SW3190801_Report (SW)_20190913

Drainage Calculations
For
TDY Industries, LLC
Project Albert
Monroe, NC (Union County)
Dyer & Associates
Firm # P-0690
September 13, 2019

Project Albert Drainage Plan
TDY Industries, LLC is planning an expansion on property located
south of the existing facility off Goldmine Road which is 124.87
acres. This existing watershed primarily drains to the center of the
site and then under Goldmine Rd via an existing pipe. This site was
previously used as a borrow site, and two existing sediment basins
were left on the site. These two basins as well as some other areas
on the site were determined to be jurisdictional wetlands/streams
by the USACE. All jurisdictional areas are noted and labeled on
Sheet C-100. The proposed development on this site will remain
outside all denoted jurisdictional areas with the exception wetland
area labeled WR. ECS is in the process of obtaining a
404(nationwide permit) to mitigate this area.
The existing development to the north discharges onto the site at
the location of the WR wetland. The total area for watershed 3 (see
C-310) is 25.94 acres. A proposed clean water ditch (10' wide) will
convey the water from the point of discharge to the defined channel
in the center of the site, routing it around the proposed
development. These waters will then discharge at outfall 2 as shown
on C-310.
The total impervious area added to the site is 22.32 acres. This
impervious area includes 14.97 acres of proposed impervious area
with an additional 7.36 acres of proposed future impervious area. A
detailed break -down of these areas is listed in the supporting
documentation as well as delineation of the watershed areas on C-
310. The existing watersheds are numbered from 1 through 6. In
addition, C-310 contains a table with the watershed areas and their
corresponding outfalls off the site. Existing watershed 1 is the only

watershed with proposed added impervious areas. Watersheds 2-6
are to remain unchanged pre and post development.
The proposed development has a watershed of 43.13 acres on the
eastern half of the site. This water will be conveyed on the site with
a series of pipes and ditches to a wet stormwater detention pond on
the south side of the site. The water quality requirements for the
site runoff are met by a wet pond with included forebay designed in
accordance with the NC DEMLR Post Stormwater manual for wet
ponds. The wet pond also contains additional storage to attenuate
the post development runoff from the 10 yr. storm event for Union
County, NC.
The temporary pool capacity of the wet pond is controlled by an
outlet structure and weir. The outlet structure consists of an 4"
diameter orifice at 643.5', a 3606" vertical weir at 644', and a
48x48" grate opening on the top of the outlet structure at 647.5'.
The emergency spillway is located at 648.25' and is 40' wide. The
highwater elevation on the 100year event is 649.01' and the top of
the pond is 650' giving 1' of freeboard. A detailed list of all storm
events is listed in the supporting documentation.
The existing soils on the site consist primarily of hydraulic soil
group C. A soils map is included on C-100 showing the NRCS soil
classification delineation with respective labels.

Index of calculations
Project Information
Drainage Area Summary
Wet Pond design with storm routing summary
Hydro -cad Pond Design report
Pipe Sizing/Manning Summary 25-yr event
Headwall discharge velocities for 25-yr event
Ditch channel design for 25-yr events
Rip -Rap Apron Sizing

Project Info
PROJECT ALBERT
Monroe, NC
Project Name
Location
Latitude
Longitude
Soil Type
USGS Map #
Blue Line Streams?
FEMA Map #
Wetland Inventory Map #
Drainage informamation
NOAA Atlas 14 - Depth 2 year
NOAA Atlas 14 - Depth 10 year
NOAA Atlas 14 - Depth 25 year
NOAA Atlas 14 - Depth 50 year
NOAA Atlas 14 - Depth 100
year
NOAA Atlas 14 - 5 min, 10
year intensity
NOAA Atlas 14 - 5 min, 25
year intensity
PROJECT ALBERT
Monroe, NC
35.012178
Dec
35' 0' 43" DMS
80.615685 Dec
80' 36' 56" DMS
BaB, ScA, CmB type C/D ISoil Class C/D
NC Bakers 201230524
yes small portion in south and middle of site
3710541600J Not in flood zone
Shown in phase one report and noted on Plan sheets
Unnamed tributary of Bearskin Creek in the Yadkin Pee -Dee River Basin
3.59
5.25
6.26
7.08
7.94
7.63
8.44
in-hr
in-hr

Impervious Areas, C-values, CN-values - Watershed 1
PROJECT ALBERT
MONROE, NC
_
DRAINAGE AREA 1
EXISTING
1,878,940
SF 43.13 Acre
PROPOSED 1,878,940 SF
43.13 Acre
Site classification
C
C-Values
CN values
Existing
Proposed
Timber
0.15
0
SF 0.00 Acre
OR SF
0.00 Acre
Grass
0.3
1,878,9401
SF 43.13 Acre
906,4981 SF
20.81 Acre
Buildings
0.9
98.00
01
SF 0.00 Acre
212,1791 SF
4.87 Acre
Sidewalks
0.95
98.00
01
SF 0.00 Acre
3,4571 SF
0.08 Acre
Gravel
0.95
98.00
01
SF 0.00 Acre
166,7251 S SF
3.83 Acre
Heavy Duty Pavement
0.95
98.00
01
SF 0.00 Acre
153,6461 E SF
3.53 Acre
Light Duty Pavement
0.95
98.00
01
0.00 Acre
26,9161 99 SF
0.62 Acre
Concrete
0.95
98.00
01
SF 0.00 Acre
45,4951 SF
1.04 Acre
Wet Pond
0.95
98.00
01
0.00 Acre
43,6031 SF
1.00 Acre
Future Impervious
0.95
98.00
0
SF 0.00 Acre
320,421 SF
7.36 Acre
Total Area CHECK
1,878,940 OK
43.13 Acre
1,878,940 OK
43.13 Acre
Total Pervious
1,878,940 SF
906,498 SF
20.81
Total Impervious
0 SF
972,442 SF
22.32
• Pervious
100.00%
48.25%
• Impervious
0.00%
51.75%
Weighted Runoff Coefficients "C
0.30
0.61
Weighted Runoff Coefficients "CN"
74.0
84.15

WET POND - DESIGN VOLUME
PROJECT ALBERT
MONROE, NC
Area A watershed summary
Area
43.13
Pervious
20.81
Impervious
22.32
CN(FROM CN CALC SHEET)
84.15
Water Quality Volume
Storm 1"
1 in
Ai= area of imperviousness
22.32 acre
At = total drainage area
43.13 acre
I = percent impervious cover
51.75 %
Rv = 0.05 + 0.009* 1 0.52
DV=3630*Rd*Rv*A 80762.1 Ft^3 EZ#2
POND VOLUME SUMMARY
PROJECT ALBERT
IYIVIIIVC, IY\.
Proposed Pond Information - Temporary Storage
Storage Area for 1,2,10,25,50, and 100 (24hr) event
Cumulative
Elevation
Area
Area
Avg. area
Interval
Volume
Volume
ft^2
acre
ft^2
acre-ft
acre-ft
643.5
43359
0.995
47828.5
0.5
0.55
0.55
644
52298
1.201
23914.25
54932
1
1.26
1.81
645
57566
1.322
78846.25
60835
1
1.40
3.21
646
64104
1.472
139681.25
68068
1
1.56
4.77
647
72032
1.654
207749.25
76424
1
1.75
6.52
648
80816
1.855
284173.25
85007.5
1
1.95
8.48
649
89199
2.048
369180.75
93591.5
1
2.15
10.62
650
97984
2.249
462772.25
EZ #35 462772.25
Pre and Post Dev. Routing Runoff and Pond Elevation
Storm
Pre-Dev.
Runoff(cfs)
Post-Dev.
Runoff(cfs)
Post -
Routing
Runoff(cfs)
Elevation(ft)
1" Depth Storm
0.11
14.02
0.23
643.96
Q124hr:
23.42
129.29
21.42
645.67
Q2 24hr:
35.72
169.77
33.79
646.28
Q10 24hr:
1 73.57
1 281.08
68.01
647.69
Q50 24hr:
119.37
403.49
180.91
648.71
Q100 24hr:
141.29
460.09
246.68
649.01
OUTLETS
4" DIA. ORIFICE @ 643.5'
36x36" WEIR @ 644'
48X48' OPENING @ 647.5
40' WIDE EM. SPILLWAY @ 648.25

POND VOLUME SUMMARY
PROJECT ALBERT
Monroe, NC
WET Pond Information - Permanent Pool
Cumulative
Elevation
Area
Area Avg. area
Interval
Volume
Volume
ft^2
acre ft^2
acre-ft
acre-ft
637.5 EZ (#20)
14231
0.33
15070.5
0.5
0.17
Sediment Storage Vol.
638 EZ #21
15910
0.37
17617.5
1
0.40
0.40
639
19325
0.44
17617.50
21071
1
0.48
0.89
640
22817
0.52
38688.50
24601.5
1
0.56
1.45
641
26386
0.61
63290.00
28209
1
0.65
2.10
642
30032
0.69
91499.00
31894
1
0.73
2.83
643
33756
0.77
123393.00
EZ #23
EZ #26
34701
0.5
0.40
3.23
643.5 (TOP OF PERMENANT POOL)
35646
0.82
140743.50
140743.50 EZ #27
SA/DA METHOD
EQUATION USED:
PERMANENT POOL VOL, ft^3
PERMANENT POOL AREA, ft^2
EQUATION 2
140743.50
35,646
AVE.
DEPTH, ft
3.95
EZ #18 & 26
METHOD USED:
DRAINAGE SURFACE AREA ft^2
IMPERVIOUS, %
Permanent Pool Area
SA/DA
1,878,940
5 2 %
35646.00
�DA7.
I REQUIRED SURFACE AREA OF WET POND, ft^2
1.51
28372
FOREBAY Information
Storage Area for 1,2,10,25,50, and 100 (24hr) event
Elevation
Area
Area Avg. area
Interval
Volume
Cumulative
Volume
ft^2
acre ft^2
acre-ft
acre-ft
638.5 (BOTTOM OF SED. STORAGE)
NOT
INCLUDED IN DESIGN
639 (TOP OF SED. STORAGE)
1719
0.04
2856.5
1
0.07
0.07
640
3994
0.09
2856.50
4390.5
1
0.10
0.17
641
4787
0.11
7247.00
5219.5
1
0.12
0.29
642
5652
0.13
12466.50
6119.5
1
0.14
0.43
643
6587
0.15
18586.00
6834
0.5
0.08
0.51
643.5
7081
0.16
22003.00
EZ #35
22003.00
EZ #33
FOREBAY TO PERMINANT POND, %
GREATER THAN OR EQUAL TO 15%
15.63
YES
DESIGN DEPTH (INCHES) CLEAN OUT DEPTH (75% OF DESIGN VOL.)
48 36

01S
2S
EXISTING PR-WAT RSHED
CONDITIONS
43P
Wet Pond - Temp.
Storage
Subcat Reach on Link Routing Diagram for WET POND -Albert
Prepared by {enter your company name here}, Printed 8/30/2019
HydroCAD® 10.00-25 s/n 06595 © 2019 HydroCAD Software Solutions LLC

WET POND -Albert Type 1124-hr 1-Year Rainfall=3.00"
Prepared by {enter your company name here} Printed 8/30/2019
HydroCAD®10.00-25 s/n 06595 ©2019 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1S: EXISTING CONDITIONS
Runoff = 23.42 cfs @ 12.47 hrs, Volume= 3.264 af, Depth= 0.91"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-40.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (ac) CN Description
43.130 74 >75% Grass cover, Good, HSG C
43.130 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
17.7
100
0.0100
0.09
Sheet Flow,
Grass: Dense n= 0.240 P2= 3.62"
26.8
2,288
0.0090
1.42
Shallow Concentrated Flow,
Grassed Waterwav Kv= 15.0 fps
44.5 2,388 Total
Subcatchment 1S: EXISTING CONDITIONS
Hydrograph
26
25
-_--
—1—+—+—r-1--1—+—+---I—+—+—I--1—+—+—+-1--1—+—+-1--I—+—+—+—I—+—+—+-1—+—+—+-1—+—+—+-
- Ir-_--
- Ir -- -- - - - -
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-
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I-- I -- I- -- Ir- - I- - Ir--- I -- I- -1_-�_-�I- � - Ir-
■Runoff
24
23
-�
— — —'i —
-++-+-+-++-+-+-+-1
— —'i
—'i —
— — 23.42 cfs-
+-1--1-+-+-+-++-+-+-++-+-+-+-1-+-++
+FIr�h-
p
22
21
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1--
21
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16
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w 15
u 14
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1_1_1_
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----RLmLmioffiDrpLfi: .91'l
3 13
I
I
I
1
1 1
I
LL
10
9
-1-J-L-L-'--'-L-L-'--
--T-1—T---II—
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-'--'-�-+-L-'--'-L-L-'--'-L-L-L-'-L-L�'T�
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8
—1—J-1—L-1--1—-1—'--
-----1—L----1—L-1--I_J_L_
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7
6
--T-1—T—II
—1—J-1—L-1--1-1-1------1-1—
--1—T—II
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L---'-1—
\//11�','1--'�N1V7J
—T—T--T-7T'I-=
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5
4
�1
-IrT-1-r-IF
-1—J-1—r-1--1-1-1-1--
--1-T-li-r-
—
—1-1—L-1--1-1—L-1--1—J-1—r-1—J-1—r-1—J-1—r-1-1-1-1—
2
-- -
- ----
- -- -+--
-- - - -- - - -- - - -- - - -
1
0
1
2
3 4
5 6 7
8 9
10 11 12 1314 15
16 17 18 19 20
Time (hours)
21 22 23
24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40

WET POND -Albert Type 1124-hr 1-Year Rainfall=3.00"
Prepared by {enter your company name here} Printed 8/30/2019
HydroCAD®10.00-25 s/n 06595 ©2019 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 2S: PR -WATERSHED
Runoff = 129.29 cfs @ 11.95 hrs, Volume= 5.975 af, Depth= 1.66"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-40.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (ac)
CN
Description
20.810
74
>75% Grass cover, Good, HSG C
22.320
98
Paved parking, HSG C
43.130
86
Weighted Average
20.810
48.25% Pervious Area
22.320
51.75% Impervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
2.7
300
0.0200
1.82
Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.62"
2.1
1,000
0.0050
7.89 55.74
Pipe Channel, RCP —Round 36"
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.011 Concrete pipe, straight & clean
4.8 1,300 Total
Subcatchment 2S: PR -WATERSHED
Hydrograph
--+-+-+--+-+----+-+-+--+-+-+--+-+----+-+-+--+-+----+-+----+-+----+-
140 ■Runoff
—TI — TI —TI—-I—TI 12I 92cTI— -I —T TI I— --T II—T—r T II—--r I II—7I—r'I I I'—7' —T I --1
130 I I I I I I I I I I I I—+1 I I I �
120
- --- - --------------'FrYea`rftinfal .-OO"I-
110 I I I I I I I I I I I I I I I I I I
--,-t-r--,-t-I--I--r--,-t-r--,-t-I--I- uhpff Ar6&43.13Q_Ad_
100
— — —I — — — I — — — I— — — — I— — — —I — I— — I— — I — —I — I—-
90 Ru!nof Vrolt�rg=fI
80I Runoff Depth-;
0 70 I I
- IIIIIIIII -� -I--I- � -� -I- �- � -� -I- I I
a 60
��nII-
50
-I-r-t-r-I-r-t-I--r-r-I-r-+-r-I-r-+-r-I-r-r-r-I-r-r-r-I-r-r-I--I- r-I---r-
40 I I I I I I N I
II -I--I- � -� -I- �- � -I--I--I--I--I- � -I--I- �- � -I--I- �- -I--I- �- -I--I- - 1 -I--II---=---- �-
30
—J-1—L--—L—I--I——L--J-1—L--—L----L—L—L--—L-1--1-1—L----1—L--J—�-
20
-I-r-t-r-I-r-t-I--I- -I-r—r-r--r—r-r--r—r-r--r—r----r-r-r--r-r-r-I-r-
10 I I I I I I I I I I I I I I I I I I I I I I I I I I I
11
1 2 3 4 5 6 7 8 9 10 11 12 13 14 1516 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)

