
Difference
12,499 000
ft3
Percent of Inflow Volume
(Interconnected Pond Mass
3 1
%
Balance)
snut Lane Bentley Systems, Inc Haestad Methods Solution Center J Allen, PE, CFM
x113040 ppc Bentley PondPack V& 4/15/2015
10811 01 561

Chesnut Lane
Subsection Interconnected Pond Routing Summary
Label SWMF -A
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions Calculation Tolerances
Return Event 25 years
Storm Event 25 year
Elevation (Starting Water 69600 ft Flow Tolerance (Minimum) 0 000 ft3 /s
Surface Computed)
Volume (Starting) 0 000 ft3 Maximum Iterations 35
Outflow (Starting) 000 ft3 /s ICPM Time Step 3 000 min
Forward Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
Pond Inflow 212 000 14905
Pond Outflow 244 000 7032
Total Volume In
Volume Direction
(ft3)
Pond Inflow 682,502 000 Forward
Pond Outflow 0 000 Reverse
Reverse Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
0 000 000
0 000 000
Total Volume Out
Volume Direction
(ft3)
0 000 Reverse
434,339 000 Forward
Mass Balance (ft3)
Maximum Storage
Time to
Elevation Volume
Peak
(ft) (ft3)
(min)
531,945 000 ft3
238 000
700 05 51,176 000
Forward Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
Pond Inflow 212 000 14905
Pond Outflow 244 000 7032
Total Volume In
Volume Direction
(ft3)
Pond Inflow 682,502 000 Forward
Pond Outflow 0 000 Reverse
Reverse Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
0 000 000
0 000 000
Total Volume Out
Volume Direction
(ft3)
0 000 Reverse
434,339 000 Forward
Mass Balance (ft3)
Volume (Initial ICPM)
0 000 ft3
Volume (Total In ICPM)
559,594 000 ft3
Volume (Total Out ICPM)
531,945 000 ft3
Volume (Ending)
15,231 000 ft3
Elevation (Ending)
698 31 ft
Difference
12,418 000 ft3
Percent of Inflow Volume
(Interconnected Pond Mass
22%
Balance)
wut Lane Bentley Systems Inc Haestad Methods Solution Center J Alien PE CFM
H13040 ppc Bentley PondPack V81 4/15/2015
108 11 01 561

Maximum Storage
Time to Elevation Volume
Peak (ft) (ft3)
(min)
214 000 70100 82,086 000
Forward Flow Peaks Reverse Flow Peaks
Time to Peak Flow (Peak) Time to Peak Flow (Peak)
(min) (ft3 /s) (min) (ft3 /s)
and Inflow 212 000 20121 0 000 000
Pond Outflow 234 000 13289 0 000 000
Total Volume In Total Volume Out
Volume Direction Volume Direction
(ft3) (ft3)
Pond Inflow 962,927 000 Forward 0 000 Reverse
Pond Outflow 0 000 Reverse 714,341 000 Forward
Mass Balance (ft3)
Volume (Initial ICPM)
0 000 ft3
Chesnut Lane
797,350 000 ft3
Subsection Interconnected Pond Routing Summary
Return Event 100 years
Label SWMF -A
15,340 000 ft3
Elevation (Ending)
Storm Event 100 year
Infiltration
27,821 000 ft3
Percent of Inflow Volume
Infiltration Method
No Infiltration
Balance)
(Computed)
Initial Conditions
Calculation Tolerances
Elevation (Starting Water
69600 ft
Flow Tolerance (Minimum)
0 000 ft3 /s
Surface Computed)
Volume (Starting)
0 000 ft3
Maximum Iterations
35
Outflow (Starting)
000 ft3 /s
ICPM Time Step
3 000 min
Maximum Storage
Time to Elevation Volume
Peak (ft) (ft3)
(min)
214 000 70100 82,086 000
Forward Flow Peaks Reverse Flow Peaks
Time to Peak Flow (Peak) Time to Peak Flow (Peak)
(min) (ft3 /s) (min) (ft3 /s)
and Inflow 212 000 20121 0 000 000
Pond Outflow 234 000 13289 0 000 000
Total Volume In Total Volume Out
Volume Direction Volume Direction
(ft3) (ft3)
Pond Inflow 962,927 000 Forward 0 000 Reverse
Pond Outflow 0 000 Reverse 714,341 000 Forward
Mass Balance (ft3)
Volume (Initial ICPM)
0 000 ft3
Volume (Total In ICPM)
797,350 000 ft3
Volume (Total Out ICPM)
754,189 000 ft3
Volume (Ending)
15,340 000 ft3
Elevation (Ending)
698 31 ft
Difference
27,821 000 ft3
Percent of Inflow Volume
(Interconnected Pond Mass
35%
Balance)
,nut Lane Bentley Systems Inc Haestad Methods Solution Center J Allen, PE, CFM
it 3040 ppc Bentley PondPack V8i 4/15/2015
[08 11 01 561

