SW3170404_Calculations_20170417

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STORMWATER
CONTROL CALCULATIONS
LAURELWOOD SUBDIVISION
NATALIE COMMONS DRIVE
LINCOLN COUNTY, NC
IMC2
ENGINEERING
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Mc2 Engineering, Inc.
2110 Ben Craig Dr., Suite 400
Charlotte, North Carolina 28262
[phone]
PROJECT NO. 16-039
DATE: 4/7/17

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TABLE OF CONTENTS
SECTION 1 - EROSION CONTROL
I. SEDIMENT BASIN DESIGN
II. SKIMMER CALCULATIONS
III. RIP RAP APRON OUTLET PROTECTION
IV. CHANNEL MATTING CALCULATIONS
SECTION 2 - STORM SEWER DESIGN
I. SPREAD
II. HYDRAULIC GRADE LINE
III. STORM SEWER CALCULATIONS
SECTION 3 - STORM WATER MANAGEMENT
I. WET POND SIZING
II. WET POND HYDRAULICS
III. ANTI FLOTATION
SECTION 3 - APPENDIX
I. SOIL SURVEY REPORT
II. NOAA RAINFALL INTENSITY
III. NOAA RAINFALL DEPTH
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ENGINEERING

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Narrative
The proposed Laurelwood Subdivision is located on the south side of Natalie
Commons Drive between NC Business 16 and Newland Road. The proposed
development will be for 71 single family senior homes on 19.14 acres.
The utilities and site will be constructed in two phases with the first phase being
18 lots and the second phase being 53 lots.
Existing Conditions:
The site is currently wooded with predominately pines Natalie Commons Drive
is the northern property boundary,the western property boundary is partially
wooded,but mainly cleared and appears to be open storage for construction
vehicles and cars;the eastern property line is comprised of a church that is
cleared,a shooting range and a undeveloped parcel with a cellphone tower. The
rear property line is a jurisdictional stream that drains into Forney Creek. The
existing unnamed creek drains to Forney Creek which is approximately 3,200 ft
to the west. Forney Creek at that location is identified as Stream Index 11-119-
2-3 and has a classification of"C"and drains into the Catawba River Basin. The
site does not set within a water supply watershed within the county,but is
classified as a phase II urbanizing watershed per the state NCDEQ and is
therefore subject to Phase II requirements.
Proposed Conditions:
The proposed development will all drain to the south towards the unnamed creek
and will be captured by the proposed stonnwater collection system on-site and
then piped to the proposed wet pond on-site for water quality treatment. The
discharge from the wet pond will then be directed towards the unnamed creek in
a non-erosive way.
MU2
ENGINEERING

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EROSION CONTROL CALCULATIONS
MU2
ENGINEERING

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RIP RAP OUTLET PROTECTION Project No 16-039
Outlet FES 2 Designed by' JDM
Project LAURELWOOD SUBDIVISION Checked by JDM
Location. Lincoln County,NC Date 7-Apr-17
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Discharge(ft3/sec)
Q= 21 31 Cfs dmax= 1.5*(d5o)
V= 5.63 fps Do= Pipe Diameter
Do= 2.5ft 30 in IN= Do + La
La= 16 ft H= minimum height of rip rap channel=2/3* Do
W= 18.50 ft
d50= 075ft 9in
dmax= 1.13 ft 13.5 in
H = 1.67 ft 20.00 in
Me2
ENGINEERING

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RIP RAP OUTLET PROTECTION Project No 16-039
Outlet FES 20 Designed by JDM
Project. LAURELWOOD SUBDIVISION Checked by JDM
Location. Lincoln County,NC Date 7-Apr-17
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Discharge,fft3'Jsec)
Q= 33.2 Cfs dmax= 1.5`(d5o)
V= 6.29 fps Do= Pipe Diameter
Do= 3.00 ft 36 in W= Do+ La
La= 20 ft H = minimum height of rip rap channel=2/3* Do
W= 23.00 ft
d50= 075ft 9in
dmax= 1.13 ft 13.5 in
H = 2.00 ft 24.00 in
MC2
ENGINEERING

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RIP RAP OUTLET PROTECTION Project No 16-039
Outlet FES 50 Designed by JDM
Project LAURELWOOD SUBDIVISION Checked by JDM
Location. Lincoln County,NC Date 7-Apr-17
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Discharge(ft3iscc)
Q= 54.52 cfs dmax= 1-5*(d5o)
V= 7.1 fps Do= Pipe Diameter
Do= 3.50 ft 42 in W= Do + La
La= 22 ft H = minimum height of rip rap channel=2/3* Do
W= 25.50 ft
d50= 0.75 ft 9 in
dmax= 1.13 ft 13.5 in
H = 2.33 ft 28.00 in
MC2'
ENGINEERING

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STORM SEWER DESIGN
Me2
ENGINEERING

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STORM WATER MANAGEMET
MO2
ENGINEERING

WET POND#1 Project No 16-039
Basin- 1 Designed by JDM
Project, Laurelwood Subdivision Checked by JDM
Location Lincoln County,NC Date 7-Apr-17
THE WET DETENTION BASIN IS DESIGNED IN ACCORDANCE WITH THE NCDEQ SCM
"STORMWATER BEST MANAGEMENT PRACTICES MANUAL",
PERMANENT WATER QUALITY POOL
CALCULATE PERCENT OF IMPERVIOUS AREA DRAINING INTO POND
PERVIOUS AREA= 7 96 = 346900 sf
cs }_,
IMPERVIOUS AREA= 9 76 = Y- �4249831 sf
TOTAL DRAINAGE AREA= 17 72 = tom,7,71883'sf
PERCENT IMPERVIOUS= 55 06%
ASSUME AVG DEPTH OF PERMANENT POOL, D= 3.00-ft 3 (AVG DEPTH SHOULD BE 3'TO 6')
USING TABLE 1 1, DETERMINE THE REQUIRED SURFACE AREA TO DRAINAGE AREA RATIO(SA/DA)
FOR THE PERCENT IMPERVIOUS AND THE PERMANENT POOL DEPTH
TABLE 1 1 %IMP PERMANENT POOL DEPTH (ft)
COVER 30 40 50 60 70 80
10 051 043 037 030 027 025
20 084 069 061 051 044 040
30 117 081 084 072 061 056
40 1 51 1 22 1 09 091 078 071
50 1 79 1 47 1 31 1 13 0 95 0 87
60 2 09 1 73 1.49 1 31 1 12 1 03
70 2 51 2 04 1 80 1 56 1 34 1 17
80 2.92 2 36 2 07 1.82 1 62 1 40
90 3 25 2 64 2 31 2 04 1 84 1 59
%Imp Cover VOL ABOVE PERM POOL(cf)
Below z=°'50:00 1 79 I Interpolated SADA
55-06 X X= 1 94
Above EZWOLA r:16911
,
REQUIRED SURFACE AREA OF PERM POOL=SA/DA x DRAINAGE AREA
= 0 1546 ac
= 6,736 sf
BASIN STAGE/STORAGE DWG SCALE 1"=E1 r-1-I
ELEV I PLANIMETER READING AREA(sf) AVG AREA(sf) VOL(cf)ACCUM VOL(cf)
Main.Bay ONLY
"'1-4 2390 2390 0 0
2749 2570 1285 1285
3515 3132 3132 4417
4343 3929 3929 8346
5235 4789 4789 13135
6191 5713 5713 18848
7212 6702 3351 22199
10637 8925 4462 26661
12462 11550 11550 38210
14107 13285 13285 51495
Forebay aNLY 'r``
614 614 0 0
-43.----r3 876 745 373 373
1515 1196 1196 1568
2310 1913 1913 3481

WET POND#1 Project No 16-039
Basin 1 Designed by JDM
Project Laurelwood Subdivision Checked by JDM
Location Lincoln County,NC Date 7-Apr-17
SET ELEVATION OF PERM POOL= r794507�v
ACTUAL SURFACE AREA OF PERM POOL= 7,212 sf
ACTUAL SURFACE AREA GREATER THAN REQUIRED,THEREFORE OKAY
MINIMUM PERM POOL DEPTH=;3`OQ_ft-1=� (MINIMUM DEPTH ALLOWED=3')
MAXIMUM PERM POOL DEPTH=7.5D:.k._ (MAXIMUM DEPTH ALLOWED=9')
VOLUME IN PERMANENT POOL= 22,199 cf
VOLUME IN FOREBAY= 3,481 cf
REQ SURFACE AREA OF PERMANENT POOL= 6,736 sf
PERCENTAGE OF TOTAL VOLUME IN FOREBAY- 16.68%
When SHELF NOT SUBMERGED
AVERAGE DEPTH OF POOL= 3.30 ft Must be between 3ft and 9ft.
When SHELF SUBMERGED
AVERAGE DEPTH OF POOL= 3.04 ft Must be between 3ft and 9ft
Max Permenant Pool Depth over Shelf=5:-.6%1W41
Perimeter of Permanent Pool=6329 ft- i
Width submerged portion of Shelf=3 dQ ff

WET POND Type 1124-hr I Yr Rainfall=2.75"
Prepared by Mc2 Engineering, Inc.
HydroCAD® 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 2S: POST-DEV. RUNOFF
Runoff = 22.59 cfs @ 12.03 hrs, Volume= 1.256 af, Depth= 0.85"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 Yr Rainfall=2.75"
Area (sf) CN Description
424,983 98 Paved roads w/curbs & sewers, HSG B
169,124 39 >75% Grass cover, Good, HSG A
125,415 61 >75% Grass cover, Good, HSG B
12,395 30 Woods, Good, HSG A
14,711 55 Woods, Good, HSG B
2,024 39 >75% Grass cover, Good, HSG A
23,231 61 >75% Grass cover, Good, HSG B
771,883 76 Weighted Average
346,900 44.94% Pervious Area
424,983 55.06% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 2S: POST-DEV. RUNOFF
Hydrograph
24 s ?4A9 C D Runoff
1 Type II 24-hr
rA 1 Yr Rainfall=2.75
18 Runoff/arrea=771a 683 sf
16-E " r Runoff-V-olume=1.256_af_
PrRunoff Depth=0.65"
12
o
10 Tc=-10.0;min-
CIS=76
8 =
6- :
4
0 /i
0 10 20 30 40 50 60 70 80 90 100
Time (hours)