WET POND -Albert Type 1124-hr 1-Year Rainfall=3.00"
Prepared by {enter your company name here} Printed 8/30/2019
HydroCAD®10.00-25 s/n 06595 ©2019 HydroCAD Software Solutions LLC Page 6
Summary for Pond 3P: Wet Pond - Temp. Storage
Inflow Area = 43.130 ac, 51.75% Impervious, Inflow Depth = 1.66" for 1-Year event
Inflow = 129.29 cfs @ 11.95 hrs, Volume= 5.975 of
Outflow = 21.42 cfs @ 12.15 hrs, Volume= 5.598 af, Atten= 83%, Lag= 11.8 min
Primary = 21.42 cfs @ 12.15 hrs, Volume= 5.598 of
Routing by Stor-Ind method, Time Span= 1.00-40.00 hrs, dt= 0.05 hrs
Peak Elev= 645.67' @ 12.15 hrs Surf.Area= 1.423 ac Storage= 2.733 of
Plug -Flow detention time= 189.1 min calculated for 5.598 of (94% of inflow)
Center -of -Mass det. time= 154.4 min ( 975.5 - 821.1 )
Volume
Invert Avail.Storage Storage
Description
#1
643.50'
10.625 of Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(acres)
(acre-feet)
(acre-feet)
643.50
0.995
0.000
0.000
644.00
1.201
0.549
0.549
645.00
1.322
1.262
1.811
646.00
1.472
1.397
3.208
647.00
1.654
1.563
4.771
648.00
1.855
1.755
6.525
649.00
2.048
1.951
8.476
650.00
2.249
2.148
10.625
Device Routina Invert Outlet Devices
#1
Primary
643.50'
4.0" Vert. Orifice/Grate C= 0.600
#2
Primary
644.00'
36.0" W x 36.0" H Vert. Orifice/Grate C= 0.600
#3
Primary
647.50'
48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4
Primary
648.25'
40.0' long x 18.0' 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
Primary OutFlow Max=21.41 cfs @ 12.15 hrs HW=645.67' (Free Discharge)
1=Orifice/Grate (Orifice Controls 0.60 cfs @ 6.82 fps)
2=Orifi ce/G rate (Orifice Controls 20.82 cfs @ 4.15 fps)
3=Orifi ce/G rate ( Controls 0.00 cfs)
4= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

WET POND -Albert Type 1124-hr 1-Year Rainfall=3.00"
Prepared by {enter your company name here} Printed 8/30/2019
HydroCAD®10.00-25 s/n 06595 ©2019 HydroCAD Software Solutions LLC Page 7
Pond 3P: Wet Pond - Temp. Storage
Hyd rog raph
�'
—I—+—+—I—+—+—I—+—+—I—+—+—I—
C Inflow
140
-- - -- - --- 1zs.zsofs------------i-i-_
i_ _i -_ _i ❑ Primary
130
120
-''- - -''- - r -''- - r - r -'
- -''r -''- - -''-
-'r - - -TPP'a1kT Ele 645.-67"
110
-I--r--r-r-- -r-r-I-r-Y-r-I-r-r-I-Y-r-I-r-,
�/`� I� I�
tpr` ler-Z7,33 4f
1OO
go-
H 80
U
-- - -- -+-- -+-+--+-+-
I I I I I I I I I I
--+- --+-
I I I I I I I I
-- - ---+--+-+---+--+-+--
I I I I I I I I I I I I I I I I I I
3 70
o
_,- - -1- - F _,_ - - -
-- - -- - --
- -- - -- - ---- - - ---- -
60
50
-I- -r-- -r-- -r -r-
-T- -- -r--T-
-- -r-- -r-- -r- -r-- -T-
40
I_�_L_I_�_L_I_�_L
30
--r—r--r—r—I—r—r— r—rr
21.42 cfs
- r— r--r—r--r
—r
—r--r-r--r-r—rr—r—rr-r—rr—+
20
10
0
1
2 3
4 5 6 7 8 9 10 11 12 13 14 1516 17 1819 2021 22 23 24 25 26 27 28 29 30 3132 3334 35 36 37 38 39 40
Time (hours)

WET POND -Albert Type 1124-hr 2-Year Rainfall=3.62"
Prepared by {enter your company name here} Printed 8/30/2019
HydroCAD®10.00-25 s/n 06595 ©2019 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 1S: EXISTING CONDITIONS
Runoff = 35.72 cfs @ 12.45 hrs, Volume= 4.757 af, Depth= 1.32"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-40.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.62"
Area (ac) CN Description
43.130 74 >75% Grass cover, Good, HSG C
43.130 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
17.7
100
0.0100
0.09
Sheet Flow,
Grass: Dense n= 0.240 P2= 3.62"
26.8
2,288
0.0090
1.42
Shallow Concentrated Flow,
Grassed Waterwav Kv= 15.0 fps
44.5 2,388 Total
Subcatchment 1S: EXISTING CONDITIONS
Hydrograph
40
38 ---- - ---- - - 35.72 cfs T---- - - ---- - - ----- -- ---- - ---- - ---- - -
34 ---- - ---- - ---li ---- - - ---- - ------------=--Z------- ----
32 - - - -; -; -,- -- -; - --; -- - - - - - -- -,---��-Yea�rRai nfaI1T�.62", - ,i
30-----'-r--------'--'--'--'--'--'-'---------------------------'--'
28-1-J-1-L----1-i-'--li 1-'--'--+-L-'--'-1-L-1j1111fff�'/-/�jl�sA��#rFa7V��lCi -
26-1-J-s-L-'--'--L -'- -' L-'--'--+-L-'---1-Luno••r�_O!�_�=�L,�/'_�_IL_
24-1-J-1-L-1--1-1-1-1--' +-'--'--+-L---'_1 L ��
22 - 1-r- - - -'--'--+-L-'--'-1-L----JRanof#iflep►t�rT1.32"L
3 20-'-p - -
a 18 -'- - - -'- -' - - -'- - -'- -'- - + - -'- -' - - -'- -' - f lb w Le th=22 388�, -
16 -'- - - -'--'- - -'-- -'--'- - - -'--'- - -'--'-
14-+��-+-
12-rr-r-r-r--r-+-r--r--r-+-r----
r-r-r--r-r-r--r-+-r-i-r-r YN =7F4
r-
10----r-r-r--r-r-r- r--r-r-r----r-r-r--r-r-r--r-r-r--r-r-r-rr-r-r-
8- r.- .- r-
-r-
6.......-r-r-
4 -- --r--I-_-r- -T --- -r----- r-r----r-r--- -_T -r- -_T-r-
1 2 3 4 5 6 7 8 9 10 11 12 1314 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)

WET POND -Albert Type 1124-hr 2-Year Rainfall=3.62"
Prepared by {enter your company name here} Printed 8/30/2019
HydroCAD®10.00-25 s/n 06595 ©2019 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 2S: PR -WATERSHED
Runoff = 169.77 cfs @ 11.95 hrs, Volume= 7.925 af, Depth= 2.20"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-40.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.62"
Area (ac)
CN
Description
20.810
74
>75% Grass cover, Good, HSG C
22.320
98
Paved parking, HSG C
43.130
86
Weighted Average
20.810
48.25% Pervious Area
22.320
51.75% Impervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
2.7
300
0.0200
1.82
Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.62"
2.1
1,000
0.0050
7.89 55.74
Pipe Channel, RCP —Round 36"
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.011 Concrete pipe, straight & clean
4.8 1,300 Total
Subcatchment 2S: PR -WATERSHED
Hydrograph
190 rI r-r1 ■Runoff
I-�--r-I---rr-+-r-I-�-r-r-I-�-r-r-I-�-r-r-I-�-r-r-I-�-r-r-I-�-r-r -I-�-
180——r— +— r—
rr —+ —r 169.77 cfs r--_r_r--r—r—r—rr—r—r--r—r----r—r—r--r—r—r—I—r-
170-t-lr-I-r1111 o 1I I �4-1'11
160--+-+-r--+-+-I--+ -+--+-+-r--+-+----+-+-+--+-+----+-+----+-r-@I--I-+-
150
140 -I- -+- -I--+-1--1- - -I- - - -I- - -1--1- 1 uhoff'Arbe= 11.13F01 ACiI-
130-I-�-+-�-I-�-+-I--1--�-I-�-�-�-I-�-�-1--I-�-�-�-I-�-��-1--I-�-�-1--I-�-�-1--I-�-
120•I''I-
w 110 -1- -+- -1--1-1--1--L-1-J-1-L-1-1-1-1--1-1-L- -1- --1--1-1- -1--1-1-r-1--1-L-
100Depl#M:;:.20"I-
0 90 -'1- 1- L -11- 1- Il- -'I- - IL -'I- J - - IL -'1-1- -'I- -'1-1- L -'fl fcvv I'IL-erh,^ F3i00u =
FL
80
70-1-J-+-L-1-L-1-1--1--
,
60
II
50 IY �+I
---------------- ------------------------------------------------
40
30 I_I I_I I_I
I
20
in-
1 2 3 4 5 6 7 8 9 10 11 12 13 14 1516 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)

WET POND -Albert Type 1124-hr 2-Year Rainfall=3.62"
Prepared by {enter your company name here} Printed 8/30/2019
HydroCAD®10.00-25 s/n 06595 ©2019 HydroCAD Software Solutions LLC Page 13
Summary for Pond 3P: Wet Pond - Temp. Storage
Inflow Area = 43.130 ac, 51.75% Impervious, Inflow Depth = 2.20" for 2-Year event
Inflow = 169.77 cfs @ 11.95 hrs, Volume= 7.925 of
Outflow = 33.79 cfs @ 12.12 hrs, Volume= 7.541 af, Atten= 80%, Lag= 10.0 min
Primary = 33.79 cfs @ 12.12 hrs, Volume= 7.541 of
Routing by Stor-Ind method, Time Span= 1.00-40.00 hrs, dt= 0.05 hrs
Peak Elev= 646.28' @ 12.12 hrs Surf.Area= 1.523 ac Storage= 3.624 of
Plug -Flow detention time= 161.0 min calculated for 7.532 of (95% of inflow)
Center -of -Mass det. time= 134.6 min ( 947.7 - 813.1 )
Volume
Invert Avail.Storage Storage
Description
#1
643.50'
10.625 of Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(acres)
(acre-feet)
(acre-feet)
643.50
0.995
0.000
0.000
644.00
1.201
0.549
0.549
645.00
1.322
1.262
1.811
646.00
1.472
1.397
3.208
647.00
1.654
1.563
4.771
648.00
1.855
1.755
6.525
649.00
2.048
1.951
8.476
650.00
2.249
2.148
10.625
Device Routina Invert Outlet Devices
#1
Primary
643.50'
4.0" Vert. Orifice/Grate C= 0.600
#2
Primary
644.00'
36.0" W x 36.0" H Vert. Orifice/Grate C= 0.600
#3
Primary
647.50'
48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4
Primary
648.25'
40.0' long x 18.0' 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
Primary OutFlow Max=33.61 cfs @ 12.12 hrs HW=646.27' (Free Discharge)
1=Orifice/Grate (Orifice Controls 0.68 cfs @ 7.77 fps)
2=Orifi ce/G rate (Orifice Controls 32.93 cfs @ 4.84 fps)
3=Orifi ce/G rate ( Controls 0.00 cfs)
4= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

WET POND -Albert Type 1124-hr 2-Year Rainfall=3.62"
Prepared by {enter your company name here} Printed 8/30/2019
HydroCAD®10.00-25 s/n 06595 ©2019 HydroCAD Software Solutions LLC Page 14
Pond 3P: Wet Pond - Temp. Storage
Hyd rog raph
---7--,—T--—T--�—T—I7—T-7—I-7-7--T-7--7-7--,—T--7—T—I ,—T—I-7—T—I
190
■ Inflow
I I I I I I I I I ❑
—7-7—I-7—T—I-7 169.77 cfs T —i7—T-7—I-7-7—I—T-7—I-7-7—I-7—T—I-7—T—i 7—T—I-7—T—i Primary
180 [,,,,I��f �+I
170
'--------------- ---------------------------------------------
-
160 ,' -- - -- - -'-'-' - ---- - --- - -- -' --'- rC kli fCv�646.LfiT'II
150 1 I I 1 I I 1 I I 1 I I 1 I I I
140 IS'I'1�1 rf'a _ �i7—Il� Z4 A'4 f
130 IY '�4a(�7 yT
120 — — — — — — I — I — — — —I — I — I -I- —— I —I — I — I -I- — I -I — I — I — I— —I — — — — I— —I — —
N —I— — —I— — —I— — — — —I— I — I— I — ———— 1— 1 — I— 1 — I— 1—
120 I --II
10
100
— —L—I— —L-1— —L—L-1—J-1—L-1-1—L-1-1—L-1-1—L—I——L—IL1-1—'——L—IL1-1—'—
0 90 1
a 80
-�-L-'-�-L-'-�-L-L-1-J-1-L-'-1-L-'-1-L-'-1-L-'-�-L-'-1-1-'-�-1-'-J-1-'-
70-i--J-1--
60-+-1-
50
40 33.79 cfs
I—�—�—I—�—T—I— T—I—�—T—�—I—�—L —I— —I— —I—�—k—I-
30
--—--—+—I—�——1—+—+— —1—+— —1—+— —1—+— —I——+—I—+—+--—+—I—+—+—I-
20
10
0
1 2 3 4 5 6 7 8 9 10 11 12 13 14 1516 17 1819 2021 22 2324 2526 27 2829 30 3132 3334 35 3637 3839 40
Time (hours)

WET POND -Albert Type 1124-hr 10-Year Rainfall=5.30"
Prepared by {enter your company name here} Printed 8/30/2019
HydroCAD®10.00-25 s/n 06595 ©2019 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment 1S: EXISTING CONDITIONS
Runoff = 73.57 cfs @ 12.43 hrs, Volume= 9.366 af, Depth= 2.61"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-40.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.30"
Area (ac) CN Description
43.130 74 >75% Grass cover, Good, HSG C
43.130 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
17.7
100
0.0100
0.09
Sheet Flow,
Grass: Dense n= 0.240 P2= 3.62"
26.8
2,288
0.0090
1.42
Shallow Concentrated Flow,
Grassed Waterwav Kv= 15.0 fps
44.5 2,388 Total
Subcatchment 1S: EXISTING CONDITIONS
Hydrograph
-rr-r-r-r-i-r-r-r-i-r-+-r-i-r-r-r-i--i-r-r-r-i-r-r-r-i-r-r-r-i-r-r-r-rr-r-r-
80 Runoff
1-J-1-L-1--1-1-i-�--�-1-+-1--�-�-+-L-1--1-1-L-1--1-J-L-�-�-�-i-r-�-J-1-L-i-J-1-L-
7357 cfs
75
+—+--+—+—+—++—+—+—++—+—+—++—+—+—++—+—+—+—++—+—r-
65 1--_10-YearRai nfallT5.30 -
60
-I- - - + Ruft0ff �1it&43�.130 Acr -
55
so
-++- - -+- -+ - +-----+-}-++-+-+ u'no IVQ1u�1+1_0_$$ -
u 45 -- -T -T -F-1-T-T- —II ---T-T-T----7-T-----1RunoffTDe-pt111 *2 1nr-
0 40 -- - - ---- - ------I--4-+--I--I—I—I---�-'F16 'Leiryotll-2388
35
--------
----------------------------------------------Iw----{my-�;----
30--y-
rt-Ir-III——III— - I+ -III--'r-'-y-+-It----rt-It----y-It-I'r--y-I+ =`�rt`I%�I'-'�'4nr-
25-
20
---------------- ----------------------------------------------
15
10-J-s-L-I--- -i-- --+-L----1-L----J-L-L--J-i---J-s-L--J-s-L-
5
0
u== '7
1 2 3 4 5 6 7 8 9 10 11 12 1314 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)