i ` t
LHI
Chesnut Lane
Subsection Interconnected Pond Routing Summary
Label SWMF -B
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions Calculation Tolerances
Return Event 0 years
Storm Event 1 inch
Elevation (Starting Water 69441 ft Flow Tolerance (Minimum) 0 000 ft3 /s
Surface Computed)
Volume (Starting) 0 000 ft3 Maximum Iterations 35
Outflow (Starting) 000 ft3 /s ICPM Time Step 3 000 min
Forward Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
and Inflow 212 000 725
Pond Outflow 419 000 022
Total Volume In
Volume Direction
(ft3)
Pond Inflow 38,888 000 Forward
Pond Outflow 0 000 Reverse
Reverse Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
92 000 000
0 026 000
Total Volume Out
Volume Direction
(ft3)
0 000 Reverse
38,730 000 Forward
Mass Balance (ft')
Maximum Storage
Time to
Elevation Volume
Peak
(ft) (ft3)
(min)
38,730 000 ft3
418 000
695 07 36,355 000
Forward Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
and Inflow 212 000 725
Pond Outflow 419 000 022
Total Volume In
Volume Direction
(ft3)
Pond Inflow 38,888 000 Forward
Pond Outflow 0 000 Reverse
Reverse Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
92 000 000
0 026 000
Total Volume Out
Volume Direction
(ft3)
0 000 Reverse
38,730 000 Forward
Mass Balance (ft')
Volume (Initial ICPM)
0 000 ft3
Volume (Total In ICPM)
38,888 000 ft3
Volume (Total Out ICPM)
38,730 000 ft3
Volume (Ending)
157 000 ft3
Elevation (Ending)
694 41 ft
Difference
0 000 ft3
Percent of Inflow Volume
(Interconnected Pond Mass
00%
Balance)
snut Lane Bentley Systems, Inc Haestad Methods Solution Center J Allen PE CFM
.-113040 ppc Bentley PondPack V8i 4/15/2015
[08 11 01 561