00'0 98'0 9L'Z 00'39
00'0 98'0 9LZ 00'1,9
00'0 98'0 9L'Z 00'09
00'0 98'0 9L'Z 00'617
00'0 98'0 9L'Z 00'817
00'0 98'0 9L3 00'001, 00'0 98'0 9L'Z 00117
00'0 98'0 9L'Z 00'66 00'0 98'0 9L'Z 00'917
00'0 98'0 9LZ 00'86 00'0 920 9L'Z 00'917
00'0 98'0 9LZ 0016 00'0 98'0 9LZ 00417
00'0 98'0 9L'Z 00'96 00'0 98'0 9L'Z 00'217
00'0 98'0 9LZ 00'96 00'0 98'0 9L'Z 00'Z17
00'0 920 9LZ 0046 00'0 98'0 9L'Z 00.14
00'0 98'0 9LZ 00'£6 00'0 98'0 9L'Z 00'017
00'0 98'0 9LZ 00'Z6 00'0 920 9LZ 00'6£
00'0 98'0 9LZ 00'46 00'0 98'0 9L'Z 00'9£
00'0 98'0 9LZ 00'06 00'0 98'0 9L'Z 001E
00'0 98'0 9LZ 00'68 00'0 98'0 9L'Z 00'9E
00'0 98'0 9LZ 00'88 00'0 98'0 9L'Z 00.9E
00'0 98'0 9LZ 0018 00'0 98'0 9L'Z 00.17E
00'0 98'0 9LZ 00'98 00'0 98'0 91.'Z 00'£E
00'0 98'0 9LZ 00'98 00'0 98'0 9L'3 OOZE
00'0 98'0 9LZ 0048 00'0 98'0 9L'Z 00.1,C
00'0 98'0 9LZ 00'£8 00'0 98'0 9L'Z 00'0£
00'0 98'0 9LZ 00'Z8 00'0 920 9L'Z 00'6Z
00'0 98'0 9LZ 00'1,8 00'0 920 9L'Z 002Z
00'0 98'0 9LZ 00'08 00'0 98'0 9L'Z 001Z
00'0 98'0 9LZ 00'6L 00'0 98'0 9L'Z 002Z
00'0 98'0 9LZ 00'8L 00'0 98'0 9L'Z 00'9Z
00'0 920 9LZ 00'LL 9£'0 98'0 9L7 00173
00'0 98'0 9LZ 00'9L 920 C8'0 ZL'Z 00'£3
00'0 98'0 9LZ 00'9L 8£'0 48 0 69'3 00'33
00'0 98'0 9LZ 004L 620 6L 0 99'Z 00.1,Z
00 0 98'0 9LZ 00 CL 417'0 LEO Z2Z 00'0Z
00'0 98'0 9L'Z 00'ZL 817'0 17E0 89'Z 00'64
00'0 98'0 9LZ 00'1,1. 99'0 4L'0 £9'3 00'84
00'0 98'0 91.3 00'0L 320 89'0 817'3 0011,
00'0 98'0 9L3 00'69 0L'0 920 317'3 00'94
00'0 98'0 9L3 00'89 88'0 09'0 923 00'94
00'0 98'0 9L3 0019 01;1, 99'0 9Z'Z 0044
00'0 98'0 9L3 00'99 69'6 817'0 34'3 00'E4
00'0 98'0 9LZ 00'99 69'6Z £20 Z8.1. 00.34
00'0 98'0 9L3 004,9 00'0 00'0 99'0 001.1.
00'0 98'0 9L3 00'£9 00'0 00'0 09'0 00'04
00'0 920 9L3 00'39 00'0 00'0 017'0 00'6
00'0 98'0 9L3 00'49 00'0 00'0 £20 00'8
00'0 98'0 9L3 00'09 00'0 00'0 L3'0 00'L
00'0 98'0 9L3 00'69 00'0 - 00'0 33'0 00'9
00'0 98'0 9L3 00'89 00'0 00'0 L4'0 00'9
00'0 98'0 9L3 0019 00'0 00'0 £4'0 004
00'0 98'0 9L3 00'99 00'0 00'0 60'0 00.E
00'0 98'0 91.3 00'99 00'0 00'0 90'0 00'3
00'0 98'0 9L3 0049 00'0 00 0 £0'0 00.1,
00 0 920 9L3 00'£9 00'0 00'0 00'0 00'0
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J
WET POND Type 1124-hr 1 Yr Rainfall=2.75"
Prepared by Mc2 Engineering, Inc.
HydroCADO 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 3
Summary for Pond 3P: WET POND #1
Inflow Area = 17.720 ac, 55.06% Impervious, Inflow Depth = 0.85" for 1 Yr event
Inflow = 22.59 cfs @ 12.03 hrs, Volume= 1.256 af
Outflow = 14.24 cfs @ 12.12 hrs, Volume= 1.249 af, Atten= 37%, Lag= 5.4 min
Primary = 14.24 cfs @ 12.12 hrs, Volume= 1.249 af
Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs/2
Peak Elev= 795.86' @ 12.12 hrs Surf.Area= 12,241 sf Storage= 14,527 cf
Plug-Flow detention time= 360.1 min calculated for 1.249 af(99% of inflow)
Center-of-Mass det. time= 357.5 min ( 1,222.9 - 865.4 )
Volume Invert Avail.Storage Storage Description
#1 794.50' 29,427 cf Custom Stage Data (Irregular)Listed below
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
794.50 7,219 350.0 0 0 7,219
795.00 10,874 520.0 4,492 4,492 18,991
796.00 12,462 539.0 11,659 16,151 20,677
797.00 14,107 558.0 13,276 29,427 22,424
Device Routing Invert Outlet Devices
#1 Primary 788.35' 42.0" Round Culvert
L= 112.3' CPP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 788.35' /788.01' S= 0.0030 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 9.62 sf
#2 Device 1 794.50' 2.0"Vert. Orifice/Grate C= 0.600
#3 Device 1 795.50' 20.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
#4 Primary 796.50' 25.0' long x 17.5' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 040 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
trimary OutFlow Max=14.21 cfs @ 12.12 hrs HW=795.86' (Free Discharge)
- =Culvert (Passes 14.21 cfs of 111.18 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.12 cfs @ 5.44 fps)
3=Sharp-Crested Rectangular Weir(Weir Controls 14.09 cfs @ 1.96 fps)
-4=Broad-Crested Rectangular Weir(Controls 0.00 cfs)

$
WET POND Type 1124-hr 1 YrRainfall=2.75"
f
Prepared by Mc2 Engineering, Inc.
HydroCAD® 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Pace 4
Pond 3P: WET POND #1
Hydrograph
22'59-c. ® Inflow
25 - - =_4
- eaa Inflow Area=17.720 ac Primary
a
rPeak Elev=795. 6'
20-
Storage=14,527 cf
,� 1 fs I
V / ' I
o4 4
- 4 ? 1 T r r 1 -' 1
5 rLE,
b I
0 10 20 30 40 50 60 70 80 90 100
Time (hours)
Pond 3P: WET POND #1
Stage-Discharge
797 ,./,ior.. 0 0 Primary II
Idoor I _
r Broad Crested;Rectangular We
x�
To'
796- - ---
s. -
. - sharp=Crested Rectangular Weir-
> 3`w I
m . I
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' I
795-';
Qrifce%Grate
0 20 40 60 80 100 120 140
Discharge (cfs)

J
WET POND Type 1124-hr 1 Yr Rainfall=2.75"
Prepared by Mc2 Engineering, Inc.
HydroCAD® 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 5
Pond 3P: WET POND #1
Stage-Area-Storage
Surface/Horizontal/Wetted Area (sq-ft) Surface
0 2,000 4,000 6,000 8,000 10,000 12,000 14,0001-1 Storage
797
G1r
w 'Z
796 F
m
w
795 -,
Custom Stage Data, Y f_
0 10,000 20,000
Storage (cubic-feet)

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WET POND Type 1124-hr 1 Yr Rainfall=2.75"
Prepared by Mc2 Engineering, Inc.
HydroCAD® 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 7
Stage-Discharge for Pond 3P: WET POND #1
Elevation Primary Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs) (feet) (cfs)
794.50 0.00 795.56 1.06 796 62 79.59
794.52 0.00 795.58 1.58 796.64 82.36
794.54 0.00 795.60 2.17 796.66 85.20
794.56 0.01 795.62 2.82 796.68 88.11
794.58 0.01 795.64 3.53 796.70 91.08
794.60 0.01 795.66 4.29 796.72 94.13
794.62 0.02 795.68 5.10 796 74 97.23
794.64 0.02 795.70 5.95 796.76 100.39
794.66 0.03 795.72 6.85 796.78 103.61
794.68 0.03 795.74 7.78 796.80 106.88
794.70 0.04 795.76 8.76 796.82 110.21
794.72 0.04 795.78 9.78 796.84 113.60
794.74 0.04 795.80 10.83 796.86 117.03
794.76 0.04 795.82 11.92 796.88 120.52
794.78 0.05 795.84 13.04 796.90 124.05
794.80 0.05 795.86 14.19 796.92 127.63
794.82 0.05 795.88 15.38 796.94 131.25
794.84 0.05 795.90 16.60 796.96 134.91
794.86 0.06 795.92 17.85 796.98 138.62
794.88 0.06 795.94 19.13 797.00 142.37
794.90 0.06 795.96 20.43
794 92 0.06 795.98 21.77
794.94 0.06 796 00 23.13
794.96 0.06 796.02 24.52
794.98 0.07 796.04 25.94
795.00 0.07 796.06 27.38
795.02 0.07 796.08 28.85
795.04 0.07 796.10 30.34
795.06 0.07 79612 31.86
795.08 0.07 796.14 33.40
795.10 0.08 796.16 34.97
795.12 0.08 796.18 36.56
795.14 0.08 796.20 38.17
795.16 0.08 796.22 39.80
795.18 0.08 796.24 41.46
795.20 0.08 796.26 43.14
795.22 0.08 796.28 44.84
795.24 0.09 796.30 46.56
795.26 0.09 796.32 48.30
795.28 0.09 796.34 50.07
795.30 0.09 796.36 51.85
795.32 0.09 796.38 53.65
795.34 0.09 796.40 55.48
795.36 0.09 796.42 57.32
795.38 0.09 796.44 59.19
795.40 0.09 796.46 61.07
795.42 0.10 796.48 62.97
795.44 0.10 796.50 64.89
795.46 0.10 796.52 67.02
795.48 0.10 796.54 69.32
795.50 0.10 796.56 71.75
795.52 0.29 796.58 74.27
795.54 0.63 796.60 76.89

I
Y WET POND Type 1124-hr 1 Yr Rainfall=2.75"
Prepared by Mc2 Engineering, Inc.
HydroCAD® 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 8
Stage-Area-Storage for Pond 3P: WET POND #1
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
794.50 7,219 0
794.55 7,584 449
794.60 7,950 898
794.65 8,315 1,348
794.70 8,681 1,797
794.75 9,047 2,246
794.80 9,412 2,695
794.85 9,778 3,145
794.90 10,143 3,594
794.95 10,509 4,043
795.00 10,874 4,492
795.05 10,953 5,075
795.10 11,033 5,658
795.15 11,112 6,241
795.20 11,192 6,824
795.25 11,271 7,407
795.30 11,350 7,990
795.35 11,430 8,573
795.40 11,509 9,156
795.45 11,589 9,739
795.50 11,668 10,322
795.55 11,747 10,905
795.60 11,827 11,488
795.65 11,906 12,071
795.70 11,986 12,653
795.75 12,065 13,236
795.80 12,144 13,819
795.85 12,224 14,402
795.90 12,303 14,985
795.95 12,383 15,568
796.00 12,462 16,151
796.05 12,544 16,815
796.10 12,627 17,479
796.15 12,709 18,143
796.20 12,791 18,806
796.25 12,873 19,470
796.30 12,955 20,134
796.35 13,038 20,798
796.40 13,120 21,462
796.45 13,202 22,125
796.50 13,285 22,789
796.55 13,367 23,453
796.60 13,449 24,117
796.65 13,531 24,781
796.70 13,614 25,444
796.75 13,696 26,108
796.80 13,778 26,772
796.85 13,860 27,436
796.90 13,942 28,100
796.95 14,025 28,763
797.00 14,107 29,427

4
WET POND Type II 24-hr 1"Rainfall=1.00"
1 Prepared by Mc2 Engineering, Inc.
HydroCAD® 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 2S: POST-DEV. RUNOFF
Runoff = 0.11 cfs @ 12.44 hrs, Volume= 0.057 af, Depth= 0.04"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs
Type II 24-hr 1" Rainfall=1.00"
Area (sf) CN Description
424,983 98 Paved roads w/curbs & sewers, HSG B
169,124 39 >75% Grass cover, Good, HSG A
125,415 61 >75% Grass cover, Good, HSG B
12,395 30 Woods, Good, HSG A
14,711 55 Woods, Good, HSG B
2,024 39 >75% Grass cover, Good, HSG A
23,231 61 >75% Grass cover, Good, HSG B
771,883 76 Weighted Average
346,900 44.94% Pervious Area
424,983 55.06% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 2S: POST-DEV. RUNOFF
Hydrograph
"_ -n, ❑ Runoff
0.12 = 'T-1-dr
---Type 11-24=hr-
0.11 �
0.1 ;, ! 1 � Rainfall=1;.00
0.09- �' RunoffArea=71;8$3 sfi
N 0.08
j -- Runoff Volume=0:057 af-
.Kr
0.07-
- R-un®ff-De'�pth=o.04"-
Tc
=10.0:min
o
� 0.067 � __ _
-- -
- -- - - O =76-
LL 0.05= `f/
0.04-
0.03
0.02: ,
0.01
0 10 20 30 40 50 60 70 80 90 100
Time (hours)