WET POND -Albert Type 1124-hr 10-Year Rainfall=5.30"
Prepared by {enter your company name here} Printed 8/30/2019
HydroCAD®10.00-25 s/n 06595 ©2019 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 2S: PR -WATERSHED
Runoff = 281.06 cfs @ 11.95 hrs, Volume= 13.471 af, Depth= 3.75"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-40.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.30"
Area (ac)
CN
Description
20.810
74
>75% Grass cover, Good, HSG C
22.320
98
Paved parking, HSG C
43.130
86
Weighted Average
20.810
48.25% Pervious Area
22.320
51.75% Impervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
2.7
300
0.0200
1.82
Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.62"
2.1
1,000
0.0050
7.89 55.74
Pipe Channel, RCP —Round 36"
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.011 Concrete pipe, straight & clean
4.8 1,300 Total
Subcatchment 2S: PR -WATERSHED
Hydrograph
300 ■Runoff
�I
+-+-+-+--+-+-+ 281.06
280
260 I I I I
+--+-+---+-+-+ -
~-I- + +-I-+-+---+�'II • Iv M'I�i •� Y•T�Y"I
240
---- - -- - ---- ------ ---- - -- �y
220 1 1 1 1 -- -- -Ruhoff Aeow=43.130 4GI -
-I-r-+-r-I-r-+-r-I- -r-I-r-r-r-I-r-r-r-I-r-r-r-I-r-r-r-I-r-r-r-I-r-r-r-I-r-
200 - -- uhbff 1hLulrt�Q=1 3A71Af
w 180--y-+-r-Ii-y-+-Ir -II--Ir-- y-+-Ir -II--+-Ir-Ii-]Runoff DeptF1=v 161�1
3 IIII
160 -I L L L L L L L II
II
IIIIL L L i_I_ I_1_i_I _1 L
L-°° 140 1 1 1 0w�nllg�� �Ip31II0-
--IIi---r--TT---rr---IIIi--- r-TT---IIi-- ---IIIi----Ii--- r---rr---Ii-----IIi---r---rr---rLIr---IIIi-----rr--I----I--r7 -r-IIi---I'1-7-I- j-r
120I =41�r11r1L-
100 -GW8cc
-
-
80
I--1-+-L-I-�-+-I--I--L-1-J-1-L-1-1-i-I--I-1-L-�-I-�-i-I--1-1-i-I--1-1-L-1--I-1-
60
-1-T-r I-1-T
40 - -+- -I--+-I--I- -I- -+- -I--+-I--I- - - -I- ----I-'----I-'- -I--I- -
20
1 2 3 4 5 6 7 8 9 10 11 12 13 14 1516 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)

WET POND -Albert Type 1124-hr 10-Year Rainfall=5.30"
Prepared by {enter your company name here} Printed 8/30/2019
HydroCAD®10.00-25 s/n 06595 ©2019 HydroCAD Software Solutions LLC Page 20
Summary for Pond 3P: Wet Pond - Temp. Storage
Inflow Area = 43.130 ac, 51.75% Impervious, Inflow Depth = 3.75" for 10-Year event
Inflow = 281.06 cfs @ 11.95 hrs, Volume= 13.471 of
Outflow = 68.01 cfs @ 12.10 hrs, Volume= 13.076 af, Atten= 76%, Lag= 9.1 min
Primary = 68.01 cfs @ 12.10 hrs, Volume= 13.076 of
Routing by Stor-Ind method, Time Span= 1.00-40.00 hrs, dt= 0.05 hrs
Peak Elev= 647.69' @ 12.10 hrs Surf.Area= 1.793 ac Storage= 5.962 of
Plug -Flow detention time= 126.6 min calculated for 13.076 of (97% of inflow)
Center -of -Mass det. time= 108.9 min ( 906.9 - 798.0 )
Volume
Invert Avail.Storage Storage
Description
#1
643.50'
10.625 of Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(acres)
(acre-feet)
(acre-feet)
643.50
0.995
0.000
0.000
644.00
1.201
0.549
0.549
645.00
1.322
1.262
1.811
646.00
1.472
1.397
3.208
647.00
1.654
1.563
4.771
648.00
1.855
1.755
6.525
649.00
2.048
1.951
8.476
650.00
2.249
2.148
10.625
Device Routina Invert Outlet Devices
#1
Primary
643.50'
4.0" Vert. Orifice/Grate C= 0.600
#2
Primary
644.00'
36.0" W x 36.0" H Vert. Orifice/Grate C= 0.600
#3
Primary
647.50'
48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4
Primary
648.25'
40.0' long x 18.0' 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
Primary OutFlow Max=67.82 cfs @ 12.10 hrs HW=647.69' (Free Discharge)
1=Orifice/Grate (Orifice Controls 0.84 cfs @ 9.66 fps)
2=Orifi ce/G rate (Orifice Controls 62.71 cfs @ 6.97 fps)
3=Orifi ce/G rate (Weir Controls 4.27 cfs @ 1.42 fps)
4= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

WET POND -Albert Type 1124-hr 10-Year Rainfall=5.30"
Prepared by {enter your company name here} Printed 8/30/2019
HydroCAD®10.00-25 s/n 06595 ©2019 HydroCAD Software Solutions LLC Page 21
Pond 3P: Wet Pond - Temp. Storage
Hyd rog raph
■ Inflow
I I I ❑
1—r—r—rr—r—l—r 281.06 cfs r—rr— r— r—l— r—r—1— r— r—1— r— r—rr— r—l—r— r—rr— r—l—r—r —r Primary
300 I I I I I I I I I I I I I I I I I I ' n ���TIII''' � 1
-'- -L-'--L-'-1-L--L-1-J-I-L-1-I-L-1-1„„I 'A�IV : 0J 00
280 (
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
260 1- r - T - 1- T - 'Peak-Ele T6i4T.-W
--r-r-l-r-r-l-r-r-r-rr-r-r-l-r-r-l-r-r-l-r-r-l-r-r-rr-r-rr-r-rr-r-r
240 L[\1I Q1 �T
I L I r_I_I r _ r_I_L_ I_ r _I_1_ r_I_ I_ r_I_1 Stpir 1 le=$I 90-4f
220
200 1-r-r-1-r-r----r -r- r-T-r--7-r--T-r--r-r-1-r-r-- -r-r -r-- -T-r
w 180
I1_�_�_I1_�_�_I1_�_�_I1_�_�_I1_
U —
_I__I_I_I_
3 160 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
0 140-1-T-r-- -t-- -t -t- T-T-r--T-r--T-r--T -r ---t --T -t--t--T-T-
LL
-1-I-�-1-r-I-1-r-I-1-r-I-�-r-I-�-r-I-�-r-I-�-r-I-�-1-I-
120
100 1-7- -l-i-i -1- -i -i -i _i- -i -1- -i -1- -i -l- -i-1- -i -i _i-T -F T-i _i-T -i
- - - t - - t - t -Il- - - t -I- t - t -Ir - - t - t - - t - Ir - - t - t - - t - I - - t - t -Ir I - I - - t - t
- -
80 01 68.01 cfs
-1-1-L-'-1-L-1-1- -L-1-J-1-L-1-1-L-1-1-L-1-1-L--1-L--L-r--1-L-1-J-1-'-
60
40 '-i-r-i-i-r-i-i------T-r-i-i-r-i-i-r-i-i-r-i-i-r-i--i-r-i i-r-1--1-T-i
1 2 3 4 5 6 7 8 9 10 11 12 13 14 1516 17 1819 2021 22 23 24 25 26 27 28 29 30 31 32 3334 35 36 37 38 39 40
Time (hours)

WET POND -Albert Type 11 24-hr 25-Year Rainfall=6.33"
Prepared by {enter your company name here} Printed 8/30/2019
HydroCAD®10.00-25 s/n 06595 ©2019 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment 1S: EXISTING CONDITIONS
Runoff = 98.81 cfs @ 12.42 hrs, Volume= 12.451 af, Depth= 3.46"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-40.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.33"
Area (ac) CN Description
43.130 74 >75% Grass cover, Good, HSG C
43.130 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
17.7
100
0.0100
0.09
Sheet Flow,
Grass: Dense n= 0.240 P2= 3.62"
26.8
2,288
0.0090
1.42
Shallow Concentrated Flow,
Grassed Waterwav Kv= 15.0 fps
44.5 2,388 Total
Subcatchment 1S: EXISTING CONDITIONS
Hydrograph
1 1 0 11
-- —— T — —1— — T — —1 —1— — T — —1— —1 — T — — I — — T — — I — — T — I— —I — — T — I — —I — — T — —I — — — —I — —
105 ' I I I I I I I I I I I I I I I I I I I I � Runoff
------1 1 1 1 -1 -T I I I
I— — I — — — — — I — — — — I-
----I I ---- ------------ ------- -I-I
I I I I I I I I 98.81 cfs I I I I I I I I I I I I I I I I I I I I I I I I
100-1-J-L-L-'--1-1--- L—I—-1-L-1-L-L---'—L-L-L-I—- L —'- —'— L-L-' L-
95--+-+-+--+-+---I-+ +--+-+-+--+-+-r--+-+-+- +,-+-r--+pee��r Ill)-2-
90 -I- - T-T -Ii--T-T-Ii-T I- - T-T--T-T -T
-I- -;L -IIC irR I;Q h-
80 - T-L- T-- L- J- - 1- - -1- Runoff-krew43.130-at
75 —I——+—+—I——+—I--I—+--+—+—+--+—+---I—+—+—}+-1—+—+--1--1—+—A+----I-4--rC-1--1 ,— —
70
65
Vw 60 I'pDfl-L1e6111.��p"'i
-------------------------------------- 1 rI pn 1t +, I� -
YI
0 50
LL I—T—T—r—I—T—T—I--I—T— I—T— T—T— I—T—T—I--I—T—r—T
45-I—--—--—II —I —II——————--——--——--—---II q 1—-
40 1 _'#'#' .� -�'n n
/--J-1—L--J-1-1--'——'—J-1—L--1-1----1—L—L--J—L-1--1-1——1--1-1——�-1-
35 -'- -+- -'--+-'--'- -'- - - -'- - -'--'- - - -'- ----'-'-----CIIVT/I
30--T-T—r--T—T-r-r --T-r-r--T-r-r--T-r-r--T-r----T-r-r--T-r-r-I-T-
25I-
20 -1--1- - -1- - -1--1- --1- -1--1- - -1--1- - -1--1- - -1--1- - -1--1-
15 -'- -+- -'--+-'--'- + -+- -'--+-'--'- - - -'--+-'--'--+-'--'- - -'--'- -
10--y-+-r--y-+-r-I- +- --+-r-I--r-r--y-r-r--rt-r-r--rt-r-r-I- -
1 2 3 4 5 6 7 8 9 10 11 12 13 14 1516 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)

WET POND -Albert Type 11 24-hr 25-Year Rainfall=6.33"
Prepared by {enter your company name here} Printed 8/30/2019
HydroCAD®10.00-25 s/n 06595 ©2019 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment 2S: PR -WATERSHED
Runoff = 349.33 cfs @ 11.95 hrs, Volume= 16.978 af, Depth= 4.72"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-40.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.33"
Area (ac)
CN
Description
20.810
74
>75% Grass cover, Good, HSG C
22.320
98
Paved parking, HSG C
43.130
86
Weighted Average
20.810
48.25% Pervious Area
22.320
51.75% Impervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
2.7
300
0.0200
1.82
Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.62"
2.1
1,000
0.0050
7.89 55.74
Pipe Channel, RCP —Round 36"
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.011 Concrete pipe, straight & clean
4.8 1,300 Total
Subcatchment 2S: PR -WATERSHED
Hydrograph
380
-I- r
_
I-�-r-r-I-
-I -I -I-
11
II
- r - I- -I- r - Y - r -I-
I
r- I--rr-r-I-
r
- r -I -I-
I
r-r-I-7-r-I--I-7-r-r-I-
r
- r - I- -I- r -I - r -I - r - r -I- -I- r - r - I- -I- r -1 - I- -I - r -
I I I I I
r-r-I-7-r-I--I-7-r-I--I-7-
■Runoff
360
340
'I
_-r
-r-T-r--r-r-I--I-
I I
r-r-I-
I
r
I 349.33 cfs
-r -I----r--r
-r--r-T-r---T---I-r-r-r-I-r-r-I--I-
-r-r--r-r
----r-r-r-- r- r - - - I
-y ��I�-T_ -
320
-Ii-
-t-r--t-t-I--II-
-r-Ii-
- T -r -Ii
-
-T-r-I- -T 4-
2 f ICal'I`��'--'--�' I
300
280
--r-T-r-I-r-
-II-
- T-r--;-T-Ir-II-
r -I--I- -r--r-r-r--r-r---I--r-r-I-r-r-I--I-7-r-I--I-7-r---I-7-
-r-II-
-T-r-II-
'•
-T-Ir--7-Runoff-AtAe =4�130-ac-
260
240
_ I
- ,-r-
-I-
I I
r-
- T -r -I-
I I
-,-r-I--I-
I I I I I
-r--r-r-r--r-r---RubffVbCu'Irr�er='I1'T8-f-
-T-I -I--r--1-T-r-I-
I
I I I
I
I I I I I I
-T-I--r-r-r--r-r-I--I-r-r-r--r-r-r-I-r-
w 220
r
- r -I
r
- - r--I-
-
I`r-
.
---II--r --r --rI
IhI- 7rIQ
.V..
200
LL180
I-rr-r-I
--
T -r --
- T -r -
-
T
-T --I-rr--II--
I-
-r
T-r7-T
-r-r
-OI-T�7
�nrflII-fIfII-
-I TrOT"ery1- 7I-_
160
-rr-,-1-Tr
-rI-I-7r-Tr
I
r;-I-7r-Tr - IrIr-r I -rT �IQ
-140
120
�I-1----I-I-I-
IrrIrr;I
_I-1-T-r--1-T-rI
-II--rI---T-rI--7-T-rI
-----T-
-II--T-I--1-i--I- T-r--G 86-
100
---
- I -I-
-I--I-I-I-r---I-I-I--I--I-I-I--I--
80
__ 1- 1_
T_ r -II-
1_
T_ Ir Ir Il-
1-
T Ir Il-
7-
T r 7 T Ir 1 T 7 T r 7 r r 1
60
�I_I-
I-
I -I -I-
I
-I -I- -I- -----I-I--I-I----I-I----I-I----I-I----I-I---I-I-
40
-
----
- -I -- I- ------------------------------I--
20
1 2 3 4 5 6 7 8 9 10 11 12 13 14 1516 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)

WET POND -Albert Type 11 24-hr 25-Year Rainfall=6.33"
Prepared by {enter your company name here} Printed 8/30/2019
HydroCAD®10.00-25 s/n 06595 ©2019 HydroCAD Software Solutions LLC Page 27
Summary for Pond 3P: Wet Pond - Temp. Storage
Inflow Area = 43.130 ac, 51.75% Impervious, Inflow Depth = 4.72" for 25-Year event
Inflow = 349.33 cfs @ 11.95 hrs, Volume= 16.978 of
Outflow = 115.86 cfs @ 12.07 hrs, Volume= 16.578 af, Atten= 67%, Lag= 7.4 min
Primary = 115.86 cfs @ 12.07 hrs, Volume= 16.578 of
Routing by Stor-Ind method, Time Span= 1.00-40.00 hrs, dt= 0.05 hrs
Peak Elev= 648.35' @ 12.07 hrs Surf.Area= 1.922 ac Storage= 7.181 of
Plug -Flow detention time= 112.4 min calculated for 16.557 of (98% of inflow)
Center -of -Mass det. time= 99.1 min ( 890.6 - 791.5 )
Volume
Invert Avail.Storage Storage
Description
#1
643.50'
10.625 of Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(acres)
(acre-feet)
(acre-feet)
643.50
0.995
0.000
0.000
644.00
1.201
0.549
0.549
645.00
1.322
1.262
1.811
646.00
1.472
1.397
3.208
647.00
1.654
1.563
4.771
648.00
1.855
1.755
6.525
649.00
2.048
1.951
8.476
650.00
2.249
2.148
10.625
Device Routina Invert Outlet Devices
#1
Primary
643.50'
4.0" Vert. Orifice/Grate C= 0.600
#2
Primary
644.00'
36.0" W x 36.0" H Vert. Orifice/Grate C= 0.600
#3
Primary
647.50'
48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4
Primary
648.25'
40.0' long x 18.0' 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
Primary OutFlow Max=112.99 cfs @ 12.07 hrs HW=648.32' (Free Discharge)
1=Orifice/Grate (Orifice Controls 0.91 cfs @ 10.38 fps)
2=Orifi ce/G rate (Orifice Controls 71.80 cfs @ 7.98 fps)
3=Orifi ce/G rate (Weir Controls 38.50 cfs @ 2.95 fps)
4= Broad -Crested Rectangular Weir(Weir Controls 1.78 cfs @ 0.68 fps)