MJ MCADAMS
0 000 ft3
Volume (Total In ICPM)
224,998 000 ft3
Chesnut Lane
223,555 000 ft3
Subsection Interconnected Pond Routing Summary
Return Event 1 years
Label. SWMF -B
694 44 ft
Storm Event 1 YR 24 HR
Infiltration
Percent of Inflow Volume
Infiltration Method No Infiltration
00%
Balance)
(Computed)
Initial Conditions
Calculation Tolerances
Elevation (Starting Water 69441 ft
Flow Tolerance (Minimum)
0 000 ft3 /s
Surface Computed)
Volume (Starting) 0 000 ft3
Maximum Iterations
35
Outflow (Starting) 000 ft3 /s
ICPM Time Step
3 000 min
Maximum Storage
Time to Elevation Volume
Peak (ft) (ft3)
(min)
1,250 000 69744 185,998 00
0
Forward Flow Peaks Reverse Flow Peaks
Time to Peak Flow (Peak) Time to Peak Flow (Peak)
(min) (ft3 /s) (min) (ft3 /s)
Pond Inflow 740 000 3398 0 000 000
Pond Outflow 1,250 000 086 0 000 000
Total Volume In Total Volume Out
Volume Direction Volume Direction
(ft3) (ft3)
Pond Inflow 224,998 000 Forward 0 000 Reverse
Pond Outflow 0 000 Reverse 223,555 000 Forward
Mass Balance (ft3)
Volume (Initial ICPM)
0 000 ft3
Volume (Total In ICPM)
224,998 000 ft3
Volume (Total Out ICPM)
223,555 000 ft3
Volume (Ending)
1,443 000 ft3
Elevation (Ending)
694 44 ft
Difference
0 000 ft3
Percent of Inflow Volume
(Interconnected Pond Mass
00%
Balance)
3nut Lane Bentley Systems, Inc Haestad Methods Solution Center J Allen, PE, CFM
113040 ppc Bentley PondPack V& 4/15/2015
[08 11 01 561

Forward Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
Pond Inflow 212 000 3555
Pond Outflow 404 000 080
Total Volume In
Volume Direction
(ft3)
Pond Inflow 173,215 000 Forward
Pond Outflow 0 000 Reverse
Reverse Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
0 000 000
0 000 000
Total Volume Out
Volume Direction
(ft3)
0 000 Reverse
54,423 000 Forward
Mass Balance (ft3)
Maximum Storage
Chesnut Lane
Elevation Volume
Subsection Interconnected Pond Routing Summary
Return Event 2 years
Label- SWMF -B
54,423 000 ft3
404 000
Storm Event 2 year
Infiltration
0
Difference
20 000 ft3
Infiltration Method
No Infiltration
(Interconnected Pond Mass
00%
(Computed)
Initial Conditions
Calculation Tolerances
Elevation (Starting Water
69441 ft
Flow Tolerance (Minimum)
0 000 ft3 /s
Surface Computed)
Volume (Starting)
0 000 ft3
Maximum Iterations
35
Outflow (Starting)
000 ft3 /s
ICPM Time Step
3 000 min
Forward Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
Pond Inflow 212 000 3555
Pond Outflow 404 000 080
Total Volume In
Volume Direction
(ft3)
Pond Inflow 173,215 000 Forward
Pond Outflow 0 000 Reverse
Reverse Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
0 000 000
0 000 000
Total Volume Out
Volume Direction
(ft3)
0 000 Reverse
54,423 000 Forward
Mass Balance (ft3)
Maximum Storage
Time to
Elevation Volume
Peak
(ft) (ft3)
(min)
54,423 000 ft3
404 000
69710 163,043 00
Elevation (Ending)
0
Forward Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
Pond Inflow 212 000 3555
Pond Outflow 404 000 080
Total Volume In
Volume Direction
(ft3)
Pond Inflow 173,215 000 Forward
Pond Outflow 0 000 Reverse
Reverse Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
0 000 000
0 000 000
Total Volume Out
Volume Direction
(ft3)
0 000 Reverse
54,423 000 Forward
Mass Balance (ft3)
Volume (Initial ICPM)
0 000 ft3
Volume (Total In ICPM)
173,215 000 ft3
Volume (Total Out ICPM)
54,423 000 ft3
Volume (Ending)
118,772 000 ft3
Elevation (Ending)
696 46 ft
Difference
20 000 ft3
Percent of Inflow Volume
(Interconnected Pond Mass
00%
Balance)
3nut Lane Bentley Systems Inc Haestad Methods Solution Center J Alien, PE, CFM
-113040 ppc Bentley PondPack V81 4/15/2015
[08 11 01 561