00'0 170'0 001 00'Z9
00'0 170'0 00'4 0019
00'0 170'0 00'1. 00'09
00'0 170'0 00'4 00'617
00'0 170'0 00-1. 00'817
00'0 P0'0 00'1. 00'001, 00'0 170'0 00'4 00'L17
00'0 170'0 001 00'66 00'0 170'0 00'1. 00'917
00'0 170'0 001 00'86 00'0 170'0 00'1. 00'917
00'0 170'0 00'1. 0016 00'0 170'0 00'1. 00117
00'0 P0'0 00'1. 00'96 00'0 170'0 00'4 00'£17
00'0 170'0 00'4 00'96 00'0 170'0 00'4 00'317
00'0 170'0 00'4 0046 00'0 170'0 00'4 00'1/17
00'0 P0'0 001. 00'£6 00'0 170'0 00'4 00'017
00'0 170'0 00'4 00'Z6 00'0 170'0 00'4 00'6£
00'0 170'0 00'4 00'1.6 00'0 170'0 00'4 00'8£
00'0 170'0 00'4 00'06 00'0 170'0 00'4 001£
00'0 170'0 00'1. 00'68 00'0 170'0 00'4 00'9£
00'0 170'0 00'4 00'88 00'0 170'0 001. 00'9£
00'0 170'0 00'4 0018 00'0 170'0 001 0017£
00'0 170'0 00'4 00'98 00'0 P0-0 00'4 00'EE
00'0 170'0 00'4 00'98 00'0 170'0 00'4 00'Z£
00'0 170'0 00'4 0048 00'0 170'0 00'1. 00'1.£
00'0 170'0 00'4 00'£8 00'0 170'0 001. 00'0£
00'0 170'0 00'1. 00'Z8 00'0 10'0 00'4 00'6Z
00'0 170'0 00'4 001.8 00'0 170'0 001. 00'8Z
00'0 170'0 00'4 00'08 00'0 170'0 001 00'LZ
00'0 170'0 00'4 00'6L 00'0 170'0 001. 00'9Z
00'0 170'0 00'4 00'8L 00'0 170'0 001. 00'9Z
00'0 170'0 00'4 00'LL 170"0 170'0 00'6 0017Z
00'0 P0'0 00'1. 00'9L 170'0 170'0 66'0 00'EZ
00'0 170'0 00'4 00'9L 170'0 £0'0 86'0 00'ZZ
00'0 170'0 00'1. 0041. 170'0 £0'0 96'0 00'1.Z
00 0 170'0 00'1. 00'EL P0'0 E0'0 96'0 00'0Z
00'0 170'0 001. 00'ZL 90'0 C0'0 176'0 00'61
00'0 170'0 001 00'1.1. 90'0 Z0'0 Z6'0 00 81.
00'0 170'0 00'4 00'0L 90'0 30'0 06 0 00 L 4
00'0 170'0 001 00'69 90'0 30'0 88'0 00'94
00'0 170'0 00'4 00'89 L0'0 10'0 98'0 00'91
00'0 170'0 00'1, 00'L9 80'0 10 0 38'0 00174
00'0 170'0 001 00'99 06'0 10'0 LEO 00'£4
00'0 170'0 001 00'99 00'0 00'0 99'0 00'34
00'0 170'0 001 0049 00'0 00'0 17Z'0 00'4 4
00'0 170'0 001 00'£9 00'0 00'0 84'0 00'04
00'0 170'0 00'4 00'39 00'0 00'0 94'0 00'6
00'0 170'0 00'1. 00'1.9 00'0 00 0 Z4'0 00 8
00'0 170'0 00'1. 00'09 00'0 00'0 O4'0 001
00'0 170'0 00'4 00'69 00'0 00'0 80'0 00'9
00'0 170'0 00'4 00'89 00'0 00'0 90'0 00'9
00'0 170'0 00'1. 0019 00'0 00'0 90'0 004
00'0 170'0 00'1. 00'99 00'0 00'0 £0'0 00'E
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4
WET POND Type 1124-hr 1"Rainfall=1.00"
Prepared by Mc2 Engineering, Inc.
HydroCAD® 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 11
Summary for Pond 3P: WET POND #1
Inflow Area = 17.720 ac, 55.06% Impervious, Inflow Depth = 0.04" for 1" event
Inflow = 0.11 cfs @ 12.44 hrs, Volume= 0.057 af
Outflow = 0.03 cfs @ 24.09 hrs, Volume= 0.054 af, Atten= 73%, Lag= 699.4 min
Primary = 0.03 cfs @ 24.09 hrs, Volume= 0.054 af
Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs/2
Peak Elev= 794.67' @ 24.09 hrs Surf.Area= 8,485 sf Storage= 1,556 cf
Plug-Flow detention time= 896.0 min calculated for 0.054 af(94% of inflow)
Center-of-Mass det. time= 871.7 min ( 1,894.9 - 1,023.3 )
Volume Invert Avail.Storage Storage Description
#1 794.50' 29,427 cf Custom Stage Data (Irregular)Listed below
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
794.50 7,219 350.0 0 0 7,219
795.00 10,874 520.0 4,492 4,492 18,991
796.00 12,462 539.0 11,659 16,151 20,677
797.00 14,107 558.0 13,276 29,427 22,424
Device Routing Invert Outlet Devices
#1 Primary 788.35' 42.0" Round Culvert
L= 112.3' CPP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 788.35' /788.01' S= 0.0030 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 9.62 sf
#2 Device 1 794.50' 2.0"Vert. Orifice/Grate C= 0.600
#3 Device 1 795.50' 20.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
#4 Primary 796.50' 25.0' long x 17.5' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Irimary OutFlow Max=0.03 cfs @ 24.09 hrs HW=794.67' (Free Discharge)
- =Culvert (Passes 0.03 cfs of 95.55 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.03 cfs @ 1.44 fps)
3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)
-4=Broad-Crested Rectangular Weir(Controls 0.00 cfs)

I
WET POND Type ll 24-hr 1"Rainfall=1.00"
Prepared by Mc2 Engineering, Inc.
HydroCAD® 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 12
Pond 3P: WET POND #1
Hydrograph
I I I
Inflow
0.12- �."::1 Inflow Area=17.720 ac
Q Primary
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-•
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• L Peak EIev=79467'
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0 10 20 30 40 50 60 70 80 90 100
Time (hours)
Pond 3P: WET POND #1
Stage-Discharge
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r Broad Crested Rectangular Weir'
r
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0
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0 20 40 60 80 100 120 140
Discharge (cfs)

I
WET POND Type II 24-hr 1"Rainfall=1.00"
Prepared by Mc2 Engineering, Inc.
HydroCAD® 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 13
Pond 3P: WET POND #1
Stage-Area-Storage
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V
WET POND Type 1124-hr 1"Rainfall=9.00"
Prepared by Mc2 Engineering, Inc.
HydroCAD® 10 00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 16
Stage-Area-Storage for Pond 3P: WET POND #1
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
794.50 7,219 0
794.55 7,584 449
794.60 7,950 898
794.65 8,315 1,348
794.70 8,681 1,797
794.75 9,047 2,246
794.80 9,412 2,695
794.85 9,778 3,145
794.90 10,143 3,594
794.95 10,509 4,043
795.00 10,874 4,492
795.05 10,953 5,075
795.10 11,033 5,658
795.15 11,112 6,241
795.20 11,192 6,824
795.25 11,271 7,407
795.30 11,350 7,990
795.35 11,430 8,573
795.40 11,509 9,156
795 45 11,589 9,739
795.50 11,668 10,322
795.55 11,747 10,905
795.60 11,827 11,488
795.65 11,906 12,071
795.70 11,986 12,653
795 75 12,065 13,236
795.80 12,144 13,819
795.85 12,224 14,402
795.90 12,303 14,985
795.95 12,383 15,568
796.00 12,462 16,151
796 05 12,544 16,815
796.10 12,627 17,479
796.15 12,709 18,143
796.20 12,791 18,806
796.25 12,873 19,470
796.30 12,955 20,134
796.35 13,038 20,798
796.40 13,120 21,462
796.45 13,202 22,125
796 50 13,285 22,789
796 55 13,367 23,453
796.60 13,449 24,117
796.65 13,531 24,781
796.70 13,614 25,444
796.75 13,696 26,108
796.80 13,778 26,772
796.85 13,860 27,436
796.90 13,942 28,100
796.95 14,025 28,763
797 00 14,107 29,427

i
WET POND Type 1124-hr 10 YrRainfall=4.82"
Prepared by Mc2 Engineering, Inc.
HydroCAD® 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 2S: POST-DEV. RUNOFF
Runoff = 65.25 cfs @ 12.02 hrs, Volume= 3.526 af, Depth= 2.39"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs
Type II 24-hr 10 Yr Rainfall=4.82"
Area (sf) CN Description
424,983 98 Paved roads w/curbs & sewers, HSG B
169,124 39 >75% Grass cover, Good, HSG A
125,415 61 >75% Grass cover, Good, HSG B
12,395 30 Woods, Good, HSG A
14,711 55 Woods, Good, HSG B
2,024 39 >75% Grass cover, Good, HSG A
23,231 61 >75% Grass cover, Good, HSG B
771,883 76 Weighted Average
346,900 44.94% Pervious Area
424,983 55.06% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 2S: POST-DEV. RUNOFF
Hydrograph
A
70.;
c 6.5_:25 cfs L 1 0 Runoff
Type II2'4-hr
60 10 Yr Rainfall=4.82"
50- " '
Runoff Area=771,883-sf-
Runoff Volume=3.526-af_
40- Runoff Depth=2.39"
LL 30 00 Tc=10:0-rnin-
20 ' CIS=76
. e e d a dd Y a e e oa noa
0 10 20 30 40 50 60 70 80 90 100
Time (hours)

00'0 6£'3 3817 00'39
00'0 6£'3 38'7 00'1,9
00'0 6C-3 Z8 7 00'09
00'0 6£'3 3817 00'67
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00'0 6E'3 38'7 00'66 00'0 6E'3 3817 00 97
00'0 6E'3 38'7 00'86 00'0 6E Z 3817 00'97
00'0 6E'3 38 7 00'L6 00'0 6£Z Z8 7 00177
00'0 6E'3 3817 00'96 00'0 6E'3 3817 00 £7
00'0 6E'3 3817 00 96 00'0 6£'3 3817 00'37
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00'0 6E'3 3817 00'£6 00'0 6£'3 3817 00'07
00 0 6E'3 3917 00'36 00'0 6E'3 3817 00'6L
00'0 6L'3 3817 00'16 00'0 6E Z 38 7 00 8£
00'0 6E'3 3817 00'06 00'0 6£'3 3817 00'L£
00'0 6E'3 3817 00'68 00'0 6£'3 381' 00'9£
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00'0 6£'3 3817 00'38 00'0 6£'3 3817 00'63
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00'0 6£'3 3817 00'3L 60'4 94'3 3917 00'64
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00'0 6E'3 38'7 00'L9 39'3 02.'4 96 E 00174
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00'0 6E'3 3817 00.99 00'0 00'0 L4'0 00'L
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00'0 6E'3 3817 00179 00'0 00'0 90'0 001
00'0 6£'3 3817 00-C9 00'0 00 0 00 0 00'0
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1

I
? WET POND Type 1124-hr 10 YrRainfall=4.82"
Prepared by Mc2 Engineering, Inc.
HydroCAD® 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 19
Summary for Pond 3P: WET POND #1
Inflow Area = 17.720 ac, 55.06% Impervious, Inflow Depth = 2.39" for 10 Yr event
Inflow = 65.25 cfs @ 12.02 hrs, Volume= 3.526 af
Outflow = 60.73 cfs @ 12.05 hrs, Volume= 3.520 af, Atten= 7%, Lag= 2.1 min
Primary = 60.73 cfs @ 12.05 hrs, Volume= 3.520 af
Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs/2
Peak Elev= 796.46' @ 12.05 hrs Surf.Area= 13,213 sf Storage= 22,210 cf
Plug-Flow detention time= 134.7 min calculated for 3.519 af(100% of inflow)
Center-of-Mass det. time= 134.0 min ( 968.6- 834.6 )
Volume Invert Avail.Storage Storage Description
#1 794.50' 29,427 cf Custom Stage Data (Irregular)Listed below
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
794.50 7,219 350.0 0 0 7,219
795.00 10,874 520.0 4,492 4,492 18,991
796.00 12,462 539.0 11,659 16,151 20,677
797.00 14,107 558.0 13,276 29,427 22,424
Device Routing Invert Outlet Devices
#1 Primary 788.35' 42.0" Round Culvert
L= 112.3' CPP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 788.35' /788.01' S= 0.0030 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 9.62 sf
#2 Device 1 794.50' 2.0"Vert. Orifice/Grate C= 0.600
#3 Device 1 795.50' 20.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
#4 Primary 796.50' 25.0' long x 17.5' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
trimary OutFlow Max=60.66 cfs @ 12.05 hrs HW=796.46' (Free Discharge)
,L
Culvert (Passes 60.66 cfs of 116.79 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.14 cfs @ 6.59 fps)
3Sharp-Crested Rectangular Weir(Weir Controls 60.52 cfs @ 3.20 fps)
-4=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