WET POND -Albert Type 11 24-hr 25-Year Rainfall=6.33"
Prepared by {enter your company name here} Printed 8/30/2019
HydroCAD®10.00-25 s/n 06595 ©2019 HydroCAD Software Solutions LLC Page 28
Pond 3P: Wet Pond - Temp. Storage
Hyd rog raph
—I — T
-
— T — — ,
-r-r
— T — — T — T — — —
-r-1--1 -- -T-F
T — T
— T —
T —I— T
— T —I — T — T —I — T — T — — , — T — I— T — T — , — T — I— T — T —
-1-T-r-1--T-1_T-T-- - -T--
■ Inflow
380
�'
1 1
1 1 1
1 1 1 349_33 cfs
T-T-T-1—T-r-1-T-
1 1 1
1
1 1 1
TI T
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
❑Primary
360
--------
-----------------�—�----------------------------
- -
-'--'---'--'---
-'11'al'-- 1
reP1 i0.i130-46
340
320
—''—
—1I —''—
—1I —''— —1I —I
1
—'L —'I—
—'--I'—
'
11 11/'
yy�
1'1 1j 1
—I —''— —'1 —''— P�Ltk [\t T T/jI1—
300
_'_L_L__L_L__L_L
_L_I
L_L_L__L_L__L_L__I
S> t_j-L I r� l
280
-1-L-L--L-L--L-L
-L-I-
_+-L-------L-L--L-
--Q T� -L-1- "f-''-C1
260
240
H 220
-
t-ry-t-r-l-rt-r-l-t
-r-l-rt-r-l-y-r-ry-+-ry-t-l-y-t-r
200
3
-1-T-r-1-T-T-1-T-T
-T-
T-T-T-1-T-r-1-T-T-1-T-r-1-T-T-1-T-T-
T-T-1-T-T-
0 180
Z
LL
160
---
-----
- - - ---- ----------------------------------------------
140
120
'
— — —
— — — — —
— — — 115.86 cfs —
— — — —
— — —
— — — —
— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
100
-
- -
- -
L_1_J_L_L_1_L_L_1_L_L_1_L_L_I1
- - - - - - - -
80
-
-L-I'-
---I'- -
L--J-L----L-L--L----L-L-I'-
-L--L-L-I'--L--J-L--
60
-
L -
- -
11-
_+_'
_'_L_L_'_+_'
_'_ _L_'_
40
1 2 3 4 5 6 7 8 9 10 11 12 13 14 1516 17 1819 2021 22 23 24 25 26 27 28 29 30 31 32 3334 35 36 37 38 39 40
Time (hours)

WET POND -Albert Type // 24-hr 100-Year Rainfall=8.01"
Prepared by {enter your company name here} Printed 8/30/2019
HydroCAD®10.00-25 s/n 06595 ©2019 HydroCAD Software Solutions LLC Page 30
Summary for Subcatchment 1S: EXISTING CONDITIONS
Runoff = 141.29 cfs @ 12.42 hrs, Volume= 17.736 af, Depth= 4.93"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-40.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=8.01"
Area (ac) CN Description
43.130 74 >75% Grass cover, Good, HSG C
43.130 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
17.7
100
0.0100
0.09
Sheet Flow,
Grass: Dense n= 0.240 P2= 3.62"
26.8
2,288
0.0090
1.42
Shallow Concentrated Flow,
Grassed Waterwav Kv= 15.0 fps
44.5 2,388 Total
Subcatchment 1S: EXISTING CONDITIONS
Hydrograph
--T-T-r--,-T----,-T-Ir--T-T-Ir--T-T----T-T-Ir--,-T----T-T----T-T-II--II-1- ■Runoff
150 141.29 cfs -L-L----L-L----L-L---I-L-
140---- T-r-- --T -Ii -Ii--1 T--- -r -F -1 T-Ii----r-ITF-1-r9---Ii- '-JrM"I� - -
00 130—
120 I I I I I I I I I I I I I I
110 �����'E a�GI r�•1a
100
3
-- ------------- ---------I -------Ruh6f1QIurn---1I 17I --.73e'6IIAf
---
��u90 ]Runoff
Del 1F.93!
$0i1IJt� 2I3Wo70
11
111,1
-_ -I-y- t-r-I-y-t - I -- I - 7 t -r-I t-r-I-�-r-r-
-y-t-I--I- t---I-rt----L-�-
60-J-T-L-II--T---II-I11-1- -III---1-L-IL-II--L----i-C?441._ _rI_nin1_
sa _I -II GW74 -
-r- r- r-- r -r-r-r--r-r-r--r-r-r--r-r-r--r- r--- -r -r -r I-
40-J-L-L-I--1-1--I- -I- --L-I-L-----L-L -L -I- -L-1--1-L-L-1--1-1-L-1--1-L-
30
--T-T-T--T-T -� -I--T- T-T-I-T-T -F --T-T-T--T- T----T-T ---T-T-� -I---
20----------------------------'-----'----I-�-
10
1 2 3 4 5 6 7 8 9 10 11 12 13 14 1516 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)

WET POND -Albert Type // 24-hr 100-Year Rainfall=8.01"
Prepared by {enter your company name here} Printed 8/30/2019
HydroCAD®10.00-25 s/n 06595 ©2019 HydroCAD Software Solutions LLC Page 32
Summary for Subcatchment 2S: PR -WATERSHED
Runoff = 460.09 cfs @ 11.95 hrs, Volume= 22.791 af, Depth= 6.34"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-40.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=8.01"
Area (ac)
CN
Description
20.810
74
>75% Grass cover, Good, HSG C
22.320
98
Paved parking, HSG C
43.130
86
Weighted Average
20.810
48.25% Pervious Area
22.320
51.75% Impervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
2.7
300
0.0200
1.82
Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.62"
2.1
1,000
0.0050
7.89 55.74
Pipe Channel, RCP —Round 36"
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.011 Concrete pipe, straight & clean
4.8 1,300 Total
Subcatchment 2S: PR -WATERSHED
Hydrograph
--+-+-r--+-+4--+-+-r--+-r-r--+-r4--+-r-r--+-r-r--+-r-r--+-r4-I-+-
500 I_ I+'L'I1I -' .- I --II-
--+-+--+--- -------_----+--+--- +--+------- +--+--I---I----+----�-I-
480 +-+-
460' -�+--
■Runoff
-- -' ---'-' -' ---'-' -' ---'-' -' -'- -'----'y��-�-
440--+-+-r--+-+-r-I--r--+-+-r--+-+-r--+-r-r-i�-T/y-+A�-��r-i-rt- i- +-
400 +-+-+-+--+-+-I--I--+-I-+-+-++-+-+----+� 'IJ1e Y`--I-a
380 ---II- -I -II- I- -I -II-UttoffaRV-a-
360--+-+-+--+-+-+-+ -++-+-+-++-+-+-+-I-+-
-I--I-----I--I---I--I---------I--I----------
340 I I I I I I I I I I I I I I I i- „- �- I
320 -I- -+- -I--+-I--I- - -I- -+- -I--+---Ruhb#f�'VoluFilq*22.I� 91-af-
300
u 280 ---I-+-[-{-+-n-+o-f--f- -+D-eIpIth144---3-,jV---"
260 -------------- ---------
o 240
a + Y--gj1,3n
I-I------------I+I-I--I------------n'I
+-+-+-+-200
180 I - -I II- II-IIIII I I -I ------
160
-
-
-
-
+-+-+-+--+-+-
140 -I--I- -I- -I- -I --I- -I- -I- -I- -I--I-
120 -I- -+- -I--+-I--I- - -I- - - -I- - -I--I- - - -I- - -I--I- - -I--I- - -I--I- -
100�I-
80--+-+-+--+-+-I--I- -+--+-+-+--+-+----+-+-+--+-+----+-+----+-+---I-+-
,I
60--JI-iI-I,----I--I----JI-I-I,--------Ir-----Ir-----Ir---I--I, -I--I- I-
40 -I- -+- -I--+-I--I -I- - - -I- - -I--I- - - -I- ----I-'----I-'- -I--I- -
20
0
1 2 3 4 5 6 7 8 9 10 11 12 13 14 1516 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)

WET POND -Albert Type // 24-hr 100-Year Rainfall=8.01"
Prepared by {enter your company name here} Printed 8/30/2019
HydroCAD®10.00-25 s/n 06595 ©2019 HydroCAD Software Solutions LLC Page 34
Summary for Pond 3P: Wet Pond - Temp. Storage
Inflow Area = 43.130 ac, 51.75% Impervious, Inflow Depth = 6.34" for 100-Year event
Inflow = 460.09 cfs @ 11.95 hrs, Volume= 22.791 of
Outflow = 246.68 cfs @ 12.04 hrs, Volume= 22.386 af, Atten= 46%, Lag= 5.6 min
Primary = 246.68 cfs @ 12.04 hrs, Volume= 22.386 of
Routing by Stor-Ind method, Time Span= 1.00-40.00 hrs, dt= 0.05 hrs
Peak Elev= 649.01' @ 12.04 hrs Surf.Area= 2.050 ac Storage= 8.498 of
Plug -Flow detention time= 97.5 min calculated for 22.386 of (98% of inflow)
Center -of -Mass det. time= 86.3 min ( 869.7 - 783.4 )
Volume
Invert Avail.Storage Storage
Description
#1
643.50'
10.625 of Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(acres)
(acre-feet)
(acre-feet)
643.50
0.995
0.000
0.000
644.00
1.201
0.549
0.549
645.00
1.322
1.262
1.811
646.00
1.472
1.397
3.208
647.00
1.654
1.563
4.771
648.00
1.855
1.755
6.525
649.00
2.048
1.951
8.476
650.00
2.249
2.148
10.625
Device Routina Invert Outlet Devices
#1
Primary
643.50'
4.0" Vert. Orifice/Grate C= 0.600
#2
Primary
644.00'
36.0" W x 36.0" H Vert. Orifice/Grate C= 0.600
#3
Primary
647.50'
48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4
Primary
648.25'
40.0' long x 18.0' 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
Primary OutFlow Max=243.99 cfs @ 12.04 hrs HW=649.00' (Free Discharge)
1=Orifice/Grate (Orifice Controls 0.97 cfs @ 11.12 fps)
2=Orifi ce/G rate (Orifice Controls 80.38 cfs @ 8.93 fps)
3=Orifi ce/G rate (Orifice Controls 94.22 cfs @ 5.89 fps)
4= Broad -Crested Rectangular Weir(Weir Controls 68.42 cfs @ 2.29 fps)

WET POND -Albert Type // 24-hr 100-Year Rainfall=8.01"
Prepared by {enter your company name here} Printed 8/30/2019
HydroCAD®10.00-25 s/n 06595 ©2019 HydroCAD Software Solutions LLC Page 35
Pond 3P: Wet Pond - Temp. Storage
Hyd rog raph
—1—r-r-l-r-r-l-r-r-l-r-r-rr-r-r-l-r-r-l-r-r-l-r-r-l-r-r-rr-r-rr-r-rr-r7
■ Inflow
500 460.09 cfs I I L I I ❑ Primary
1nf;1pw Are;3-,_43:,1XPO
450 _,_ _ _,_-4_++_ _,_ _ _,_+_ _ _+_,_ _+_,_
Peak EIev.;649.01'1
400 _ _ _ _ _ _ _ _ _
-I-r -r-14-r -r 1I-T_r-_-r-T_r-? SI,tQ eT=1,$,.-9I$If,
350 1 1 1
----------- ---- ----------------------------------------------
y 300--r-r--r-r—I-r-r -r-I-r-Y-r-1-r-r--Y-r--r-r--r-r--r-r--r-r--r-r-I-
U
246.68 cfs 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
3 250
0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
LL
200 -1- - -1- - -1- - - -1- - - -1- - -1- - -1- - -1- - -1- - -1- - -1- - -1-
150-1-r-r-l-r-r-1-r--r-rr-r-rr-r-rr-r-rr-r-r-l-r-r-rr-r-rr-r-rr-r-r
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
100 -I, - - 1I - I,- - 1I - - - , I- - -II - - -II - - -II - - -II - - - - - - II- -II I 1 1
8

WET POND -Albert Type 1124-hr Treatment Rainfall=1.00"
Prepared by {enter your company name here} Printed 8/30/2019
HydroCAD®10.00-25 s/n 06595 ©2019 HydroCAD Software Solutions LLC Page 37
Summary for Subcatchment 1S: EXISTING CONDITIONS
Runoff = 0.11 cfs @ 15.29 hrs, Volume= 0.083 af, Depth= 0.02"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-40.00 hrs, dt= 0.05 hrs
Type II 24-hr Treatment Rainfall=1.00"
Area (ac) CN Description
43.130 74 >75% Grass cover, Good, HSG C
43.130 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
17.7
100
0.0100
0.09
Sheet Flow,
Grass: Dense n= 0.240 P2= 3.62"
26.8
2,288
0.0090
1.42
Shallow Concentrated Flow,
Grassed Waterwav Kv= 15.0 fps
44.5 2,388 Total
Subcatchment 1S: EXISTING CONDITIONS
Hyd rog raph
0.115
�'
—7—T—r--7—T—r—I-7—T--7-7—r----T—--—T——I-7—T—I
-'--'-'--'--'--'-'--'--'--'-'--'--'--'-'--'--'--'-'--'--'-'----------------------------'--
--—+----7—--7—T—r-
■Runoff
0.11
0.105
++
+�4—+-10.11
-
cfs
—+
�--_I—+—
-_+_ +�-_ _+----+—�+Y_+p+e_ I _
!'L
0.095
'
-I-
-+-+-I-
I
-+-+-I-+-+
I
-
-
+-+--+}•06"r-
-
0.09
0.085
--
-L-+--
--
-L-+-'-L-L
1
1 —'1—
L_L_L-'--
1 — 1 —1
—1—11--1—
L_'—L_L-RuhbffAre
1 —1—1— I — 1 —1—1— I — 1 —1--1— 1—1-1--1— 1 — 1 —
r_43.13 -ac -
0.08
o.
;'1
-'-
----=1----
-+-'+-'-
- -'+-'-
------'1-'1
- -
--
- ---'I-
------'1
- -+-++-+-+-++-+-+-++-+-+-++-+-+-
t�6ff bb' h1e*9.083 d -
0.07
v0.065
-'—L—+—L--L—L—L-1-1—
-li-y-+-Ir-li-y-r-Ir-I-rt-I
J-1—L-1---+—L—'—L—
y-rt-r-li--li-+-Ir-I-y-+
—'—�L—+---1-1r—L—'--'-1—L—/1�—Jh-1—L—
-li-i!run 'f -D 'p1f_V.02" -
0.06
60.055
----
-I'1-J-T-'L-''-
-1---
- -1---
--'L-'1-1-
- --
J-1-L----T-'L-''-
- -1---
---1---
--------------�-;------ - --
- -''-�'
'o'T-
a 0.05
0.045
--7-T-r--,-T-r-I-7-
------------------
-7-7-r-r--T-r
------------------
+ I-7—T---I-7--r�--�7-rC-rI7-�-r-
----------�^
0.04
0.035
-1-
--
-+- -1-
-T-T--
-+- -1-
-T-17--T-
- - -
--
-L-1--1-+-
T- T----T
-1-
-T--
-+ --+-1--1--+-1--1- - -p1-� -+L-
-T -T -T -F -1--T---1-7-C1Yr74-
�'
0.03
—'---
I ------
I ---'--'
— '— —'—
I — I —'--'-------'—
I '— —' —'----'-----'--'---I —'— —'— II —'--
0.025
+-+-+-+--+-+-+-I-+-
++-+-+-++-+-+-++-+
0.02
--T-T-T--T-T-17--T-
-T-
T- T----T
-T--T-
T -T-T- --T-T----T-T--T-T-T-
0.01+-+-++-+-+-+--+-+-++-+-+-
0.005
0
1 2 3 4 5 6 7 8 9 10 11 12 13 14 1516 17 181920 21 22 23 24 25 26 27 28 29 3031 32 33 34 35 36 37 38 3940
Time (hours)