KR���M
Forward Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
Pond Inflow 213 000 10723
Pond Outflow 273 000 2784
Total Volume In
Volume Direction
(ft3)
Pond Inflow 495,113 000 Forward
Pond Outflow 0 000 Reverse
Reverse Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
0 000 000
0 000 000
Total Volume Out
Volume Direction
(ft3)
0 000 Reverse
247,396 000 Forward
Mass Balance (ft3)
Maximum Storage
Chesnut Lane
Elevation Volume
Subsection Interconnected Pond Routing Summary
Return Event 10 years
Label- SWMF -B
247,396 000 ft3
Volume (Ending)
Storm Event 10 year
Infiltration
69942
0
Difference
30 000 ft3
Infiltration Method
No Infiltration
(Interconnected Pond Mass
00%
(Computed)
Initial Conditions
Calculation Tolerances
Elevation (Starting Water
69441 ft
Flow Tolerance (Minimum)
0 000 ft3 /s
Surface Computed)
Volume (Starting)
0 000 ft3
Maximum Iterations
35
Outflow (Starting)
000 ft3 /s
ICPM Time Step
3 000 min
Forward Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
Pond Inflow 213 000 10723
Pond Outflow 273 000 2784
Total Volume In
Volume Direction
(ft3)
Pond Inflow 495,113 000 Forward
Pond Outflow 0 000 Reverse
Reverse Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
0 000 000
0 000 000
Total Volume Out
Volume Direction
(ft3)
0 000 Reverse
247,396 000 Forward
Mass Balance (ft3)
Maximum Storage
Time to
Elevation Volume
Peak
(ft) (ft3)
(min)
247,396 000 ft3
Volume (Ending)
338,893 00
273 000
69942
0
Forward Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
Pond Inflow 213 000 10723
Pond Outflow 273 000 2784
Total Volume In
Volume Direction
(ft3)
Pond Inflow 495,113 000 Forward
Pond Outflow 0 000 Reverse
Reverse Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
0 000 000
0 000 000
Total Volume Out
Volume Direction
(ft3)
0 000 Reverse
247,396 000 Forward
Mass Balance (ft3)
Volume (Initial ICPM)
0 000 ft3
Volume (Total In ICPM)
495,113 000 ft3
Volume (Total Out ICPM)
247,396 000 ft3
Volume (Ending)
247,687 000 ft3
Elevation (Ending)
698 29 ft
Difference
30 000 ft3
Percent of Inflow Volume
(Interconnected Pond Mass
00%
Balance)
-snut Lane Bentley Systems, Inc Haestad Methods Solution Center J Allen, PE, CFM
1H13040 ppc Bentley PondPack V8i 4/15/2015
[08 11 01 561

,snut Lane Bentley Systems, Inc Haestad Methods Solution Center J Allen PE, CFM
H13040 ppc Bentley PondPack V8i 4/15/2015
[08 11 01 561
Maximum Storage
Chesnut Lane
Time to Elevation
Subsection Interconnected Pond Routing Summary
Return Event 25 years
Label SWMF -B
(ft3)
Storm Event 25 year
Infiltration
244 000 69979
368,287 00
Infiltration Method
No Infiltration
0
Forward Flow Peaks
(Computed)
Time to Peak
Flow (Peak) Time to Peak Flow (Peak)
(min)
Initial Conditions
(min) (ft3 /s)
Calculation Tolerances
14905
Elevation (Starting Water
69441 ft
Flow Tolerance (Minimum)
0 000 ft3 /s
Surface Computed)
Volume In
Total Volume Out
Volume
Volume (Starting)
0 000 ft3
Maximum Iterations
35
Outflow (Starting)
000 ft3 /s
ICPM Time Step
3 000 min
,snut Lane Bentley Systems, Inc Haestad Methods Solution Center J Allen PE, CFM
H13040 ppc Bentley PondPack V8i 4/15/2015
[08 11 01 561
Maximum Storage
Time to Elevation
Volume
Peak (ft)
(ft3)
(min)
244 000 69979
368,287 00
0
Forward Flow Peaks
Reverse Flow Peaks
Time to Peak
Flow (Peak) Time to Peak Flow (Peak)
(min)
(ft3 /s)
(min) (ft3 /s)
Pond Inflow 212 000
14905
0 000 000
Pond Outflow 244 000
7032
0 000 000
Total
Volume In
Total Volume Out
Volume
Direction
Volume Direction
(ft3)
(ft3)
Pond Inflow 682,502 000
Forward
0 000 Reverse
Pond Outflow 0 000
Reverse
434,339 000 Forward
Mass Balance (ft')
Volume (Initial ICPM)
0 000 ft3
Volume (Total In ICPM)
682,502 000 ft3
Volume (Total Out ICPM)
434,339 000 ft3
Volume (Ending)
248,133 000 ft3
Elevation (Ending)
698 29 ft
Difference
30 000 ft3
Percent of Inflow Volume
(Interconnected Pond Mass
00%
Balance)
,snut Lane Bentley Systems, Inc Haestad Methods Solution Center J Allen PE, CFM
H13040 ppc Bentley PondPack V8i 4/15/2015
[08 11 01 561