WET POND Type 1124-hr 10 Yr Rainfall=4.82"
Prepared by Mc2 Engineering, Inc.
HydroCAD® 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 20
Pond 3P: WET POND #1
Hydrograph
A
ac-=
® Inflow
I I � I
70 _�-� Inflow Area=1-7-720- 0 Primary
.60.73ds_
60 00 L Peak EIev=796.46'
'F _ J 1 L I J
��/ , Storage=22,21J0 cf
50_ '
I
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3
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-
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0 10 20 30 40 50 60 70 80 90 100
Time (hours)
Pond 3P: WET POND #1
Stage-Discharge
797- , 0 Primary
I
_ LBroad-Crested Rectangular Weir_
/!f` .
2
0
796- '
tc
- [Sharp-Crested Rectangular Wein
w
795-
- [brifice/Grate!
0 20 40 60 80 100 120 140
Discharge (cfs)

a
WET POND Type /I 24-hr 10 Yr Rainfall=4.82"
Prepared by Mc2 Engineering, Inc.
HydroCAD® 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 21
Pond 3P: WET POND #1
Stage-Area-Storage
Surface/Horizontal/Wetted Area (sq-ft) Surface
0 2,000 4,000 6,000 8,000 10,000 12,000 14,0011r-1 Storage
797-
, ._.
796 +
c _
0
795 � 1 .
✓ z-� I I
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0 10,000 20,000
Storage (cubic-feet)

00'0 £9 176L 49Z 00'0 00'004
00.0 £9176L 96Z 00'0 0086
00 0 £9176L 4 4£ 00'0 0096
00 0 i79'-176L 6Z£ 00'0 00'176
00 0 179 1'6L 8V£ 00 0 00'Z6
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s
WET POND Type 1124-hr 10 YrRainfall=4.82"
A
Prepared by Mc2 Engineering, Inc.
HydroCAD® 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 23
Stage-Discharge for Pond 3P: WET POND #1
Elevation Primary Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs) (feet) (cfs)
794 50 0 00 795.56 1.06 796.62 79 59
794.52 0 00 795 58 1.58 796 64 82.36
794.54 0.00 795 60 2 17 796.66 85.20
794.56 0 01 795.62 2 82 796.68 88.11
794.58 0 01 795.64 3.53 796.70 91.08
794.60 0.01 795.66 4.29 796.72 9413
794.62 0.02 795.68 5.10 796.74 97 23
794.64 0.02 795.70 5 95 796.76 100.39
794.66 0.03 795.72 6.85 796.78 103.61
794.68 0.03 795.74 7.78 796.80 106.88
794.70 0.04 795.76 8.76 796.82 110.21
794.72 0.04 795.78 9.78 796.84 113.60
794 74 0.04 795 80 10.83 796 86 117 03
794.76 0.04 795.82 11.92 796.88 120.52
794.78 0.05 795.84 13 04 796.90 124.05
794.80 0.05 795.86 14.19 796.92 127.63
794.82 0.05 795.88 15.38 796.94 131.25
794 84 0.05 795.90 16.60 796.96 134.91
794.86 0.06 795.92 17.85 796.98 138.62
794.88 0.06 795 94 19.13 797 00 142.37
794.90 0.06 795.96 20.43
794.92 0.06 795.98 2177
794.94 0.06 796.00 23.13
794.96 0 06 796.02 24.52
794.98 0.07 796.04 25.94
795.00 0.07 796 06 27.38
795.02 0.07 796 08 28.85
795 04 0.07 796.10 30.34
795 06 0.07 796.12 31.86
795.08 0.07 796.14 33 40
795.10 0.08 796.16 34 97
79512 0.08 796.18 36.56
795.14 0.08 796.20 38.17
795.16 0.08 796.22 39.80
795.18 0 08 796.24 41.46
795.20 0 08 796 26 43.14
795.22 0.08 796.28 44.84
795.24 0 09 796.30 46.56
795 26 0.09 796.32 48.30
795.28 0.09 796.34 50.07
795.30 0.09 796.36 51.85
795.32 0 09 796.38 53.65
795.34 0.09 796.40 55.48
795.36 0 09 796.42 57.32
795.38 0.09 796.44 59.19
795.40 0.09 796.46 61.07
795.42 0.10 796.48 62.97
795.44 0.10 796.50 64.89
795.46 0.10 796 52 67.02
795.48 010 796.54 69.32
795.50 0.10 796.56 71.75
795.52 0.29 796.58 74.27
795.54 0 63 796.60 76.89

I
WET POND Type 1124-hr 10 Yr Rainfall=4.82"
Prepared by Mc2 Engineering, Inc.
HydroCAD® 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 24
Stage-Area-Storage for Pond 3P: WET POND #1
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
794.50 7,219 0
794.55 7,584 449
794 60 7,950 898
794.65 8,315 1,348
794.70 8,681 1,797
794.75 9,047 2,246
794.80 9,412 2,695
794.85 9,778 3,145
794.90 10,143 3,594
794 95 10,509 4,043
795.00 10,874 4,492
795.05 10,953 5,075
795.10 11,033 5,658
79515 11,112 6,241
795.20 11,192 6,824
795.25 11,271 7,407
795.30 11,350 7,990
795.35 11,430 8,573
795.40 11,509 9,156
795 45 11,589 9,739
795.50 11,668 10,322
795.55 11,747 10,905
795.60 11,827 11,488
795 65 11,906 12,071
795.70 11,986 12,653
795.75 12,065 13,236
795.80 12,144 13,819
795.85 12,224 14,402
795.90 12,303 14,985
795.95 12,383 15,568
796.00 12,462 16,151
796.05 12,544 16,815
796.10 12,627 17,479
796.15 12,709 18,143
796.20 12,791 18,806
796.25 12,873 19,470
796.30 12,955 20,134
796 35 13,038 20,798
796.40 13,120 21,462
796.45 13,202 22,125
796.50 13,285 22,789
796.55 13,367 23,453
796.60 13,449 24,117
796 65 13,531 24,781
796.70 13,614 25,444
796.75 13,696 26,108
796.80 13,778 26,772
796 85 13,860 27,436
796.90 13,942 28,100
796.95 14,025 28,763
797.00 14,107 29,427

r
WET POND Type 1124-hr 50 Yr Rainfall=6.45"
Prepared by Mc2 Engineering, Inc.
HydroCAD® 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment 2S: POST-DEV. RUNOFF
Runoff = 102.31 cfs @ 12.02 hrs, Volume= 5.569 af, Depth= 3.77"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0 00-100.00 hrs, dt= 0.01 hrs
Type II 24-hr 50 Yr Rainfall=6.45"
Area (sf) CN Description
424,983 98 Paved roads w/curbs & sewers, HSG B
169,124 39 >75% Grass cover, Good, HSG A
125,415 61 >75% Grass cover, Good, HSG B
12,395 30 Woods, Good, HSG A
14,711 55 Woods, Good, HSG B
2,024 39 >75% Grass cover, Good, HSG A
23,231 61 >75% Grass cover, Good, HSG B
771,883 76 Weighted Average
346,900 44.94% Pervious Area
424,983 55.06% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 2S: POST-DEV. RUNOFF
Hydrograph
A �
110 1=02.31 .-cfs tJ Runoff
100= = L Type II 24-hr
90=
50 Yr Rainfall=6,:45" -
80 s L L L Runoff Area=771;883-sf-
7 70 Runoff Volume=5.569_af
Runoff Depth-3,.77
60= Tc;=10:0;min
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If
WET POND Type 1124-hr 50 Yr Rainfall=6.45"
` Prepared by Mc2 Engineering, Inc.
HydroCAD® 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 27
Summary for Pond 3P: WET POND #1
Inflow Area = 17.720 ac, 55.06% Impervious, Inflow Depth = 3.77" for 50 Yr event
Inflow = 102.31 cfs @ 12.02 hrs, Volume= 5.569 af
Outflow = 99.05 cfs @ 12.04 hrs, Volume= 5.563 af, Atten= 3%, Lag= 1.4 min
Primary = 99.05 cfs @ 12.04 hrs, Volume= 5.563 af
Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs/2
Peak Elev= 796.75' @ 12.04 hrs Surf.Area= 13,698 sf Storage= 26,129 cf
Plug-Flow detention time= 90.0 min calculated for 5.563 af(100% of inflow)
Center-of-Mass det. time= 89.3 min (910.8 - 821.5 )
Volume Invert Avail.Storage Storage Description
#1 794.50' 29,427 cf Custom Stage Data (Irregular)Listed below
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
794.50 7,219 350.0 0 0 7,219
795.00 10,874 520.0 4,492 4,492 18,991
796.00 12,462 539.0 11,659 16,151 20,677
797.00 14,107 558.0 13,276 29,427 22,424
Device Routing Invert Outlet Devices
#1 Primary 788.35' 42.0" Round Culvert
L= 112.3' CPP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 788.35' /788.01' S= 0.0030 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 9.62 sf
#2 Device 1 794.50' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 795.50' 20.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
#4 Primary 796.50' 25.0' long x 17.5' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
trimary OutFlow Max=99.02 cfs @ 12.04 hrs HW=796.75' (Free Discharge)
=Culvert (Passes 90.56 cfs of 119.47 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.15 cfs @ 7.09 fps)
3Sharp-Crested Rectangular Weir(Weir Controls 90.40 cfs @ 3.66 fps)
-4=Broad-Crested Rectangular Weir(Weir Controls 8.46 cfs @ 1.35 fps)

WET POND Type 1124-hr 50 Yr Rainfall=6.45"
Prepared by Mc2 Engineering, Inc.
HydroCAD® 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 28
Pond 3P: WET POND #1
Hydrograph
n .._
,3'1(")9 Inflow
")9 '1=1=rf
110 °99:05,-Cfs Inflow Area=17.720 ac _[:1 Primary
100-
Peak EIev= 796.75'
90i
= / ��torage=26,129 cf
80- -
70- - c - -r r F ,
v
0 50= -
LL. 40_ ' %. . - __ '
30=
10
0 10 20 30 40 50 60 70 80 90 100
Time (hours)
Pond 3P: WET POND #1
Stage-Discharge
797 ❑ Primary
LBroad-Crested Rectangular Weir;
796- ' ._
c.
7 Sharp-Crested RectangularWeir1
cua
w
r
795-'
LOrifice/Grate]
0 20 40 60 80 100 120 140
Discharge (cfs)

4
WET POND Type 1124-hr 50 Yr Rainfall=6.45"
6
Prepared by Mc2 Engineering, Inc.
HydroCAD® 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 29
Pond 3P: WET POND #1
Stage-Area-Storage
Surface/Horizontal/Wetted Area (sq-ft) 0 Surface
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 Storage
a aa
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.7"
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0 10,000 20,000
Storage (cubic-feet)

WET POND Type 1124-hr 50 Yr Rainfall=6.45"
A
Prepared by Mc2 Engineering, Inc.
HydroCAD® 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 30
Hydrograph for Pond 3P: WET POND #1
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 794.50 0.00
2.00 0.00 0 794.50 0.00
4.00 0.00 0 794.50 0.00
6.00 0.00 0 794.50 0.00
8.00 0.18 286 794.53 0.00
10.00 1.10 4,142 794.96 0.06
12.00 100.75 25,370 796.69 90.25
14.00 3.86 12,103 795.65 4.01
16.00 2.36 11,578 795.61 2.43
18.00 1.82 11,358 795.59 1.85
20.00 1.34 11,159 795.57 1.37
22.00 1.21 11,088 795.57 1.22
24.00 1.12 11,043 795.56 1.12
26.00 0.00 9,876 795.46 0.10
28.00 0.00 9,180 795.40 0.10
30.00 0.00 8,507 795.34 0.09
32.00 0.00 7,860 795.29 0.09
34.00 0.00 7,237 795.24 0.08
36.00 0.00 6,638 795.18 0.08
38.00 0.00 6,064 795.13 0.08
40.00 0.00 5,515 795.09 0.07
42.00 0.00 4,990 795.04 0.07
44.00 0.00 4,490 795.00 0.07
46.00 0.00 4,018 794.95 0.06
48.00 0.00 3,578 794.90 0.06
50.00 0.00 3,169 794.85 0.05
52.00 0.00 2,793 794.81 0.05
54.00 0.00 2,448 794.77 0.05
56.00 0.00 2,135 794.74 0.04
58.00 0.00 1,854 794.71 0.04
60.00 0.00 1,605 794.68 0.03
62.00 0.00 1,387 794.65 0.03
64.00 0.00 1,202 794.63 0.02
66.00 0.00 1,050 794.62 0.02
68.00 0.00 926 794.60 0.02
70.00 0.00 825 794.59 0.01
72.00 0.00 741 794.58 0.01
74.00 0.00 671 794.57 0.01
76.00 0.00 612 794.57 0.01
78.00 0.00 561 794.56 0.01
80.00 0.00 518 794.56 0.01
82.00 0.00 480 794.55 0.00
84.00 0.00 448 794.55 0.00
86.00 0.00 419 794.55 0.00
88.00 0.00 393 794.54 0.00
90.00 0.00 370 794.54 0.00
92.00 0.00 349 794.54 0.00
94.00 0.00 329 794.54 0.00
96.00 0.00 312 794.53 0.00
98.00 0.00 296 794.53 0.00
100.00 0.00 282 794.53 0.00