WET POND -Albert Type 1124-hr Treatment Rainfall=1.00"
Prepared by {enter your company name here} Printed 8/30/2019
HydroCAD®10.00-25 s/n 06595 ©2019 HydroCAD Software Solutions LLC Page 39
Summary for Subcatchment 2S: PR -WATERSHED
Runoff = 14.02 cfs @ 11.97 hrs, Volume= 0.710 af, Depth= 0.20"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-40.00 hrs, dt= 0.05 hrs
Type II 24-hr Treatment Rainfall=1.00"
Area (ac)
CN
Description
20.810
74
>75% Grass cover, Good, HSG C
22.320
98
Paved parking, HSG C
43.130
86
Weighted Average
20.810
48.25% Pervious Area
22.320
51.75% Impervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
2.7
300
0.0200
1.82
Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.62"
2.1
1,000
0.0050
7.89 55.74
Pipe Channel, RCP —Round 36"
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.011 Concrete pipe, straight & clean
4.8 1,300 Total
Subcatchment 2S: PR -WATERSHED
Hydrograph
15 ■Runoff
iI
14.02 cfs+_+_—+—+—t----+—t—++_+_+_++_+_+_
14III - - -II - III - - -'i - I'i i' V}ie Ili�i F H'i -
13 1 { 1 1 �1 -rr-r-r-r--r-r-I--t-r--r-r -r--rTre'a`I11e11`i1�Gl11il al[.-;l- 07--
12
11 RUn'bfflAee�r 431-1 b AC
-rr-r-r-r-I-r-r-I- -t-r-I-r-r-r-I--I-r-r-r-I-r-r-r-I-r-r-r-I-r-r-r-I-r-r-r-
N 9
-r - I- -I - -T-I- -T -I--I T-r-I--I--r----,Runlleff DepthT0.20"
8 I I I I I I I I I I I I I I I I I I I I I I
3 I-1-J-1-L-1--1-1-i-I--1-1--I-�-i-L-I--I-1-L-I--I-�-i-�-I-�-i-�-I-J-1-L-I-J-1-L-
LL 7 ' FI6W'tehOthll=1,31100!
— 7 — 7 — T — — — — 7 — T
6 -III-J-1-L---I1-1- -II--1---II--1-L----1-L---II-J--IL-II-J--=4,$4n-
5
4 I I I I I I
1-J-1-L-1--1-1-i-I--1-1--I--1-1-L-I--I-1-L-I--I--1-i-L-I--1-i-L-I-J-1-L-I-J-1-L-
3
I— —7-7——I-7—T— T—--7—T—T---I-7—T—I--I-7—T-7--7—T-7--7-7-7— 7-7-7-
2
1 II II II II II II II II II II I I I I I I I I I I I I I I I
1 2 3 4 5 6 7 8 9 10 11 12 1314 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)

WET POND -Albert Type 1124-hr Treatment Rainfall=1.00"
Prepared by {enter your company name here} Printed 8/30/2019
HydroCAD®10.00-25 s/n 06595 ©2019 HydroCAD Software Solutions LLC Page 41
Summary for Pond 3P: Wet Pond - Temp. Storage
Inflow Area = 43.130 ac, 51.75% Impervious, Inflow Depth = 0.20" for Treatment event
Inflow = 14.02 cfs @ 11.97 hrs, Volume= 0.710 of
Outflow = 0.23 cfs @ 23.99 hrs, Volume= 0.440 af, Atten= 98%, Lag= 721.2 min
Primary = 0.23 cfs @ 23.99 hrs, Volume= 0.440 of
Routing by Stor-Ind method, Time Span= 1.00-40.00 hrs, dt= 0.05 hrs
Peak Elev= 643.96' @ 23.99 hrs Surf.Area= 1.185 ac Storage= 0.504 of
Plug -Flow detention time= 764.1 min calculated for 0.440 of (62% of inflow)
Center -of -Mass det. time= 627.2 min ( 1,515.7 - 888.5 )
Volume
Invert Avail.Storage Storage
Description
#1
643.50'
10.625 of Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(acres)
(acre-feet)
(acre-feet)
643.50
0.995
0.000
0.000
644.00
1.201
0.549
0.549
645.00
1.322
1.262
1.811
646.00
1.472
1.397
3.208
647.00
1.654
1.563
4.771
648.00
1.855
1.755
6.525
649.00
2.048
1.951
8.476
650.00
2.249
2.148
10.625
Device Routina Invert Outlet Devices
#1
Primary
643.50'
4.0" Vert. Orifice/Grate C= 0.600
#2
Primary
644.00'
36.0" W x 36.0" H Vert. Orifice/Grate C= 0.600
#3
Primary
647.50'
48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4
Primary
648.25'
40.0' long x 18.0' 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
Primary OutFlow Max=0.23 cfs @ 23.99 hrs HW=643.96' (Free Discharge)
1=Orifice/Grate (Orifice Controls 0.23 cfs @ 2.62 fps)
2=Orifi ce/G rate ( Controls 0.00 cfs)
3=Orifi ce/G rate ( Controls 0.00 cfs)
4= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

WET POND -Albert Type 1124-hr Treatment Rainfall=1.00"
Prepared by {enter your company name here} Printed 8/30/2019
HydroCAD®10.00-25 s/n 06595 ©2019 HydroCAD Software Solutions LLC Page 42
Pond 3P: Wet Pond - Temp. Storage
Hyd rog raph
---'-' ---'-' -' -'- -' ---'-'----' --' -'--' -' ---'-' -'F -'--'� -'F -'--' -'F ---'-'-� -' -'---'- -'- ■Inflow
I I I I I I I I I ❑ Prima
15r
-1-r-'-1-T-T_I 14.02 cfs 1-T--T-T-I-1-T-T-I-T-T-I-1-T-L-1-1-L-I-1-T-L-1-T-L-1- ry
Alr � -
14 �fl1�M1Y� 1�1
13 _P6drl E1Gb-643.96
12--Y-Y--Y-Y-L-I-Y- -Y-Y--Y-t----Y-Y--Y-Y----Y-L--Y-L--Y-t-L--Y-L-I-
L_L_I_1_ I_
11 gfOraI qe r 6.,5G411f
10-1-1-L-1-1-T-1T-F1--1-T--T-T--- T- T--T-T- --T-L--1-L--1-T-L--T-r--
-1-+-L-1-+-+-L-1-+- -+-+-1-+-+-1--1-+-+-1-+-+-1--1-+-L-1-+-L-1-+-+-L-1-+-+-1-
y 9 �1
U�
3
0 7-
-1-1-L-1-1-T-L-1- --1-T-1-T-T- -1--T-1-T-T--1-T-L-1--L-1-1-T-L-1- -L-1-
LL
6 i
1 1 1 1 1 1
cJ
--+-L--+-+-L-I-+- +-+--+-t-_--+-+--+-+-I_--+-L--+-L--+-+-L--+-L-I-
4
-1-L-L-1-L-L-IL -1-L L-L-1-J-1-1--1-1-L-1-J-L----1-L-1-L-L-1-L-1-L-1-L-L-1-
3
1 1 1 1 1 1
1 z rfc
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1617 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)

Storm Pipe Calculations - 25 Yr
Project Albert
Monroe, NC
c (pervious) = 0.2 25y-Sm storm: 8.44 in/hr MONROE NC
c (impervious) = 0.95
1
Storm Pipe Calculation: PA1-1
Areaforwatershed, 0.00 acre
= sqft
0.58
imp = 0 sqft
h 8.44 in/hr
0.00 acres
Q; 0.00 ft-3/sec
+Q Upstream; 46.66 ft-3/sec
Upstream Pipes
Q Total; 46.66 ft-3/sec
PA1-2
n 0.012 unitless
Pipe size 36 inches
Q 51.09 cfs
Hydraulic Radius 0.75 ft
Slope 0.005 ft/ft
Grate
A 7.07 ft'
Area
P 9.42 ft
Req'd
Designgood? YES
0.00 sf
Storm Pipe Calculation: PA1-3
Areaforwatershed; 0.25 acre
= 11,020 sqft
0.95
imp= 11,020 sqft
h 8.44 in/hr
0.25 acres
Q; 2.03 ft-3/sec
+Q Upstream; 28.46 ft-3/sec
Upstream Pipes
Q Total; 30.49 ft-3/sec
PA1-4 PA8-1
n 0.012 unitless
Pipe size 36 inches
Q 51.09 cfs
Hydraulic Radius 0.75 ft
Slope 0.005 ft/ft
Grate
A 7.07 ft2
Area
P 9.42 ft
Req'd
Designgood? YES
0.60 sf
Storm Pipe Calculation: PA1-5
Areaforwatershed; 0.12 acre
= 5,200 sqft
0.95
imp= 6200 sqft
h 8.44 in/hr
0.12 acres
Q; 0.96 ft-3/sec
+Q Upstream; 3.74 ft-3/sec
Upstream Pipes
Q Total; 4.70 ft-3/sec
PA1-6
n 0.012 unitless
Pipe size 18 inches
Q 8.05 cfs
Hydraulic Radius 0.38 ft
Slope 0.005 ft/ft
Grate
A 1.77 ft2
Area
P 4.71 ft
Req'd
Designgood? YES
0.28 sf
Areaforwatershed; 0.31 acre
= 13, 500 sqft
0.95
imp = 13,500 sqft
h 8.44 in/hr
0.31 acres
Q; 2.48 ft-3/sec
+Q Upstream; 0.00 ft-3/sec
Upstream Pipes
Q Total; 2.48 ft-3/sec
n 0.012 unitless
Pipe size 18 inches
Q 8.05 cfs
Hydraulic Radius 0.38 ft
Slope 0.005 ft/ft
Grate
A 1.77 ft'
Area
P 4.71 ft
Req'd
Designgood? YES
0.73 sf
Areaforwatershed; 0.27
acre
=
11,900
sqft
0.95
imp =
11,900
sqft
h 8.44
in/hr
0.27
acres
Q; 2.19
ft-3/sec
+Q Upstream; 44.47
ft-3/sec
Upstream Pipes
Q Total, 46.66
ft-3/sec
PA1-3 PA6-1
n
0.012
unitless
149183
Pipe size
36
inches
Q
51.09
cfs
Hydraulic Radius 0.75
ft
Slope 0.005
ft/ft
Grate
A 7.07
ft
Area
P 9.42
ft
Req'd
Design good? YES
0.64 sf
Areaforwatershed; 0.21
acre
=
9,005
sqft
0.95
imp =
9,005
sqft
h 8.44
in/hr
0.21
acres
Q; 1.66
ft-3/sec
+Q Upstream; 4.70
ft-3/sec
Upstream Pipes
Q Total, 6.35
ft-3/sec
F PA1-5
n
0.012
unitless
149183
Pipe size
18
inches
Q
8.05
cfs
Hydraulic Radius 0.38
ft
Slope 0.005
ft/ft
Grate
A 1.77
ft'
Area
P 4.71
ft
Req'd
Design good? YES
0.49 sf
Areaforwatershed; 0.16
acre
=
6,815
sqft
0.95
imp =
6,815
sqft
h 8.44
in/hr
0.16
acres
Q; 1.25
ft-3/sec
+Q Upstream; 2.48
ft-3/sec
Upstream Pipes
Q Total, 3.74
ft-3/sec
F PA1-7
n
0.012
unitless
149183
Pipe size
18
inches
Q
8.05
cfs
Hydraulic Radius 0.38
ft
Slope 0.005
ft/ft
Grate
A 1.77
ft
Area
P 4.71
ft
Req'd
Designgood? YES
0.37 sf

2
Storm Pipe Calculation: PA2-1
Areaforwatershed: 0.00 acre
= sqk
096
imp= 0 sgft
h 8.44 in/hr
0.00 acres
Q,. 0.00 ft-3/sec
+Q Upstream; 103.52 ft-3/sec
Upstream Pipes
Q Total; 103.52 ft-3/sec
PA2-2
n 0.012 unitless
Pipe size 54 inches
Q 106.52 cfs
Hydraulic Radius 1.13 ft
Slope 0.0025 ft/ft
Grate
A 15.90 ft'
Area
P 14.14 ft
Req'd
Design good? YES
0.00 sf
Storm Pipe Calculation: PA2-3
Areaforwatershed: 0.00 acre
= sqk
0.95
imp = 0 sqft
h 8.44 in/hr
0.00 acres
Q; 0.00 ft-3/sec
+Q Upstream; 100.72 ft-3/sec
Upstream Pipes
Q Total; 100.72 ft-3/sec
PA2-4 PA5-1 PA9-1
n 0.012 unitless
Pipe size 48 inches
Q 110.04 cfs
Hydraulic Radius 1.00 ft
Slope 0.005 ft/ft
Grate
A 12.57 ft'
Area
P 12.57 ft
Req'd
Design good? YES
0.00 sf
Storm Pipe Calculation: PA2-5
Areaforwatershed; 0.22 acre
= 9,540 sqft
095
imp= 9540 sqft
h 8.44 in/hr
0.22 acres
Q; 1.76 ft-3/sec
+Q Upstream; 35.02 ft-3/sec
Upstream Pipes
Q Total; 36.77 ft-3/sec
PA2-6
n 0.012 unitless
Pipe size 36 inches
Q 51.09 cfs
Hydraulic Radius 0.75 ft
Slope 0.005 ft/ft
Grate
A 7.07 ft'
Area
P 9.42 ft
Req'd
Design good? YES
0.52 sf
Storm Pipe Calculation: PA2-7
Areaforwatershed; 0.07 acre
= 3,050 sqft
0.95
imp= 3050 sqft
h 8.44 in/hr
0.07 acres
Q; 0.56 ft-3/sec
+Q Upstream; 29.71 ft-3/sec
Upstream Pipes
Q Total; 30.28 ft-3/sec
PA2-8
n 0.012 unitless
Pipe size 36 inches
Q 51.09 cfs
Hydraulic Radius 0.75 ft
Slope 0.005 ft/ft
Grate
A 7.07 ft2
Area
P 9.42 ft
Req'd
Design good? YES
0.16 sf
Areaforwatershed: 0.00 acre
=
0.95
imp=
�sqk
0
sqft
h 8.44 in/hr
0.00
acres
Q,. 0.00 ft-3/sec
+Q Upstream; 103.52 ft-3/sec
Upstream Pipes
Q Totah 103.52 ft-3/sec
PA2-3 PA4-1
n
Pipe size
0.012
48
unitless
inches
Q
110.04
cfs
Hydraulic Radius 1.00 ft
Slope 0.005 ft/ft
Grate
A 12.57 ft
Area
P 12.57 ft
Req'd
Design good? YES
0.00 sf
Areaforwatershed: 0.00
acre
=
0.95
imp=
�sqk
0
sqft
h 8.44
in/hr
0.00
acres
Q; 0.00
ft-3/sec
+Q Upstream; 36.77
ft-3/sec
Upstream Pipes
Q Totah 36.77
ft-3/sec
PA2-5
n
Pipe size
0.012
unitless
inches
36
Q
51.09
cfs
Hydraulic Radius 0.75
ft
Slope 0.005
ft/ft
Grate
A 7.07
ft'
Area
P 9.42
ft
Req'd
Design good? YES
0.00 sf
Areaforwatershed: 0.00
acre
=
0.95
imp=
�sqk
0
sqft
h 8.44
in/hr
0.00
acres
Q; 0.00
ft-3/sec
+Q Upstream; 35.02
ft-3/sec
Upstream Pipes
Q Totah 35.02
ft-3/sec
PA2-7 PA14-1 PA16-1
n
Pipe size
0.012
36
unitless
inches
Q
51.09
cfs
Hydraulic Radius 0.75
ft
Slope 0.005
ft/ft
Grate
A 7.07
ft'
Area
P 9.42
ft
Req'd
Design good? YES
0.00 sf
Areaforwatershed: 0.00
acre
=
0.95
imp=
�sqk
0
sqft
h 8.44
in/hr
0.00
acres
Q; 0.00
ft-3/sec
+Q Upstream; 29.71
ft-3/sec
Upstream Pipes
Q Totah 29.71
ft-3/sec
PA2-9 PA3-1 PA12-1
n
Pipe size
0.012
unitless
inches
36
Q
51.09
cfs
Hydraulic Radius 0.75
ft
Slope 0.005
ft/ft
Grate
A 7.07
ft
Area
P 9.42
ft
Req'd
Design good? YES
0.00 sf