ORiR.L
Pond Inflow
Pond Outflow
Pond Inflow
Pond Outflow
Maximum Storage
Time to Elevation Volume
Peak (ft) (ft3)
(min)
234 000 70022 405,461 00
0
Forward Flow Peaks Reverse Flow Peaks
Time to Peak Flow (Peak) Time to Peak Flow (Peak)
(min) (ft3 /s) (min) (ft3 /s)
212 000 20121 0 000 000
234 000 13289 0 000 000
Total Volume In
Volume Direction
(ft3)
962,927 000
0 000
Forward
Reverse
Total Volume Out
Volume Direction
(ft3)
0 000 Reverse
714,341 000 Forward
Mass Balance (ft3)
Chesnut Lane
0 000 ft3
Subsection Interconnected Pond Routing Summary
Return Event 100 years
Label. SWMF -B
714,341 000 ft3
Volume (Ending)
Storm Event 100 year
Infiltration
698 30 ft
Difference
30 000 ft3
Infiltration Method
No Infiltration
(Interconnected Pond Mass
00%
(Computed)
Initial Conditions
Calculation Tolerances
Elevation (Starting Water
69441 ft
Flow Tolerance (Minimum)
0 000 ft3 /s
Surface Computed)
Volume (Starting)
0 000 ft3
Maximum Iterations
35
Outflow (Starting)
000 ft3 /s
ICPM Time Step
3 000 min
Pond Inflow
Pond Outflow
Pond Inflow
Pond Outflow
Maximum Storage
Time to Elevation Volume
Peak (ft) (ft3)
(min)
234 000 70022 405,461 00
0
Forward Flow Peaks Reverse Flow Peaks
Time to Peak Flow (Peak) Time to Peak Flow (Peak)
(min) (ft3 /s) (min) (ft3 /s)
212 000 20121 0 000 000
234 000 13289 0 000 000
Total Volume In
Volume Direction
(ft3)
962,927 000
0 000
Forward
Reverse
Total Volume Out
Volume Direction
(ft3)
0 000 Reverse
714,341 000 Forward
Mass Balance (ft3)
Volume (Initial ICPM)
0 000 ft3
Volume (Total In ICPM)
962,927 000 ft3
Volume (Total Out ICPM)
714,341 000 ft3
Volume (Ending)
248,556 000 ft3
Elevation (Ending)
698 30 ft
Difference
30 000 ft3
Percent of Inflow Volume
(Interconnected Pond Mass
00%
Balance)
,nut Lane Bentley Systems Inc Haestad Methods Solution Center J Alien PE, CFM
113040 ppc Bentley PondPack V& 4/15/2015
[08 11 01 561