WET POND Type 1124-hr 50 YrRainfall=6.45"
Prepared by Mc2 Engineering, Inc.
HydroCAD® 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 31
Stage-Discharge for Pond 3P: WET POND #1
Elevation Primary Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs) (feet) (cfs)
794.50 0.00 795.56 1.06 796.62 79 59
794.52 0.00 795.58 1.58 796.64 82.36
794.54 0.00 795.60 2.17 796.66 85 20
794.56 0.01 795.62 2.82 796.68 8811
794.58 0.01 795.64 3.53 796.70 9108
794.60 0.01 795.66 4.29 796.72 94.13
794.62 0.02 795.68 5.10 796.74 97.23
794.64 0.02 795.70 5.95 796.76 100.39
794.66 0.03 795.72 6.85 796.78 103.61
794.68 0.03 795.74 7.78 796.80 106.88
794 70 0.04 795.76 8.76 796.82 110.21
794.72 0.04 795.78 9.78 796.84 113.60
794.74 0.04 795.80 10.83 796.86 117.03
794.76 0.04 795.82 11 92 796.88 120 52
794 78 0.05 795 84 13.04 796 90 124 05
794.80 0.05 795.86 14.19 796 92 127.63
794.82 0.05 795.88 15.38 796 94 131.25
794.84 0.05 795 90 16.60 796.96 134.91
794.86 0.06 795.92 17.85 796.98 138.62
794.88 0.06 795.94 19.13 797.00 142.37
794.90 0.06 795.96 20.43
794.92 0.06 795.98 21.77
794.94 0.06 796.00 23.13
794.96 0.06 796.02 24.52
794.98 0.07 796 04 25.94
795.00 0.07 796.06 27.38
795.02 0.07 796.08 28 85
795.04 0.07 79610 30.34
795.06 0.07 796.12 31.86
795.08 0.07 796.14 33.40
795.10 0.08 796.16 34.97
795.12 0.08 796.18 36.56
795.14 0.08 796.20 38.17
795.16 0.08 796.22 39.80
795.18 0.08 796.24 4146
795.20 0.08 796.26 4314
795.22 0.08 796.28 44.84
795.24 0.09 796.30 46.56
795 26 0.09 796.32 48.30
795.28 0.09 796.34 50.07
795.30 0.09 796.36 51.85
795.32 0.09 796.38 53.65
795.34 0.09 796 40 55.48
795.36 0.09 796.42 57 32
795 38 0.09 796.44 59 19
795.40 0.09 796.46 61.07
795.42 0.10 796.48 62.97
795.44 0.10 796.50 64.89
795.46 0.10 796.52 67.02
795.48 0.10 796.54 69.32
795.50 0.10 796.56 71.75
795.52 0 29 796.58 74.27
795.54 0.63 796.60 76.89

WET POND Type 1124-hr 50 Yr Rainfall=6.45"
` Prepared by Mc2 Engineering, Inc.
HydroCAD® 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 32
Stage-Area-Storage for Pond 3P: WET POND #1
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
794.50 7,219 0
794.55 7,584 449
794.60 7,950 898
794.65 8,315 1,348
794.70 8,681 1,797
794.75 9,047 2,246
794.80 9,412 2,695
794.85 9,778 3,145
794.90 10,143 3,594
794.95 10,509 4,043
795.00 10,874 4,492
795.05 10,953 5,075
795.10 11,033 5,658
795.15 11,112 6,241
795.20 11,192 6,824
795.25 11,271 7,407
795.30 11,350 7,990
795.35 11,430 8,573
795.40 11,509 9,156
795.45 11,589 9,739
795.50 11,668 10,322
795.55 11,747 10,905
795.60 11,827 11,488
795.65 11,906 12,071
795.70 11,986 12,653
795.75 12,065 13,236
795.80 12,144 13,819
795.85 12,224 14,402
795.90 12,303 14,985
795.95 12,383 15,568
796.00 12,462 16,151
796.05 12,544 16,815
796.10 12,627 17,479
796.15 12,709 18,143
796.20 12,791 18,806
796.25 12,873 19,470
796.30 12,955 20,134
796.35 13,038 20,798
796 40 13,120 21,462
796.45 13,202 22,125
796.50 13,285 22,789
796.55 13,367 23,453
796.60 13,449 24,117
796.65 13,531 24,781
796.70 13,614 25,444
796.75 13,696 26,108
796.80 13,778 26,772
796.85 13,860 27,436
796.90 13,942 28,100
796.95 14,025 28,763
797.00 14,107 29,427

WET POND Type II 24-hr 100 Yr Rainfall=7.98"
•
Prepared by Mc2 Engineering, Inc
HydroCAD® 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 33
Summary for Subcatchment 2S: POST-DEV. RUNOFF
Runoff = 119.34 cfs @ 12.01 hrs, Volume= 6.524 af, Depth= 4.42"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Yr Rainfall=7.18"
Area (sf) CN Description
424,983 98 Paved roads w/curbs & sewers, HSG B
169,124 39 >75% Grass cover, Good, HSG A
125,415 61 >75% Grass cover, Good, HSG B
12,395 30 Woods, Good, HSG A
14,711 55 Woods, Good, HSG B
2,024 39 >75% Grass cover, Good, HSG A
23,231 61 >75% Grass cover, Good, HSG B
771,883 76 Weighted Average
346,900 44.94% Pervious Area
424,983 55.06% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 25: POST-DEV. RUNOFF
Hydrograph
I I
130 = 7 _ C Q Runoff
=z= L 1
120E y j — Type IE 24-hr-
r— -x-
110- l 100-Yr-Rair!fall=7.18"
1004 --- -- ___-- _-- L _ - Runoff Area=771-,83-sf
90= ,_ r ---Runoff-Volume=6.524-af 80- -
r " th=4{:4-2"--
�, --- - -- - ----- ---- - -- -Runoff Deep
70= Te=10;0;nin -
c 60 - Cls)=76-
'I 50: ' L L L L L L L
—— I
40-:: -
30=
20 f,, _ __ _ _ I _L _ _ _ L
107 /
%
0. � � -4:"7-7:41,f/AF',///,Jn//�//n//a// /./%1 // ,/ //�Z.
0 10 20 30 40 50 60 70 80 90 100
Time (hours)

1
a WET POND Type 1124-hr 100 Yr Rainfall=7.18"
Prepared by Mc2 Engineering, Inc.
HydroCAD® 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 34
Hydrograph for Subcatchment 2S: POST-DEV. RUNOFF
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 53.00 7.18 4.42 0.00
1.00 0.08 0.00 0.00 54.00 7.18 4.42 0.00
2.00 0.16 0.00 0.00 55.00 7.18 4.42 0.00
3.00 0.25 0.00 0.00 56.00 7.18 4.42 0.00
4.00 0.34 0.00 0.00 57.00 7.18 4.42 0.00
5.00 0.45 0.00 0.00 58.00 7.18 4.42 0.00
6.00 0.57 0.00 0.00 59.00 7.18 4.42 0.00
7.00 0.71 0.00 0.09 60.00 7.18 4.42 0.00
8.00 0.86 0.02 0.33 61.00 7.18 4.42 0.00
9.00 1.06 0.05 0.81 62.00 7.18 4.42 0.00
10.00 1.30 0.12 1.46 63.00 7.18 4.42 0.00
11.00 1.69 0.26 3.53 64.00 7.18 4.42 0.00
12.00 4.76 2.34 117.64 65.00 7.18 4.42 0.00
13.00 5.54 2.99 7.47 66.00 7.18 4.42 0.00
14.00 5.89 3.28 4.41 67.00 7.18 4.42 0.00
15.00 6.13 3.49 3.45 68.00 7.18 4.42 0.00
16.00 6 32 3.66 2.69 69.00 7.18 4.42 0.00
17.00 6.47 3.79 2.35 70.00 7.18 4.42 0.00
18.00 6.61 3.91 2.07 71.00 7.18 4.42 0.00
19.00 6.73 4.02 1.80 72.00 7.18 4.42 0.00
20.00 6.84 4.11 1.52 73.00 7.18 4.42 0.00
21.00 6.93 4.19 1.43 74.00 7.18 4.42 0.00
22.00 7.01 4.27 1.38 75.00 7.18 4.42 0.00
23 00 7.10 4.35 1.32 76.00 7.18 4.42 0.00
24.00 7.18 4.42 1.27 77.00 7.18 4.42 0.00
25.00 7.18 4.42 0.00 78.00 7.18 4.42 0.00
26.00 7.18 4.42 0.00 79.00 7.18 4.42 0.00
27.00 7.18 4.42 0.00 80.00 7.18 4.42 0.00
28.00 7.18 4.42 0.00 81.00 7.18 4.42 0.00
29.00 7.18 4.42 0.00 82.00 7.18 4.42 0.00
30.00 7.18 4.42 0.00 83.00 7.18 4.42 0.00
31.00 7.18 4.42 0.00 84.00 7.18 4.42 0.00
32.00 7.18 4.42 0.00 85.00 7.18 4.42 0.00
33.00 7.18 4.42 0.00 86.00 7.18 4.42 0.00
34.00 7.18 4.42 0.00 87.00 7.18 4.42 0.00
35.00 7.18 4.42 0.00 88.00 7.18 4.42 0.00
36.00 7.18 4.42 0.00 89.00 7.18 4.42 0.00
37.00 7.18 4.42 0.00 90.00 7.18 4.42 0.00
38.00 7.18 4.42 0.00 91.00 718 4.42 0.00
39.00 7.18 4.42 0.00 92.00 7.18 4.42 0.00
40.00 7.18 4.42 0.00 93.00 7.18 4.42 0.00
41.00 7.18 4.42 0.00 94.00 7.18 4.42 0.00
42.00 7.18 4.42 0.00 95.00 7.18 4.42 0.00
43.00 7.18 4.42 0.00 96.00 7.18 4.42 0.00
44.00 7.18 4.42 0.00 97.00 7.18 4.42 0.00
45.00 7.18 4.42 0.00 98.00 7.18 4.42 0.00
46.00 7.18 4.42 0.00 99.00 7.18 4.42 0.00
47.00 7.18 4.42 0.00 100.00 7.18 4.42 0.00
48.00 7.18 4.42 0.00
49.00 7.18 4.42 0.00
50.00 7.18 4.42 0.00
51.00 7.18 4.42 0.00
52.00 7.18 4.42 0.00

i
d► WET POND Type 1124-hr 100 Yr Rainfall=7.18"
Prepared by Mc2 Engineering, Inc.
HydroCADO 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 35
Summary for Pond 3P: WET POND #1
Inflow Area = 17.720 ac, 55.06% Impervious, Inflow Depth = 4.42" for 100 Yr event
Inflow = 119.34 cfs @ 12.01 hrs, Volume= 6.524 af
Outflow = 116.22 cfs @ 12.04 hrs, Volume= 6.517 af, Atten= 3%, Lag= 1.3 min
Primary = 116.22 cfs @ 12.04 hrs, Volume= 6.517 af
Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs/2
Peak Elev= 796.86' @ 12.04 hrs Surf.Area= 13,869 sf Storage=27,506 cf
Plug-Flow detention time= 78.1 min calculated for 6.517 af(100% of inflow)
Center-of-Mass det. time= 77.9 min (894.9- 817.0)
Volume Invert Avail.Storage Storage Description
#1 794.50' 29,427 cf Custom Stage Data (Irregular)Listed below
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
794.50 7,219 350.0 0 0 7,219
795.00 10,874 520.0 4,492 4,492 18,991
796.00 12,462 539.0 11,659 16,151 20,677
797.00 14,107 558.0 13,276 29,427 22,424
Device Routing Invert Outlet Devices
#1 Primary 788.35' 42.0" Round Culvert
L= 112.3' CPP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 788.35' /788.01' S= 0.0030 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 9.62 sf
#2 Device 1 794.50' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 795.50' 20.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
#4 Primary 796.50' 25.0' long x 17.5' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
trimary OutFlow Max=116.06 cfs @ 12.04 hrs HW=796.85' (Free Discharge)
Culvert (Passes 101.84 cfs of 120.40 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.16 cfs @ 7.26 fps)
3Sharp-Crested Rectangular Weir(Weir Controls 101.68 cfs @ 3.81 fps)
-4=Broad-Crested Rectangular Weir(Weir Controls 14.21 cfs @ 1.60 fps)

i
s WET POND Type 1124-hr 100 Yr Rainfall=7.18"
Prepared by Mc2 Engineering, Inc.
HydroCAD® 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 36
Pond 3P: WET POND #1
Hydrograph
w I I I I
:!11-1 q. ° f9-1: ® Inflow
1-16--.-22 cf _ Inflow Area=17.720 ac Primary
: , ffr: 1L Peak-Elev=796086'100_ / Storage=27,506 cf
I
I I
N 80 I
0 __ / 1 L J L J L
C 601 I - I
40- % ,
20 •
0 10 20 30 40 50 60 70 80 90 100
Time (hours)
Pond 3P: WET POND #1
Stage-Discharge
I I
797 � A. /// ® Primary II
//
Broad-Crested Rectangular Weir
/,
796 r
0
Sharp`Crested Rectangular Weir]
co
W II?:z.
r
795-..;
I
Orifice%Grate
0 20 40 60 80 100 120 140
Discharge (cfs)