Areaforwatershed: 0.79 acre
0.95
h 8.44 in/hr
Q; 6.34 ft-3/sec
+Q Upstream; 1.39 ft-3/sec
Q Total; 7.73 ft-3/sec
n 0.012 unitless
Pipe size 24 inches
Q 17.33 cfs
Hydra dic Radius 0.50 ft
Slope 0.005 ft/ft
6k A 3.14 ft
P 6.28 ft
ign good? YES
= 34,465 sgft
imp = 34,465 sgft
0.79 acres
Upstream Pipes
PA2-10
Grate
Area
Req'd
2.35 sf
Areaforwatershed; 0.09 acre
= 3,770 sgft
0.95
imp= 1 3,770 sgft
h 8.44 in/hr
0.09 acres
Q; 0.69 ft-3/sec
+Q Upstream; 0.00 ft-3/sec
Upstream Pipes
Q Total; 0.69 ft-3/sec
n 0.012 unitless
Pipe size 18 inches
Q 8.05 cfs
Hydraulic Radius 0.38 ft
Slope 0.005 ft/ft
Grate
A 1.77 ft'
Area
P 4.71 ft
Req'd
Design good? YES
0.20 sf
3
Storm Pipe Calculation: PA3-1
Areaforwatershed: 0.00 acre
=
sqk
0.95
imp =
0
sgft
h 8.44 in/hr
0.00
acres
Q; 0.00 ft-3/sec
+Q Upstream; 21.71 ft-3/sec
Upstream Pipes
Q Total; 21.71 ft-3/sec
PA3-2
n
Pipe size
0.012
unitless
inches
30
Q
31.42
cfs
Hydraulic Radius 0.63 ft
Slope 0.005 ft/ft
Grate
A 4.91 ft'
Area
P 7.85 ft
Req'd
Design good' YES
0.00 sf
Areaforwatershed; 2.48 acre
= 10$O60 sgft
0.95
imp= 1 108,060 sgft
h 8.44 in/hr
2.48 acres
Q; 19.89 ft-3/sec
+Q Upstream; ft-3/sec
Upstream Pipes
Q Total; 19.89 ft-3/sec
DITCH 5 DRAINAGE
n 0.012 unitless
Pipe size 30 inches
Q 31.42 cfs
Hydraulic Radius 0.63 ft
Slope 0.005 ft/ft
Grate
A 4.91 ft'
Area
P 7.85 ft
Req'd
Design good? YES
23.13 sf
Areaforwatershed; 0.09
acre
=
3,770
sgft
0.95
imp =
3,770
sgft
h 8.44
in/hr
0.09
acres
Q; 0.69
ft-3/sec
+Q Upstream; 0.69
ft-3/sec
Upstream Pipes
Q Totah 1.39
ft-3/sec
PA2-11
n
Pipe size
0.012
unitless
inches
18
Q
8.05
cfs
Hydraulic Radius 0.38
ft
Slope 0.005
ft/ft
Grate
A 1.77
ft
Area
P 4.71
ft
Req'd
Design good? YES
0.20 sf
Areaforwatershed: 0.00
acre
=
0.95
imp=
�sqk
0
sgft
I; 8.44
in/hr
0.00
acres
Q; 0.00
ft-3/sec
+Q Upstream; 19.89
ft-3/sec
Upstream Pipes
Q Totah 19.89
ft-3/sec
F PA3-3
n
Pipe size
0.012
unitless
inches
30
Q
31.42
cfs
Hydraulic Radius 0.63
ft
Slope 0.005
ft/ft
Grate
A 4.91
ft
Area
P 7.85
ft
Req'd
Designgood? YES
0.00 sf

Areaforwatershed, 0.35 acre
0.95
h 8.44 in/hr
Q; 2.80 ft-3/sec
+Q Upstream; ft-3/sec
Q Total; 2.80 ft-3/sec
n 0.012 unitless
Pipe size 15 inches
Q 7.00 cfs
Hydraulic Radius 0.31 ft
Slope 0.01 ft/ft
A 1.23 ft'
P 3.93 ft
Design good? YES
= 15,217 sqft
imp = 15,217sgft
0.35 acres
Upstream Pipes
Grate
Are
Req'd
0.82 sf
Areaforwatershed; 0.40 acre
= 17,400 sqft
0.95
imp= 1 17,400 sqft
h 8.44 in/hr
0.40 acres
Q; 3.20 ft-3/sec
+Q Upstream; 4.49 ft-3/sec
Upstream Pipes
Q Total; 7.69 ft-3/sec
PAS-2
n 0.012 unitless
Pipe size 18 inches
Q 8.05 cfs
Hydraulic Radius 0.38 ft
Slope 0.005 ft/ft
Grate
A 1.77 ft'
Area
P 4.71 ft
Req'd
Design good? YES
0.94 sf
Areaforwatershed; 0.28 acre
= 12,400 sqft
0.95
imp= 1 12,400 sqft
h 8.44 in/hr
0.28 acres
Q; 2.28 ft-3/sec
+Q Upstream; 2.21 ft-3/sec
Upstream Pipes
Q Total; 4.49 ft-3/sec
PAS-4
n 0.012 unitless
Pipe size 18 inches
Q 8.05 cfs
Hydraulic Radius 0.38 ft
Slope 0.005 ft/ft
Grate
A 1.77 ft'
Area
P 4.71 ft
Req'd
Design good? YES
0.67 sf
Areaforwatershed: 0.54 acre
0.95
h 8.44 in/hr
Q; 4.37 ft-3/sec
+Q Upstream; 9.62 ft-3/sec
Q Total, 13.98 ft-3/sec
n 0.012 unitless
Pipe size 24 inches
Q 17.33 cfs
Hydraulic Radius 0.50 ft
Slope 0.005 ft/ft
A 3.14 ft'
P 6.28 ft
Design good? YES
= 23, 715 sqft
imp= 1 23,715 sqft
0.54 acres
Upstream Pipes
PA6-2 PA7-1
Grate
Are
Req'd
1.28 sf
S
Areaforwatershed: 0.00
acre
=
0.95
imp=
�sqk
0
sqft
I; 8.44
in/hr
0.00
acres
Q; 0.00
ft-3/sec
+Q Upstream; 4.49
ft-3/sec
Upstream Pipes
Q Totah 4.49
ft-3/sec
PAS-3
n
Pipe size
0.012
unitless
inches
18
Q
8.05
cfs
Hydraulic Radius 0.38
ft
Slope 0.005
ft/ft
Grate
A 1.77
ft
Area
P 4.71
ft
Req'd
Design good? YES
0.00 sf
Areaforwatershed; 0.28
acre
=
12,000
sqft
0.95
imp =
12,000
sqft
h 8.44
in/hr
0.28
acres
Q; 2.21
ft-3/sec
+Q Upstream; 0.00
ft-3/sec
Upstream Pipes
Q Total, 2.21
ft-3/sec
F
n
Pipe size
0.012
unitless
inches
15
Q
4.95
cfs
Hydraulic Radius 0.31
ft
Slope 0.005
ft/ft
Grate
A 1.23
ft
Area
P 3.93
ft
Req'd
Design good? YES
0.65 sf
Areaforwatershed; 0.55
acre
=
23,800
sqft
0.95
imp =
23,800
sqft
h 8.44
in/hr
0.55
acres
Q; 4.38
ft-3/sec
+Q Upstream; 3.95
ft-3/sec
Upstream Pipes
Q Totah 8.33
ft-3/sec
F PA6-3
n
Pipe size
0.012
unitless
inches
24
Q
17.33
cfs
Hydraulic Radius 0.50
ft
Slope 0.005
ft/ft
Grate
A 3.14
ft
Area
P 6.28
ft
Req'd
Design good? YES
1.29 sf

Areaforwatershed; 0.49 acre
= 21,445 sqft
0.95
imp = 21,445 sqft
h 8.44 in/hr
0.49 acres
Q; 3.95 ft-3/
+Q Upstream; 0.00 ft-3/sec
Upstream Pipes
Q Total, 3.95 ft-3/sec
n 0.012 unitless
Pipe size 15 inches
Q 4.95 cfs
Hydraulic Radius 0.31 ft
Slope 0.005 ft/ft
Grate
A 1.23 ft'
Area
P 3.93 ft
Req'd
Design good? YES
1.16 sf
7
Storm Pipe Calculation: PA7-1
Areaforwatershed; 0.16 acre
= 7,000 sqft
0.95
imp= 1 7,000 sqft
h 8.44 in/hr
0.16 acres
Q, 1.29 ft-3/sec
+Q Upstream; 0.00 ft-3/sec
Upstream Pipes
Q Total, 1.29 ft-3/sec
n 0.012 unitless
Pipe size 15 inches
Q 4.95 cfs
Hydraulic Radius 0.31 ft
Slope 0.005 ft/ft
Grate
A 1.23 ft'
Area
P 3.93 ft
Req'd
Design good? YES
0.38 sf
8
Storm Pipe Calculation: PA8-1
Areaforwatershed; 1.01 acre
= 44115 sqft
095
imp= 1 44,115 sqft
h 8.44 in/hr
1.01 acres
Q; 8.12 ft-3/
+Q Upstream; 13.98 ft-3/sec
Upstream Pipes
Q Total, 22.10 ft-3/sec
PA8-2
n 0.012 unitless
Pipe size 30 inches
Q 31.42 cfs
Hydraulic Radius 0.63 ft
Slope 0.005 ft/ft
Grate
A 4.91 ft'
Area
P 7.85 ft
Req'd
Design good? YES
3.85 sf
Storm Pipe Calculation: PA8-3
Areaforwatershed; 0.94 acre
= 40,900 sqft
0.95
imp= 40,900 sqft
h 8.44 in/hr
0.94 acres
Q; 7.53 ft-3/
+Q Upstream; 0.80 ft-3/sec
Upstream Pipes
Q Total, 8.33 ft-3/sec
PA8-4
n 0.012 unitless
Pipe size 24 inches
Q 17.33 cfs
Hydraulic Radius 0.50 ft
Slope 0.005 ft/ft
Grate
A 3.14 ft'
Area
P 6.28 ft
Req'd
Design good? YES
3.31 sf
Areaforwatershed; 0.71
acre
=
30,745
sqft
095
imp =
30745
sqft
I; 8.44
in/hr
0.71
acres
Q; 5.66
ft-3/sec
+Q Upstream; 8.33
ft-3/sec
Upstream Pipes
Q Total, 13.98
ft-3/sec
F PA8-3
n
Pipe size
0.012
unitless
inches
24
Q
17.33
cfs
Hydraulic Radius 0.50
ft
Slope 0.005
ft/ft
Grate
A 3.14
ft'
Area
P 6.28
ft
Req'd
Design good? YES
1.87 sf
Areaforwatershed; 0.10
acre
=
4330
sqft
0.95
imp =
4,330
sqft
h 8.44
in/hr
0.10
acres
Q, 0.80
ft-3/sec
+Q Upstream; 0.00
ft-3/sec
Upstream Pipes
Q Total, 0.80
ft-3/sec
F
n
Pipe size
0.012
unitless
inches
15
Q
4.95
cfs
Hydraulic Radius 0.31
ft
Slope 0.005
ft/ft
Grate
A 1.23
ft
Area
P 3.93
ft
Req'd
Design good? YES
0.23 sf

9
Storm Pipe Calculation:
PA9-1
Areaforwatershed;
3.42 acre
=
149, 183
sqft
0.58
imp=
1 74,592
sqft
h
8.44 in/hr
1.71
acres
Q;
16.62 ft-3/sec
+Q Upstream;
39.28 ft-3/sec
Upstream Pipes
Q Total;
55.90 ft-3/sec
DITCH 2 DRAINAGE
n
Pipe size
0.012
unitless
inches
48
Q
77.81
cfs
Hydraulic Radius
1.00 ft
Slope
0.0025 ft/ft
Grate
A
12.57 ft'
Area
P
12.57 ft
Req'd
Design good?
YES
16.15 sf
10
Areaforwatershed; 3.49 acre
= 151,940 sqft
0.58
imp = 75,970 sqft
h 8.44 in/hr
1.74 acres
Q; 16.93 ft-3/sec
+Q Upstream; 159.69 ft-3/sec
Upstream Pipes
Q Total; 176.62 ft-3/sec
DITCH I&6 DRAIN
n 0.012 unitless
Pipe size 60 inches
Q 199.51 cfs
Hydraulic Radius 1.25 ft
Slope 0.005 ft/ft
Grate
A 19.63 ft'
Area
P 15.71 ft
Design good? YES
11
Areaforwatershed; 8.09
acre
=
352,607
sqft
0.58
imp =
176,304
sqft
h 8.44
in/hr
4.05
acres
Q; 39.28
ft-3/sec
+Q Upstream; 0.00
ft-3/sec
Upstream Pipes
Q Totah 39.28
ft-3/sec
DITCH 3 DRAINAGE
n
0.012
unitless
149183
Pipe size
36
inches
Q
51.09
cfs
Hydraulic Radius 0.75
ft
Slope 0.005
ft/ft
Grate
A 7.07
ft
Area
P 9.42
ft
Req'd
Design good? YES
90.21 sf
PA 11-1 REMOVED FROM DESIGN DUE TO FLOW DIRECTION CHANGE ON DITCH 6. DITCH 6 FLOWS INTO PA10-1
12
Storm Pipe Calculation:
PA12-1
Areaforwatershed;
0.01 acre
=
570
sqft
0.95
imp=
570
sqft
h
8.44 in/hr
0.01
acres
Q;
0.10 ft-3/sec
+Q Upstream;
0.16 ft-3/sec
Upstream Pipes
Q Total;
0.27 ft-3/sec
PA12-2
n
Pipe size
0.012
unitless
inches
8
Q
0.93
cfs
Hydraulic Radius
0.17 ft
Slope
0.005 ft/ft
Grate
A
0.35 ft'
Area
P
2.09 ft
Req'd
Design good?
YES
0.03 sf
tershed: 0.02 acre
=
895
sqft
0.95
imp=
895
sqft
h 8.44 in/hr
0.02
acres
Q; 0.16 ft-3/sec
+Q Upstream; ft-3/sec
Upstream Pipes
Q Total,0.16 ft-3/sec
n
Pipe s
0.012ize
unitless
inches
8
Q
0.93
cfs
Hydraulic Radius 0.17 ft
Slope 0.005 ft/ft
Grate
A 0.35 ft
Area
P 2.09 ft
Req'd
Design good? YES
0.05 sf

13
Storm Pipe Calculation:
PA13-1
Areaforwatershed;
0.07 acre
=
3,200
sqft
0.95
imp=
1 3,200
sqft
h
8.44 in/hr
0.07
acres
Q,
0.59 ft-3/sec
+Q Upstream;
1.23 ft-3/sec
Upstream Pipes
Q Total,
1.82 ft-3/sec
PA13-2
n
Pipe size
0.012
unitless
inches
12
Q
2.73
cfs
Hydraulic Radius
0.25 ft
Slope
0.005 ft/ft
Grate
A
0.79 ft'
Area
P
3.14 ft
Req'd
Design good?
YES
0.17 sf
Areaforwatershed; 0.08 acre
= 3,350 sqft
0.95
imp = 3,350 sqft
h 8.44 in/hr
0.08 acres
Q, 0.62 ft-3/sec
+Q Upstream; ft-3/sec
Upstream Pipes
Q Total, 0.62 ft-3/sec
n 0.012 unitless
Pipe size 12 inches
Q 2.73 cfs
Hydraulic Radius 0.25 ft
Slope 0.005 ft/ft
Grate
A 0.79 ft'
Area
P 3.14 ft
Req'd
Design good? YES
0.18 sf
14
Areaforwatershed; 0.17 acre
= 7,500 sqft
0.95
imp= 1 7,500 sqft
h 8.44 in/hr
0.17 acres
Q, 1.38 ft-3/sec
+Q Upstream, ft-3/sec
Upstream Pipes
Q TotaL• 1.38 ft-3/sec
n 0.012 unitless
Pipe size 15 inches
Q 4.95 cfs
Hydraulic Radius 0.31 ft
Slope 0.005 ft/ft
Grate
A 1.23 ft'
Area
P 3.93 ft
Req'd
Design good? YES
0.41 sf
15
Areaforwatershed; 4.28 acre
= 186,365 sqft
0.95
imp= 1 186,365 sqft
h 8.44 in/hr
4.28 acres
Q, 34.30 ft-3/sec
+Q Upstream; ft-3/sec
Upstream Pipes
Q Total, 34.30 ft-3/sec
n 0.012 unitless
Pipe size 36 inches
Q 51.09 cfs
Hydraulic Radius 0.75 ft
Slope 0.005 ft/ft
Grate
A 7.07 ft'
Area
P 9.42 ft
Req'd
Design good? YES
68.79 sf
Areaforwatershed; 0.08
acre
=
3,350
sqft
0.95
imp =
3,350
sqft
h 8.44
in/hr
0.08
acres
Q, 0.62
ft-3/sec
+Q Upstream; 0.62
ft-3/sec
Upstream Pipes
Q Total, 1.23
ft-3/sec
PA13-3
n
Pipe size
0.012
unitless
inches
12
Q
2.73
cfs
Hydraulic Radius 0.25
ft
Slope 0.005
ft/ft
Grate
A 0.79
ft
Area
P 3.14
ft
Req'd
Design good? YES
0.18 sf