Chesnut Lane
Subsection Outlet Input Data Return Event, 100 years
Label SWMF -WC Storm Event 100 year
Requested Pond Water Surface Elevations
Minimum (Headwater) 694 41 ft
Increment (Headwater) 0 50 ft
Maximum (Headwater) 702 00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
snut Lane Bentley Systems, Inc Haestad Methods Solution Center J Allen, PE, CFM
H13040 ppc Bentley PondPack V81 4/15/2015
[08 1101 56]
Inlet Box
Riser
Forward
Culvert
69900
70200
Culvert- Circular
Culvert
Forward
TW
69100
70200
Tailwater Settings
Tailwater
(N /A)
(N /A)
snut Lane Bentley Systems, Inc Haestad Methods Solution Center J Allen, PE, CFM
H13040 ppc Bentley PondPack V81 4/15/2015
[08 1101 56]

Chesnut Lane
Subsection Outlet Input Data
Label SWMF -WC
Structure ID Culvert
Structure Type Culvert- Circular
Number of Barrels
1
Diameter
- 48 000 In
Length
53 00 ft
Length (Computed Barrel)
53 02 ft
Slope (Computed)
0 028 ft/ft
Outlet Control Data
Manning's n
0 013
Ke
0 500
Kb
0 005
Kr
0 000
Convergence Tolerance
0 00 ft
Inlet Control Data
Equation Form
Form 1
K
00098
M
20000
C
00398
Y
06700
Tl ratio (HW /D)
1 146
T2 ratio (HW /D)
1 293
Slope Correction Factor
-0500
Use unsubmerged Inlet control 0 equation below T1
elevation
Use submerged Inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
Inlet control,
Interpolate between flows at T1 & T2
Return Event 100 years
Storm Event 100 year
T1 Elevation 695 58 ft T1 Flow 87 96 ft3 /s
T2 Elevation 696 17 ft T2 Flow 100 53 ft3 /s
snut Lane Bentley Systems, Inc Haestad Methods Solution Center J Allen, PE CFM
113040 ppc Bentley PondPack V81 4/15/2015
[08 11 01 561

Chesnut Lane
Subsection Outlet Input Data
Label SWMF -WC
Structure ID Riser
Structure Type Inlet Box
Number of Openings
1
Elevation
699 00 ft
Orifice Area
64 0 ft2
Orifice Coefficient
0 600
Weir Length
32 00 ft
Weir Coefficient
300 (ft ^0 5) /s
K Reverse
1 000
Manning's n
0 000
Kev, Charged Riser
0 000
Weir Submergence
False
Orifice H to crest
False
Structure ID TW
Structure Type TW Setup, DS Channel
Tailwater Type
Free Outfall
Convergence Tolerances
Maximum Iterations
30
Tailwater Tolerance
0 01 ft
(Minimum)
Tailwater Tolerance
0 50 ft
(Maximum)
Headwater Tolerance
0 01 ft
(Minimum)
Headwater Tolerance
0 50 ft
(Maximum)
Flow Tolerance (Minimum)
0 001 ft3 /s
Flow Tolerance (Maximum)
10 000 ft3 /s
Return Event 100 years
Storm Event 100 year
3snut Lane Bentley Systems, Inc Haestad Methods Solution Center J Allen, PE, CFM
t1-11 3040 ppc Bentley PondPack V81 4115/2015
[08 11 01 56]