G
ii WET POND Type 1124-hr 100 Yr Rainfall=7.18"
Prepared by Mc2 Engineering, Inc.
HydroCAD® 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 37
Pond 3P: WET POND #1
Stage-Area-Storage
Surface/Horizontal/Wetted Area (sq-ft) 0 Surface
0 2,000 4,000 6,000 8,000 10,000 12,000 14,00110 Storage
797
_ _ _--__ _ - _ -__ __r __ r / - - -r
as
d r
796
o t
a
> -
d - - ---- - - -- -- - - - -- - - -- -r-- -- - r - - -- --r-- -- --
W - , fr I I
795
Custom Stage Data -
0 10,000 20,000
Storage (cubic-feet)

k WET POND Type 1124-hr 100 Yr Rainfall=7.18"
Prepared by Mc2 Engineering, Inc.
HydroCAD® 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 38
Hydrograph for Pond 3P: WET POND #1
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0 00 0.00 0 794.50 0.00
2.00 0.00 0 794.50 0 00
4.00 0.00 0 794 50 0 00
6.00 0.00 0 794.50 0.00
8 00 0 33 799 794.59 0.01
10.00 1.46 6,298 795.15 0.08
12.00 117.64 26,846 796.81 107.82
14 00 4.41 12,273 795.67 4.59
16 00 2 69 11,699 795.62 2.77
18.00 2.07 11,461 795.60 2.11
20.00 1.52 11,239 795.58 1.55
22.00 1.38 11,167 795 57 1.39
24.00 1.27 11,116 795.57 1.28
26.00 0.00 9,882 795.46 0.10
28.00 0.00 9,186 795.40 0.10
30.00 0.00 8,513 795.34 0.09
32.00 0.00 7,866 795.29 0.09
34.00 0.00 7,242 795 24 0 08
36.00 0.00 6,644 795.18 0.08
38.00 0.00 6,070 795.14 0.08
40.00 0.00 5,520 795.09 0.07
42.00 0.00 4,995 795.04 0.07
44 00 0 00 4,494 795.00 0.07
46.00 0.00 4,022 794.95 0 06
48.00 0.00 3,581 794.90 0 06
50 00 0.00 3,173 794.85 0.05
52 00 0.00 2,796 794 81 0.05
54.00 0.00 2,451 794.77 0.05
56.00 0.00 2,138 794.74 0.04
58.00 0.00 1,856 794.71 0.04
60.00 0.00 1,607 794.68 0.03
62.00 0.00 1,389 794.65 0 03
64.00 0.00 1,204 794.63 0.02
66.00 0.00 1,051 794.62 0.02
68.00 0.00 927 794.60 0.02
70.00 0.00 826 794.59 0.01
72.00 0.00 741 794.58 0.01
74 00 0.00 672 794.57 0.01
76.00 0.00 613 794.57 0.01
78.00 0.00 562 794.56 0.01
80.00 0 00 518 794.56 0.01
82.00 0.00 480 794.55 0 00
84.00 0.00 448 794.55 0 00
86.00 0.00 419 794.55 0.00
88 00 0.00 393 794.54 0.00
90.00 0.00 370 794.54 0.00
92.00 0.00 349 794.54 0.00
94.00 0.00 329 794.54 0.00
96.00 0.00 312 794.53 0.00
98.00 0.00 296 794.53 0.00
100.00 0.00 282 794.53 0 00

•
Ji WET POND Type II 24-hr 100 Yr Rainfall=7.18"
Prepared by Mc2 Engineering, Inc.
HydroCAD® 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 39
Stage-Discharge for Pond 3P: WET POND #1
Elevation Primary Elevation Primary Elevation Pnmary
(feet) (cfs) (feet) (cfs) (feet) (cfs)
794.50 0 00 795.56 1 06 796.62 79.59
794.52 0.00 795.58 1.58 796.64 82.36
794.54 0.00 795 60 2.17 796.66 85.20
794.56 0.01 795 62 2.82 796.68 88.11
794 58 0 01 795.64 3 53 796.70 91.08
794.60 0.01 795.66 4.29 796.72 94.13
794.62 0.02 795.68 5.10 796.74 97.23
794.64 0.02 795.70 5.95 796.76 100.39
794.66 0.03 795.72 6.85 796 78 103.61
794 68 0.03 795.74 7.78 796 80 106.88
794.70 0.04 795.76 8.76 796.82 110.21
794.72 0.04 795.78 9.78 796.84 113.60
794 74 0 04 795.80 10.83 796 86 117.03
794.76 0.04 795 82 11.92 796.88 120.52
794.78 0.05 795 84 13.04 796 90 124.05
794.80 0.05 795.86 14 19 796 92 127 63
794.82 0.05 795.88 15.38 796.94 13125
794.84 0.05 795.90 16.60 796.96 134.91
794.86 0.06 795.92 17.85 796.98 138.62
794.88 0.06 795.94 19.13 797.00 142.37
794.90 0.06 795.96 20.43
794 92 0 06 795.98 21.77
794.94 0.06 796.00 23.13
794.96 0.06 796.02 24.52
794.98 0.07 796.04 25.94
795.00 0.07 796.06 27.38
795.02 0.07 796.08 28.85
795.04 0.07 796.10 30.34
795.06 0 07 796.12 31.86
795.08 0.07 79614 33.40
795.10 0.08 796.16 34.97
795.12 0.08 796.18 36.56
795.14 0.08 796.20 38.17
795.16 0.08 796.22 39.80
795.18 0.08 796.24 41.46
795 20 0.08 796.26 43.14
795.22 0.08 796.28 44.84
795.24 0.09 796.30 46.56
795.26 0 09 796.32 48.30
795 28 0.09 796.34 50.07
795.30 0.09 796.36 51.85
795.32 0.09 796.38 53 65
795.34 0.09 796.40 55.48
795.36 0.09 796.42 57.32
795.38 0.09 796 44 59.19
795.40 0.09 796.46 61.07
795.42 0.10 796.48 62.97
795.44 0.10 796.50 64.89
795.46 0.10 796.52 67.02
795.48 010 796.54 69.32
795.50 0 10 796 56 71.75
795 52 0.29 796.58 74.27
795 54 0.63 796.60 76.89

0
I WET POND Type 1124-hr 100 Yr Rainfall=7.18"
Prepared by Mc2 Engineering, Inc.
HydroCAD® 10.00-16 s/n 04111 ©2015 HydroCAD Software Solutions LLC Page 40
Stage-Area-Storage for Pond 3P: WET POND #1
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
794.50 7,219 0
794.55 7,584 449
794.60 7,950 898
794.65 8,315 1,348
794.70 8,681 1,797
794.75 9,047 2,246
794.80 9,412 2,695
794.85 9,778 3,145
794.90 10,143 3,594
794.95 10,509 4,043
795.00 10,874 4,492
795.05 10,953 5,075
795.10 11,033 5,658
795.15 11,112 6,241
795.20 11,192 6,824
795.25 11,271 7,407
795.30 11,350 7,990
795.35 11,430 8,573
795.40 11,509 9,156
795.45 11,589 9,739
795.50 11,668 10,322
795.55 11,747 10,905
795.60 11,827 11,488
795.65 11,906 12,071
795.70 11,986 12,653
795.75 12,065 13,236
795.80 12,144 13,819
795.85 12,224 14,402
.795.90 12,303 14,985
795.95 12,383 15,568
796.00 12,462 16,151
796.05 12,544 16,815
796.10 12,627 17,479
796.15 12,709 18,143
796.20 12,791 18,806
796.25 12,873 19,470
796.30 12,955 20,134
796.35 13,038 20,798
796.40 13,120 21,462
796.45 13,202 22,125
796.50 13,285 22,789
796.55 13,367 23,453
796.60 13,449 24,117
796.65 13,531 24,781
796.70 13,614 25,444
796.75 13,696 26,108
796.80 13,778 26,772
796.85 13,860 27,436
796.90 13,942 28,100
796.95 14,025 28,763
797.00 14,107 29,427

ANTI-FLOTATION DEVICE Project No.: 16-039
FOR WET POND OUTLET STRUCTURE Designed by JDM
Project: Laureiwood Subdivision Checked by JDM
Location Lincoln County,NC Date 7-Apr-17
STRUCTURE OC 51
LENGTH OF RISER-LR 7.33 FT
WIDTH OF RISER-WR 7.33 FT
HEIGHT OF RISER- HR 7.50 FT
WALL THICKNESS-Tw 0.67 FT
AREA INSIDE RISER-AR 35.88 SF
WEIGHT OF WATER-Wim, 62.4 LB/CF
UPLIFT(Wu) =AR HR*Ww 16791.89 LB
UNIT WEIGHT OF CONCRETE- Uc 150.00 LB/CF
CROSS SECTIONAL AREA-Aw 17.85 SF
VOLUME NEEDED (VN) =Wu/Uc 111.95 CF
VOLUME OF WALLS-Vw 133.87 CF
WEIGHT OF CONCRETE WALLS- U c*Vw 20079.90 LB
LENGTH OF PAD- L 7.33 FT
WIDTH OF PAD-W 7.33 FT
HEIGHT OF PAD- H 2.35 FT
VOLUME OF PAD-VP 126.26 CF
WEIGHT OF CONCRETE PAD-VP*Uc 18939.44 LB
TOTAL WEIGHT OF CONCRETE 39019.34 LB
VP>VN YES
MeZ
ENGINEERING