16
Areaforwatershed; 0.42 acre
=
1$255
sqft
0.95
imp =
18,255
sqft
h 8.44 in/hr
0.42
acres
Q; 3.36 ft-3/sec
+Q Upstream; ft-3/sec
Upstream Pipes
Q Total; 3.36 ft-3/sec
n
Pipe size
0.012
unidess
inches
18
Q
8.05
cfs
Hydraulic Radius 0.38 ft
Slope 0.005 ft/ft
Grate
A 1.77 ft'
Area
P 4.71 ft
Req'd
Design good? YES
0.99 sf
POND OUTLET
Storm Pipe Calculation: POND OUTLET
Areaforwatershed: 0.00 acre
=
0.95
Fsgk
imp= 0 sgft
h 8.44 in/hr
0.00 acres
Q; 0.00 ft-3/sec
+Q Upstream; 111.21 ft-3/sec
Upstream Pipes
Q Total; 111.21 ft-3/sec
DES[GNBASED
HYDROCAD25YR
n 0.012 unidess
Pipe size 54 inches
Q 150.64 cfs
Hydraulic Radius 1.13 ft
Slope 0.005 ft/ft
Grate
A 15.90 ft'
Area
P 14.14 ft
Req'd
Design good? YES
0.00 sf
Ditches
Storm Pipe Calculation: Ditch 2
Storm Pipe Calculation:
Ditch 1
Areaforwatershed;
3.49 acre
=
151,940
sqft
Areaforwatershed; 2.98 acre
= 129,835 sqft
0.58
imp=
1 75,970
sqft
0.58
imp = 64,918 sqft
h
8.44 in/hr
1.74
acres
I; 8.44 in/hr
1.49 acres
Q;
16.93 ft-3/sec
Q; 14.46 ft-3/sec
+Q Upstream;
137.83 ft-3/sec
Upstream Pipes
+Q Upstream; 29.59 ft-3/sec
Upstream Pipes
Q Total;
154.76 ft-3/sec
PA2 PA15
Q Totah 44.06 ft-3/sec
F Drainage Area 1-3
Storm Pipe Calculation:
Ditch 3
Storm Pipe Calculation: Ditch 4
Areaforwatershed;
2.67 acre
=
116, 120
sqft
Areaforwatershed; 5.64 acre
= 245,620 sqft0.58
imp=
1 58,060
sqft
0.35
imp = 49,124 sqft
h
8.44 in/hr
1.33
acres
I; 8.44 in/hr
1.13 acres
Q;
12.94 ft-3/sec
Q; 16.66 ft-3/sec
+Q Upstream;
16.66 ft-3/sec
Upstream Pipes
+Q Upstream; 0.00 ft-3/sec
Upstream Pipes
Q Total;
29.59 ft-3/sec
QTotal• 16.66 ft-3/sec
F
m Pipe Calculation: Ditch 5
Storm Pipe Calculation: Ditch 6
Areafowa rtershed; 2.48 acre
=
10$140
sqftAreaforwatershed;
7.40 acre
= 322,405 sqft
0.95
imp=
108,140
sqft
0.35
imp = 64,481 sqft
h 8.44 in/hr
I
2.48
acres
h 8.44 in/hr
1.48 acres
Q; 19.91 ft-3/sec
Q; 21.86 ft-3/sec
+Q Upstream; f -3/sec
Upstream Pipes
+ Q Upstream; f -3/sec
Upstream Pipes
QTotal, 19.91 ft-3/sec
I
QTotaL• 21.86 ft-3/sec
F
Storm Pipe Calculation: Ditch 7
Storm Pipe Calculation: Clean Water Ditch
Areaforwatershed; 0.74 acre
=
32,040
sqft
Areaforwatershed; 12.50 acre
= 544,495 sqft0.95
imp=
1 32,040
sqft
0.28
imp = 54,450 sqft
h 8.44 in/hr
0.74
acres
h 8.44 in/hr
1.25 acres
Q; 5.90 ft-3/sec
Q; 29.01 ft-3/sec
+Q Upstream; ft-3/sec
Upstream Pipes
+Q Upstream; 21.03 ft-3/sec
Upstream Pipes
Q Total; 5.90 ft-3/sec
QTotaL• 50.04 ft-3/sec
Clean Water from NP

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
PA1-1 25 YR
Circular
Diameter (ft)
= 3.00
Invert Elev (ft)
= 644.00
Slope (%)
= 0.50
N-Value
= 0.011
Calculations
Compute by:
Known Q
Known Q (cfs)
= 46.66
Elev (ft)
648.00
647.00
646.00
645.00
644.00
1
Section
2 3
Reach (ft)
In
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Depth (ft)
4.00
3.00
2.00
1.00
W ItX
Thursday, Aug 29 2019
= 2.10
= 46.66
= 5.30
= 8.81
= 5.95
= 2.23
= 2.75
= 3.31

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
PIPE PA2-1 - 25 YR
Circular
Diameter (ft)
= 4.50
Invert Elev (ft)
= 646.60
Slope (%)
= 0.25
N-Value
= 0.011
Calculations
Compute by:
Known Q
Known Q (cfs)
= 103.52
Elev (ft)
652.00
651.00
650.00
649.00
648.00
647.00
646.00
645.00
0
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
1 2 3 4 5 6
Reach (ft)
Wednesday, Sep 11 2019
= 3.31
= 103.52
= 12.57
= 8.24
= 9.29
= 2.99
= 3.96
= 4.36
Depth (ft)
5.40
4.40
3.40
2.40
1.40
0.40
-0.60
-1.60
7

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
PA9-2 25 YR
Circular
Diameter (ft)
= 3.00
Invert Elev (ft)
= 650.35
Slope (%)
= 0.50
N-Value
= 0.011
Calculations
Compute by:
Known Q
Known Q (cfs)
= 39.28
Elev (ft)
654.00
653.00
652.00
651.00
650.00
1
Section
2 3
Reach (ft)
In
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Depth (ft)
3.65
2.65
1.65
0.65
-0.35
-1.35
5
Thursday, Aug 29 2019
= 1.86
= 39.28
= 4.61
= 8.52
= 5.44
= 2.04
= 2.91
= 2.99

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
PA10-1 - 25 YR
Circular
Diameter (ft)
= 5.00
Invert Elev (ft)
= 644.00
Slope (%)
= 0.50
N-Value
= 0.011
Calculations
Compute by:
Known Q
Known Q (cfs)
= 176.62
Elev (ft)
650.00
649.00
648.00
647.00
646.00
645.00
644.00
643.00
0
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
1 2 3 4 5 6
Reach (ft)
Wednesday, Sep 11 2019
= 3.42
= 176.62
= 14.34
= 12.32
= 9.75
= 3.81
= 4.64
= 5.78
Depth (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
-1.00
7

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
PA15-1 25 YR
Circular
Diameter (ft)
= 3.00
Invert Elev (ft)
= 646.21
Slope (%)
= 0.50
N-Value
= 0.011
Calculations
Compute by:
Known Q
Known Q (cfs)
= 34.30
Elev (ft)
650.00
649.00
648.00
647.00
646.00
1
Section
2 3
Reach (ft)
In
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Depth (ft)
3.79
2.79
1.79
0.79
-0.21
Thursday, Aug 29 2019
= 1.71
= 34.30
= 4.18
= 8.21
= 5.14
= 1.90
= 2.97
= 2.76

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
DITCH 1 - 25 YR
Trapezoidal
Bottom Width (ft)
= 5.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 4.00
Invert Elev (ft)
= 644.70
Slope (%)
= 0.50
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 154.40
Friday, Aug 30 2019
Highlighted
Depth (ft)
= 2.59
Q (cfs)
= 154.40
Area (sqft)
= 33.07
Velocity (ft/s)
= 4.67
Wetted Perim (ft)
= 21.38
Crit Depth, Yc (ft)
= 2.09
Top Width (ft)
= 20.54
EGL (ft)
= 2.93
Elev (ft)
Depth (ft)
Section
649.00
4.30
3.30
648.00
647.00
2.30
10
1.30
646.00
0.30
645.00
-0.70
644.00
RAI nn
_1 7n
0
5 10 15 20 25 30 35 40
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
DITCH 2 - 25 YR
Trapezoidal
Bottom Width (ft)
= 5.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 649.45
Slope (%)
= 0.50
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 44.06
Elev (ft) Section
652.00
651.50
651.00
650.50
650.00
649.50
649.00
648.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Friday, Aug 30 2019
= 1.42
= 44.06
= 13.15
= 3.35
= 13.98
= 1.08
= 13.52
= 1.59
2 4 6 8 10 12 14 16 18 20 22
Reach (ft)
Depth (ft)
2.55
2.05
1.55
1.05
0.55
0.05
-0.45
_n as

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
DITCH 3 - 25 YR
Trapezoidal
Bottom Width (ft)
= 5.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 651.20
Slope (%)
= 0.50
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 29.59
Elev (ft) Section
654.00
653.50
653.00
652.50
652.00
651.50
651.00
650.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Friday, Aug 30 2019
= 1.16
= 29.59
= 9.84
= 3.01
= 12.34
= 0.86
= 11.96
= 1.30
2 4 6 8 10 12 14 16 18 20 22
Reach (ft)
Depth (ft)
2.80
2.30
1.80
1.30
0.30
-0.20
_n 7n

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
DITCH 4 - 25 YR
Trapezoidal
Bottom Width (ft)
= 5.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 653.06
Slope (%)
= 0.50
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 16.66
Elev (ft)
655.00
654.50
654.00
653.50
653.00
652.50
0
2 4 6
Section
Friday, Aug 30 2019
Highlighted
Depth (ft)
= 0.86
Q (cfs)
= 16.66
Area (sqft)
= 6.52
Velocity (ft/s)
= 2.56
Wetted Perim (ft)
= 10.44
Crit Depth, Yc (ft)
= 0.62
Top Width (ft)
= 10.16
EGL (ft)
= 0.96
Depth (ft)
1.94
1.44
0.94
0.44
-0.56
8 10 12 14 16 18
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
DITCH 5 - 25 YR
Trapezoidal
Bottom Width (ft)
= 6.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 653.55
Slope (%)
= 0.50
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 19.91
Elev (ft)
655.00
654.50
654.00
653.50
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
2 4 6 8 10 12 14
Reach (ft)
Friday, Aug 30 2019
= 0.88
= 19.91
= 7.60
= 2.62
= 11.57
= 0.63
= 11.28
= 0.99
Depth (ft)
1.45
0.95
0.45
-0.05

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
DITCH 6 - 25 YR
Trapezoidal
Bottom Width (ft)
= 3.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 644.74
Slope (%)
= 0.75
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 21.86
Elev (ft) Section
647.00
646.50
646.00
645.50
645.00
644.50
644.00
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Sep 11 2019
= 1.07
= 21.86
= 6.64
= 3.29
= 9.77
= 0.89
= 9.42
= 1.24
Depth (ft)
2.26
1.76
1.26
K ^'
-0.24
_n 7n
0 2 4 6 8 10 12 14 16 18 20 v T
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
DITCH 7 - 25 YR
Trapezoidal
Bottom Width (ft)
= 4.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 644.00
Slope (%)
= 0.50
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 5.90
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Friday, Aug 30 2019
= 0.55
= 5.900
= 3.11
= 1.90
= 7.48
= 0.37
= 7.30
= 0.61
Elev (ft) Section Depth (ft)
647.00
3.00
646.50
646.00
2.50
2.00
645.50
1.50
645.00
644.50
1.00
0.50
644.00
RA I Sn
0.00
2 4 6 8 10 12 14 16 18 20
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
CLEAN WATER DIVERSION DITCH - 25 YR
Trapezoidal
Bottom Width (ft)
= 10.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 647.00
Slope (%)
= 0.50
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 50.04
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Friday, Aug 30 2019
= 1.15
= 50.04
= 15.47
= 3.24
= 17.27
= 0.85
= 16.90
= 1.31
Elev (ft) Section Depth (ft)
650.00 3.00
649.50
2.50
649.00
2.00
648.50
1.50
648.00
1.00
647.50
647.00
R^r rn
:A
0.50
0.00
0 50
0
5 10 15 20
Reach (ft)
25 30
35

User Input Data
Calculated Value
Reference Data
Designed By:
JL Date: 9/6/201S
Checked By:
BD Date: 9/6/201S
Company:
Dyer and Associates
Project Name:
Project Albert
Project No.:
218088
Site Location (City/Town) Monroe, NC
Culvert Id. HWA 1-1
Total Drainage Area (acres) See C-310
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe- If the tailwater depth is less
than halfthe outlet pipe diameter, it is classified minimum tailwatercondition-
If it is greater than half the pipe diameter, it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minitmim tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter, Do (in.) 36
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 25 yr 46.66
Velocity (ft./s) 8.93
Step 2. Based on the tailwater conditions determined in step 1, enter Figure
8.06a or Figure 8.06b, and determine d, riprap size and minimwn apron length
(Q. The d,, size is the median stone size in a well -graded nprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape. and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW
Maximum TW
Fiaure 8.06a
Fiaure 8.06b
Riprap d50, (ft.)
0.75
Minimum apron length, La (ft.)
22
Apron width at pipe outlet (ft.)
9
Apron shape
Apron width at outlet end (ft.)
25
Step 4. Determine the maximnmi
stone diameter-
d_ =1.5xd.
Minimum TW
Maximum TW
Max Stone Diameter, dmax (ft.)
1.125
0
Step 5. Determine the apron thickness_
Apron thickness = 1.5 x d_
Minimum TW Maximum TW
Apron Thickness(ft.) 1.6875 0
Step 6. Fit the nprap apron to the site by making it level for the minimum
length, L, from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of nprap where protection of the
channel side slopes is necessary (Appendix 8.05). Where mwfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8.06.8.

User Input Data
Calculated Value
Reference Data
Designed By:
JL Date: 9/6/201S
Checked By:
BD Date: 9/6/201S
Company:
Dyer and Associates
Project Name:
Project Albert
Project No.:
218088
Site Location (City/Town) Monroe, NC
Culvert Id. HWA 2-1
Total Drainage Area (acres) See C-310
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe- If the tailwater depth is less
than halfthe outlet pipe diameter, it is classified minimum tailwatercondition-
If it is greater than half the pipe diameter, it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minitmim tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter, Do (in.) 54
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 25 yr 103.52
Velocity (ft./s) 8.24
Step 2. Based on the tailwater conditions determined in step 1, enter Figure
8.06a or Figure 8.06b, and determine d, riprap size and minimwn apron length
(Q. The d,, size is the median stone size in a well -graded nprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape. and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW
Maximum TW
Fiaure 8.06a
Fiaure 8.06b
Riprap d50, (ft.)
1
Minimum apron length, La (ft.)
30
Apron width at pipe outlet (ft.)
13.5
Apron shape
Apron width at outlet end (ft.)
34.5
Step 4. Determine the maximnmi
stone diameter-
d_ =1.5xd.
Minimum TW
Maximum TW
Max Stone Diameter, dmax (ft.)
1.5
0
Step 5. Determine the apron thickness_
Apron thickness = 1.5 x d_
Minimum TW Maximum TW
Apron Thickness(ft.) 2.25 0
Step 6. Fit the nprap apron to the site by making it level for the minimum
length, L, from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of nprap where protection of the
channel side slopes is necessary (Appendix 8.05). Where mwfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8.06.8.

User Input Data
Calculated Value
Reference Data
Designed By:
JL Date: 9/6/201S
Checked By:
BD Date: 9/6/201S
Company:
Dyer and Associates
Project Name:
Project Albert
Project No.:
218088
Site Location (City/Town) Monroe, NC
Culvert Id. HWA 9-2
Total Drainage Area (acres) See C-310
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe- If the tailwater depth is less
than halfthe outlet pipe diameter, it is classified minimum tailwatercondition-
If it is greater than half the pipe diameter, it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minitmim tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter, Do (in.) 36
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 25 yr 39.28
Velocity (ft./s) 8.52
Step 2. Based on the tailwater conditions determined in step 1, enter Figure
8.06a or Figure 8.06b, and determine d, riprap size and minimwn apron length
(Q. The d,, size is the median stone size in a well -graded nprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape. and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW
Maximum TW
Fiaure 8.06a
Fiaure 8.06b
Riprap d50, (ft.)
0.75
Minimum apron length, La (ft.)
20
Apron width at pipe outlet (ft.)
9
Apron shape
Apron width at outlet end (ft.)
23
Step 4. Determine the maximnmi
stone diameter-
d_ =1.5xd.
Minimum TW
Maximum TW
Max Stone Diameter, dmax (ft.)
1.125
0
Step 5. Determine the apron thickness_
Apron thickness = 1.5 x d_
Minimum TW Maximum TW
Apron Thickness(ft.) 1.6875 0
Step 6. Fit the nprap apron to the site by making it level for the minimum
length, L, from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of nprap where protection of the
channel side slopes is necessary (Appendix 8.05). Where mwfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8.06.8.