Subsection Composite Rating Curve
Label SWMF -WC
Composite Outflow Summary
Water Surface Flow
Elevation (ft3 /s)
(ft)
Chesnut Lane
Return Event 100 years
Storm Event 100 year
Tailwater Elevation Convergence Error Contributing Structures
(ft) (ft)
69441
000
(N /A)
000
(no Q Riser,Culvert)
69491
000
(N /A)
000
(no Q Riser,Culvert)
69541
000
(N /A)
000
(no Q Riser,Culvert)
69591
000
(N /A)
000
(no Q Riser,Culvert)
69641
000
(N /A)
000
(no Q Riser,Culvert)
69691
000
(N /A)
000
(no Q Riser,Culvert)
69741
000
(N /A)
000
(no Q Riser,Culvert)
69791
000
(N /A)
000
(no Q Riser,Culvert)
69841
000
(N /A)
000
(no Q Riser,Culvert)
69891
000
(N /A)
000
(no Q Riser,Culvert)
69900
000
(N /A)
000
(no Q Riser,Culvert)
69941
2520
(N /A)
000
Riser,Culvert
69991
8334
(N /A)
000
Riser,Culvert
70041
16073
(N /A)
000
Riser,Culvert
70091
17004
(N /A)
000
Riser,Culvert
70141
17576
(N /A)
000
Riser,Culvert
70191
18132
(N /A)
000
Riser,Culvert
70200
18231
(N /A)
000
Riser,Culvert
;snut Lane Bentley Systems, Inc Haestad Methods Solution Center J Allen, PE, CFM
1H13040 ppc Bentley Pondloack V& 4115/2015
108 11 01 56]

i
9
Forward Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
Pond Inflow 200 000 16592
Pond Outflow 212 000 14290
Total Volume In
Volume Direction
(ft3)
Pond Inflow 902,075 000 Forward
Pond Outflow 0 000 Reverse
Mass Balance (ft3)
Reverse Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
0 000 000
0 000 000
Total Volume Out
Volume Direction
(ft3)
0 000 Reverse
902.075 000 Forward
Volume (Initial ICPM)
Maximum Storage
Chesnut Lane
Elevation Volume
Subsection Interconnected Pond Routing Summary
Return Event 100 years
Label SWMF -A
29,313 000 ft3
200 000
Storm Event, 100 year
Infiltration
104,013 000 ft3
Percent of Inflow Volume
Infiltration Method
No Infiltration
Balance)
(Computed)
Initial Conditions
Calculation Tolerances
Elevation (Starting Water
69900 ft
Flow Tolerance (Minimum)
0 000 ft3 /s
Surface Computed)
Volume (Starting)
29,313 000 ft3
Maximum Iterations
35
Outflow (Starting)
1818 ft3 /s
ICPM Time Step
3 000 min
Forward Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
Pond Inflow 200 000 16592
Pond Outflow 212 000 14290
Total Volume In
Volume Direction
(ft3)
Pond Inflow 902,075 000 Forward
Pond Outflow 0 000 Reverse
Mass Balance (ft3)
Reverse Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
0 000 000
0 000 000
Total Volume Out
Volume Direction
(ft3)
0 000 Reverse
902.075 000 Forward
Volume (Initial ICPM)
Maximum Storage
Time to
Elevation Volume
Peak
(ft) (ft3)
(min)
29,313 000 ft3
200 000
70100 82,086 000
Forward Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
Pond Inflow 200 000 16592
Pond Outflow 212 000 14290
Total Volume In
Volume Direction
(ft3)
Pond Inflow 902,075 000 Forward
Pond Outflow 0 000 Reverse
Mass Balance (ft3)
Reverse Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
0 000 000
0 000 000
Total Volume Out
Volume Direction
(ft3)
0 000 Reverse
902.075 000 Forward
Volume (Initial ICPM)
29,313 000 ft3
Volume (Total In ICPM)
797,350 000 ft3
Volume (Total Out ICPM)
693,337 000 ft3
Volume (Ending)
29,313 000 ft3
Elevation (Ending)
699 00 ft
Difference
104,013 000 ft3
Percent of Inflow Volume
(Interconnected Pond Mass
130%
Balance)
3snut Lane Bentley Systems, Inc Haestad Methods Solution Center J Allen, PE, CFM
�H13040 ppc Bentley PondPack V8i 4/15/2015
[08 11 01 561