4
r
APPENDIX
Me2
ENGINEERING

t
V NOAA Atlas 14,Volume 2,Version 3 MOUNT
HOLLY 4 NE
Station ID:31-6913 r"�°^.,,.
(V , Location name:Mt Holly,North Carolina,USA* !ilk noAn
L.,.,7 F Latitude:36.3328°,Longitude:-80.9872° i
of Elevation:
'°` Elevation(station metadata):610 ft** 4°'"`
*source ESRI Maps
**source USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G M Bonnin,D Martin,B Lin,T Parzybol4 M Yekta,and D Riley
NOM,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval(years)
Duration
1 2 5 10 26 60 100 200 600 1000
5-min 0.392 0.463 0.540 0.596 0.660 0.705 0.746 0.782 0.823 0.852
(0 362-0 424) (0 428-0 503) (0 498-0 586) (0 548-0 645)(0 603-0 714) (0 641-0 762) (0 674-0 806) (0 702-0 847)(0 731-0 895) (0 750-0 929)
10-min 0.626 0.740 0.865 0.953 1.05 1.12 1.19 1.24 1.30 1.34
(0 578-0 677) (0 684-0 804) (0 797-0 938) (0 876-1 03) (0 962-1 14) (1 02-1 21) (1 07-1 28) (1 11-1 34) (1 16-1 42) (1 18-1 46)
16-min 0.782 0.931 1.09 1.21 1.33 1.42 1.50 1 56 1.64 1.68
(0722-0846) (0 860-1 01) (101-119) (111-131) (122-144) (129-154) (135-162) (140-169) (146-178) (1 48-1 84)
30-min 1.07 1.29 1.55 1.75 1.97 214 2.29 2.43 2.61 2.73
(0 990-1 16) (1 19-1 40) (1 43-1 69) (1 61-1 89) (1 81-2 14) (1 95-2 31) (2 07-2 48) (2 19-2 64) (2 32-2 83) (2 40-2 97)
60-min 1.34 1.61 1.99 2.27 2.63 2.90 3.16 3.41 3.74 3.98
(1 24-1 45) (1 49-1 75) (1 84-2 16) (2 09-2 46) (2 40-2 84) (2 64-3 14) (2 86-3 42) (3 07-3 70) , (3 32-4 07) (3 50-4 34)
2-h r 1.55 1.87 2.33 2 68 3.13 3.47 3.82 4.16 4.61 4.94
(1 42-1 70) (1 72-2 05) (2 13-2 55) (2 44-2 93) (2 84-3 42) (3 13-3 79) (3 42-4 17) (3 70-4 55) (4 05-5 06) (4 30-5 44)
3-hr 1.66 2 00 2.50 2.89 3.41 3 82 4.24 4.67 5.26 5.72
(1 52-1 82) (1 83-2 20) (2 28-2 74) (2 63-3 16) (3 09-3 73) (3 44-4 19) (3 79-4 64) (4 14-5 12) (4 59-5 78) (4 93-6 30)
2.02 2.44 3.05 3.52 4.17 4 69 5.22 5.76 6.51 7.10
6-hr (1 86-2 21) (2 24-2 67) (2 80-3 34) (3 22-3 85) (3 79-4 55) (4 24-5 11) (4.68-5 69) (5 11-6 29) (5 69-7 12) (6 13-7 77)
12-hr 2.40 2.90 3.63 4.22 5.03 5.67 6.34 7.04 8.01 8.79
(2 21-2 62) (2 67-3 17) (3 34-3 97) (3 86-4 59) (4 57-5 46) (5 12-6 16) (5 67-6 87) (6 22-7 62) (6 97-8 67) (7 54-9 52)
24-hr 2.75 3.32 4.16 4 82 5.73 645 7.18 7.93 8.95 9.75
(2 55-2 94) (3 09-3 56) (3 88-4 46) (4 49-5 17) (5 31-6 14) (5 97-6 90) (6 63-7 69) (7 30-8 49) (8 21-9 60) (8 92-10 5)
2-day 3.22 3.88 4.83 5.58 6.60 7.41 8.22 9.06 10.2 11.1
(3 01-3 45) (3 63-4 16) (4 51-5 17) (5 21-5 98) (6 14-7 06) (6 87-7 92) (7 61-8 79) (8 37-9 68) (9 39-10 9) (10 2-11 9)
3-day 3.42 4.11 5.09 5.87 6.93 7.77 8 62 9.49 10.7 11.6
(3 20-3 66) (3 84-4 40) (4 76-5 45) (5 48-6 27) (6 44-7 40) (7 21-8 29) (7 98-9 20) (8 77-10 1) (9 83-11 4) (10 6-12 4)
4-day 3.62 4.34 5.36 6.16 7.26 8.13 9.01 9.92 11.2 12.1
(3 39-3 87) (4 06-4 64) (5 01-5 72) (5 75-6 57) (6 75-7 74) (7 54-8.66) (8 35-9 61) (9 16-10 6) (10 3-11 9) (11 1-12 9)
7-day '4.16 4 96 6.04 6.89 8.07 9.00 9.95 10 9 12.2 13.3
(3 92-4 42) (4 67-5_7) (5 68-6 41) (6 47-7 31) (7 56-8 56) (8 41-9 55) (9 27-10 6) (10 2-11 6) (11 3-13 0) (12 3-14 1)
4.77 5 67 6.82 7 71 8.92 9 86 10.8 11.8 13.1 14.1
10 day
(4 50-5 08) (5 34-6 03) (6 41-7 24) (7 25-8 19) (8 36-9 47) (9 23-10 5) (10 1-11 5) (11 0-12 5) (12 1-13.9) (13 0-15 0)
20 day 6.40 7.55 8.91 9.99 11.4 12.6 13.7 14.9 16.4 17.6
(6 07-6 76) (7 16-7 98) (8 44-9 41) (9 45-10 5) (10 8-12 1) (11 8-13 3) (12 9-14 5) (13 9-15 7) (15 3-17 3) (16 4-18 6)
30 day 7.90 9.29 10.8 12.0 13.5 14.7 15.8 17.0 18.5 19.7
(7 52-8 31) (8 84-9 76) (10 3-11 3) (11 4-12 6) (12 8-14 2) (13 9-15 4) (14 9-16 7) (16 0-17 9) (17 4-19 5) (18 4-20 8)
9.92 11.6 13.3 14 5 16.2 17.4 18.6 19.8 21.3 22.4
45 day (9 50-10 4) (11 1-12 2) (12 7-13 9) (13 9-15 2) (15 4-16 9) (16 6-18 2) (17 7-19 5) (18 8-20 8) (20 2-22 4) (21 2-23 6)
60-d 11.8 13.8 15.5 16.9 18.7 20.0 21.3 22.5 241 25 3
y (11 3-12 3) (13 2-14 4) (14 9-16 2) (16 2-17 6) (17 9-19.5) (19 1-20 9) (20 3-22.3) (21 5-23 6) (23 0-25 3) (24 1-26 5)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS)
Numbers 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
Please refer to NOAA Atlas 14 document for more information
Back to Top

r PF graphical
PDS-based depth-duration-frequency(DDF)curves
Latitude:353328°.Longitude:-80.9872°
30 i 1 I i I i I 1 I r 1 i I
, Average recurrence
inieival
(years)
y — 1
.c 20 -•• f/. — 2
-11
c 15
o ' — 28
v .- — 50
uo 10 �,-'' : — 100
•a
� 200
5 _.. -Y - 800
---I-- .`�"- 1000
0,'. „iii. .
_ C C C C
E E _ E _ .0 S e>0, ?. , T A
orn c N rh b °N 4ov-or' A > Z7'm
N N p 4 N ONMW 0'
Duration
30 t I I i I I . i
25 ....I -
5 _ Duration
4 20 - -
--- 5-mtn — 2-day
- - --- 10-min — 3-day
y • _ '""•- 15-Min 4-day
,° — 30-min — 7-day
'u 10 •
— 60 min — 16 day
a _ <,. •.e ` -- 2-hr — 20 day
-e -�M, - -- 3-hr — 30-clay
5 - : . : -•----- --- 6-hr — 45-day
- - . ' - — 12-hr — 60-day
.�.rr.moil - — 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval(years)
NOAA Atlas 14.Volume 2.Version 3 Created(GMT):Mon Feb 13 16:47:05 2017
Back to Top

,
r Maps &aerials
Small scale terrain
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?.HDSC QuestionsAnoaa qov
Disclaimer

x
NOAA Atlas 14,Volume 2,Version 3
Location name:Mt Holly,North Carolina,USA* t"'"' '"^
Latitude:35.3328°,Longitude:-80.9872° s son
Elevation:686.97 ft** a
*source ESRI Maps ner
••source USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G M Bonnin,D Martin,B Lin,T Parzybok,M Yekta,and D Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals(in inches/hour)1
Average recurrence interval(years)
Duration
1 2 5 10 26 60 100 200 600 1000
5-min 4.70 5 56 6.48 7.15 7.92 8 46 8.95 9.38 9.88 10.2
(4 34-5 09) (5 14-6 04) (5 98-7 03) (6 58-7 74) (7 24-8 57) (7 69-9 14) (8 09-9 67) (8 42-10 2) (8 77-10 7) (9 00-11 1)
10-min 3.76 4.44 519 5.72 6.31 6.73 1 7.11 7.43 7.81 8.05
(3 47-4 06) (4 10-4 82) (4 78-5 63) (5 26-6 19) (5 77-6 82) (6 13-7 28) I (6 43-7 69) (6 68-8 05) (6 94-8 49) (7 09-8 78)
15-min 3.13 3.72 4.38 4 82 5.33 5.68 5.99 6.25 6.56 6.74
(2 89-3 38) (3 44-4 04) (4 03-4 75) (4 43-5 22) (4 88-5 76) (5 17-6 14) (5 42-6 48) (5 62-6 78) (5 82-7 12) (5 93-7 34)
30-min 2.14 2.57 3.11 3.49 3.95 428 4.59 4.87 5.22 5.46
(1 98-2 32) (2 38-2 79) (2 86-3 37) (3 21-3 78) (3 61-4 27) (3 89-4 63) (4 15-4 96) (4 37-5 27) -(4 63-5 67) (4 80-5 95)
60-min 1.34 1.61 1.99 2.27 2.63 2.90 3.16 3.41 3.74 3.98
(1 24-1 45) (1 49-1 75) (1 84-2 16) (2 09-2 46) (2 40-2 84) (2 64-3 14) (2 86-3 42) (3 07-3 70) (3 32-4 07) (3 50-4 34)
0.774 0.937 1.16 1.34 1.56 1.74 1 91 2.08 2.30 2 47
2-hr (0 710-0 848) (0 858-1 03) (1 06-1 28) (1 22-1 46) (1 42-1 71) (1 57-1.90) (1 71-2 09) (1 85-2 28) (2 03-2 53) (2 15-2 72)
3-hr 0.552 0.666 0.832 0.961 1.14 1.27 1.41 1.56 1.75 1.90
(0 506-0 607) (0 611-0 731) (0 761-0 913) (0 876-1 05) (1 03-1 24) (1 15-1 39) (1 26-1 54) (1 38-1 71) (1 53-1 92) (1 64-2 10)
6-hr 0.338 0 407 0.509 0.588 0.697 0.783 0.871 0.962 1.09 1.19
(0 311-0 370) (0 374-0 446) (0 467-0 557) (0 538-0 643) (0 634-0 759) (0 708-0 853) (0 781-0 950) (0 854-1 05) (0 950-1 19) (1 02-1 30)
12-hr 0.199 0.240 0.301 0.350 0.417 0.471 0.526 0.585 0.665 0.730
(0 184-0 218) (0 222-0 263) (0 277-0 329) (0 320-0 381) (0 379-0 453) (0 425-0 511) (0 470-0 570) (0 516-0 633)(0 578-0 719) (0 626-0 790)
24-hr 0.114 0.138 0.173 0.201 0.239 0.269 0.299 0.330 0.373 0.406
(0 106-0 123) (0 129-0 148) (0 161-0 186) (0 187-0 215) (0 221-0 256) (0 249-0 288) (0 276-0 320) (0 304-0 354)(0 342-0 400) (0 372-0 436)
0.067 0 081 0.101 0.116 0.137 0.154 0 171 0.189 0.212 0.231
2-day
(0 063-0 072) (0 076-0 087) (0 094-0 108) (0 108-0 125) (0 128-0 147) (0 143-0 165) (0 158-0 183) (0 174-0 202)(0 196-0 227) (0 212-0 247)
3-day 0.048 0.057 0.071 0.082 0.096 0.108 0.120 0.132 0.148 0.161
(0 044-0 051) (0 053-0 061) (0 066-0 076) (0 076-0 087) (0 089-0 103) (0 100-0 115) (0 111-0 128) (0 122-0 141)(0 137-0 159) (0 148-0 172)
0.038 0.045 0.056 0.064 0.076 0.085 0.094 0.103 0.116 0.126
4-day (0 035-0 040) (0 042-0 048) (0 052-0 060) (0 060-0 068)(0 070-0 081) (0 079-0 090) (0 087-0 100) (0 095-0 110) (0 107-0 124) (0 116-0 135)
7-day 0.025 0.030 0.036 0.041 0.048 0.054 0.059 0.065 0.073 0.079
(0 023-0 026) (0 028-0 031) (0 034-0 038) (0 039-0 044) (0 045-0 051) (0 050-0 057) (0 055-0 063) (0 060-0 069)(0 068-0 078) (0 073-0 084)
10-day 0.020 0.024 0.028 0.032 0 037 0.041 0.045 0.049 0.054 0.059
(0 019-0 021) (0 022-0 025) (0 027-0 030) (0 030-0 034)(0 035-0 039) (0 038-0 044) (0 042-0 048) (0 046-0 052)(0 051-0 058) (0 054-0 062)
20-clay 0.013 0.016 0.019 0.021 0.024 0.026 0.029 0.031 0.034 0.037
(0 013-0 014) (0 015-0 017) (0 018-0 020) (0 020-0 022) (0 022-0 025) (0 025-0 028) (0 027-0 030) (0 029-0 033)(0 032-0 036) (0 034-0 039)
30 da 0.011 0 013 0.015 0.017 0.019 0 020 0.022 0.024 0.026 0.027
- (0 010-0 012) (0 012-0 014) (0 014-0 016) (0 016-0 017) (0 018-0 020) (0 019-0 021) (0 021-0 023) (0 022-0 025)(0 024-0 027) (0 026-0 029)
45 day 0.009 0 011 0.012 0.013 0.015 0.016 0.017 0.018 0.020 0.021
(0 009-0 010) (0 010-0 011) (0 012-0 013) (0 013-0 014)(0 014-0 016) (0 015-0 017) (0 016-0 018) (0 017-0 019)(0 019-0 021) (0 020-0 022)
60-clay 0.008 0.010 0.011 0.012 0 013 0.014 0.015 0.016 0.017 0.018
(0 008-0 009) (0 009-0 010) (0 010-0 011) (0 011-0 012)(0 012-0 014) (0 013-0 015) (0 014-0 015) (0 015-0 016)(0 016-0 018) (0 017-0 018)
Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS)
Numbers 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
Please refer to NOAA Atlas 14 document for more information
Back to Top