User Input Data
Calculated Value
Reference Data
Designed By:
JL Date: 9/6/2019
Checked By:
eD Date: 9/6/2019
Company:
Dyer and Associates
Project Name:
Project Albert
Project No.:
218088
Site Location (City/Town) Monroe, NC
Culvert Id. HWA 10-1
Total Drainage Area (acres) See C-310
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter, it is classified mirumtuu tailwater condition.
If it is greater than half the pipe diameter, it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a nu mmun tailwater condition unless reliable flood stage elevations
show othemise.
Outlet pipe diameter, Do (in.) 60
Tailwater depth (in.) 0
Minimum/Maximumtailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 25 yr 176.62
Velocity (ft./s) 12
Step 2. Based on the tailwater conditions determined in step 1, enter Figure
8.06a or Figure 8.06b, and determine d5a riprap size and minimum apron length
(Q. The dsa size is the median stone size in a well -graded nprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape, and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.) 1
Minimum apron length, La (ft.) 35
Apron width at pipe outlet (ft.) 15
Apron shape
Apron width at outlet end (ft.) 40
Step 4. Determine the maximum stone diameter:
d,,,,, = 1.5 x d50
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 1.5 0
Step 5. Determine the apron thickness -
Apron thickness = 1.5 x d,,,a,
Minimum TW Maximum TW
Apron Thickness(ft.) 2.25 0
Step 6. Fit the nprap apron to the site by making it level for the minimum
length. L., from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow- of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel Qoss section to assure
stability.
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary (Appendix 8.05). Where overfills exist at
pipe outlets or flows are excessnr, a plunge pool should be considered, see
page 8.06.8.

User Input Data
Calculated Value
Reference Data
Designed By:
JL Date: 9/6/201S
Checked By:
BD Date: 9/6/201S
Company:
Dyer and Associates
Project Name:
Project Albert
Project No.:
218088
Site Location (City/Town) Monroe, NC
Culvert Id. HWA 15-1
Total Drainage Area (acres) See C-310
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe- If the tailwater depth is less
than halfthe outlet pipe diameter, it is classified minimum tailwatercondition-
If it is greater than half the pipe diameter, it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minitmim tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter, Do (in.) 60
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 25 yr 34.3
Velocity (ft./s) 8.21
Step 2. Based on the tailwater conditions determined in step 1, enter Figure
8.06a or Figure 8.06b, and determine d, riprap size and minimwn apron length
(Q. The d,, size is the median stone size in a well -graded nprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape. and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW
Maximum TW
Fiaure 8.06a
Fiaure 8.06b
Riprap d50, (ft.)
0.75
Minimum apron length, La (ft.)
20
Apron width at pipe outlet (ft.)
15
Apron shape
Apron width at outlet end (ft.)
25
Step 4. Determine the maximnmi
stone diameter-
d_ =1.5xd.
Minimum TW
Maximum TW
Max Stone Diameter, dmax (ft.)
1.125
0
Step 5. Determine the apron thickness_
Apron thickness = 1.5 x d_
Minimum TW Maximum TW
Apron Thickness(ft.) 1.6875 0
Step 6. Fit the nprap apron to the site by making it level for the minimum
length, L, from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of nprap where protection of the
channel side slopes is necessary (Appendix 8.05). Where mwfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8.06.8.

User Input Data
Calculated Value
Reference Data
Designed By:
JL Date: 9/6/201f
Checked By:
BD Date: 9/6/201f
Company:
Dyer and Associates
Project Name:
Project Albert
Project No.:
218088
Site Location (City/Town) Monroe, NC
Culvert Id. HWA Pond Outlet
Total Drainage Area (acres) See C-310
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe- If the tailwater depth is less
than halfthe outlet pipe diameter, it is classified minimum tailwatercondition
If it is greater than half the pipe diameter, it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minitmim tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter, Do (in.) 54
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 25 yr 111.21
Velocity (ft./s) 8.31
Step 2. Based on the tailwater conditions determined in step 1, enter Figure
8.06a or Figure 8.06b, and determine d, riprap size and minimwn apron length
(Q. The d,, size is the median stone size in a well -graded nprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape. and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW
Maximum TW
Fiaure 8.06a
Fiaure 8.06b
Riprap d50, (ft.)
1
Minimum apron length, La (ft.)
30
Apron width at pipe outlet (ft.)
13.5
Apron shape
Apron width at outlet end (ft.)
34.5
Step 4. Determine the maximum
stone diameter-
d_=1.5xd.
Minimum TW
Maximum TW
Max Stone Diameter, dmax (ft.)
1.5
0
Step 5. Determine the apron thickness_
Apron thickness = 1.5 x d_
Minimum TW Maximum TW
Apron Thickness(ft.) 2.25 0
Step 6. Fit the nprap apron to the site by making it level for the minimum
length, L, from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of nprap where protection of the
channel side slopes is necessary (Appendix 8.05). Where mwfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8.06.8.

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Charlotte-Monme
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VICINITY MAP- GOLDMINE RD.
(N.T.S.)
LINE TABLE
LINE
BEARING
LENGTH
L 1
N83"59'41 "W
133.43
L2
N835635"W
101.83
L3
N8403'28"W
104.08
L4
N83'5844"W
104.84
L5
N83"53'01 "W
96.83
L6
N83'39'22"W
52.17
L7
N8324'39"W
49.95
L8
N8237'15"W
44.43
L9
N8148'18"W
47.15
L10
N8106'02"W
5a87
L11
N803344"W
48.30
L 12
N802632 "W
51.41
L13
N80"1434"W
53.08
L14
N8001'46"W
48.53
L 15
N7937'39 "W
47.82
L 16
N7928'10"W
55.47
L17
N7973'45"W
61.48
L18
N7921'40"W
50.60
L19
N7936'03"W
53.46
L20
N7943'03"W
52-04
L21
N7939'50"W
58.46
L22
N7933'19"W
88.71
L23
N79 47'08"W
94.59
L24
N100307 E
34.49
L25
49"W
N79327
98.84
LINE TABLE
LINE
BEARING
LENGTH
L26
N10 03'07 E
30.00
727
N1003'07 E
4.49
L28
S7947'08"E
94.73
L29
S7933'19'E
88.74
L30
S7939 50"E
58.42
L31
S7943'03"E
52.06
L32
S7936'03"E
53.55
L33
S792140'E
50.70
L34
S7973'45'E
6F45
L35
S7928'10'E
55.37
L36
S793739 E
47.67
L37
S8001'46'E
48.37
L38
S807434'E
52.97
L39
S8026 32"E
51.32
L40
S803344"E
48.13
141
S8106'02'E
50.54
L42
S81 48'18 E
46.75
L43
S8237'15'E
44.01
L44
S8324'39 E
49.68
L45
S83'39 22"E
52.04
L46
S8353'01'E
96.74
747
S83'5844"E
104.79
L48
S8403'28"E
104.08
L49
S83'56 35"E
101.85
L50
S8359'41'E
135.96
L51
N7659 31 "W
153.25
L52
N75*JO'58"WI
126.06
L53
N7128'08"W
180.50
BORE NAME
GEOTECH REPORT
ELEVATIONS
ACTUAL ELEVATIONS
SURFACE WT
ROCK
SURFACE WT
ROCK
B1
659
642
657.38
640.38
z
B2
662
659
658.04
655.04
B3
666
660.5
656.79
651.29
B4
656
653
653.6
650.6
B5
655
652
652.45
649.45
B6
652
644
651.65
643.65
i acr
B7
651
643
652.4
644.4
B8
657
654
652.51
649.51
c0
��ental pr
B9
650
642
651.36
643.36
B10
657
645
659.07
647.07
B11
659
656
655.78
652.78
B12
652
646.5
652.64
647.14
B13
652
646.5
651.13
645.63
B14
650
646 642
650.7 646.7
642.7
B15
655
654.8
651.42
651.22
B16
650
644.5
649.52
644.02
E,
B17
653
646.5
650.06
643.56
B18
659
651
651.71
643.71
B19
656
653
650.11
647.11
B20
660
652
652.81
644.81
B21
653
650
650.43
647.43
B22
648
642 640
647.27 641.27
639.27
B23
651
648
649.56
646.56
B24
670
670
655.69
655.69
B25
660
642 643
654.75 636.75
637.75
B26
650
642
650.59
642.59
new Salem �
B27
663
662.8
655.03
654.83
9aprisl church
CURVE TABLE
CURIE
LENGTH
RADIUS
BEARING.
RD DIST.
C1
28.53
3925.1
OV251"W
28.53
72
98.15
198.1
7955'16"W
98.15
C3
100.81
411.89IN80'2544"W
100.81
C4
43.11
100.3
N80'27'1j"W
43.11
C5
58.29
100.JMN80-0542"W
58.29
C6
16.44
030.0
N80V4j9"W
16.44
C7
76.33
416.6MN82-15'07"W
76.33
C8
100.28
599. 10
IS89'5j'05"W
100.17
C9
37.44
034.0
N883051 "
37.44
B28
660
650 647 651.69
641.69 638.69
P120
653
650 650
647
P121
658
650 650.5
642.5 ,,,-
P122
648
645 647
644
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1 1
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PG. 811 AMMENDED IN DB. 7329, PG. 66)
DOC.
REL.#
DATE
DESCRIPTION
03
06/14/2019
DOCUMENT RELEASE
04
06/24/2019
DOCUMENT RELEASE
05
06/28/2019
DOCUMENT RELEASE
06
07/12/2019
DOCUMENT RELEASE
07
07/22/2019
DOCUMENT RELEASE
09
08/02/2019
DOCUMENT RELEASE
13
09/13/2019
DOCUMENT RELEASE
1800 Camden Road
Charlotte, North Carolina 28203
Telephone: [phone]
Facsimile: [phone]
Manufacturing - Automotive
Food & Beverage - Distribution
Retail - Hospitality
+Grp
ARCHITECTS AND ENGINEERS, P.S.0
10 Quality Street
Lexington, Kentucky 40507-1450
Telephone: [phone]
Facsimile: [phone]
D i%R
�J
& Associates, Inc.
701 OAKMONT TRAIL
RICHMOND, KENTUCKY 40475
[phone]
Firm # P-0690
POLLUTANTS FROM OWNER'S OPERATIONS - CUSTOMER'S KNOWLEDGE OF ITS ACTIVITIES THAT
WILL BE CONDUCTED WITHIN THE FACILITY TO BE DESIGNED BY GRAY CONSTRUCTION. AND
CONSTRUCTED BY GRAY, AND THE MATERIALS INVOLVED IN THOSE ACTIVITIES, IS SUPERIOR TO
GRAY CONSTRUCTION AND GRAYS KNOWLEDGE. ACCORDINGLY, AND ANYTHING CONTAINED IN
THE CONTRACT DOCUMENTS TO THE CONTRARY NOTWITHSTANDING, ANY DUTY OR
WARRANTY BY GRAY HEREIN SHALL NOT APPLY TO THE DISCHARGE, DISPERSAL, ESCAPE,
RELEASE OR SATURATION OF ANY POLLUTANT INTO THE ATMOSPHERE OR ANY BODY OF
WATER OR ON, ONTO,UPON, IN OR INTO THE SURFACE OR SUBSURFACE OF LAND. FOR
PURPOSE OF THIS SECTION, THE WORD "POLLUTANT' SHALL MEAN ANY SOLID, LIQUID,
GASEOUS, OR THERMAL IRRITANT OR CONTAMINANT, INCLUDING BUT NOT LIMITED TO SMOKE,
VAPOR, SOOT, FUMES, ACIDS, ALKALIS, CHEMICALS AND WASTE AND SHALL INCLUDE ANY
HAZARDOUS SUBSTANCE. THE CAPACITY OF THE FACILITYAND THE DESIGN OF ANY OF ITS
PARTS, SO AS TO PREVENT THE ESCAPE, RELEASE, DISCHARGE, DISPERSAL OR SATURATION OF
POLLUTANTS SHALL BE THE SOLE RESPONSIBILITY OF THE CUSTOMER.
NOTICE: UNLESS OTHERWISE AGREED IN WRITING, GRAY CONSTRUCTION IS
THE SOLE OWNER OF ALL PROPRIETARY RIGHTS, INCLUDING COPYRIGHTS AND
ANY TRADE SECRETS IN THE MATTER CONTAINED HEREIN. ANY DISCLOSURE,
REPRODUCTION OR REVISION OF THIS DOCUMENT OR ANY PORTION THEREOF
IS SPECIFICALLY PROHIBITED UNLESS PREVIOUSLY APPROVED IN WRITING BY
GRAY.
°
°0D°#Feow0"
CORP. SEAL
A NEW MANUFACTURING FACILITY FOR
ATI SPECIALTY MATERIALS
MONROE, NORTH CAROLINA
SITE LAYOUT
0 100 200 300
JOB NUMBER SHEET NUMBER
218088 C-100

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DOC.
REL.#
DATE
DESCRIPTION
03
06/14/2019
DOCUMENT RELEASE
04
06/24/2019
DOCUMENT RELEASE
05
06/28/2019
DOCUMENT RELEASE
07
07/22/2019
DOCUMENT RELEASE
09
08/02/2019
DOCUMENT RELEASE
12
08/30/2019
DOCUMENT RELEASE
13
09/13/2019
DOCUMENT RELEASE
P"
1800 Camden Road
Charlotte, North Carolina 28203
Telephone: [phone]
Facsimile: [phone]
Manufacturing - Automotive
Food & Beverage - Distribution
Retail - Hospitality
+Grp
ARCHITECTS AND ENGINEERS, P.S.0
10 Quality Street
Lexington, Kentucky 40507-1450
Telephone: [phone]
Facsimile: [phone]
& Associates, Inc.
701 OAKMONT TRAIL
RICHMOND, KENTUCKY 40475
[phone]
Firm # P-0690
POLLUTANTS FROM OWNER'S OPERATIONS - CUSTOMER'S KNOWLEDGE OF ITS ACTIVITIES THAT
WILL BE CONDUCTED WITHIN THE FACILITY TO BE DESIGNED BY GRAY CONSTRUCTION. AND
CONSTRUCTED BY GRAY, AND THE MATERIALS INVOLVED IN THOSE ACTIVITIES, IS SUPERIOR TO
GRAY CONSTRUCTION AND GRAYS KNOWLEDGE. ACCORDINGLY, AND ANYTHING CONTAINED IN
THE CONTRACT DOCUMENTS TO THE CONTRARY NOTWITHSTANDING, ANY DUTY OR
WARRANTY BY GRAY HEREIN SHALL NOT APPLY TO THE DISCHARGE, DISPERSAL, ESCAPE,
RELEASE OR SATURATION OF ANY POLLUTANT INTO THE ATMOSPHERE OR ANY BODY OF
WATER OR ON, ONTO,UPON, IN OR INTO THE SURFACE OR SUBSURFACE OF LAND. FOR
PURPOSE OF THIS SECTION, THE WORD "POLLUTANT' SHALL MEAN ANY SOLID, LIQUID,
GASEOUS, OR THERMAL IRRITANT OR CONTAMINANT, INCLUDING BUT NOT LIMITED TO SMOKE,
VAPOR, SOOT, FUMES, ACIDS, ALKALIS, CHEMICALS AND WASTE AND SHALL INCLUDE ANY
HAZARDOUS SUBSTANCE. THE CAPACITY OF THE FACILITYAND THE DESIGN OF ANY OF ITS
PARTS, SO AS TO PREVENT THE ESCAPE, RELEASE, DISCHARGE, DISPERSAL OR SATURATION OF
POLLUTANTS SHALL BE THE SOLE RESPONSIBILITY OF THE CUSTOMER.
NOTICE: UNLESS OTHERWISE AGREED IN WRITING, GRAY CONSTRUCTION IS
THE SOLE OWNER OF ALL PROPRIETARY RIGHTS, INCLUDING COPYRIGHTS AND
ANY TRADE SECRETS IN THE MATTER CONTAINED HEREIN. ANY DISCLOSURE,
REPRODUCTION OR REVISION OF THIS DOCUMENT OR ANY PORTION THEREOF
IS SPECIFICALLY PROHIBITED UNLESS PREVIOUSLY APPROVED IN WRITING BY
GRAY.
CORP. SEAL
A NEW MANUFACTURING FACILITY FOR
ATI SPECIALTY MATERIALS
MONROE, NORTH CAROLINA
PIT EXCAVATION
0 30 60 90
JOB NUMBER SHEET NUMBER
218088 C-101