Forward Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
Pond Inflow 200 000 16592
Pond Outflow 212 000 14290
Total Volume In
Volume Direction
(ft3)
Pond Inflow 902,075 000 Forward
Pond Outflow 0 000 Reverse
Mass Balance (ft3)
Reverse Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
0 000 000
0 000 000
Total Volume Out
Volume Direction
(ft3)
0 000 Reverse
902.075 000 Forward
Volume (Initial ICPM)
Maximum Storage
Chesnut Lane
Elevation Volume
Subsection Interconnected Pond Routing Summary
Return Event 100 years
Label SWMF -B
304,871 000 ft3
Elevation (Ending)
Storm Event 100 year
Infiltration
70029
0
Percent of Inflow Volume
Infiltration Method
No Infiltration
Balance)
(Computed)
Initial Conditions
Calculation Tolerances
Elevation (Starting Water
69900 ft
Flow Tolerance (Minimum)
0 000 ft3 /s
Surface Computed)
Volume (Starting)
304,871 000 ft3
Maximum Iterations
35
Outflow (Starting)
000 ft3 /s
ICPM Time Step
3 000 min
Forward Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
Pond Inflow 200 000 16592
Pond Outflow 212 000 14290
Total Volume In
Volume Direction
(ft3)
Pond Inflow 902,075 000 Forward
Pond Outflow 0 000 Reverse
Mass Balance (ft3)
Reverse Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
0 000 000
0 000 000
Total Volume Out
Volume Direction
(ft3)
0 000 Reverse
902.075 000 Forward
Volume (Initial ICPM)
Maximum Storage
Time to
Elevation Volume
Peak
(ft) (ft3)
(min)
304,871 000 ft3
Elevation (Ending)
411,840 00
212 000
70029
0
Forward Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
Pond Inflow 200 000 16592
Pond Outflow 212 000 14290
Total Volume In
Volume Direction
(ft3)
Pond Inflow 902,075 000 Forward
Pond Outflow 0 000 Reverse
Mass Balance (ft3)
Reverse Flow Peaks
Time to Peak Flow (Peak)
(min) (ft3 /s)
0 000 000
0 000 000
Total Volume Out
Volume Direction
(ft3)
0 000 Reverse
902.075 000 Forward
Volume (Initial ICPM)
304,871 000 ft3
Volume (Total In ICPM)
902,075 000 ft3
Volume (Total Out ICPM)
902,075 000 ft3
Volume (Ending)
304,871 000 ft3
Elevation (Ending)
699 00 ft
Difference
0 000 ft3
Percent of Inflow Volume
(Interconnected Pond Mass
00%
Balance)
3nut Lane Bentley Systems, Inc Haestad Methods Solution Center J Allen, PE, CFM
113040 ppc Bentley PondPack V81 4/15/2015
I08 11 01 561

Project
Project No
Outlet ID
Flow, Qia_n
Slope, S
Pipe Diameter, Do
Pipe Diameter, D,,
Number of pipes
Pipe separation
Mannms's n
25
20
h 15
C
V
10
5
0
0 1 2 3
DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
CHESNUT LANE Date 4/15/2015
MRH -13040 Designer JCA
SWMF 1
2784 cfs
283 %
48 inches
40 feet
1
0 feet
0 013
F►¢ure 8 06 b I
Zone from graph above =
3
Outlet pipe diameter
48 in
Outlet flowrate
27 8 cfs
Outlet velocity
12 8 ft/sec
Material =
Class I
4 5 6 7 8 9 10
Pipe diameter (ft)
Length =
32 0 ft
Width=
120ft
Stone diameter =
13 in
Thickness =
22 in
9
22
Zone
Material
Diameter Thickness
Length
Width
1
2
Class A
Class B
j_ 3
6
9
22
4 x D(o)
6 x D(o)
3 x D(o)
3 x D(o)
3
Class I
13
22 _
8 x D(o)
3 x D(o)
_
4
Class I
i 13
22
i 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
Rip Rap Outlet Protection Design xlsm4 /15 /2015

CONTECH CDS DESIGN CALCULATIONS
CHE5NUT LANE
MRH -13040

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