f PF graphical
PDS-based intensity-duration-frequency(IDF)curves
Latitude:35.3328°. Longitude:-80.9872°
100.000 i i 1 , I , , I 1 , . . , ,
Average recurrence
. interval
1-- 10.000 - .,- - (years)
'c 1.000 ----- -- ------u'" '--- -. ----- -- -- ------._.---- -------., _ _ 2
5
� _ — 25
•„ 0.100 ' =-. — 50
`R3 4 -- ` — 100
13 1 — 200
a` 0.010 — 500
— 1000
•
0.001 ' ' ' ' ' ` '
_ _ _ _ _ >. ?.7. T 7. T ›, >,a
•G C C C c C -a -a c -c` f0 f0 ,a f0 ea f0 m fa f0
E E E E E ry rh lb Cf 'a 'a v -o -0 -0 -0 -a'a
LA 6 in r.I e4 felID l N N A 4r� rd N M d C}lui I0
Duration
100.000 i , , , , , ,
•
•
10.000 -.... ............:...._„......_..-'. ....
.c
- Duration
c
1.000 — 5-min — 2-day
°1 �,� -- t0-min •-- 3-day
G._._-..__.. --� �- -_ — 15-min — 4-day
,00 0.100 — 30-min — 7-day
:� — 60-min — 10-day
c
— 2-hr — 20-day
cu
a 0.010 — 3-hr --- 30-oay
-- 6-11r — 45-day
— 12-hr — 60-day
o_ool — 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval(years)
NOAA Atlas 14,Volume 2.Version 3 Created(GMT):Mon Feb 13 16:48:06 2017
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•
Maps &aerials
Small scale terrain
t„_l� _ _ y1.!.... - j_ -_ ' ”
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Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions'? HDSC Questionsnoaa qov
Disclaimer

;„.
/ ,,
, - ---,
AIM
SUMMIT
ENGINEERING•LABORATORY•TESTING
March 27, 2017
Ms. Courtney Sloan
Shinnville Ridge Partners
20607 Bethel Church Road
Cornelius,North Carolina 28031
Email: Chad@ sloandevelopment.com
Subject: Estimated Seasonal High Water Table (ESHWT) Determinations
Estimated Seasonal High Water Table
Laurelwood Subdivision
Natalie Commons Road
Cornelius, North Carolina
SUMMIT Project No. 4480.500
Dear Ms. Sloan:
SUMMIT Engineering, Laboratory and Testing, Inc. (SUMMIT) is pleased to submit this
letter summarizing our observations of the borings as related to Estimated Seasonal High
Water Table (ESHWT) depth determinations. This study was performed in general
accordance with our Proposal No. P2017-297-G R.1, dated March 10, 2017. The study was
performed at test locations B-3 and B-4 as indicated on the provided drawing. This report
contains a brief description of the project information provided to us, general site and
subsurface conditions revealed during the study.
ENGINEERING • LABORATORY e TESTING
3575 Centre Circle Drive I Fort Mill,South Carolina 29715 I (704)504- 1717 I (704)504- 1125(Fax)
WWW.SUMMIT-COMPAN1ES.COM

Summary of ESHWT Determination SUMMIT Project Number 4480.500
IP Laurelwood Subdivision, Cornelius, North Carolina March 27, 2017
PURPOSE OF STUDY
The primary purpose of this study was to obtain information regarding the subsurface
conditions near the proposed stormwater BMP ponds, assess the engineering characteristics
of the subsurface materials, and determination of estimated seasonal high water table
depth/elevation (if evident). This report contains the following items:
• Site Location Map and Test Location Plan,
• Summary of Hand Auger Observations, visual soil classifications and descriptions,
• A general review of the subsurface soils and estimated seasonal high water table
depth from existing ground surface(if evident),
• Groundwater level measurements.
EXPLORATION PROCEDURES
SUMMIT visited the site and performed two (2) hand auger borings (identified as B-3 and
B-4) excavated in the proposed BMP stormwater pond. The approximate location of the
hand auger borings are shown on Figure 2 — "Test Location Plan" provided in Appendix 2.
Shinnville Ridge Partners (Client) provided SUMMIT a"Site Plan" developed by Moe dated
February 13, 2017 that indicated the approximate locations of the borings. The test location
was professionally surveyed and staked in the field. However, the existing ground elevation
was not included on the stakes. SUMMIT recommends the boring locations be surveyed to
determine the ground elevation. Also, the existing ground elevations provided on the
"Summary of Hand Auger Boring Observations Sheet" and the summary table was
interpolated from the topographic information from the provided plan.
The hand auger borings were generally advanced to depths ranging from approximately 5 to
6 feet below the existing ground surface in Borings B-3 and B-4, respectively. SUMMIT
collected soil samples were obtained from each test location and returned to our laboratory
for visual classification. The Munsell Soil Color Charts (2009 Revision) were used to
identify the hue, value, and chroma of soil samples. The classification symbols are depicted
on the"Summary of Test Pit Observation Sheet" provided in Appendix 3.
GENERALIZED SUBSURFACE STRATIGRAPHY
General subsurface conditions observed during our geotechnical exploration are described
herein. For more detailed soil descriptions and stratifications at a particular test pit location,

Summary of ESHWT Determination SUMMIT Project Number 4480.500
Laurelwood Subdivision, Cornelius, North Carolina March 27, 2017
the respective "Summary of Hand Auger Boring Observations Sheet" provided in Appendix
2 should be reviewed. The horizontal stratification lines designating the interface between
various strata represent approximate boundaries. Transitions between different strata in the
field may be gradual in both the horizontal and vertical directions. The general stratigraphy
encountered within the test pit is summarized as follows.
Beginning from the ground surface, a layer of topsoil (surficial organic soils)was observed at
the existing ground surface and the thickness was measured to be approximately 4 inches.
Beneath the topsoil layer, residual (undisturbed) soils were observed to the maximum depth
of the boring. The residual soils generally consisted of elastic silts and sandy silts with rock
fragments.
GROUNDWATER LEVEL MEASUREMENTS
Groundwater was not encountered at the time the completion of borings. However, after
waiting more than 24 hours, groundwater was measured in Boring B-3 at a depth of 2 feet
below the existing ground surface. It should be noted that groundwater levels tend to
fluctuate with seasonal and climatic variations, as well as with some types of construction
operations. Therefore, water may be encountered during construction at depths not indicated
in the borings performed for this study.
ESTIMATED SEASONAL RIGH WATER TABLE
The ESHWT is defined as a change in the color of the soil layer due to water staining
(typically, gray redoximorphic depletions and mottling). Spots or blotches of different color
or shades of color interspersed with a dominant color in soil, commonly referred to as
mottling. Mottling is a historic indication for the presence of ground water caused by
intermittent periods of saturation and drying, and may be indicative of poor aeration and
impeded drainage. Mottling is a "general indication of groundwater" flow through this layer,
but it is not known whether the groundwater flow was recent.
The Estimated Seasonal High Water Table (ESHWT) indicators were encountered within the
depths excavated during this study. The following table summarizes the existing ground
elevation, depth of test pit, bottom of test pit elevation, the approximate depths and
elevations of the ESHWT, and the approximate depths of groundwater (GW) at time of
drilling(ATD).

Summary of ESHWT Determination SUMMIT Project Number 4480.5 00
Laurelwood Subdivision, Cornelius,North Carolina March 27, 2017
Summary Table of the Existing Ground Elevation, Boring Depths
ESHWT Depth and Elevation and Groundwater Depth
- Approx.
. - Existing . ° Approx. ` 'Approx. °.- Approx. = GW Deptli
Ground Boring ESHWT . ' ESHWT ° . Depth >24
Test - Elev. - Depth _ Depth. - Elev.; = ATI) =Hrs
Locations . _,(MSL)2' (Feet)1 ,(Feet)1 (MSL)2 (Feet)1 (Feet)1
B-3 . 793 5 2 791 2 2
B-4 793.5 6 2 791.5 NE NE
1 Depths from existing ground surface.
2 Existing ground elevation was interpolated from the topographic information provided
plan and should be consider approximate.
NE—Not Encountered
MSL—Above Mean Sea Level
CLOSING
SUMMIT appreciates the opportunity to provide our professional services for you on this
project. If you have any questions concerning the information in this proposal or if we may be
of further service, please contact us at 704.504.1717.
Sincerely,
SUMMIT 001,111/110,�i ®erss®cacteate®�p®
. .0A Ce.kR0
2: SUMMIT '.9 4:44:44e•
O , tea "
Laboratory&
m Testing, Inc. :Tfrf 23055 d
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C-2530 co �: �q
i foeaaivitto- 3/27/17
Todd A. Costner, EI Kerry C. Cooper, PE
Senior Professional Senior Geotechnical Engineer
Summit's NC Certificate of Licensure No. 2530
LIST OF APPENDICES
1 Figure No. 1 —Site Vicinity Map
Figure No. 2 —Test Location Plan
2 Summary of Test Pit Observation Sheet

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Summary of ESHWT Determination SUMMIT Project Number 4480.500
Laurelwood Subdivision, Cornelius, North Carolina March 27, 2017
SUMMIT
ENGINEER➢NG• LABORATORY•TESTING
APPENDIX 1
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Figure 1 Laurelwood Subdivision /A‘
Site Vicinity Map Natalie Commons Road
Cornelius, North Carolina S UM M IT
3575 Centre Circle
Fort Mill,South Carolina 29715
[phone]
SCALE:NTS SUMMIT Project No.:4480.500

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/jaiFigure 2 Laurelwood Subdivision
Test Location Plan Natalie Commons Road
Cornelius, North CarolinaSUMMIT U� � I
fr• Approx.Soil Boring Location
3575 Centre Circle
Fort Mill,South Carolina 29715
-WAY Ti.NTQ SUMMIT Project No.: 4433.500 [phone]

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Summaiy of ESHWT Determination SUMMIT Project Number 4480.500
Laurelwood Subdivision, Cornelius, North Carolina March 27, 2017
J`r
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SUMMIT
ENGINEERING• LABORATORY a TESTING
APPENDIX 2
Summary of Hand Auger Boring Observations Sheet

0
/ . SUMMARY OF HAND AUGER BORING OBSERVATIONS SHEET
LAURELWOOD SUVI
NATALIE COMMONSBDIROADSION
DENVER,NORTH CAROLINA
SUMMIT
ENGINEERING•LABORATORY•TESTING SUMMIT PROJECT NO. 4480.500
Test Depth
Location - (feet)* Soil Description
B-3 0—0 33 Approximately 4"of Topsoil
0.33 - 4 RESIDUUM:Dark Reddish Brown(2.5YR,3/4)Sandy SILT
Existing 4-5 Moist Yellowish Red (5YR.4/6)Micaceous Sandy SILT
Ground
Elevation Groundwater not encountered at time boring was performed
=793 5 mis
Groundwater depth after waiting more than 24 hours—2 feet bgs
BoringTerminated Depth-5 Feet bgs
B-4 0—0.33 Approximately 4"of Topsoil
0.33 - 4 RESIDUUM:Dark Reddish Brown(2 5YR,3/4) Elastic SILT
4 -5 Moist Light Gray (7 5YR,7/1) and Red(5YR,4/6)Slightly Clayey Sandy SILT
Existing
Ground 5 -6 Moist Light Gray (7.5YR,7/1),White(7.5YR,8/1)and Red(5YR,4/6)Slightly Clayey
Elevation Sandy SILT
=793.0 mis
Groundwater encountered not encountered at time performed and after waiting more
than 24 hours
Boring Terminated Depth-6 Feet bgs
*Referenced from existing ground elevation
Note: Test Pits Performed with a Hyundai 140 LC excavator with 36" wide bucket